HAENGEL & ASSOCIATES ENGINEERING, Inc.

Transcription

1 PROPOSED ROAD RECONSTRUCTION BERWYCK-ON-THE PARK ASSOCIATION OAKLAND COUNTY MILFORD, MI GEOTECHNICAL EXPLORATION AND ENGINEERING REPORT Mr. Robert O. Craigmile, PE Senior Project Manager Orchard, Hiltz & McCliment, Inc Plymouth Road Livonia, MI HAE Project No. H G July 10, 2012 HAENGEL & ASSOCIATES ENGINEERING, Inc.

2 42040 KOPPERNICK ROAD, SUITE 407 CANTON, MICHIGAN HAENGEL & ASSOCIATES ENGINEERING, INC PHONE: Geotechnical, Environmental, Construction, & Inspections. FAX: WEBSITE July 10, 2012 Mr. Robert O. Craigmile, PE Senior Project Manager Orchard, Hiltz & McCliment, Inc Plymouth Road Livonia, MI RE: Pavement Exploration & Engineering Report Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Dear Mr. Craigmile: We have completed the pavement exploration of the existing Berwyck-on-the Park Association s roadways, located in Milford, Michigan. This report presents the results of our pavement exploration, observations, analyses, and our recommendations for site preparation and pavement rehabilitation. We appreciate the opportunity to assist you on this project. If there are any questions, please do not hesitate to contact us. Thank you very much for your continued use of our services. Respectfully, HAENGEL & ASSOCIATES ENGINEERING, INC. Gustavo N. Haengel President 3 pc: encl.

3 HAENGEL & ASSOCIATES ENGINEERING, INC. EXECUTIVE SUMMARY Based on the results of our pavement exploration, the existing Berwyck-on-the Park s roadways are generally in fair to poor condition. The predominant causes of the pavement distress at the site appears to be the result of pavement age, the presence of frost susceptible soils; and deficiencies in the aggregate base, backfill compaction, asphalt thickness and drainage. The "asbuilt" cross section of the bituminous pavement can be found in the appendix. The pavement distress within this section typically consists of moderate to severe longitudinal and alligator cracking. The cracking is an indication that the asphalt pavement has lost flexibility and will continue to exhibit pavement failures. The brittle nature of the pavement that is deteriorated will most likely require replacement as part of any reconstruction strategy. The pavement section generally consists of approximately 2 to 5 inches of bituminous asphalt. The subgrade soils within the explored areas consist of silty fine sand, fine to medium sand, sandy clay/clayey sand, fine sand with organics (B-6) and silty fine to medium sand, extending to the explored depths. The driller looked for indications of groundwater during and after the completion of the soil borings. The driller reported no groundwater seepage during drilling. Upon completion of the drilling, groundwater seepage was not noted. A description of the observed pavement distress and detailed recommendations for pavement repair or reconstruction options are presented in Sections 3 and 4 of our report, respectively. In general, full-depth removal and replacement of the existing pavement section is recommended for the roadway. Recommendations for improvement of the pavement drainage are also presented. Do not consider this summary separate from the entire report. Details of our analysis and recommendations are discussed in the following sections of this report. Report Prepared By: Report Reviewed By: Gustavo N. Haengel Senior Consultant G.C. Van Poperin, P.E. Senior Project Engineer

4 HAENGEL & ASSOCIATES ENGINEERING, INC. TABLE OF CONTENTS EXECUTIVE SUMMARY Page 1. INTRODUCTION Project Description Scope of Services PROCEDURES Field Operations Laboratory Testing RESULTS Existing Pavement Conditions Subsurface Conditions Groundwater Conditions ANALYSES AND RECOMMENDATIONS General Evaluation and Subgrade Preparation Asphalt Alternatives Recommendations for Pavement Rehabilitation General Comments...10 APPENDIX

