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Home My WebLink AboutCBA Carmel IN - Geotech Report 5319 University Drive, Suite 20 Irvine, California 92612 (949) 441-0433 Project No. 19-1456 1 April 29, 2019 Christian Brothers Automotive Corporation 17725 Katy Freeway, Suite 200 Houston, Texas 77094 RE: Proposed Christian Brothers Automotive Michigan Road and Nottingham Way Carmel, Indiana 46077 Please find enclosed the Geotechnical Report (Report) prepared by Patriot Engineering for the above-mentioned address. If you have any questions concerning the enclosed Report, please contact our office at (949) 441-0433. Thank you. Respectfully, Sean Rakhshani Enclosure: -Geotechnical Report Revised Report of Geotechnical Engineering Investigation Christian Brothers Automotive – Michigan Road Michigan Road Zionsville, Indiana Patriot Project No.: 19-0435-01G PPrreeppaarreedd FFoorr:: Mr. Sean Rakhshani Earth Science LLC 5319 University Drive, Suite 20 Irvine, California 92612 PPrreeppaarreedd BByy:: Patriot Engineering and Environmental, Inc. 6150 East 75th Street Indianapolis, Indiana 46250 April 29, 2019 April 29, 2019 Mr. Sean Rakhshani Earth Science LLC 5319 University Drive, Suite 20 Irvine, California 92612 Re: Revised Report of Geotechnical Engineering Investigation Christian Brothers Automotive – Michigan Road Michigan Road Zionsville, Indiana Patriot Project No.: 19-0435-01G Dear Sean: Attached is the report of our subsurface investigation for the above referenced project. This investigation was completed in general accordance with our Proposal No. P19-0509- 01G dated March 22, 2019. This report includes detailed and graphic logs of nine (9) soil borings drilled at the proposed project site. Also included in the report are the results of laboratory tests performed on samples obtained from the site, and geotechnical recommendations pertinent to the site development, foundation design, and construction. We appreciate the opportunity to perform this geotechnical engineering investigation and are looking forward to working with you during the construction phase of the project. If you have any questions regarding this report or if we may be of any additional assistance regarding any geotechnical aspect of the project, please do not hesitate to contact our office. Respectfully submitted, PPaattrriioott EEnnggiinneeeerriinngg aanndd EEnnvviirroonnmmeennttaall,, IInncc.. IIaann GGrraaffee,, EE..II.. WWiilllliiaamm DD.. DDuubbooiiss,, PP..EE.. Geotechnical Engineer Senior Principal Engineer Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page ii TTAABBLLEE OOFF CCOONNTTEENNTTSS 11..00 IINNTTRROODDUUCCTTIIOONN .................................................................................................... ..1 1.1 General ........................................................................................................... 1 1.2 Purpose and Scope ......................................................................................... 1 22..00 PPRROOJJEECCTT IINNFFOORRMMAATTIIOONN ....................................................................................... 1 33..00 SSIITTEE AANNDD SSUUBBSSUURRFFAACCEE CCOONNDDIITTIIOONNSS .................................................................. 2 3.1 Site Conditions ................................................................................................ 2 3.2 General Subsurface Conditions ....................................................................... 2 3.3 Groundwater Conditions .................................................................................. 3 44..00 DDEESSIIGGNN RREECCOOMMMMEENNDDAATTIIOONNSS .............................................................................. 4 4.1 Basis ............................................................................................................... 4 4.2 Foundations .................................................................................................... 4 4.3 Floor Slabs ...................................................................................................... 5 4.5 Seismic Considerations ................................................................................... 6 4.6 Pavements ...................................................................................................... 7 55..00 CCOONNSSTTRRUUCCTTIIOONN CCOONNSSIIDDEERRAATTIIOONNSS ................................................................... 10 5.1 Site Preparation ............................................................................................ 10 5.2 Foundation Excavations ................................................................................ 11 5.3 Structural Fill and Fill Placement Control ....................................................... 12 5.4 Chemical Modification Considerations ........................................................... 13 5.5 Groundwater Considerations ......................................................................... 13 66..00 IINNVVEESSTTIIGGAATTIIOONNAALL PPRROOCCEEDDUURREESS ...................................................................... 14 6.1 Field Work ..................................................................................................... 14 6.2 Laboratory Testing ........................................................................................ 15 77..00 IILLLLUUSSTTRRAATTIIOONNSS .................................................................................................... 15 AAPPPPEENNDDIICCEESS Appendix A: Site Vicinity Map (Figure No. 1) Boring Location Map (Figure No. 2) Boring Logs Boring Log Key Unified Soil Classification System (USCS) Appendix B: Pavement Design Evaluation & Design Sections Appendix C: Seismic Site Class Evaluation Appendix D: General Qualifications Standard Clause for Unanticipated Subsurface Conditions Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 1 RREEPPOORRTT OOFF GGEEOOTTEECCHHNNIICCAALL EENNGGIINNEEEERRIINNGG IINNVVEESSTTIIGGAATTIIOONN Christian Brothers Automotive – Michigan Road Michigan Road Zionsville, Indiana Patriot Project No.: 19-0435-01G 11..00 IINNTTRROODDUUCCTTIIOONN 11..11 GGeenneerraall Christian Brothers Automotive is planning the construction of a new car dealership to be located along Michigan Road in Zionsville, Indiana. The results of our geotechnical engineering investigation for the project are presented in this report. 11..22 PPuurrppoossee aanndd SSccooppee The purpose of this investigation is to determine the general near surface and subsurface conditions within the project area and to develop the geotechnical engineering recommendations necessary for the design and construction of the proposed structure. This was achieved by drilling soil borings, and by conducting laboratory tests on samples taken from the borings. This report contains the results of our findings, an engineering interpretation of these results with respect to the available project information, and recommendations to aid in the design and construction of the proposed facility. 22..00 PPRROOJJEECCTT IINNFFOORRMMAATTIIOONN The proposed project is located along Michigan Road in Zionsville, Indiana. The project consists of a one (1)-story structure of slab-on-grade construction, approximately 5,000 square feet (ft2) in plan dimension, with adjacent parking and roadway areas. Based on information provided by Earth Science, LLC, we understand that the proposed structure will have wall loads not exceeding 3,000 pounds per lineal feet (plf) and that floor loads will not exceed 150 pounds per square foot (psf). Additionally, based on visual observations of the existing site, it is assumed that any grade raise fill to complete the construction of building pads, finished pavement subgrades, etc…, will not exceed 2 feet above the existing ground surface. