REPORT OF PRELIMINARY SUBSURFACE EXPLORATION, LABORATORY TESTING AND GEOTECHNICAL ENGINEERING ANALYSES

Transcription

1 REPORT OF PRELIMINARY SUBSURFACE EXPLORATION, LABORATORY TESTING AND GEOTECHNICAL ENGINEERING ANALYSES Maryland Masonic Home Cockeysville, Baltimore County, Maryland ECS Project No. 7 Prepared For BALTIMORE LAND DESIGN GROUP, INC. SCHILLING CIRCLE SUITE HUNT VALLEY, MD May,

2 Mr. Valek Zarski Schilling Circle Suite Hunt Valley, MD May, ECS Project No. -7 Reference: Report of Preliminary Subsurface Exploration, Laboratory Testing and Geotechnical Engineering Analyses, Maryland Masonic Home, Cockeysville, Baltimore County, Maryland Dear Mr. Zarski: ECS Mid-Atlantic, LLC (ECS) has completed the preliminary geotechnical investigation for the above-referenced project. This work was performed in accordance with our proposal No. - -P, dated February 9,. This report contains a discussion of our current understanding of the proposed development, the subsurface exploration procedures employed, the exploration and laboratory test results, and our preliminary recommendations for the design and construction of the geotechnical aspects of the proposed development. It has been our pleasure to be of service to on this project. We would appreciate the opportunity to continue our role as Geotechnical Engineer of Record during final design and subsequent construction. If you have any questions with regard to the information contained in the enclosed report, or if we can be of further assistance to you during the planning or construction phases of the project, please contact us. Most sincerely, ECS MID-ATLANTIC, LLC Zachary Adcock, E.I.T. Project Manager Hasan M. Aboumatar, Ph.D., P.E. Principal Engineer Professional Certification I hereby certify that these documents were prepared or approved by me, and that I am a duly licensed professional engineer under the laws of the State of Maryland. License No 9. Expiration Date: //7

3 REPORT OF PRELIMINARY SUBSURFACE EXPLORATION, LABORATORY TESTING AND GEOTECHNICAL ENGINEERING ANALYSES Maryland Masonic Home Cockeysville, Baltimore County, Maryland ECS Project No. 7 Prepared for: BALTIMORE LAND DESIGN GROUP, INC. SCHILLING CIRCLE SUITE HUNT VALLEY, MD Submitted by: ECS Mid-Atlantic, LLC Charwood Road, Suite A Hanover, Maryland 7-7 April,

4 MARYLAND MASONIC HOME PRELIMINARY STUDY TABLE OF CONTENTS PAGE INTRODUCTION Project Location Project and Site Description Scope of Services EXPLORATION PROCEDURES Subsurface Exploration Procedures Laboratory Testing Program EXPLORATION RESULTS Geologic Conditions Water Level Observations ANALYSES AND PRELIMINARY RECOMMENDATIONS Building Foundations Ground-Supported Floor Slabs Seismic Site Design Earthwork Operations Subgrade Preparation Fill Placement 7 Construction Considerations CLOSING 9 APPENDIX

5 MARYLAND MASONIC HOME PRELIMINARY STUDY Project Location INTRODUCTION The project site is adjacent to 7 International Circle in the Cockeysville area of Baltimore County, Maryland. A Site Location Diagram, depicting the approximate location of the project site, is provided in the Appendix. Project and Site Description Our understanding of the project is based on the information contained in your dated February,, which included an Existing Utility Locations Plan, as prepared by Baltimore Land Design Group (BLDG) and dated February. ECS proposed boring locations, and BLDG selected another location, as well as confirmed the ECS selected locations. The site is currently undeveloped, with both tree cover and open grass areas. In addition, there are BGE utility easements located to the northeast of 7 International Circle. Based on discussions with you and review of the marked up Existing Utility Locations Plan, we understand that the proposed development may consist of: an office or residential building at the southeast portion of the site; a - to -story office building with parking deck, and a story apartment building at the northeast portion of the site; and a story office building at the northern portion of the site. The existing grades at the site range from EL to EL. Proposed finished grades, building locations, and structural loading, were not available at the time this report was prepared. The subsurface exploration is preliminary, and a final geotechnical study should be performed once the final grades and layouts have been established. Scope of Services Our scope of services included drilling twelve () soil borings in general accordance with ASTM D standards. The borings were drilled to a depth of feet below existing grades, each, or until auger and/or spoon refusal due to the presence of rock. The borings were distributed as follows: Borings B- through B- was drilled for a possible office or apartment building; Borings B- through B- were drilled for a possible - to -story office building with parking deck, and possible story apartment building; and borings B-9 through B- were drilled for a possible story office building. The scope of services also included performing classifications of the recovered soil samples in our laboratory, performing limited laboratory testing of selected samples, conducting various engineering analyses, and providing this report. This report contains the following information:

6 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page a. Information regarding site conditions, including surface drainage, geology, and special site features; b. Descriptions of the field exploration and laboratory testing procedures used; c. Boring logs in accordance with the standard practice of geotechnical engineers, showing subsurface strata and descriptions, groundwater conditions, and results of field tests; d. A Site Vicinity Map, a Boring Location Plan, and pertinent Reference Sheets; e. Preliminary Recommendations for allowable bearing pressure for conventional spread footing foundations and estimates of predicted foundation settlement; f. Evaluation of the subsurface profile to provide preliminary recommendations for the seismic soil site classification per IBC ; and g. Preliminary Recommendations for slab-on-grade construction, including subgrade improvements, as required; EXPLORATION PROCEDURES Subsurface Exploration Procedures The soil borings were drilled with an ATV-mounted drill rig, using rotary drilling methods and continuous-flight, hollow-stem augers to advance the boreholes. Drilling fluid was not used during advancement of the boreholes. Representative soil samples were obtained by means of the split-barrel sampling procedure in general accordance with ASTM D. In the soil sampling procedure, a -inch O.D. splitbarrel sampler is driven into the soil a distance of inches by means of a -pound hammer falling inches. The number of hammer blows required to drive the sampler through the final -inch interval is termed the Standard Penetration Test (SPT) value, blow count, or N-value, and is indicated for each sample on the Boring Logs, contained in the Appendix of this report. N-values derived from the Standard Penetration Test procedure can be used to provide indications of the in-place relative densities of granular soil types and, in a less reliable way, of the in-place consistencies of cohesive soil types. The indications of relative densities and consistencies are qualitative, since many factors can influence N-values and prevent direct correlations, including differences among drill crews, drill rigs, drilling procedures, and hammerrod-sampler assemblies. In addition, N-values from Standard Penetration Tests performed in fine-grained granular soils below groundwater levels sometimes can result in erroneous information regarding the in-situ conditions of those soils. A field log of the subsurface conditions encountered in each boring was maintained by the Drill Crew during the drilling operations. After recovery, each boring sample was removed from the sampler and visually classified. Representative portions of the soil samples were then sealed in glass jars and returned to the ECS laboratory for further examination and possible laboratory testing. The subsurface conditions encountered at the site are further discussed in a later section of this report.

7 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page The boring locations were staked in the field by a representative from MTPLS, and elevations were provided to us by MTPLS. Laboratory Testing Program The laboratory testing program included visual classifications of all soil samples by an experienced geotechnical engineer. The classifications were based on texture and plasticity in accordance with the Unified Soil Classification System (USCS). A brief explanation of the USCS is included in the Appendix of this report. The USCS group symbol for each soil type is indicated in parentheses following the soil descriptions on the boring logs. The various soil types were grouped into the major zones (strata) noted on the boring logs. The stratification lines designating the interfaces between earth materials on the boring logs are approximate. In situ, these transitions will likely be gradual. The limited laboratory testing program included index property tests, such as moisture contents, Atterberg Limits, percent passing the No. sieve on selected boring samples to estimate engineering properties of the soils and to help verify the visual classifications. The results of the laboratory testing are included in the Appendix of this report. The soil samples will be retained in our laboratory for a period of days, after which, the samples will be discarded unless other instructions are received as to the disposition. EXPLORATION RESULTS Geologic Conditions project site is located within the Piedmont Physiographic Province. Based on the results of the test borings and a review of the Geologic Map of the Cockeysville Quadrangle, Maryland, dated 97, the natural soils at the project site are generally described as the Cockeysville Marble (cld) which are described as: Layered metadolostone member. Pure, white, metadolostone interlayered on a scale of several decimeters with dark metadolostone containing silicate minerals, mainly diopside (commonly as stubby porphyroblasts), tremolite, phlogopite, and quartz. The darker metadolostone locally contains small patches of calcite (less than one cm in longest dimension), and, in the northern body accessory pyrite. Many outcrops in the northern body are partially disintegrated to dolomite sand. Subsurface Conditions In general, the subsurface conditions encountered during our field exploration consisted of to 7 inches of topsoil, overlying natural soils. A brief description of the soils encountered is presented in the following paragraphs. More detailed descriptions are provided on the boring logs in the Appendix.