5 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No INTRODUCTION 1.1 Project Description We have completed the pavement exploration at the Berwyck-on-the Park development located in Milford, Michigan. Haengel & Associates Engineering, Inc. (HAE) was retained by Orchard, Hiltz & McCliment, Inc. to perform this exploration. The project site is located west of Milford Road, between Buno Road and Holden Road, in Milford, Michigan. The purpose of the exploration was to evaluate the present pavement and subsurface conditions, and the existing road structures. This information was used to evaluate the feasibility of various pavement repair alternatives. This report presents the results of our exploration and summarizes our findings, conclusions, and recommendations. 1.2 Scope of Services The scope of services for this exploration included visual reconnaissance of the pavement surface to assess its present condition, geotechnical soil borings, laboratory testing, and preparation of an engineering report. Specifically, this report presents our conclusions and recommendations regarding the following items: 1. Completion of a visual reconnaissance of the pavement sections to assess their present condition and to outline the extent of the major types of structural distress, and an evaluation of the existing pavement drainage conditions. 2. Completion of twelve (12) geotechnical soil borings at selected boring locations. The borings were drilled to a depth of approximately 2.5 to 5 feet below the pavement surface. 3. Completion of laboratory testing to determine the physical characteristics of the existing subgrade soil materials. 4. Preparation of an engineering report documenting our exploration procedures and findings, and presenting our recommendations for pavement repairs and reconstruction. These services were performed according to general accepted standards and procedures in the practice of pavement and geotechnical engineering.

6 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No Field Operations 2. PROCEDURES The field exploration for this project consisted of making a visual examination of the pavement surface to delineate the extent and type of pavement distress that has occurred. Twelve (12) geotechnical soil borings, designated B-1 through B-12, were performed at the approximate location shown on the Soil Boring Diagram. A truck mounted rotary drilling rig was used to perform the soil borings. Continuous flight hollow-stem augers were used to advance the bore holes, and split spoon samplers were used to obtain the soil samples by the Standard Penetration Test (SPT) method in general conformance with ASTM Standard D The number of blows required to drive the sampler 12 inches, after an initial seating of 6 inches, with a 140 pound hammer falling 30 inches, is termed the Standard Penetration Resistance, N-value. A graphical representation of the N-values is given on the boring logs. During the field operations, the drill crew maintained a log of the subsurface conditions, including changes in stratigraphy and observed groundwater levels. After completion of the drilling operations, the bore holes were backfilled with auger cuttings and bituminous cold patch. 2.2 Laboratory Testing The soil samples obtained during the drilling operations were placed in sealed containers and brought to the laboratory for testing and classification. An experienced geotechnical engineer classified the samples in general conformance with the Unified Soil Classification System. Laboratory testing included natural moisture content and unconfined compressive strength determination, which was performed using a calibrated hand penetrometer. With a calibrated hand penetrometer, the unconfined compressive strength of the soil sample is estimated by measuring the resistance of the soil sample to the penetration of a small, calibrated spring-loaded cylinder. The penetrometer can measure a maximum unconfined compressive strength of 4-1/2 tons per square foot (tsf). The results of the laboratory tests are indicated on the boring logs at the depths the samples were obtained. In cases where the hand penetrometer test indicates the unconfined compressive strength are in excess of 4-1/2 tsf, the results are plotted as open circles at 4-1/2 tsf with a "+" to indicate the actual strength is greater than 4-1/2 tsf. The soil samples will be retained in our laboratory for 60

7 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 3 days, at which time we will dispose of them. If you desire HAE to retain the samples longer than 60 days, please notify us within this time frame.