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 2 33..00 SSIITTEE AANNDD SSUUBBSSUURRFFAACCEE CCOONNDDIITTIIOONNSS 33..11 SSiittee CCoonnddiittiioonnss The project site is presently an open field that is being used for agricultural purposes. The surrounding area is generally an area of residential and commercial development. The topography in the area proposed for construction is generally flat. A line of trees runs along the south edge of the property, and construction activities are in progress to the west of the property. 33..22 GGeenneerraall SSuubbssuurrffaaccee CCoonnddiittiioonnss Our interpretation of the subsurface conditions is based upon nine (9) soil borings drilled at the approximate locations shown on the Boring Location Map (Figure No. 2) in Appendix “A”. The following discussion is general; for more specific information, please refer to the boring logs presented in Appendix “A”. It should be noted that the dashed stratification lines shown on the soil boring logs indicate approximate transitions between soil types. In-situ stratification changes could occur gradually or at different depths. All depths discussed below refer to depths below the existing ground surface. Topsoil – Topsoil, a surficial layer of material that is a blend of silts, sands, and clays, with varying amounts of organic matter, was encountered at the ground surface at all nine (9) of the boring locations. The topsoil layer was about 5 to 9 inches thick in the borings. Silty and/or Sandy Clay (CL and CL-ML) - The surficial soil layer is generally underlain by medium stiff to hard silty and/or sandy clay. The silty and/or sandy clay layers typically extend to the termination of the borings at depths of 20 feet below the existing ground surface. The natural moisture content of this material ranges from 10 to 26 percent (%). The silty and/or sandy clay layers have unconfined compressive strengths, as determined by a hand penetrometer, of 0.75 to greater than 4.5 tons per square foot (tsf). Standard Penetration Test N-values (blow counts) in this material varied from 5 to 39 blows per foot (bpf). Layers of very soft to soft silty and/or sandy clay were encountered in four (4) of the nine (9) soil borings. These soft clay layers were encountered from the existing ground surface down to a depth of 8.5 feet below the existing ground surface. The natural moisture content of this material ranges from 13 to 28 percent (%). The silty and/or sandy soft clay layers have unconfined compressive strengths, as determined by a hand penetrometer, of 0.5 tsf. Standard Penetration Test N-values in this material varied from 2 to 4 bpf. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 3 Sand (SP-SM) – Within the silty and/or sandy clay layers, medium dense to dense sand was encountered from 13.5 to 20 feet below existing grade at four (4) boring locations (B- 1, B-2, B-3 and B-4). Standard Penetration Test N-values in this sand varied from 12 to 37 bpf. As previously mentioned, unsuitable very soft to soft clays and very loose sands were encountered in four (4) of the nine (9) borings, at depths up to 8.5 feet below the existing ground surface. The following table presents the extent of the unsuitable soils encountered in the borings: TTaabbllee NNoo.. 11 SSuummmmaarryy ooff UUnnssuuiittaabbllee SSooiillss EEnnccoouunntteerreedd iinn BBoorriinnggss Boring Number Soil Classification Approximate Depth of Unsuitable Soils (feet)(1) B-4 Very Soft Silty Clay (CL) 0 to 3.5 P-2 Soft Silty Clay (CL) 3.5 to 6 P-3 Soft Sandy Clay (CL) 6 to 8.5 P-5 Soft Silty Clay (CL) 0 to 3.5 (1) Represents depth below existing ground surface. The soil conditions described above are general, and some variations in the descriptions should be expected; for more specific information, please refer to the boring logs presented in Appendix “A”. It should be noted that the dashed stratification lines shown on the soil boring logs indicate approximate transitions between soil types. In-situ stratification changes could occur gradually or at different depths. 33..33 GGrroouunnddwwaatteerr CCoonnddiittiioonnss The term groundwater pertains to any water that percolates through the soil found on site. This includes any overland flow that permeates through a given depth of soil, perched water, and water that occurs below the “water table”, a zone that remains saturated and water-bearing year round. Groundwater was observed during drilling in four (4) of the nine (9) soil borings performed at the site at depths between 13.5 and 14 feet below the existing ground surface. Groundwater was not observed in the remaining borings during drilling. Immediately after the borings were completed and the augers were removed from the boreholes, groundwater was observed at depths between 2.5 and 7 feet below the existing ground Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 4 surface in four (4) of the nine (9) soil borings. The remaining borings were dry at the cave- in depths shown on the boring logs. It should be recognized that fluctuations in the groundwater level should be expected over time due to variations in rainfall and other environmental or physical factors. The true static groundwater level can only be determined through observations made in cased holes over a long period of time, the installation of which was beyond the scope of this investigation. 44..00 DDEESSIIGGNN RREECCOOMMMMEENNDDAATTIIOONNSS 44..11 BBaassiiss Our recommendations are based on data presented in this report, which include soil borings, laboratory testing, and our experience with similar projects. Subsurface variations that may not be indicated by a dispersive exploratory boring program can exist on any site. If such variations or unexpected conditions are encountered during construction, or if the project information is incorrect or changed, we should be informed immediately since the validity of our recommendations may be affected. 44..22 FFoouunnddaattiioonnss As previously mentioned, very soft to soft clay was encountered in Boring B-4 to a depth of about 3.5 feet below existing grade. If soft clays or other unsuitable materials are encountered at the footing level or below, they must be undercut and replaced with well-compacted structural fill prior to construction of foundations or the footings can be extended to suitable natural soils. Following the excavation of the footing areas, the foundations subgrade should be visually inspected by a Patriot representative and probed at multiple locations at isolated footings and at every 10 feet (maximum) along wall footings using a Dynamic Cone Penetrometer (DCP) to a minimum depth of 5 feet below the footing subgrade to verify that the underlying soil has a SPT blow count of 7 or more or unconfined compressive strength of 1.0 tsf or more. Any unsuitable soils encountered at the footing subgrade or below should be removed and replaced with well- compacted structural fill. Provided the above recommendations are followed, the proposed structure can be supported on spread footings bearing on the stiff to hard silty clays encountered at shallow depths or on new well-compacted structural fill overlying the same. These Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 5 footings should be