8 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page Natural soils were encountered below the surficial materials in all borings. The natural soils generally consisted of SILT (ML), Clayey SILT (ML/CL), Clayey SAND (SC), CLAY (CL/CH), Silty SAND (SM),SAND (SP), Silty CLAY (CL/ML), and Sandy SILT (ML) soil types.n-values recorded in the granular natural soils were noted to range from blows per foot (bpf) to more than bpf, indicating loose to very dense relative densities. N-values recorded in the cohesive natural soils were noted to range from bpf to more than bpf, indicating very soft to very hard relative consistencies. Material considered to be decomposed rock was encountered below the natural soils. Decomposed Rock is typically defined as natural materials that exhibit N-values of bpf or more. These materials can possess the parent rock type qualities and structure and may require rock excavation methods, such as hoe ramming or blasting for removal. Auger refusal due to bedrock or relatively massive rock was encountered in Borings B-, B- through B-9, B-, and B- at depths ranging from approximately feet to. feet below existing grade, or approximately EL to EL 79. More detailed descriptions of the encountered subsurface conditions are provided on the boring logs in the Appendix. Water Level Observations Groundwater level observations were made in each of the boreholes during the drilling operations and at completion of drilling operations, both before and after removal of the drilling augers. Cave-in levels for the open boreholes were observed during water level observations in the various borings, following removal of the drilling augers. The groundwater levels and the cave-in levels for each boring are shown on the Boring Logs presented in the Appendix. Groundwater was not encountered during drilling to the depths explored. After completion, cave-in depths were measured in the borings and ranged from. feet to. feet below existing grades. The absence or presence of groundwater in the borings reflects the conditions at the time of the subsurface exploration only. Fluctuations in the locations of groundwater tables or the presence of perched water levels could occur as a result of seasonal variations in evaporation, precipitation, surface water run-off, and other factors. Therefore, water levels at future times could vary from those observed at the time of the borings.

9 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page ANALYSES AND PRELIMINARY RECOMMENDATIONS General Foundation Considerations Based on the provided information, we understand that the proposed development may consist of: an office or residential building at the southeast portion of the site; a - story office building with parking deck, and a story apartment building at the northeast portion of the site; and a story office building at the northern portion of the site. The existing grades at the site range from EL to EL. Proposed finished grades, building locations, and structural loading, were not available at the time this proposal was prepared. Therefore, the subsurface exploration is considered preliminary, and a final geotechnical study should be performed once the final grades and layouts have been established. Based on our understanding of the proposed construction and the results of the preliminary subsurface exploration, it is feasible to support the proposed structures on shallow spread footings. However, the maximum column loads and final grading will be an important factor in the final analyses. For this preliminary analysis we have assumed maximum column loads on the order of kips, and that minor grading at the boring locations. Our analyses indicated that for preliminary foundation design, the footings may be designed for a net allowable soil bearing pressure ranging between, and, pounds per square foot (psf). The net allowable soil bearing pressure refers to the pressure which can be transmitted to the foundation bearing soils in excess of the final overburden pressure at the base of a footing. We estimate that total settlements of individual footings should be less than inch. Maximum differential settlements within the proposed structure are not expected to be greater than approximately ½ inch over a horizontal distance of feet. If higher loads are anticipated and depending on the final grades ground improvement may be necessary for some structures to improve the bearing capacity and limit the total and differential settlements to within the typically accepted range of inch and ½ inch, respectively. In addition, bedrock or relatively massive rock was encountered in Borings B-, B- through B- 9, B-, and B- at depths ranging from approximately feet to. feet below existing grade, or approximately EL to EL 79. These materials can possess the parent rock type qualities and structure and may require rock excavation methods, such as hoe ramming or blasting for removal, depending on the proposed footing elevations. Ground-Supported Floor Slabs Floor slabs may be ground-supported on natural soils or new engineered fill soils, provided that the subgrades are prepared in accordance with the recommendations in the sections entitled Subgrade Preparation and Fill Placement. It is important that the slab subgrade be firm and stable before the placement of the granular subbase materials, the moisture barrier, and the concrete. The slab subgrades should be thoroughly proofrolled with suitable equipment and/or probed and observed by a qualified representative of the Geotechnical Engineer in an effort to detect unstable or otherwise unacceptable soil conditions.