8 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No Existing Pavement Conditions 3. RESULTS The pavement is generally in fair to poor condition, and is characterized by moderate to severe longitudinal and alligator cracking. The cracking is an indication that the asphalt pavement has lost flexibility and will continue to exhibit pavement failures. The brittle nature of pavement that is deteriorated will, most likely, require removal and replacement as part of any rehabilitation strategy. Pavement: The environment is extremely hard on pavements. Different regions face different environmental effects, including sunlight, rain, snow, ice and wind abrasion, and man-made effects such as salt, snowplows, and oil and gas spills. The seasonal elements alone tend to harden the pavement, making it more brittle and likely to crack. Another element that can be even more damaging to the asphalt is the friction from tires rolling across the surface. Also, the sun alone will oxidize the asphalt, thus hardening bituminous cements and extracting necessary oils that are essential in holding cement binders and aggregates together. Lastly, the irrigation systems, drainage systems, birdbaths and areas that tend to collect surface runoff are also damaging to the asphalt. Nothing accelerates the disintegration of asphalt faster than water. Once water penetrates a paved asphalt surface, it begins to break up the base. Water penetrates pavement surfaces through small surface cracks, which can easily develop into potholes. Another problem magnified by water is raveling; this material defect is intensified by vehicle traffic and fast moving water from rain or sprinklers. Signs of failed conditions: Fragmented cracks Large cracks that flow with traffic direction Discoloration of blacktop or striping Difference in surface texture Oil or antifreeze spots Loose asphalt Ruts or dips in surface

9 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 5 Weeds or moss Birdbaths 3.2 Subsurface Conditions The soil conditions encountered at the boring locations can be summarized as follows: The pavement section generally consists of approximately 2 to 5 inches of bituminous asphalt. The existing gravel base ranges in thickness from approximately 4 to 24 inches, with the thickest section being located in a patch area. It is assumed that this area was undercut prior to the placement of the bituminous patch. In general, the underlying base is deficient in thickness and quality. The as-built cross section shows a gravel section that should have been 8-inches of Michigan Department (MDOT) 22A aggregate (reference the Appendix). The subgrade soil within the explored areas consists of silty fine sand, fine to medium sand, sandy clay/clayey sand, fine sand with organic matter (B-6) and silty fine to medium sand, extending to the explored depths. The cohesionless soils generally range from loose to very dense compaction with N- values of 6 to 100 blows per foot. However, most of the areas tested had N-values on the low end of the medium dense range. The stratification depths shown on the soil boring logs represent the soil conditions at the boring locations. Variations may occur between borings. Additionally, the stratigraphic lines represent the approximate boundary between soil types; the transition may be more gradual than what is shown. We have prepared the boring logs on the basis of laboratory classification and testing, as well as field logs of the soils encountered. The soil boring logs and boring location diagrams are presented in the Appendix. The soil profiles described above are generalized descriptions of the conditions encountered at the boring locations. Please consult the boring logs for more specific information. 3.3 Groundwater Conditions The driller looked for indications of groundwater during and after the performance of the soil borings. The driller reported no groundwater seepage during drilling. Upon completion of the drilling, groundwater seepage was not noted. Sandy clay/ clayey sand and silty sand soils, such as encountered at the site, require a longer time for water to become stable in the bore hole. To make an accurate determination of the long-term groundwater level, it is necessary to install groundwater level monitoring wells (piezometer) in the

10 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 6 boreholes and monitor for an extended time. The long term hydrostatic groundwater level and perched groundwater levels will vary due to changes in precipitation, evaporation, surface runoff, and other factors. The groundwater levels discussed herein represent the conditions at the time of the measurements. It should be noted that since sandy clay materials were encountered at this site, the groundwater observations made during drilling of the test borings are not necessarily indicative of the static groundwater level. These soils have relative low permeability rates, and the drilling operations have a tendency to seal off the paths of groundwater flow due to the slurry created during drilling of cohesive soils. Seams of water-bearing sand, not indicated on the test boring logs, are possible at various depths.

