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

Size: px

Start display at page:

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

Willa Anderson
6 years ago
Views:

1 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, Suite 660 Chicago, Illinois 6064 Prepared by 38 Hammond Dr., Suite 6 Schaumburg, Illinois July 6, 0

2 July 6, 0 Mr. Steve Panko Key Development Partners, LLC North State Street, Suite 660 Chicago, Illinois 6064 Re: Subsurface Investigation Report Proposed New 1-Story Building 6447 Grand Avenue Gurnee, Illinois AGI Project No. -11 Dear Mr. Panko: 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 6447 Grand Avenue Gurnee, 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 site improvements. The subject site is located at 6447 Grand Avenue in Gurnee, Illinois, as shown on Appendix A, Boring Location Diagram. It is our understanding that the proposed improvements are to include a new one-story building without a basement. Site improvements will presumably include paved driveways and underground utilities. 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. 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 foundations of the proposed site development. SUBSURFACE EXPLORATION PROCEDURES Five () soil borings were extended to a depth of.0 feet below the ground surface as part of the soils exploration on July 1 and, 0. (AGI) personnel established boring locations in the field, without the aid of sophisticated surveying techniques; and as such, the locations are considered approximate. The soil borings were performed using 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-86. In the split-barrel sampling procedure, a -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 1 inches after an initial 6 inch penetration are reported as the penetration resistance (N) values. These values are shown on the boring log 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. 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. 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 in Appendix July 6, 0 Page 1

4 6447 Grand Avenue Gurnee, Illinois B, represent an interpretation of the field logs and include modifications based on the laboratory testing of the samples. SOIL CONDITIONS In general, the borings encountered. to 3. inches of asphalt over 10.0 to 1. inches of crushed stone and gravel at the ground surface. The pavement subbase was underlain by silty clay fill materials extending to depths of. to 3.0 feet below the ground surface. The fill materials were underlain by brown silty clay in a very stiff condition extending to depths of. to 8.0 feet below the ground surface. In all borings, except boring B-, the brown silty clay was underlain by gray silty clay in a very stiff to stiff condition extending to the boring termination depth of.0 feet. In boring B-, the brown silty clay was underlain by brown and gray silt in a medium dense condition extending to a depth of 7. feet below the ground surface. The silt was underlain by gray silty clay in a very stiff to hard condition extending to the boring termination depth of.0 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 between materials may be gradual. LABORATORY TESTING PROGRAM The geotechnical testing program consisted of performing water content tests on selected soil samples according to ASTM D-16 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 not encountered in any of the borings. 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 the soils encountered were predominately cohesive, which have a low coefficient of permeability, much time is 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. July 6, 0 Page

5 6447 Grand Avenue Gurnee, Illinois 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 new 1-story building. Foundation for Proposed One-Story Building For this structure, foundation loads are expected to be light. 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 very stiff silty clay soils encountered 3.0 feet below the existing grade. If unsuitable bearing soils such as old footing foundation, loose, soft silty clay, or organic materials are encountered in a footing excavation, the footing should be deepened to competent bearing soil and the footing could be lowered or 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 1 inches of overexcavation depth. The overexcavation should then be backfilled in maximum 9-inch thick loose lifts with suitable granular fill material, such as IDOT gradation CA-1 or equivalent capped with CA-6 or equivalent, compacted to at least 9 percent of the maximum modified Proctor dry density (ASTM D-7). Shallow footings bearing on the natural silty clay soils encountered below the minimum depths required for frost protection, tested and evaluated by an experienced geotechnical professional, could be designed using a maximum net allowable soil bearing pressure of 3,00 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. Perimeter footings and footings beneath unheated areas should extend at least 48 inches beneath the lowest adjacent finished grade for frost protection. Interior footings should also be founded at least 4 inches below floor slab level for confinement of the bearing soils. Isolated footings should have a minimum width of 30 inches, and continuous formed footings should have a minimum width of 0 inches. Anticipated long-term settlement of the footing foundation designed and constructed as recommended above should be on the order of less than 1-inch with a differential settlement of less July 6, 0 Page 3