10 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page Proofrolling should be concentrated in those areas where any wall and utility backfill have been placed. Soils in any excessively unstable areas should be undercut and replaced with new engineered fill, as determined by the Geotechnical Engineer. Recommendations for construction of engineered fill are presented in a later report section. Seismic Site Design Section.. of the IBC refers to Chapter of ASCE7 for seismic site classification, which is based on various criteria, one of which is the Standard Penetration Resistance, N bar, derived from the Standard Penetration Test Procedure (ASTM D-). ASCE7 Table.. provides correlations for Site Classes C, D, and E with various ranges of N bar to be calculated for the top feet of the subsurface materials at a site in accordance with procedures described in Section.. of ASCE7. In addition, the table presents criteria related to various soil properties for Site Classes E and F. ECS has used Table.. of ASCE7 and the procedures outlined in Section.. of ASCE7 to evaluate the Site Class for this project site. Based on our preliminary subsurface exploration results, it appears that the average N bar value should be between and blows per foot over a depth of ft. This N bar places the project site within the Site Classification of D, according to Table.. of ASCE7. Earthwork Operations Subgrade Preparation Subgrade preparation should generally include the stripping of any unsuitable surface materials from the areas to be developed. Caution should be taken when stripping unsuitable materials so as not to mix these materials with otherwise suitable subgrade soils. It is recommended that the stripping of topsoil or other deleterious materials be extended to a minimum of feet beyond the building and pavement limits. A qualified representative of the Geotechnical Engineer should observe the removal operations to determine the necessary horizontal and vertical limits of excavation. The actual depths, quantities, and quality of surface materials must be determined during the stripping operations. Prior to the placement of any new fill materials or subbase materials for foundations, slabs, or pavements, a qualified representative of the Geotechnical Engineer should observe the exposed subgrade soils. At that time, the exposed soils should be thoroughly proofrolled by a vehicle having an axle load of at least tons, such as a loaded, tandem-axle dump truck. This proofrolling procedure is intended to assist in identifying any unstable materials that may need to be improved in place or removed. If areas exist that are not accessible for proofrolling operations, the Geotechnical Engineer should evaluate the soils at the exposed subgrade levels by conducting hand auger borings and Dynamic Cone Penetrometer (DCP) tests.

11 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page 7 Fill Placement Upon achieving competent subgrade materials, the exposed soils should be filled, where appropriate, to planned building subgrade levels with an approved controlled, compacted fill. All fill and backfill placed within the building and pavement areas should be placed in lifts not exceeding -inches in loose thickness and moisture conditioned to within percentage points of the optimum moisture content. We recommend that the lifts be compacted to at least 9 percent of their maximum dry density, as determined by ASTM D 9, Standard Proctor, for the full depth of the fill; however, under the parking garage the compaction level should be 9 percent of their maximum dry density, as determined by ASTM D 9, Standard Proctor. It should be noted that prior to the commencement of fill operations and/or utilization of any offsite borrow materials, the Geotechnical Engineer should be provided with representative samples in order to determine the material s suitability for use in a controlled compacted fill and to develop moisture-density relationships. All non-select type soils to be used as controlled fill should be approved inorganic materials, free of debris, and have a liquid limit and plasticity index less than and, respectively. In order to expedite the earthwork operations, we recommend where off-site borrow materials are required, those materials be comprised of select granular materials which will provide suitable support, and be easily compacted and free draining. Based on our review of the soil types encountered in the test borings conducted at this site, it is our opinion that most of the soil types encountered are suitable for reuse as fill at this site. The footprint of all proposed structures should be well defined, including the limits of the fill zones at the time of fill placement. Grade controls should be maintained throughout the filling operations. All filling operations should be observed on a full-time basis by a qualified soils technician to determine that minimum compaction requirements are being achieved. A minimum of one compaction test per, square foot area should be made for each lift. The elevation and location of the tests should be clearly identified at the time of fill placement. Compaction equipment suitable to the soil type used as fill should be selected to compact the fill. Theoretically, any equipment type can be used as long as the required density is achieved. Ideally, a steel drum roller should be used for compacting and sealing the surface soils. All areas receiving fill should be graded to facilitate positive drainage away from the building pads and pavement areas to maintain subgrade conditions free of water associated with precipitation and surface run-off. Fill materials should not be placed on frozen soils or frost-heaved soils and/or soils, which have been recently subjected to precipitation. All frozen soils should be removed prior to continuation of fill operations. Borrow fill materials, if required, should not contain frozen materials at the time of placement. All frost-heaved soils should be removed prior to placement of controlled, compacted fill, granular subbase materials, foundation or slab concrete, and asphalt pavement materials. Soil bridging lifts within the proposed building limits should not be used since excessive settlement of the structure can occur.