11 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No ANALYSES AND RECOMMENDATIONS We have made our analysis based on an overall evaluation of the pavement condition and subsurface data obtained during the present exploration. The resulting recommendations are given in the following sections. If our assumptions or understandings are not correct, or if conditions during construction are significantly different from those found in the site exploration, contact HAE immediately. HAE may need to re-evaluate the recommendations. 4.1 General Evaluation and Subgrade Preparation The site appears to contain a layer of fill material extending to depths of approximately 2.5 feet to 5 feet below the existing ground in areas of the site (Borings B-4 to B-12). The fill seems to contain some and/or trace organic matter (B-6). However, no specific information was provided to HAE in regard to the method of placement of the fill (i.e. compaction testing) to determine if the material was placed in an engineered manner. In our experience, penetration resistance values lower than 10 bpf in fill material are generally indicative of limited compaction effort. Note that we do not have sufficient data to predict the overall performance of the fill for structural support. However, there were areas identified to have N-values which were lower than expected. We recommend the suitability of the existing fill be evaluated more thoroughly during the initial phase of construction to delineate the need for, and extent of, any additional corrective measures for proper support of pavement and engineered fill. Considering the sandy clay/clayey sand soils and soils containing some clay, perched groundwater conditions are possible at this site. Groundwater or surface water can become trapped or confined within open excavations or shallow pockets of sand above the less pervious soils. Groundwater levels can be temporarily elevated as a result of wet weather conditions. Typically, groundwater levels and volumes are expected to be higher in the winter and spring seasons, as compared to the summer and fall months. The long term hydrostatic groundwater level and perched groundwater levels will vary due to changes in precipitation, evaporation, surface runoff, and other factors. The groundwater levels discussed herein represent the conditions at the time of the measurements. Based on the site conditions encountered during our field reconnaissance and the proposed finish pavement elevation grades, we anticipate a moderate amount of earthwork will be required to achieve anticipated compaction levels and finished grades. We recommend all earthwork operations be performed under adequate specifications, and properly monitored in the field. We recommend removing unsuitable base materials and subgade soils in all areas which are to

12 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 8 receive new pavements. Where the resulting subgrade consists of granular soils, the subgrade should be proof-compacted with a heavy 10-ton vibratory roller. We recommend a minimum of 10 passes be made in both perpendicular directions. Where exposed subgrade consists of cohesive soils, the subgrade should be proof-rolled with a heavily loaded single axle dump truck. Areas that exhibit excessive pumping and yielding during proof-compaction and/or proof-rolling should be stabilized by both aeration and recompaction, if weather conditions permit or by the removal of the yielding soils, and their replacement with properly compacted fill consisting of suitable material. If dry materials are not available onsite, it may be necessary to stabilize the subgrade with a layer of crushed concrete or crushed stone. All fill material should be placed and compacted at or near the optimum moisture content. Also, no frozen material should be used as fill, nor should any fill be placed on a frozen base. 4.2 Asphalt Alternatives Crack Seal - Water is the most destructive element for pavements. Filling or sealing pavement cracks to prevent water from entering the base and subgrade will extend pavement life. When water is kept out, pavement deterioration is slowed. Cracks should be prepared to receive the sealants. The sealant will have a better chance to perform properly if the cracks are routed prior to sealing. Routing the cracks involves cutting a reservoir (typically 1/2 by 1/2 ) above the crack, which allows an adequate space for sealant expansion and contraction. The reservoir also ensures that the proper amount of sealant penetrates the crack. After routing the cracks will be cleaned. This is accomplished with compressed air. The sealant should have a clean and dry bonding surface. Once cleaned, the cracks are filled with hot pour type sealant. These sealants come in a square block and are put into a melter. Once melted, the sealants are applied through a delivery hose and wand. Depending on the daytime temperature the sealant should be set up enough to drive over in 30 to 45 minutes. Crack sealing is usually used to extend the life of existing pavements. When flexible pavements become extremely brittle, thus reaching the end of their service life, continued crack sealing provides little value. Asphalt Repair - Small problem areas can be patched over time, which can improve the appearance and safety of the property. When patching an area, the existing damaged asphalt is removed and replaced with a comparable section or, if needed, a thicker section. Once the damaged area is removed, the underlying subgrade is checked for any problems that could be causing the surface distress. If problems with the subgrade are found, they would need to be repaired before the new asphalt is placed. This usually requires undercutting and replacement with aggregate base and/or geotechnical fabrics