proportioned using a net allowable soil bearing pressure not exceeding 2,500 pounds per square foot (psf) for column footings or 2,000 psf for wall (strip) footings based on a factor of safety of 3.0. For proper performance at the recommended design bearing pressure, foundations must be constructed in compliance with the recommendations for footing excavation inspection that are discussed in Section 5.0 “Construction Considerations”. In using the above net allowable soil bearing pressures, the weight of the foundation and backfill over the foundation need not be considered. Hence, only loads applied at or above the minimum finished grade adjacent to the footing need to be used for dimensioning the foundations. Each new foundation should be positioned so it does not induce significant pressure on adjacent foundations; otherwise the stress overlap must be considered in the design. All exterior foundations and foundations in unheated areas should be located at a depth of at least 30 inches below final exterior grade for frost protection. However, interior foundations in heated areas can bear at depths of approximately 24 inches below the finished floor. We recommend that wall (strip) footings be at least 18 inches wide and column footings be at least 24 inches wide for bearing capacity considerations. We estimate that the total foundation settlement should not exceed approximately 1 inch and that differential settlement should not exceed about ¾ inch. Careful field control during construction is necessary to minimize the actual settlement that will occur. Positive drainage of surface water, including downspout discharge, should be maintained away from structure foundations to avoid wetting and weakening of the foundation soils both during construction and after construction is complete. 44..33 FFlloooorr SSllaabbss The near surface or shallow subgrade soils encountered within the proposed building footprint generally consist of stiff to very stiff silty clays, which if properly prepared are suitable for floor slab support. However, very soft silty clay was encountered in Boring B-4 to a depth of 3.5 feet below the existing grade. This soft clay is unsuitable for structural support and must be removed and replaced with well- compacted structural fill. Depending on the weather conditions at the time of construction, scarifying and drying and/or chemical modification (Refer to Section “Chemical Modification Considerations”) may be necessary to manage moisture Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 6 contents in the clays in order to achieve the necessary subgrade soil support prior to the placement of floor slabs or any grade raise fill. We recommend that all floor slabs be designed as "floating", that is, fully ground supported and not structurally connected to walls or foundations. This is to minimize the possibility of cracking and displacement of the floor slabs because of differential movements between the slab and the foundation. Although the movements are estimated to be within the tolerable limits for the structural safety, such movements could be detrimental to the slabs if they were rigidly connected to the foundations. Additionally, we recommend that all slabs should be liberally jointed and designed with the appropriate reinforcement for the anticipated loading conditions. The building floor slabs should be supported on a minimum 6 inch thick well-compacted granular base course (i.e. Indiana Department of Transportation (INDOT) No. 53 crushed stone) bearing on a suitably prepared subgrade (Refer to Section 5.0 “Construction Considerations”). The granular base course is expected to help distribute loads and equalize moisture conditions beneath the slab. Provided that the recommendations above for floor slab design and construction are followed, a modulus of subgrade reaction, “K30” value of 100 pounds per cubic inch (pci), is recommended for the design of ground supported floor slabs. It should be noted that the “K30” modulus is based on a 30 inch diameter plate load empirical relationship. 44..44 SSeeiissmmiicc CCoonnssiiddeerraattiioonnss For structural design purposes, we recommend using a Site Classification of “C” as defined by the 2014 Indiana Building Code (modified 2012 International Building Code (IBC)). Furthermore, along with using a Site Classification of “C”, we recommend the use of the maximum considered spectral response acceleration and design spectral response acceleration coefficients provided in Table No. 2 below. Refer to Appendix “B” for “Seismic Site Class Evaluation” report summary. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 7 TTaabbllee NNoo.. 22 SSeeiissmmiicc DDeessiiggnn SSppeeccttrraall RReessppoonnssee AAcccceelleerraattiioonn CCooeeffffiicciieennttss PPeerriioodd ((sseeccoonnddss)) MMaaxxiimmuumm CCoonnssiiddeerreedd SSppeeccttrraall RReessppoonnssee AAcccceelleerraattiioonn CCooeeffffiicciieenntt SSooiill FFaaccttoorr DDeessiiggnn SSppeeccttrraall RReessppoonnssee AAcccceelleerraattiioonn CCooeeffffiicciieenntt 0.2 SS = 0.152 g 1.20 SDS = 0.121 g 1.0 S1 = 0.083 g 1.70 SD1 = 0.094 g These values were obtained from the “Earthquake Ground Motion Parameters” program for seismic design, developed by the United States Geological Survey (USGS) Earthquake Hazard Program, utilizing latitude 39.9449° (degree) north and longitude 86.2398° (degree) west as the designation for identifying the location of the parcel. Other earthquake resistant design parameters should be applied consistent with the minimum requirements of the 2014 Indiana Building Code. 44..55 PPaavveemmeennttss The near surface or shallow subgrade soils encountered within the proposed pavement areas generally consist of soft to medium stiff silty clays, which are not suitable for pavement support. Soft clays and other unsuitable materials must be removed and replaced with well-compacted structural fill. Depending on the weather conditions at the time of construction, scarifying and drying and/or chemical modification (Refer to Section 5.4 “Chemical Modification Considerations”) may be necessary to manage moisture contents in the clays in order to achieve the necessary subgrade soil support prior to the placement of pavement sections or any grade raise fill. If construction is performed during a wet or cold period, the contractor will need to exercise care during the grading and fill placement activities in order to achieve the necessary subgrade soil support for the pavement section (Refer to Section 5.0 “Construction Considerations”). The base soil for the pavement section will need to be firm and dry. The subgrade should be sloped properly in order to provide good base drainage. To minimize the effects of groundwater or surface water conditions, the base section for the pavement system should be sufficiently high above adjacent ditches and properly graded to provide pavement surface and pavement base drainage. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 8 As requested, Patriot is providing minimum design recommendations for rigid (concrete), and flexible (asphalt) pavement sections. These design recommendations have been evaluated and based on estimated design criteria (i.e. 15 year design life, equivalent single axle loading (ESAL) of 258,897 for rigid (concrete) pavement sections and 149,555 for flexible (asphalt) pavement sections), along with our evaluation of the subsurface conditions. Our recommended minimum pavement design sections provided below are based on a soil support evaluation performed in accordance with generally accepted procedures set forth by the American Association of State Highway and Transportation Officials (AASHTO) “Guide for Design of Pavement Structures, 1993”. It should be recognized that because actual traffic loading conditions determined from a traffic study were not available for the referenced facility, all traffic loading conditions considered and utilized for design purposes were estimated based on our past experience with similar projects and the following design assumptions: • Design Life or 15 years • 18-kips Equivalent Single Axle Loading (ESAL) estimated design value: o Rigid Duty (300 car, 4 small truck, and 6 large truck passes per day) Pavement = 258,897 o Flexible Duty (300 car, 4 small truck, and 6 large truck passes per day) Pavement = 149,555 • Initial Serviceability: o Flexible Pavement = 4.2 o Rigid Pavement = 4.5 • Terminal Serviceability of 2.0 (for both flexible and rigid pavement) • Reliability of 80 percent (%) (for both flexible and rigid pavement) • Standard Deviation o Flexible Pavement = 0.45 o Rigid Pavement = 0.35 • Estimated California Bearing Ratio (CBR) of 2.5 • The crushed stone base course will not contain more than 10 percent (%) fines and will be compacted to at least 100 percent (%) of the maximum Standard Proctor dry density. • Asphalt will be placed and compacted in accordance with the INDOT 2016 Standard Specification Requirements. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 9 Based on the above design parameters, provided below are the calculated minimum pavement design thicknesses for rigid (concrete) light, medium, and heavy duty pavement loading and flexible (asphalt) heavy duty pavement loading. Refer to Appendix “B” “Pavement Design Evaluation & Design Sections” for detailed design calculations. Rigid Pavement Design (Minimum Thicknesses) Traffic Loading Conditions(1) Concrete (Inches)(2) Aggregate Base Course (Inches)(3) Modulus of Subgrade Reactions (psi) Design Life (Years)(1) 258,897 ESAL’s 5.5 6 75 15 (1) Estimated ESAL based on estimated number of truck passes per day (2) Minimum of 4,000 pounds per square inch (psi) concrete strength with suitable reinforcement (3) Indiana Department of Transportation (INDOT) No. 53 Crushed Stone, containing no more than 10 percent (%) fines. Flexible Pavement Design (Minimum Thicknesses) Traffic Loading Conditions(1) Asphalt Surface Course HMA 9.5 mm (Inches)(2) Asphalt Base Course HMA 19 mm (Inches)(2) Aggregate Sub-Base (Inches)(3) Design Life (Years)(1) 149,555 ESAL’s 1.5 4.5 8 15 (1) Estimated ESAL based on estimated number of truck passes per day (2) Indiana Department of Transportation (INDOT) Specified Hot Mix Asphalt (HMA) (3) Indiana Department of Transportation (INDOT) No. 53 Crushed Stone, containing no more than 10 percent (%) fines. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 10 55..00 CCOONNSSTTRRUUCCTTIIOONN CCOONNSSIIDDEERRAATTIIOONNSS 55..11 SSiittee PPrreeppaarraattiioonn All areas that will support foundations, floors, pavements or newly placed structural fill must be properly prepared. All loose surficial soil or “topsoil” and other unsuitable materials must be removed. Unsuitable materials include: frozen soil, relatively soft material, relatively wet soils, deleterious material, or soils that exhibit a high organic content. Additionally, all existing trees, under-brush and associated root-mass must also be completely removed within the proposed building and pavement areas prior to construction. Approximately five (5) to nine (9) inches of loose surficial topsoil was encountered in the borings. The topsoil was measured at discrete locations as shown on the Boring Location Map (Figure No. 2) in Appendix “A”. The topsoil thickness measured at the boring locations may or may not be representative of the overall average topsoil thickness at the site. Thicker layers of material may be found in areas due to the use of the property for agricultural cultivation. Therefore, it is possible that the actual stripping depth could significantly vary from this data. The data presented should be viewed only as a guide to the minimum stripping depth that will be required to remove organic material at the surface. Additional field exploration by Patriot would be required to provide an accurate estimate of the stripping depth. This limited data indicates that a minimum stripping depth will be required to remove the organic material at the surface, followed by the potential for additional stripping and/or scarification and recompaction as may be required to achieve suitable subgrade support. Additionally, if saturated conditions exist with the surface soils, light tracked equipment could be required to avoid pushing organics deeper into the suitable subgrade soils. A Patriot representative should verify the stripping depth at the time grading operations occur. Prior to construction of floor slabs, pavements or the placement of new structural fill, the exposed subgrade must be evaluated by a Patriot representative; which will include proofrolling of the subgrade. Proofrolling should consist of repeated passes of a loaded, pneumatic-tired vehicle such as a tandem-axle dump-truck or scraper. The proofrolling operations should be observed by a Patriot representative, and the proofrolling vehicle should be loaded as directed by Patriot. Any area found to rut, pump, or deflect excessively should be compacted in-place or, if necessary, undercut and replaced with structural fill, compacted as specified in Section 5.3 “Structural Fill and Fill Placement Control”. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 11 Care must be exercised during grading and fill placement operations. The combination of heavy construction equipment traffic and excess surface moisture can cause pumping and deterioration of the near surface soils. The severity of this potential problem depends to a great extent on the weather conditions prevailing during construction. The contractor must exercise discretion when selecting equipment sizes and also make a concerted effort to control construction traffic and surface water while the subgrade soils are exposed. We recommend that heavy construction equipment (i.e. dump trucks, scrapers, etc…) be rerouted away from the building and pavement areas. If such problems do arise, the operations in the affected area should be halted and the Patriot representative contacted to evaluate the condition. 55..22 FFoouunnddaattiioonn EExxccaavvaattiioonnss Upon completion of the foundation excavations and prior to the placement of reinforcing steel, a Patriot representative should check the exposed subgrade to confirm that a bearing surface of adequate strength has been reached. Any localized soft soil zones encountered at the bearing elevations should be further excavated until adequate support soils are encountered. The cavity should be backfilled with structural fill as defined below, or the footing can be poured at the excavated depth. Structural fill used as backfill beneath footings should be limited to lean concrete, well-graded sand and gravel, or crushed stone placed and compacted in accordance with Section 5.3 “Structural Fill and Fill Placement Control”. If it is necessary to support spread footings on structural fill, the fill pad must extend laterally a minimum distance beyond the edge of the footing. The minimum structural pad width would correspond with a point at which an imaginary line extending downward from the outside edge of the footing at a 1H:2V (horizontal: vertical) slope intersects the surface of the natural soils. For example, if the depth to the bottom of excavation is 4 feet below the bottom of the foundation, the excavation would need to extend laterally beyond the edge of the footing at least 2 feet, as shown in Illustration “A” found at the conclusion of this report. Excavation slopes should be maintained within all requirements set-forth by the Occupational Safety and Health Standards (OSHA), but specifically Section 1926 Subpart “P” – “Excavations”. W e recommend that any surcharge fill or heavy equipment be kept at least 5 feet away from the edge of the excavation. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 12 Construction traffic on the exposed surface of the bearing soil will potentially cause some disturbance of the subgrade and consequently loss of bearing capacity. However, the degree of disturbance can be minimized by proper protection of the exposed surface. 55..33 SSttrruuccttuurraall FFiillll aanndd FFiillll PPllaacceemmeenntt CCoonnttrrooll Structural fill, defined as any fill which will support structural loads, should be clean and free of organic material, debris, deleterious materials and frozen soils. Samples of the proposed fill materials should be tested prior to initiating the earthwork and backfilling operations to determine the classification, the natural and optimum moisture contents and maximum dry density and overall suitability as a structural fill. Structural fill should have a liquid limit less than 40 and a plasticity index less than 20. All structural fill beneath floor slabs, adjacent to foundations and over foundations, should be compacted to at least 95 percent (%) of its maximum Standard Proctor dry density (ASTM D-698). This minimum compaction requirement should be increased to 100 percent (%) of the maximum Standard Proctor dry density for fill supporting footings, provided these are designed as outlined Section 4.0 “Design Recommendations”. Structural fill supporting, around and over utilities should be compacted to at least 95 percent (%) of its maximum Standard Proctor dry density (ASTM D-698) for utilities underlying structural areas (i.e. buildings, pavements, sidewalks, etc…). However, the minimum compaction requirement can be reduced for backfill around and over the utilities to 90 percent (%) of the maximum Standard Proctor dry density where utilities underlie greenbelt areas (i.e. grassy lawns, landscaping, etc…). It is recommended that a clean well-grade granular material be utilized as the bedding material, as well as the backfill material around and over the utility lines. In cut areas, where pavement sections are planned, the upper 10 inches of subgrade should be scarified and compacted to a dry density of at least 100 percent (%) of the Standard Proctor maximum dry density (ASTM D-698). Any grade-raise fill placed within 1 foot of the base of the pavement section should also be compacted to at least 100 percent (%) of the Standard Proctor maximum dry density. This can be reduced to 95 percent (%) for structural fill placed more than 1 foot below the base of the pavement section. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 13 To achieve the recommended compaction of the structural fill, we suggest that the fill be placed and compacted in layers not exceeding 8 inches in loose thickness (the loose lift thickness should be reduced to 6 inches when utilizing small hand compactors) and within the range of 2 percentage (%) points below or above the optimum moisture content value. All fill placement should be monitored by a Patriot representative. Each lift should be tested for proper compaction at a frequency of at least one (1) test every 2,500 square feet (ft2) per lift for the building areas, at least one (1) test every 10,000 square feet (ft2) per lift for the parking and roadway areas, and at a frequency of at least one (1) test for every 50 lineal feet of utility installation. 55..44 CChheemmiiccaall MMooddiiffiiccaattiioonn CCoonnssiiddeerraattiioonnss The addition of lime or lime kiln dust (LKD) to clay soils of moderate to high plasticity generally results in the reduction of the plasticity properties of the soil, reduction in moisture holding capacity, swell reduction, and increased soil strength. Prior to the application of the lime or lime kiln dust (LKD), a number of representative samples of soils should be obtained from the final graded subgrade soils to determine the lime or lime kiln dust (LKD) reactivity and percentage (%) of lime or lime kiln dust (LKD) needed for modification of the soils (usually 5 to 8 percent (%)). A specialty contractor experienced in lime modification should apply and determine the rate at which hydrated lime or lime kiln dust (LKD) is mixed into the existing soils. Mixing depths of 12 to 18 inches is typical. A Patriot representative should monitor the mixing and compaction processes. It should be noted that in areas where chemical modification of the natural subgrade soil is completed prior to the placement of grade raise fill and the grade raise fill is less than 18 inches in thickness, we recommend that any cohesive grade raise fill be modified similar to the natural subgrade. It has been our experience that untreated cohesive structural fill, in less than 18 inches in thickness, placed on top of chemically modified soil may become unstable over time due to excessive moisture accumulation. The underlying chemically modified soil may act as a barrier to natural water seepage into the soil profile, thereby trapping the water within the structural fill to the point of saturation. 55..55 GGrroouunnddwwaatteerr CCoonnssiiddeerraattiioonnss Groundwater was observed during our field activities at depths between about 2.5 and 14 feet below the existing ground surface; which is expected to be mostly below the anticipated foundation excavation depths, though the groundwater observations could potentially be within the anticipated storm-water management basin excavations and Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 14 potentially within trench excavation depths for subsurface utilities. Therefore, groundwater infiltration should be expected into the storm-water management basins and subsurface utility excavations, and depending on seasonal conditions, localized and sporadic groundwater infiltration may occur into the building foundation excavations on this site. Groundwater inflow into shallow excavations above the groundwater table is expected to be adequately controlled by conventional methods such as gravity drainage and/or pumping from sumps. More significant inflow can be expected in deeper excavations below the groundwater table requiring more aggressive dewatering techniques, such as well or wellpoint systems. For groundwater to have minimal effects on the construction, foundation excavations should be constructed and poured in the same day, if possible. 