12 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page Construction Considerations The near-surface, on-site soils contain appreciable amounts of fines and will be very sensitive to moisture increases and to construction disturbance. Construction activities in the presence of excessive moisture can lead to softening of the subgrade soils and loss of bearing capacity. Therefore, it will be prudent to schedule earthwork operations during the warmer and drier seasons of the year that generally occur from late spring to early fall. Measures should also be taken to limit site disturbance, especially from rubber-tired heavy construction equipment, and to provide for drainage of surface water away from areas being developed. It will be advisable to designate construction traffic areas to limit areas of disturbance and to prevent construction traffic from excessively degrading sensitive subgrade soils over large portions of the site. A firm working surface for the placement of engineered fill should be established prior to construction of new fills. The moisture content of the fill soils at the time of placement should be carefully controlled to ensure that the required compaction effort can be achieved without excessive pumping or movement of the fill mass. In the event that the earthwork operations are accomplished during the cooler and wetter periods of the year, delays and additional costs should be anticipated. At these times, reduction of soil moisture may need to be accomplished by a combination of mechanical manipulation and the use of chemical additives, such as lime or cement, in order to lower moisture contents to levels appropriate for compaction. Because the on-site soils are moisture-sensitive and are susceptible to loss of strength upon exposure to precipitation during construction activity, all foundation excavations must be protected to prevent the disturbance of the subgrade materials and to minimize any potential loss of support capacity. Foundation concrete generally should be placed for foundations during the same day that the foundation excavations are made and approved. Should excavating and placing the foundation concrete the same day not be practical, we recommend that a concrete mud mat, to inches thick, be placed to protect the subgrade soils from moisture changes and disturbance. If protection of the soils is not provided, then undercutting of softened or loosened soils may be necessary prior to the placement of reinforcing steel and foundation concrete. Prior to the placement of any foundation concrete or mud mat, the subgrade soils must be carefully examined and tested by a qualified representative of the Geotechnical Engineer to confirm the availability of the design soil bearing capacity. To minimize disturbance to the subgrade soils during excavation, we recommend that a bucket without scarifying teeth, in addition to hand excavation methods, be used during the final phases of the excavation for the foundations. Any cuts or excavations associated with building and utility excavations may require forming or bracing, slope flattening or other physical measures to control sloughing and/or to prevent slope failures. An examination of the applicable codes (e.g. OSHA) should be made by the appropriate Contractor to ensure that adequate protection of the excavations and trench walls is provided.

13 Maryland Masonic Home Preliminary Study ECS Job No. -7 May, Page 9 The surface soils contain fines and are considered erodible. The Contractor should provide and maintain good site drainage during earthwork operations to help to maintain the integrity of the surface soils. All erosion and sedimentation shall be controlled in accordance with sound engineering practice and current local requirements. Surface water should be directed away from the construction area, and the work area should be sloped at gradients of to percent to reduce the potential for ponding water and the subsequent saturation of the surface soils. CLOSING This report has been prepared to provide and the Design Team with preliminary subsurface information and evaluations and recommendations to guide geotechnical-related design and construction for development of the site. The report scope is limited to this specific project and the location described. The project description represents our current understanding of the significant aspects of the proposed development relevant to geotechnical considerations for the project. The evaluations and preliminary recommendations presented in this report are, of necessity, based on the information made available to us at the time of the actual writing of the report and the site conditions, surface and subsurface, that existed at the time the exploratory borings were drilled. Further assumption has been made that the limited exploratory borings, in relation both to the aerial extent of the site and to depth, are representative of general subsurface conditions across the site. If subsurface conditions are encountered that differ significantly from those reported herein, the Geotechnical Engineer should be notified immediately so that the analyses and recommendations presented in this report can be reviewed for validity. Should there be significant changes to the proposed construction; ECS may need to review the changes to determine whether the evaluations and recommendations of this report will remain valid. ECS should be provided with appropriate plans and other information as project design progresses, so that we can review the information and provide additional geotechnical exploration, testing analyses, and guidance, as needed. In addition, the Geotechnical Engineer should be retained to prepare, or at least to review, the earthwork specifications, to assure that the recommendations of the final report have been properly interpreted and included in the construction documents.

14 APPENDIX Site Location Diagram Unified Soil Classification System Laboratory Test Results Reference Notes For Boring Logs Boring Logs Boring Location Plan Subsurface Profiles

15 Service Layer Credits: Esri, HERE, DeLorme, MapmyIndia, OpenStreetMap contributors ² 7 7,,,9 ft Site Location Diagram MARYLAND MASONIC HOME BLDG COCKEYSVILLE, MD ENGINEER SCALE " =, ' PROJECT NO. :7 SHEET OF DATE //

