Woodhaven Retirement Community Addition Wentworth Street Livonia, Michigan 48154

Transcription

1 Report of Geotechnical Investigation Woodhaven Retirement Community Addition 9 Wentworth Street Livonia, Michigan 81 Latitude.08 N Longitude W Prepared for: Fusco, Shaffer & Pappas, Inc. 0 E. Nine Mile Road Ferndale, Michigan 80 G Project No. 101 April 1, 01

2 April 1, 01 Mr. Bill Caliacatsos Fusco, Shaffer & Pappas, Inc. 0 E. Nine Mile Road Ferndale, Michigan 80 Re: Report of Geotechnical Investigation Woodhaven Retirement Community Addition 9 Wentworth Street Livonia, Michigan 81 G Project No. 101 Dear Mr. Caliacatsos, We have completed the geotechnical investigation for the proposed additions at Woodhaven Retirement Community located in Livonia, Michigan. This report presents the results of our observations and analyses and our recommendations for subgrade preparation, foundation design, pavement recommendations, and construction considerations as they relate to the geotechnical conditions at the site. We appreciate the opportunity to be of service to Woodhaven Retirement Community and Fusco, Shaffer & Pappas, Inc. on this project and look forward to discussing the recommendations presented herein. In the meantime, if you have any questions regarding this report or any other matter pertaining to the project, please contact us. Sincerely, G Consulting Group, LLC Amy L. Schneider, P.E. Project Manager Anthony L. Poisson, P.E. Project Manager ALS/ALP/ljv

3 April 1, 01 G Project No. 101 Page 1 EXECUTIVE SUMMARY We understand single-story, slab-on-grade additions will be constructed along the south side of the existing single-story building in the northwest portion of the site. A 1-foot wide concrete fire lane will be constructed along the south side of the building and additions. Approximately 8 to 18 inches of topsoil are generally present at the soil boring locations. Fill soils, consisting of loose silty sand and clayey sand and soft to stiff silty clay and and sandy clay, underlie the topsoil at borings B-1 through B- and extend to approximate depths ranging from to -1/ feet. Approximately to 8 percent organic matter is present within the fill soils. Native loose silty sand and sand are present below the topsoil at borings B-11 and B-1 and extend to the explored depth of feet and an approximate depth of -1/ feet, respectively. Native stiff to very stiff, and to a lesser extent, medium, silty clay underlies the fill at borings B-1 through B- and the native sand at boring B-1 and extends to the explored depths of 1 and feet. Groundwater was generally encountered within the upper fill soils at approximate depths ranging from to -1/ feet during drilling operations. Upon completion of drilling operations, the groundwater was measured at depths ranging from -1/ to 1-1/ feet. However, at borings B-9 and B-, no measurable groundwater was encountered during or upon completion of drilling operations. The existing fill present across the site is not suitable for support of building foundations. Within the footprint of the east building addition, approximately to -1/ feet of fill soils are present and an additional 1 to 18 inches of engineered fill is required to achieve finished floor elevation. Therefore, foundations will need to extend to depths of up to feet below finished grade to extend through the unsuitable fill and medium silty clay and bear on the underlying native stiff silty clay. It should be noted excavating to depths of up to feet may be difficult due to caving soils associated with the existing fill and any granular engineered fill utilized. Therefore, in light of the relatively small addition footprint, consideration should be given to removing and replacing the existing fill with engineered fill and constructing foundations at conventional bearing depths. Within the footprint of the west building addition, the existing fill (with the exception of the fill soils within the vicinity of borings B- and B-9) must be completely removed and replaced with engineered fill for support of additional fill to achieve proposed finished grades, foundations, and floor slabs. It should be noted if the fill remains at boring B-9, foundations will need to extend to depths of up to feet to bear on the underlying native stiff silty clay. Based on the anticipated finished grades, estimated building loads, and existing subsurface conditions, we recommend the proposed building be supported on conventional shallow and/or spread footings bearing on the native stiff silty clay or engineered fill overlying native silty clay. A net allowable soil bearing pressure of,000 pounds per square foot (psf) may be used for design of shallow foundations bearing on the aforementioned soils. Exterior footings must extend to a minimum depth of -1/ feet below finished grade elevations for protection against frost penetration. Interior footings may bear at shallower depths provided adequate native bearing soils or engineered fill overlying native soils are present and the footing is protected against frost penetration during construction activities. We recommend a G Consulting Group, LLC (G) engineer or technician be on site during construction to observe the excavations, measure the bearing depths, and verify the adequacy of the bearing soils. The existing fill within the east addition (borings B-1 through B-) has organic contents ranging from approximately to -1/ percent. Provided the potential for floor slab settlement can be tolerated, the existing fill can remain in place for support of engineered fill required to achieve proposed finished grades and building floor slabs. If the potential for floor slab settlement cannot be tolerated, the existing fill within the east addition must be completely removed within the building footprint and the resulting excavation backfilled with engineered fill for support of floor slabs. Within the west addition (borings B- through B-9), approximately to 8 percent organic matter is present within the existing fill with the exception of boring B-. Due to the significant organic matter in the existing fill, we recommend the fill within the footprint of the west addition be completely removed to the underlying native silty clay and the resulting excavation backfilled with engineered fill for support of additional fill to achieve finished grades and floor slabs. This summary is not to be considered separate from the entire text of this report, with all the conclusions and recommendations mentioned herein. Details of our analysis and recommendations are discussed in the following sections and in the Appendix of this report.