66..00 IINNVVEESSTTIIGGAATTIIOONNAALL PPRROOCCEEDDUURREESS 66..11 FFiieelldd WWoorrkk A total of nine (9) soil borings were drilled, sampled, and tested at the project site between April 11 and 19, 2019 at the approximate locations shown on the Boring Location Map (Figure No. 2) in Appendix “A”. The soil borings were drilled to depths of 20 feet in the proposed building area and to depths of 10 feet in the proposed parking and roadway areas. All depths are given as feet below the existing ground surface. The borings were advanced using 3¼ inch inside diameter hollow-stem augers. Samples were recovered in the undisturbed material below the bottom of the augers using the standard drive sample technique in accordance with ASTM D 1586-74. A 2 inch outside diameter by 13/8 inch inside diameter split-spoon sampler was driven a total of 18 inches with the number of blows of a 140 pound hammer falling 30 inches recorded for each 6 inches of penetration. The sum of blows for the final 12 inches of penetration is the Standard Penetration Test result commonly referred to as the N-value (or blow-count). Split-spoon samples were recovered at 2.5 feet intervals, beginning at a depth of 1 foot below the existing surface grade, extending to a depth of 10 feet, and at 5 feet intervals thereafter to the termination of the boring. Water levels were monitored at each borehole location during drilling and upon completion of the boring. The boreholes were backfilled with auger cuttings prior to demobilization for safety considerations. Christian Brothers Automotive – Michigan Road Earth Science LLC Zionsville, Indiana Patriot Project No.: 19-0435-01G Patriot Engineering and Environmental, Inc. Page 15 Upon completion of the boring program, all of the samples retrieved during drilling were returned to Patriot’s soil testing laboratory where they were visually examined and classified. A laboratory-generated log of each boring was prepared based upon the driller’s field log, laboratory test results, and our visual examination. Test boring logs and a description of the classification system are included in Appendix “A” in this report. Indicated on each log are: the primary strata encountered, the depth of each stratum change, the depth of each sample, the Standard Penetration Test results, groundwater conditions, and selected laboratory test data. The laboratory logs were prepared for each boring giving the appropriate sample data and the textural description and classification. 66..22 LLaabboorraattoorryy TTeessttiinngg Representative samples recovered in the borings were selected for testing in the laboratory to evaluate their physical properties and engineering characteristics. Laboratory analysis included natural moisture content determinations (ASTM D 2216), and an estimate of the unconfined compressive strength (qu) of the cohesive soil samples utilizing a calibrated hand penetrometer (qp) were obtained, along with natural densities of select cohesive samples. The results of laboratory tests are summarized in Section 3.2 “General Subsurface Conditions”. Soil descriptions on the boring logs are in accordance with the Unified Soil Classification System (USCS). 77..00 IILLLLUUSSTTRRAATTIIOONNSS See Illustrations “A” and “B” on the following pages. These illustrations are presented to further visually clarify several of the construction considerations presented in Section 5.2 “Foundation Excavations”. AAPPPPEENNDDIIXX AA SITE VICINITY MAP (FIGURE NO. 1) BORING LOCATION MAP (FIGURE NO. 2) BORING LOGS BORING LOG KEY UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) Date: Project: Project Number: Figure 1 Site Vicinity Map APPROX. SCALE IN FEET 1500'750'0 N Patriot Engineering & Environmental, Inc. Site Location Image Source: USGS Carmel Topo 2016 USGS Zionsville Topo 2016 19-0435-01_geo Christian Brothers Automotive Michigan Road Zionsville, Indiana J. DuMond April 29, 2019 DWG: 19-0435-01 Approved: I. Grafe Drawn By: B-1 B-2 B-3 B-4 P-1 P-2 P-3 P-4 P-5 19-0435-01_geo Christian Brothers Automotive Michigan Road Zionsville, Indiana J. DuMond April 29, 2019Date:DWG: 19-0435-01 Project: Project Number:Approved: I. Grafe Drawn By: Figure 2 APPROX. SCALE IN FEET 60300 Soil Boring Location Map N Patriot Engineering & Environmental, Inc. NOTES: 1.Boring locations were staked by PATRIOT. All locations are shown as approximate. 2.All locations were determined in the field with references to existing landmarks. 3.Source: Progressive AE Site Layout Plan 4.Scale as shown. LEGEND PATRIOT Soil Boring B-1 Soil Boring ID 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\B-1.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING B-1 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL CL CL SP-SM GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (6") Brown and gray, very moist, stiff, SILTY CLAY with trace sand Brown, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown, moist, stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, hard, SANDY CLAY with interbedded sand seams Gray, saturated, medium dense, fine to medium grained, SAND with trace silt and trace gravel Boring terminated at 20 feet.Samples1 2 3 4 5 6 Rec % 100 83 56 100 100 100 SPT Results WOH/5/8 3/5/7 2/5/5 4/4/9 3/12/27 4/3/9 qp tsf 1.75 2.5 1.25 w % 26 12 23 12 13 REMARKS WOH - Weight of hammer Boring caved to 15 feet upon auger removal. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\B-2.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING B-2 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL SP-SM GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (5") Brown and gray, slightly moist, stiff to hard, SANDY CLAY with trace gravel Gray, saturated, medium dense, fine to medium grained, SAND with trace silt and trace gravel Boring terminated at 20 feet.Samples1 2 3 4 5 6 Rec % 100 100 100 100 100 94 SPT Results 5/6/11 4/6/8 3/4/5 4/8/11 8/12/17 3/5/6 qp tsf 3.5 1.75 >4.5 w % 12 12 12 12 REMARKS Boring caved to 9 feet upon auger removal. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\B-3.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING B-3 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL CL SP-SM CL GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (5") Brown and gray, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, very stiff to hard, SANDY CLAY with trace gravel Brown, slightly moist, stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, very stiff, SANDY CLAY with trace gravel Gray, saturated, medium dense, fine to medium grained, SAND with trace silt and trace gravel Gray, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Boring terminated at 20 feet.Samples1 2 3 4 5 6 Rec % 100 100 100 100 50 78 SPT Results 3/3/6 6/7/10 4/5/7 4/8/9 10/12/13 5/5/7 qp tsf 3.5 >4.5 1.25 2.5 w % 14 14 13 12 12 REMARKS Boring caved to 13 feet upon auger removal. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\B-4.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING B-4 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL CL SP-SM CL GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (8") Brown and gray, very moist, very soft, SILTY CLAY with trace sand Brown, moist, stiff, SANDY CLAY with interbedded sand seams Brown, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, stiff, SANDY CLAY with trace gravel Gray, saturated, dense, fine to medium grained, SAND with trace silt and trace gravel Gray, slightly moist, medium stiff, SANDY CLAY with interbedded sand seams Boring terminated at 20 feet.Samples1 2 3 4 5 6 Rec % 100 100 100 100 100 100 SPT Results WOH/WOH/2 5/6/7 3/5/8 3/4/6 14/14/23 3/3/4 qp tsf 1.75 2.75 2.0 w % 28 17 13 12 12 REMARKS WOH - Weight of hammer Boring caved to 13.3 feet upon auger removal. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\P-1.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING P-1 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (9") Brown and gray, very moist, medium stiff, SILTY CLAY with trace sand Brown, slightly moist, very stiff, SANDY CLAY with trace gravel Gray, slightly moist, stiff, SANDY CLAY with trace gravel Boring terminated at 10 feet.Samples1 2 3 4 Rec % 100 100 100 100 SPT Results 2/3/4 2/2/3 4/6/9 3/4/9 qp tsf 0.75 2.75 1.5 w % 27 26 14 10 REMARKS Boring did not cave upon auger removal. Groundwater was not encountered during drilling, nor upon completion. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\P-2.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING P-2 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (7") Brown and gray, moist, medium stiff to soft, SILTY CLAY with trace sand Brown, slightly moist, stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Boring terminated at 10 feet.Samples1 2 3 4 Rec % 67 72 100 44 SPT Results 1/2/3 2/2/2 5/5/6 4/5/8 qp tsf 2.0 2.5 w % 24 24 12 12 REMARKS Boring did not cave upon auger removal. Groundwater was not encountered during drilling, nor upon completion. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\P-3.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING P-3 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (6") Brown and gray, moist, medium stiff, SILTY CLAY with trace sand Brown, slightly moist, soft, SANDY CLAY with trace gravel Brown and gray, slightly moist, very stiff, SANDY CLAY with trace gravel Boring terminated at 10 feet.Samples1 2 3 4 Rec % 100 100 100 100 SPT Results 1/2/4 2/2/3 WOH/WOH/3 4/11/11 qp tsf 1.0 0.5 2.75 w % 22 23 13 11 REMARKS WOH - Weight of hammer Boring did not cave upon auger removal. Groundwater was not encountered during drilling, nor upon completion. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\P-4.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING P-4 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL-ML GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (6") Brown and gray, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, very stiff to hard, SANDY SILTY CLAY with trace gravel Boring terminated at 10 feet.Samples1 2 3 4 Rec % 100 100 100 100 SPT Results 1/5/6 3/5/9 3/5/5 5/9/13 qp tsf 2.5 3.5 >4.5 w % 14 12 12 11 REMARKS Boring did not cave upon auger removal. Groundwater was not encountered during drilling, nor upon completion. 04-24-2019 I:\Mtech2002\Projects\2019\0435-01G\P-5.borChristian Brothers Automotive - Michigan Road Indianapolis, Indiana LOG OF BORING P-5 (Page 1 of 1) Client Name : Earth Science, LLC Project Number : 19-0435-01G Logged By : E. Rothe Start Date : 04/11/2019 Drilling Method : HSA Driller : K. Bailey Sampling : Splitspoon Depth (Feet) 0 5 10 15 20 25 Water LevelUSCSCL CL CL CL GRAPHICDESCRIPTION Water Levels During Drilling After Completion After 24 Hours TOPSOIL (6") Brown and gray, moist, soft, SILTY CLAY with trace sand Brown and gray, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown, slightly moist, stiff to very stiff, SANDY CLAY with trace gravel Brown and gray, slightly moist, stiff, SANDY CLAY with trace gravel Boring terminated at 10 feet.Samples1 2 3 4 Rec % 100 100 28 100 SPT Results 1/2/1 4/7/8 6/5/8 4/5/8 qp tsf 3.5 2.5 w % 21 14 12 12 REMARKS Boring did not cave upon auger removal. Groundwater was not encountered during drilling, nor upon completion. BORING LOG KEY UNIFIED SOIL CLASSIFICATION SYSTEM FIELD CLASSIFICATION SYSTEM FOR SOIL EXPLORATION NON COHESIVE SOILS (Silt, Sand, Gravel and Combinations) Density Grain Size Terminology Very Loose -4 blows/ft. or less Soil Fraction Particle Size US Standard Sieve Size Loose -5 to 10 blows/ft. Medium Dense -11 to 30 blows/ft. Boulders Larger than 12” Larger than 12” Dense -31 to 50 blows/ft. Cobbles 3” to12” 3” to 12” Very Dense -51 blows/ft. or more Gravel: Coarse ¾” to 3” ¾” to 3” Small 4.76mm to ¾” #4 to ¾” Sand: Coarse 2.00mm to 4.76mm #10 to #4 Medium 0.42mm to 2.00mm #40 to #10 Fine 0.074mm to 0.42mm #200 to #40 Silt 0.005mm to 0.074 mm Smaller than #200 Clay Smaller than 0.005mm Smaller than #200 RELATIVE PROPORTIONS FOR SOILS Descriptive Term Percent Trace 1 - 10 Little 11 - 20 Some 21 - 35 And 36 - 50 COHESIVE SOILS (Clay, Silt and Combinations) Unconfined Compressive Field Identification (Approx.) Consistency Strength (tons/sq. ft.) SPT Blows/ft. Very Soft Less than 0.25 0 - 2 Soft 0.25 – < 0.5 3 - 4 Medium Stiff 0.5 - < 1.0 5 - 8 Stiff 1.0 - < 2.0 9 -15 Very Stiff 2.0 - < 4.0 16 - 30 Hard Over 4.0 > 30 Classification on logs are made by visual inspection. Standard Penetration Test - Driving a 2.0” O.D., 13/8” I.D., sampler a distance of 1.0 foot into undisturbed soil with a 140 pound hammer free falling a distance of 30.0 inches. It is customary for Patriot to drive the spoon 6.0 inches to seat into undisturbed soil, then perform the test. The number of hammer blows for seating the spoon and making the tests are recorded for each 6.0 inches of penetration on the drill log (Example - 6/8/9). The standard penetration test results can be obtained by adding the last two figures (i.e. 8 + 9 = 17 blows/ft.). Strata Changes - In the column “Soil Descriptions” on the drill log the horizontal lines represent strata changes. A solid line (_________) represents an actually observed change, a dashed line (- - - - - -) represents an estimated change. Groundwater observations were made at the times indicated. Porosity of soil strata, weather conditions, site topography, etc., may cause changes in the water levels indicated on the logs. Groundwater symbols: ▼-observed groundwater elevation, encountered during drilling; ∇-observed groundwater elevation upon completion of boring. Unified Soil Classification System Major Divisions Group Symbol Typical Names Classification Criteria for Coarse-Grained Soils Coarse-grained soils (more than half of material is larger than No. 200) Gravels (more than half of coarse fraction is larger than No. 4 sieve size) Clean gravels (little or no fines) GW Well-graded gravels, gravel-sand mixtures, little or no fines CU > 4 1 < CC < 3 D60 CU = D10 D2 30 CC= D10 D60 GP Poorly graded gravels, gravel-sand mixtures, little or no fines Not meeting all gradation requirements for GW (CU < 4 or 1 > CC > 3) Gravels with fines (appreciable amount of fines) GM d u Silty gravels, gravel-sand-silt mixtures Atterberg limits below A line or PI< 4 Above A line with 4 < PI < 7 are borderline cases requiring use of dual symbols GC Clayey gravels, gravel-sand-clay mixtures Atterberg limits above A line or PI > 7 Sands (more than half of coarse fraction is smaller than No. 4 sieve size) Clean sands (little or no fines) SW Well-graded sands, gravelly sands, little or no fines CU > 6 1 < CC < 3 D60 CU = D10 (D30)2 CC= D10 D60 SP Poorly graded sands, gravelly sands, little or no fines Not meeting all gradation requirements for SW (CU < 6 or 1 > Cc > 3) Sands with fines (appreciable amount of fines) SM d u Silty sands, sand-silt mixtures Atterberg limits below A line or PI < 4 Limits plotting in hatched zone with 4 < PI < 7 are borderline cases requiring use of dual symbols SC Clayey sands, sand-clay mixtures Atterberg limits above A line with PI > 7 Fine-grained soils (more than half of material is smaller than No. 200) Silt and clays (liquid limit <50) ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity 1. Determine percentages of sand and gravel from grain size curve. 