6 6447 Grand Avenue Gurnee, Illinois than ½ to ¾ inch. Reinforcement should be provided in the walls to minimize cracking from differential settlement. Floor Slab Available information indicated that the existing silty clay soils and silty clay fill materials are capable of providing support for the proposed floor slab situated on grade. Any asphalt pavement should be removed and 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 an approved fill free of organic matter and debris. A 6-inch layer of gravel meeting IDOT gradation CA-7 or equivalent should be provided below the floor slab to minimize dangers from capillary rise of moisture. Stabilization of Subgrade Soils We recommend that all asphalt pavement, loose, soft, organic, 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 if space allows. 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 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. The gravel and crushed stone subbase encountered below the asphalt pavement at the site may be stockpiled and reused as engineering backfill material. All fill materials should be properly placed and compacted as described above. 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 feet of the finished pavement subgrade elevation. Borrow materials should consist of only clay to silty clay soils. 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 or asphalt placement to evaluate the suitability and uniformity of the soils for support of the design at any structure or pavement areas. It is our understanding that the existing structure will be demolished. It is recommended that all existing footings and other debris be completely removed from the new footing areas, and that the former building structure be backfilled with IDOT gradation CA-1 crushed stone. The CA-1 should be placed in maximum 9-inch loose lifts and compacted to 9% of its maximum modified Proctor dry July 6, 0 Page 4

7 6447 Grand Avenue Gurnee, Illinois density, or to the Resident Engineer s satisfaction. Continuous observation by a geotechnical engineer or his representative should be maintained during site preparation and compaction of all fill and backfill material. If the former footings are located below the proposed slab-on-grade, the old footings should be removed a minimum of two feet below the proposed slab-on-grade and backfilled with compacted engineering fill materials to avoid hard spots. All excavation should be performed in accordance with the most recent Occupational Safety and Health Administration requirements. 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. 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. July 6, 0 Page

8 APPENDIX A Boring Location Diagram

9 4.'.' B- B-3 3' 4' 77' B- 7' 36' 68' 10' 6' 6' B-1 B-4 16' PROJECT NUMBER: -11 CLIENT: Key Development DATE: July 1 &, 0 APPENDIX A: Boring Location Diagram PROJECT LOCATION: 6447 Grand Avenue Gurnee, Illinois N Not to Scale 38 Hammond Drive, Suite 6 Schaumburg, Illinois (847)

10 APPENDIX B Soil Boring Logs

11 AGI Job No. -11 BORING LOG NO. B-1 Sheet 1 of 1 CLIENT Key Development PROJECT Proposed New 1-Story Building STATION AND OFFSET(ft): LOCATION 6447 Grand Avenue COUNTY: Lake SAMPLES TESTS CITY & STATE: SURFACE ELEVATION 1.3. Gurnee, Illinois Datum:. inches asphalt over 1. inches gravel FILL, silty clay, trace sand & gravel, brown & gray, stiff SILTY CLAY, trace sand & gravel, brown, very stiff, with silty sand seams, (CL) GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT NUMBER 1 TYPE % RECOVERY 6 78 MOISTURE, % 8 16 DRY DENSITY PCF Qu tsf Failure Type 1.. HNu Units ppm ORGANIC CONTENT, % SILTY CLAY, trace sand & gravel, gray, very stiff, (CL) End Of Boring WATER LEVEL OBSERVATIONS Dry AGI COPY GRAND GURNEE- KEY DEVELOPMENT.GPJ 7/6/ 38 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) STARTED DRILL CO. DRILLER ENG/GEOL WDI Pecka FINISHED DRILL RIG A'T DRILLER APPROVED 7-1- AMM

12 AGI Job No. -11 BORING LOG NO. B- Sheet 1 of 1 CLIENT Key Development PROJECT Proposed New 1-Story Building STATION AND OFFSET(ft): LOCATION 6447 Grand Avenue COUNTY: Lake SAMPLES TESTS CITY & STATE: SURFACE ELEVATION 1.1. Gurnee, Illinois Datum: 3 inches asphalt over 10 inches gravel FILL, silty clay, with sand & gravel, brown & gray, very stiff SILTY CLAY, trace sand & gravel, brown, very stiff, (CL) GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. 7 8 NUMBER 1 TYPE % RECOVERY 7 89 MOISTURE, % 13 DRY DENSITY PCF Qu tsf Failure Type 3.. HNu Units ppm ORGANIC CONTENT, % SILTY CLAY, trace sand & gravel, gray, very stiff, with sand seams, (CL) End Of Boring WATER LEVEL OBSERVATIONS 14. Cave-In AB AGI COPY GRAND GURNEE- KEY DEVELOPMENT.GPJ 7/6/ 38 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) STARTED DRILL CO. DRILLER ENG/GEOL. 7-- WDI Pecka FINISHED DRILL RIG A'T DRILLER APPROVED 7-- AMM