16 UNIFIED SOIL CLAIFICATION SYSTEM (ASTM D 7) Coarse-grained soils (More than half of material is larger than No. Sieve size) Major Divisions Gravels (More than half of coarse fraction is larger than No. sieve size) Sands (More than half of coarse fraction is smaller than No. 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) Group Symbols GM a SM a GW GP GC SW SP SC d u d u Typical Names Well-graded gravels, gravelsand mixtures, little or no fines Poorly graded gravels, gravel-sand mixtures, little or no fines Silty gravels, gravel-sand 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 percentages of sand and gravel from grain-size curve. Depending on percentage of fines (fraction smaller than No. sieve size), coarse-grained soils are classified as follows: Less than percent GW, GP, SW, SP More than percent GM, GC, SM, SC to percent Borderline cases requiring dual symbols b Laboratory Classification Criteria C u = D /D greater than C c = (D ) /(D xd ) between and Not meeting all gradation requirements for GW Atterberg limits below A line or P.I. less than Atterberg limits below A line or P.I. less than 7 C u = D /D greater than C c = (D ) /(D xd ) between and Above A line with P.I. between and 7 are borderline cases requiring use of dual symbols Not meeting all gradation requirements for SW Atterberg limits above A line or P.I. less than Atterberg limits above A line with P.I. greater than 7 Limits plotting in CL-ML zone with P.I. between and 7 are borderline cases requiring use of dual symbols Fine-grained soils (More than half material is smaller than No. Sieve) Silts and clays (Liquid limit less than ) Silts and clays (Liquid limit greater than ) Highly Organic soils ML CL OL MH CH OH Pt Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays Organic silts and organic silty clays of low plasticity 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 "A" line CH CL MH and OH CL-ML ML and OL 7 9 Liquid Limit a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L. is or less and the P.I. is or less; the suffix u used when L.L. is greater than. b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW-GC,well-graded gravel-sand mixture with clay binder. (From Table. - Winterkorn and Fang, 97)

17 B- B- B- B- B-7 Sample Source Sample Number Depth (feet) MC (%) S S S S S S S S SM 7 NP NP.7 S S S S S S S S S S S S S S S Laboratory Testing Summary Atterberg Limits Soil Type LL PL PI Percent Passing No. Sieve Moisture - Density (Corr.) Maximum Optimum Density Moisture (pcf) (%) CBR Value Page of Other Notes:. ASTM D,. ASTM D 7,. ASTM D,. ASTM D,. See test reports for test method,. See test reports for test method Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 97) Project No. 7 Project Name: Maryland Masonic Home PM: Zachary L. Adcock PE: Hasan M. Aboumatar Printed On: Tuesday, May,

18 B- B- Sample Source Sample Number Depth (feet) MC (%) S S S S S Laboratory Testing Summary Atterberg Limits Soil Type LL PL PI Percent Passing No. Sieve S SM NP NP. S S S S Moisture - Density (Corr.) Maximum Optimum Density Moisture (pcf) (%) CBR Value Page of Other Notes:. ASTM D,. ASTM D 7,. ASTM D,. ASTM D,. See test reports for test method,. See test reports for test method Definitions: MC: Moisture Content, Soil Type: USCS (Unified Soil Classification System), LL: Liquid Limit, PL: Plastic Limit, PI: Plasticity Index, CBR: California Bearing Ratio, OC: Organic Content (ASTM D 97) Project No. 7 Project Name: Maryland Masonic Home PM: Zachary L. Adcock PE: Hasan M. Aboumatar Printed On: Tuesday, May,

19 REFERENCE NOTES FOR BORING LOGS I. Drilling Sampling Symbols Split Spoon Sampler ST Shelby Tube Sampler RC Rock Core, NX, BX, AX PM Pressuremeter DC Dutch Cone Penetrometer RD Rock Bit Drilling BS Bulk Sample of Cuttings PA Power Auger (no sample) HSA Hollow Stem Auger WS Wash sample REC Rock Sample Recovery % RQD Rock Quality Designation % II. Correlation of Penetration Resistances to Soil Properties Standard Penetration (blows/ft) refers to the blows per foot of a lb. hammer falling inches on a -inch OD split-spoon sampler, as specified in ASTM D. The blow count is commonly referred to as the N-value. A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations) Density Relative Properties Under blows/ft Very Loose Adjective Form % to 9% to blows/ft Loose With % to % to blows/ft Medium Dense to blows/ft Dense Over blows/ft Very Dense Particle Size Identification Boulders inches or larger Cobbles to inches Gravel Coarse to inches Medium ½ to inch Fine ¼ to ½ inch Sand Coarse. mm to ¼ inch (dia. of lead pencil) Medium. to. mm (dia. of broom straw) Fine.7 to. mm (dia. of human hair) Silt and Clay. to.7 mm (particles cannot be seen) B. Cohesive Soils (Clay, Silt, and Combinations) Blows/ft Consistency Unconfined Comp. Strength Q p (tsf) Degree of Plasticity Plasticity Index Under Very Soft Under. None to slight to Soft.-.9 Slight 7 to Medium Stiff.-.99 Medium 9 to Stiff.-.99 High to Very High Over to Very Stiff.-. to Hard.. Over Very Hard Over. III. Water Level Measurement Symbols WL Water Level BCR Before Casing Removal DCI Dry Cave-In WS While Sampling ACR After Casing Removal WCI Wet Cave-In WD While Drilling Est. Groundwater Level Est. Seasonal High GWT The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil. In clay and plastic silts, the accurate determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally applied.