2. Depending on percentages of fines (fraction smaller than 200 sieve size), coarse-grained soils are classified as follows: Less than 5% - GW, GP, SW, SP More than 12% - GM, GC, SM, SC 5-12% - Borderline cases requiring dual symbols CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity Silts and clays (liquid limit >50) MH Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts CH Inorganic clays or high plasticity, fat clays OH Organic clays of medium to high plasticity, organic silts Highly organic soils PT Peat and other highly organic soils Plasticity Chart 0 10 20 30 40 50 60 0 102030405060708090100 Liquid Limit WL Plasticity Index PIML & OL CL-ML U-LINE CH CL A-LINE U-LINE: PI = 0.9(WL-8) A-LINE: PI = 0.73(WL-20) OH & MH APPENDIX B PAVEMENT DESIGN EVALUATION & DESIGN SECTIONS WinPAS Pavement Thickness Design According to 1993 AASHTO Guide for Design of Pavements Structures American Concrete Pavement Association Rigid Design Inputs Christian Brothers Automotive Michigan Road Rigid Pavement Design/Evaluation Concrete Thickness Total Rigid ESALs Reliability Overall Standard Deviation Flexural Strength Modulus of Elasticity 5.24 258,897 80.00 0.35 650 4,400,000 inches psi psi percent Load Transfer Coefficient Modulus of Subgrade Reaction Drainage Coefficient Initial Serviceability Terminal Serviceability 3.20 75 1.00 4.50 2.00 psi/in. Modulus of Subgrade Reaction (k-value) Determination Resilient Modulus of the Subgrade Unadjusted Modulus of Subgrade Reaction Depth to Rigid Foundation Loss of Support Value (0,1,2,3) 0.0 0.00 0.0 Modulus of Subgrade Reaction Project Name: Route: Location: Owner/Agency: Design Engineer: 0 75 psi/in. Monday, April 29, 2019 4:35:33PM Engineer: WinPAS Pavement Thickness Design According to 1993 AASHTO Guide for Design of Pavements Structures American Concrete Pavement Association Flexible Design Inputs Project Name:Route:Location: Owner/Agency: Design Engineer: Flexible Pavement Design/Evaluation Structural Number Total Flexible ESALs Reliability Overall Standard Deviation percent Terminal ServiceabilityInitial Serviceability Subgrade Resilient Modulus Layer Pavement Design/Evaluation Layer Material Layer Coefficient Drainage Coefficient Layer Thickness Layer SN Christian Brothers Automotive Michigan Road 3.21149,55580.000.45 3,000.00 4.20 2.00 psi Asphalt Cement Concrete 0.39 1.00 1.50 0.58 Asphalt Cement Concrete 0.36 1.00 4.50 1.62 Crushed Stone Base 0.14 1.00 8.00 1.12 SN 3.32 Monday, April 29, 2019 4:44:15PM Engineer: AAPPPPEENNDDIIXX CC SEISMIC SITE CLASS EVALUATION AAPPPPEENNDDIIXX DD GENERAL QUALIFICATIONS STANDARD CLAUSE FOR UNANTICIPATED SUBSURFACE CONDITIONS GENERAL QUALIFICATIONS of Patriot Engineering’s Geotechnical Engineering Investigation This report has been prepared at the request of our client for his use on this project. Our professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices. This warranty is in lieu of all other warranties either expressed or implied. The scope of our services did not include any environmental assessment or investigation for the presence or absence of wetlands, hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the site studied. Any statements in this report or on the test borings logs regarding vegetation types, odors or staining of soils, or other unusual conditions observed are strictly for the information of our client and the owner. This report may not contain sufficient information for purposes of other parties or other uses. This company is not responsible for the independent conclusions, opinions or recommendations made by others based on the field and laboratory data presented in this report. Should there be any significant differences in structural arrangement, loading or location of the structure, our analysis should be reviewed. The recommendations provided herein were developed from the information obtained in the test borings, which depict subsurface conditions only at specific locations. The analysis, conclusions, and recommendations contained in our report are based on site conditions as they existed at the time of our exploration. Subsurface conditions at other locations may differ from those occurring at the specific drill sites. The nature and extent of variations between borings may not become evident until the time of construction. If, after performing on-site observations during construction and noting the characteristics of any variation, substantially different subsurface conditions from those encountered during our explorations are observed or appear to be present beneath excavations, we must be advised promptly so that we can review these conditions and reconsider our recommendations where necessary. If there is a substantial lapse of time between the submission of our report and the start of work at the site, or if conditions have changed due to natural causes or construction operations at or adjacent to the site, we urge that our report be reviewed to determine the applicability of the conclusions and recommendations considering the changed conditions and time lapse. We urge that Patriot be retained to review those portions of the plans and specifications that pertain to earthwork and foundations to determine whether they are consistent with our recommendations. In addition, we are available to observe construction, particularly the compaction of structural backfill and preparation of the foundations, and such other field observations as may be necessary. In order to fairly consider changed or unexpected conditions that might arise during construction, we recommend the following verbiage (Standard Clause for Unanticipated Subsurface Conditions) be included in the project contract. STANDARD CLAUSE FOR UNANTICIPATED SUBSURFACE CONDITIONS "The owner has had a subsurface exploration performed by a soils consultant, the results of which are contained in the consultant's report. The consultant's report presents his conclusions on the subsurface conditions based on his interpretation of the data obtained in the exploration. The contractor acknowledges that he has reviewed the consultant's report and any addenda thereto, and that his bid for earthwork operations is based on the subsurface conditions as described in that report. It is recognized that a subsurface exploration may not disclose all conditions as they actually exist and further, conditions may change, particularly groundwater conditions, between the time of a subsurface exploration and the time of earthwork operations. In recognition of these facts, this clause is entered in the contract to provide a means of equitable additional compensation for the contractor if adverse unanticipated conditions are encountered and to provide a means of rebate to the owner if the conditions are more favorable than anticipated. At any time during construction operations that the contractor encounters conditions that are different than those anticipated by the soils consultant's report, he shall immediately (within 24 hours) bring this fact to the owner's attention. If the owner's representative on the construction site observes subsurface conditions which are different than those anticipated by the consultant's report, he shall immediately (within 24 hours) bring this fact to the contractor's attention. Once a fact of unanticipated conditions has been brought to the attention of either the owner or the contractor, and the consultant has concurred, immediate negotiations will be undertaken between the owner and the contractor to arrive at a change in contract price for additional work or reduction in work because of the unanticipated conditions. The contract agrees that the following unit prices would apply for additional or reduced work under the contract. For changed conditions for which unit prices are not provided, the additional work shall be paid for on a time and materials basis." Another example of a changed conditions clause can be found in paper No. 4035 by Robert F. Borg, published in ASCE Construction Division Journal, No. CO2, September 1964, page 37.