13 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 9 and grids, such as TX geogrids. The final result will be a strengthened area with an extended life of the pavement. Any small patching of damaged asphalt should be taken care of as soon as possible. The ultimate goal is to keep water from penetrating the subgrade and weakening it. Unlike concrete, asphalt is flexible. Therefore, it is only as strong as the foundation that supports it. Asphalt Overlay - Before applying an overlay, it is necessary to repair damaged or distressed areas in the existing pavement (please reference Asphalt Repair). A pavement overlay is the application of a layer of bituminous paving to an existing paved surface. This adds structural capacity and smoothness of ride, all while improving the exterior appearance of the property. Other benefits include enhanced safety because tripping hazards are minimized, improved dust control, and reduced maintenance time. When an asphalt pavement surface deteriorates to the point of needing repair, an asphalt overlay is an effective solution. The thickness of an overlay is typically 1 1/2 to 3 inches pending on the final grade design. The existing asphalt surface may be milled if grades need to be maintained or altered. Milling is a process by which a machine is used to plane the pavement surface to an appropriate depth before it is covered with the new overlay. However, this alternative has the greatest risk relative to the unsatisfactory performance of the on-grade structures. The project is a candidate for overlay if the existing base is stable and the asphalt pavement is structurally sound. Since the base is suspect here, this is not a recommended rehabilitation option. Asphalt Pulverization - Some subgrade deficiencies can be corrected or improved by pulverizing the exiting bituminous pavement in place and using a portion of the pulverized asphalt material to add support to the pavement section. This pulverized asphalt can be mixed with the existing gravel base and underlying soils and then re-compacted. Excess material can be removed from the site in order to achieve the required design grades for matching driveways, etc. Once the pulverized material has been mixed and compacted, the resulting subgade can be proofrolled with a heavy 10-ton vibratory roller. Areas that are found to be suspect can be undercut and replaced with additional puverized asphalt material or other engineer-approved material. In some cases it may be necessary implement other measures to increase the structural capacity of the subgrade. This can include the placement of geotextile fabrics and geogrids, such as TX geogrids. Once the base has been properly compacted, a new bituminous pavement section would be placed. Pavement Replacement Subgrade deficiencies of the old and/or damaged pavement requires removal of part, or all of the pavement and base material. Once the pavement is removed, preexisting conditions in the subgrade, such as excess moisture, poor aggregate base, or poorly prepared subgrade can be corrected. These conditions are usually not discovered until the overlying asphalt is removed. Once the subgrade conditions have been corrected, a new

14 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 10 bituminous pavement section would be placed. This can include the placement of a sand subbase and aggregate base. For a development of this type, a recommended minimum pavement section would include: 3 inches of Michigan Department of Transportation (MDOT) 13A bituminous mixture placed on 8 inches of MDOT 21AA limestone. This would be placed on a prepared subgrade meeting proofrolling requirements. You will note that a 5-inch pavement thickness was observed at Boring B2 near the mailbox kiosk. This appears to be an anomaly and may be the result of a patch. 4.3 Recommendations for Pavement Rehabilitation For this development, we would recommend either Asphalt Pulverization or Pavement Replacement as the options of choice for rehabilitating the pavement. We would also recommend using the opportunity to adjust the surface grades, where possible, to improve drainage. There may also be an opportunity to add drywells and extend existing storm sewers to help alleviate the ponding of water and improve the collection of stormwater runoff. We don t see a practical means of changing the overall drainage pattern of the site, including removing drainage swales from crossing driveways, without major redesign and grading of the site. Depending on the rehabilitation option(s) selected, some site engineering may be required to achieve the desired design grades at driveways, lead walks, etc. Even with this engineering, it is highly likely that some drainage patterns may change or be altered by the construction. Some residents may perceive a change, which could result in concern. In addition, many of the bituminous driveways are in poor condition and should be repaired or replaced in conjunction with the repaving of the roadways. We also recommend that a geotechnical firm be retained during construction to confirm that design soil and material thicknesses and densities are achieved. Of these two options, we would expect Pavement Replacement to be the most expensive and provide the longest service life. 4.4 General Comments HAE prepared this report according to generally accepted pavement and geotechnical engineering standards and procedures. The recommendations presented in this report are intended to provide a general framework for a major maintenance program. Before actual repairs are performed, a qualified pavement engineer will prepare detailed design drawings and specifications. The