20 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION. Topsoil Depth [."] (ML) SILT, Trace Clay, Dark Brown, Moist, Soft ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- (ML/CL) CLAYEY SILT, Rock Fragments, Dark Brown, Moist, Medium Stiff to Stiff S- 7 S- S- S- 7 (ML) SANDY SILT, Brown, Moist, Very Stiff to Stiff S-7 9 S- END OF ' 9 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

21 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) S- DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION.7 Topsoil Depth [."] (SC) CLAYEY SAND, Rock Fragments, Brown and Gray, Moist, Medium Dense AUGER ' ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 7 7 CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

22 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 7. Topsoil Depth [."] (ML) SILT WITH SAND, Dark Brown and Gray, Moist, Medium Stiff to Very Stiff ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 7 BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- 7 S S- S- (CL/CH) LEAN TO FAT CLAY, Red, Moist, Soft (SM) SILTY SAND, Rock Fragments, Brownish Gray, Moist, Dense S- 9 (ML) SANDY SILT, Brown and Gray, Moist, Very Hard to Hard S-7 9 S- END OF 9 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

23 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 9. Topsoil Depth [7."] (ML/CL) CLAYEY SILT, Trace Sand, Orangish Brown, Moist, Medium Stiff, Contains Organics (SM) SILTY SAND, Trace Clay, Dark Brown, Moist, Loose ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 9 BLOWS/" 7 CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- (SM) SILTY SAND, Dark Brown and Gray, Moist, Loose to Medium Dense S- (ML) SILT, Dark Brownish Gray, Moist, Stiff to Hard S- 7 S S-7 (ML) DECOMPOSED ROCK SAMPLED AS SILT, Dark Brown, Moist, Very Hard 7 / / S- SPOON / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

24 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION.7 Topsoil Depth [."] (ML/CL) CLAYEY SILT, Brown, Moist, Medium Stiff (CL/ML) SILTY CLAY, Brown, Moist, Medium Stiff to Stiff ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- 7 S- (SM) SILTY SAND, Brown and Gray, Moist, Medium Dense, Contains Mica S- 9 (SP-SM) DECOMPOSED ROCK SAMPLED AS SAND WITH SILT, Rock Fragments, Dark Gray, Moist, Very Dense S- S-7 AUGER / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

25 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 7.7 Topsoil Depth [."] (ML) SANDY SILT, Dark Brown, Moist, Medium Stiff, Contains Mica ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- 7 S- (SM) SILTY SAND, Orangish Brown and Tan, Moist, Loose to Dense, Contains Mica S S- 7 S- S-7 (ML) DECOMPOSED ROCK SAMPLED AS SANDY SILT, Rock Fragments, Dark Brown, Moist, Very Hard AUGER 9.' / / / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

26 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B-7 OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 9.7 Topsoil Depth [."] (ML/CL) SANDY CLAYEY SILT, Rock Fragments, Dark Brown, Moist, Medium Stiff to Hard ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 9 BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- 9 S- S- (SP) DECOMPOSED ROCK SAMPLED AS SAND, Trace Silt, Rock Fragments, Dark Brown, Moist, Very Dense / / (ML) DECOMPOSED ROCK SAMPLED AS SILT, Brown, Moist, Very Hard 7 S- S-7 AUGER 7 / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED /7/ CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED /7/ HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

27 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 7. Topsoil Depth [."] (ML) SILT, Brownish Orange, Moist, Soft, Contains Organics (ML) SANDY SILT, Reddish Brown and Dark Brown, Moist, Hard to Very Stiff ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 7 BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- (SM) DECOMPOSED ROCK SAMPLED AS SILTY SAND, Rock Fragments, Gray, Moist, Very Dense / / S- / / S- AUGER / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED /7/ CAVE IN DEPTH WL(BCR) WL(ACR) BORING COMPLETED /7/ HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