13 AGI Job No. -11 BORING LOG NO. B-3 Sheet 1 of 1 CLIENT Key Development PROJECT Proposed New 1-Story Building STATION AND OFFSET(ft): LOCATION 6447 Grand Avenue COUNTY: Lake SAMPLES TESTS CITY & STATE: SURFACE ELEVATION 1.1 Gurnee, Illinois Datum: 3 inches asphalt over 10 inches gravel SILTY CLAY, trace sand & gravel, brown, very stiff, (CL) GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT. NUMBER 1 TYPE % RECOVERY 7 MOISTURE, % 14 DRY DENSITY PCF Qu tsf Failure Type HNu Units ppm ORGANIC CONTENT, % 6.0 SILTY CLAY, trace sand & gravel, gray, very stiff to stiff, (CL) End Of Boring WATER LEVEL OBSERVATIONS Dry AGI COPY GRAND GURNEE- KEY DEVELOPMENT.GPJ 7/6/ 38 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) STARTED DRILL CO. DRILLER ENG/GEOL. 7-- WDI Pecka FINISHED DRILL RIG A'T DRILLER APPROVED 7-- AMM

14 AGI Job No. -11 BORING LOG NO. B-4 Sheet 1 of 1 CLIENT Key Development PROJECT Proposed New 1-Story Building STATION AND OFFSET(ft): LOCATION 6447 Grand Avenue COUNTY: Lake SAMPLES TESTS CITY & STATE: SURFACE ELEVATION Gurnee, Illinois Datum: 3 inches asphalt over 11 inches gravel FILL, silty clay, with sand & gravel, brown, gray & black SILTY CLAY, trace sand & gravel, brown to brown & gray, very stiff, (CL) SILTY CLAY, trace sand & gravel, gray, very stiff, with moist sand seams, (CL) GRAPHIC LOG DEPTH (FT.) SPT-N BLOWS / FT NUMBER 1 3 TYPE % RECOVERY MOISTURE, % DRY DENSITY PCF Qu tsf Failure Type 3. HNu Units ppm ORGANIC CONTENT, % End Of Boring WATER LEVEL OBSERVATIONS Dry AGI COPY GRAND GURNEE- KEY DEVELOPMENT.GPJ 7/6/ 38 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) STARTED DRILL CO. DRILLER ENG/GEOL. 7-- WDI Pecka FINISHED DRILL RIG A'T DRILLER APPROVED 7-- AMM

15 AGI Job No. -11 BORING LOG NO. B- Sheet 1 of 1 CLIENT Key Development PROJECT Proposed New 1-Story Building STATION AND OFFSET(ft): LOCATION 6447 Grand Avenue COUNTY: Lake SAMPLES TESTS CITY & STATE: SURFACE ELEVATION Gurnee, Illinois Datum: 3. inches asphalt over 11 inches gravel FILL, silty clay, with sand & gravel, trace topsoil, brown, gray & black SILTY CLAY, trace sand, gravel & mottle, brown, very stiff, (CL) SILT, brown & gray, medium dense, moist, (ML) SILTY CLAY, trace sand & gravel, gray, very stiff to stiff, (CL) GRAPHIC LOG DEPTH (FT.) 10 SPT-N BLOWS / FT NUMBER TYPE % RECOVERY MOISTURE, % DRY DENSITY PCF Qu tsf Failure Type 3.7 HNu Units ppm ORGANIC CONTENT, % End Of Boring WATER LEVEL OBSERVATIONS Dry AGI COPY GRAND GURNEE- KEY DEVELOPMENT.GPJ 7/6/ 38 Hammond Drive, Suite 6 Schaumburg, Illinois Tel: (847) Fax: (847) STARTED DRILL CO. DRILLER ENG/GEOL. 7-- WDI Pecka FINISHED DRILL RIG A'T DRILLER APPROVED 7-- AMM

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

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

Applied GeoScience, Inc Hammond Dr., Suite 6 Schaumburg, Illinois AGI Project No. 13-276 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