15 HAENGEL & ASSOCIATES ENGINEERING, INC. Orchard, Hiltz & McCliment, Inc. Proposed Road Reconstruction Berwyck-on-the Park Association Oakland County Milford, Michigan48381 HAE Project No. H G Page No. 11 recommendations presented are based on data obtained at representative locations. However, conditions could be different in areas that were not sampled. Therefore, we recommend that a qualified engineer observe the repair operations. The purpose of such quality control program is to observe compliance with the plans and specifications, and to provide a mechanism for timely resolution of unanticipated conditions that may arise during construction.

16 APPENDIX 1. BORING LOCATION DIAGRAM 2. GENERAL NOTES 3. BORING LOGS 4. UNIFIED SOIL CLASSIFICATION SYSTEM 5."AS-BUILT" CROSS SECTION OF THE BITUMINOUS PAVEMENT

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18 N.T.S. Approximate Boring Locations KOPPERNICK RD. SUITE 318 CANTON, MICHIGAN PHONE: (734) FAX: (734) PROJECT NAME: PROPOSED BERWYCK ON THE PARK OAKLAND COUNTY, MI PROJECT NO. DATE: H S

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20 HAENGEL & ASSOCIATES ENGINEERING, INC. TERMINOLOGY AND CLASSIFICATION GENERAL NOTES Unless otherwise noted, terms used refer to Standard Definitions in ASTM D 653. The major soil constituent is the principal noun (i.e. CLAY, SILT, SAND, GRAVEL). The 2 nd major constituent and minor constituents are reported as follows: Particle Sizes 2 nd Major Constituent (Percent by weight) Minor Constituents (Percent by weight) Boulders - Greater than 12 inches (305 mm) Cobbles - 3 inches (76.2 mm) to 12 inches (305 mm) trace: 1 12 trace: 1 12 Coarse Gravel - 3/4 inches (19.05 mm) to 3 inches (76.2 mm) clayey, etc.: little: Fine Gravel - No. 4 sieve (4.75 mm) to 3/4 inches (19.02 mm) and: > 35 some: Coarse Sand - No. 10 sieve (2.0 mm) to No. 4 sieve (4.75 mm) (e.g. CLAY AND SILT) Medium Sand Fine Sand Silt Clay COHESIVE SOILS - No. 40 sieve (0.425 mm) to No. 10 sieve (2.00 mm) - No. 200 sieve (0.074 mm) to No.40 sieve (0.425 mm) mm to mm - Less than mm If clay content is sufficient so that cohesion dominates soil properties, clay becomes the principal noun with the other major soil constituent as modifier (i.e. SILTY CLAY). Other minor soil constituents may be included in accordance with the classification breakdown for cohesion less soils (i.e. SILTY CLAY, trace of sand, little gravel). Consistency of cohesive soils is based on an evaluation of the observed resistance to deformation under load and not upon the Penetration Test (SPT) Resistance (N). The N-Values shown below are general indicators of the relative soil consistency. COHESIONLESS SOILS Soil Consistency Unconfined Compressive Strength (psf) Undrained Shear Strength (psf) Approximate Range of (N) Very Soft < 500 < Soft Medium Stiff Very Stiff Hard Very Hard > > 8000 > 50 Relative Density of Cohesion less Soils is based on the N-Values, modified as required for depth effects, sampling effects, etc. DESIGNATIONS Density Classification Relative Density (Percent) Approximate Range of (N) Very Loose Loose Medium Dense Dense Very Dense > 50 AS -Auger Sample: Directly from auger flight. ST -Shelby Tube Sample: 3-inch diameter unless noted. BS -Miscellaneous Samples: Bottle or Bag. PS -Piston Sample: 3-inch diameter unless noted. S -Split Spoon Sample with Liner Insert: ASTM D 1586 RC -Rock Core: NX core unless otherwise noted. LS -Liner Sample S with liner insert 3 inches in length STANDARD PENETRATION TEST (SPT) ASTM D 1586: A 2-in. OD, in ID split spoon sampler is driven into undisturbed soil by means of a 140-lb. Weight falling freely a vertical distance of 30 inches. The sampler is normally driven three successive 6-in. increments. The number of bellows required for the final 12 inches of penetration is the SPT Resistance (N). PLATE NO. 2