28 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B-9 OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 7. Topsoil Depth [."] (SP) SAND, Rock Fragments, Gray, Moist, Very Dense (SP) SAND, Trace Silt, Rock Fragments, Gray, Moist, Medium Dense ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 7/ 9 CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC + 7/ REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT LIQUID S- (SP) DECOMPOSED ROCK SAMPLED AS SAND, Dark Gray, Moist, Very Dense 9 S- END OF / / 7 7 THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED /7/ CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED /7/ HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

29 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION.99 Topsoil Depth [."] (ML/CL) CLAYEY SILT, Dark Brown, Moist, Medium Stiff (ML/CL) CLAYEY SILT, Trace Sand, Orangish Brown, Moist, Stiff to Medium Stiff ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" 7 CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- (SM) SILTY SAND, Orangish Brown, Moist, Loose S- (CL/ML) SILTY CLAY, Dark Brown, Moist, Medium Stiff S- (ML) SANDY SILT, Dark Grayish Brown, Moist, Medium Stiff to Very Stiff S- S-7 7 S- END OF ' THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED /7/ CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED /7/ HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

30 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 7. Topsoil Depth [."] (CL/ML) SILTY CLAY, Brown, Moist, Medium Stiff (ML) SANDY SILT, Rock Fragments, Orange and Brown, Moist, Stiff to Hard ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) 7 BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S- S- S- 9 S- S-7 (SM) DECOMPOSED ROCK SAMPLED AS SILTY SAND, Brown and Gray, Moist, Very Dense S- AUGER / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED // CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED // HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

31 CLIENT JOB # BORING # SHEET PROJECT NAME :7 ARCHITECT-ENGINEER B- OF Maryland Masonic Home SITE LOCATION International Circle, Cockeysville, Baltimore County, MD NORTHING EASTING STATION DEPTH (FT) SAMPLE NO. S- SAMPLE TYPE SAMPLE DIST. (IN) RECOVERY (IN) DESCRIPTION OF MATERIAL BOTTOM OF CASING SURFACE ELEVATION 7. Topsoil Depth [7."] (ML) SANDY SILT, Dark Brown, Moist, Very Soft to Hard ENGLISH UNITS LO OF CIRCULATION WATER LEVELS ELEVATION (FT) BLOWS/" CALIBRATED PENETROMETER TONS/FT + ROCK QUALITY DESIGNATION & RECOVERY RQD% % % % % % PLASTIC REC.% WATER CONTENT % STANDARD PENETRATION BLOWS/FT + LIQUID S S- S- S- (ML) DECOMPOSED ROCK SAMPLED AS SILT WITH SAND, Dark Red, Moist, Very Hard END OF / / THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL. WL DRY WS WD BORING STARTED /7/ CAVE IN EOD WL(BCR) WL(ACR) BORING COMPLETED /7/ HAMMER TYPE Auto WL EOD RIG C Tk. FOREMAN B. SQUIER DRILLING METHOD HSA

32

33 Elevation in Feet B- ML B- SC AUGER ' 7 ML/CL 7 B- 7 ML CL/CH SM ML END OF ' GENERALIZED SUBSURFACE SOIL PROFILE Elevation in Feet NOTES: SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D). HORIZONTAL DISTANCES ARE NOT TO SCALE. Maryland Masonic Home International Circle, Cockeysville, Baltimore PROJECT NO.::7 DATE:// VERTICAL SCALE: "='

34 Elevation in Feet 9 B- 7 ML/CL SM 7 / ML / SPOON 7 B- ML/CL CL/ML SM SP-SM / AUGER 9 7 B- ML SM ML / AUGER / 9.' B-7 9 ML/CL / SP ML / AUGER / / B- ML SM / AUGER ' GENERALIZED SUBSURFACE SOIL PROFILE Elevation in Feet NOTES: SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D). HORIZONTAL DISTANCES ARE NOT TO SCALE. Maryland Masonic Home International Circle, Cockeysville, Baltimore PROJECT NO.::7 DATE:// VERTICAL SCALE: "='

35 Elevation in Feet 9 7/ B-9 SP / AUGER B- ML/CL SM CL/ML 7 ML END OF ' B- CL/ML 9 ML SM / AUGER 9 B- ML / END OF GENERALIZED SUBSURFACE SOIL PROFILE Elevation in Feet NOTES: SEE INDIVIDUAL BORING LOG AND GEOTECHNICAL REPORT FOR ADDITIONAL INFORMATION. PENETRATION TEST RESISTANCE IN BLOWS PER FOOT (ASTM D). HORIZONTAL DISTANCES ARE NOT TO SCALE. Maryland Masonic Home International Circle, Cockeysville, Baltimore PROJECT NO.::7 DATE:// VERTICAL SCALE: "='