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22 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-1 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported Approx. 3" Asphalt & 6" Base LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) SILTY FINE SAND medium dense, brown (SM) S S END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 1A

23 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-2 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported Approx. 5" Asphalt & 6" Base SILTY FINE SAND medium dense, brown (SM) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 2A

24 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-3 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported Approx. 3" Asphalt & 7" Base SILTY FINE SAND medium dense, brown (SM) LAYER DEPTH 0 DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 3A

25 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-4 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported Approx. 3" Asphalt & 5" Base FINE TO MEDIUM SAND - FILL trace gravel, some clay dense, brown (SP-FILL) FINE TO MEDIUM SAND - FILL trace gravel, some clay medium dense, brown (SP-FILL) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 4A

26 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-5 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported Approx. 3" Asphalt & 4" Base SILTY FINE SAND medium dense, brown (SM) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 5A

27 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-6 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 3"Asphalt & Fine Sand with Topsoil Drillers Rep. 6" Brown Medium Sand & Gravel-Base-FILL SILTY FINE SAND dense, brown (SM) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 6A

28 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-7 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 3" Asphalt Drillers Reported 7" Medium Sand & Gravel, Brown-Base FINE TO MEDIUM SAND - FILL trace gravel medium dense, brown - (SP-FILL) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 7A

29 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-8 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 3" Asphalt Drillers Reported 8" Medium Sand & Gravel, Brown- Base-FILL FINE TO MEDIUM SAND - FILL trace gravel medium dense, brown (SP-FILL) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 8A

30 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-9 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 3" Asphalt Drillers Reported 24" Compact Brown Medium Sand & Gravel - Base FILL LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN N-SPT /FT MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) SANDY CLAY / CLAYEY SAND - FILL trace gravel, moist medium dense, brown - (SC-FILL) S END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 9A

31 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-10 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 2" Asphalt Drillers Reported 12" Medium Sand & Gravel, Brown-Base FINE TO MEDIUM SAND - FILL trace gravel medium dense, brown - (SP-FILL) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) SILTY FINE TO MEDIUM SAND - FILL trace gravel, trace clay loose, brown (SP-FILL) S END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 10A

32 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-11 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 2" Asphalt Drillers Reported 18" Medium Sand & Gravel, Brown - Base FINE TO MEDIUM SAND - FILL trace gravel & clay, moist, possible cobbles very dense, gray - (SP-FILL) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 11A

33 H A E, Inc. ENGINEERING DIVISION LOG OF SOIL BORING B-12 Project: Proposed Berwyck on the Park Project No.: H G Location: Milford, Oakland County, MI Checked By: G.H. SUBSURFACE PROFILE SOIL DATA ELEV. SYMBOLIC PROFILE MATERIAL DESCRIPTION Drillers Reported 3" Asphalt Drillers Reported 12" Medium Sand & Gravel Brown-Base FINE TO MEDIUM SAND - FILL trace gravel & some clay medium dense, brown - (SP-FILL) LAYER DEPTH DEPTH IDENT. TYPE-# PER 6-IN. N-SPT /FT S MOIST. CONT. (%) Estimated k Permeability (cm/s) UNCONF. COMP. STR. (TSF) Standard Penetration (Blows/Foot) END OF BORING *Indicates result from handheld calibrated penetrometer DRILLING INFORMATION GROUNDWATER LEVEL OBSERVATIONS Date Drilled: 6/27/2012 During Drilling: N/A feet Total Depth: 2.5 Feet At Completion: N/A feet Inspector: D.F. 1 hours after completion: N/A Contractor: HAE, Inc. Cave-in: N/A Driller: R.S. Drilling Method: CME-55, truck-mounted, hollow-stem auger. Borehole Plugging Procedure: Borings backfilled with soil cuttings. FIGURE NO. 12A

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35 HAENGEL & ASSOCIATES ENGINEERING, INC. Major Division UNIFIED SOIL CLASSIFICATION Group Symbols Typical Names Laboratory Classification Criteria Coarse Grained Soils (More than half of material is larger than No. 200 sieve size) Gravels (More than half of coarse fraction is larger than No. 4 sieve size) Sands (More than half of coarse fraction is smaller than No. 4 sieve size) Clean Gravels (Little or no fines) Gravels with fines (Appreciable amount of fines) Clean Sands (Little or no fines) Sands with fines (Appreciable amount of fines) GW GP d GM u GC SW SP d SM u SC Well graded gravels, gravelsand mixtures, little or no fines Poorly graded gravels, gravelsand mixtures, little or no fines Silty gravels, gravel-sandsilt mixtures Clayey gravels, gravel-sandclay mixtures Well graded sands, gravelly sands, little or no fines Poorly graded sands, gravelly sands, little or no fines Silty sands, sand-silt mixtures Clayey sands, sand-clay mixtures Determine percentage of sand and gravel from grain-size curve depending on percentage of fines (fraction smaller than No. 200 sieve size), coarse grained soils are classified as follows: Less than 5% GW, GP, SW, SP More than 12% GM, GC, SM, SC 5 to 12% Borderline cases requiring dual symbols Cu=D 60 /D 10 greater than 4; Cc=(D 30 ) 2 /(D 10 X D 60 ) between 1 and 3 Not meeting all gradation requirements for GW Atterberg limits below A Iine or PI less than 4 Atterberg limits above A line with PI greater than 7 Cu=D 60 /D 10 greater than 6; Cc=(D 30 ) 2 /(D 10 X D 60 ) Between 1 and 3 Above A lime with PI between 4 and 7 are borderline cases requiring use of dual symbols Not meeting all gradation requirements for SW Atterberg limits below A line or PI less than 4 Atterberg limits above A line or PI less than 7 Limits plotting hatched zone with P1 between 4 and 7 are borderline cases requiring use of dual symbols Fine Grained Soils (More than half of material is smaller than No. 200 sieve size) Silt and Clays (liquid limit less than 50) Silts and Clays (Liquid limit greater than 50) Highly Organic Soils ML CL OL MH CH OH PT Inorganic silt with low plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silt, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic silts Peat and other highly organic soils Plasticity Index PLASTICITY CHART For Classification of fine-grained soils and fine fraction of coarse-grained soils. Atterberg Limits plotting in hatched area are borderline classifications requiring use of dual symbols. Equation of A-line: PI=0.73(LL-20) CL A LINE 7 CL-ML 4 ML and OL 0 CH OH And MH Liquid Limit PLATE NO. 3

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