4 April 1, 01 G Project No. 101 Page PROJECT DESCRIPTION The property contains an existing single-story building in the northwest portion of the site. Single-story, slab-on-grade additions will be constructed along the south side of the existing building which will include new physical therapy space, café/bistro area, and residential suites. A 1-foot wide concrete fire lane will be constructed along the south side of the building and additions. Additionally, new concrete sidewalks will be constructed at the entrance and around the additions. The existing grades within the addition footprint range from approximately feet within the south side of the addition sloping upward to approximately 8 feet at the north addition. The existing building as a finished floor elevation of 8. feet and we understand the proposed additions will match the existing building finished floor elevation. Structural loading conditions for the building were not available at the time of this report. However, we estimate that maximum column loads will range from 0 to 0 kips and maximum wall loads will range from to kips per linear foot. If the anticipated loading conditions differ from our assumptions for the proposed structure or if grades are to change significantly, G should be notified so we can review the recommendations provided herein. SCOPE OF SERVICES The field operations, laboratory testing, and engineering report preparation were performed under direction and supervision of a licensed professional engineer. Our services were performed according to generally accepted standards and procedures in the practice of geotechnical engineering in this area. Our scope of services for this project is as follows: 1. We drilled twelve soil borings throughout the property. Borings B-1 through B-9 were drilled in the footprint of the proposed additions and extended to a depth of 1 feet below existing grade each. Borings B- through B-1 were drilled in the proposed pavement area and extended to a depth of feet below existing grade each.. We performed laboratory testing on representative samples obtained from our subsurface exploration. Laboratory testing included visual engineering classification, organic-matter content (loss-on-ignition/loi), natural moisture content, dry density, and unconfined compressive strength determinations.. We prepared this engineering report. Our report includes recommendations regarding site preparation, foundation types suitable for the soil conditions encountered, allowable bearing capacities, estimated settlement, floor slab and pavement recommendations, and construction considerations related to the geotechnical conditions beneath the site. FIELD OPERATIONS G, in conjunction with Fusco, Shaffer & Pappas, Inc. (FSP), selected the number, depth, and location of the soil borings based on the footprint of the proposed additions and new fire lane. The boring locations were determined in the field using Google Earth and GPS technology and visually based on known surface features. The approximate soil boring locations are shown on the Soil Boring Location Plan, Plate No. 1, in the Appendix. Ground surface elevations were interpolated form spot elevations presented on the Paving and Grading Plan prepared by Nowak & Fraus Engineers, dated November, 01. Soil borings were drilled using an all-terrain vehicle (ATV) rotary drilling rig due to soft ground conditions and sensitivity to disturbing the existing landscaping. Continuous flight, -1/-inch inside diameter hollow stem augers were used to advance the boreholes to the explored depths. Within each soil boring, soil samples were obtained at intervals of -1/ feet within the upper feet and an

5 April 1, 01 G Project No. 101 Page additional sample was obtained at 1 feet at the addition borings. These samples were obtained by the Standard Penetration Test (SPT) method (ASTM D18), which involves driving a -inch diameter splitspoon sampler into the soil with a -pound weight falling 0 inches. The sampler is generally driven three successive -inch increments with the number of blows for each increment recorded. The number of blows required to advance the sampler the last 1 inches is termed the Standard Penetration Resistance (N-value). The blow counts for each -inch increment and the resulting N-value are presented on the individual soil boring logs. Soil samples were placed in sealed containers in the field and brought to the laboratory for testing and classification. During drilling operations, the drilling crew maintained logs of the encountered subsurface conditions, including changes in stratigraphy and observed groundwater levels to be used in conjunction with our analysis of the subsurface conditions. The final boring logs are based on the field logs and laboratory soil classification and testing. After completion of drilling operations, the boreholes were backfilled with auger cuttings. LABORATORY TESTING Representative soil samples were subjected to laboratory testing to determine soil parameters pertinent to foundation design and site preparation. An experienced geotechnical engineer classified the samples in general conformance with the Unified Soil Classification System. Laboratory testing included organic matter content, natural moisture content, dry density, and unconfined compressive strength determinations. The organic matter content of representative samples was determined in accordance with ASTM Test Method D 9, Standard Test Methods for Moisture, Ash, and Organic Matter of Peat and Other Organic Soils. The unconfined compressive strengths were determined by ASTM Test Method D 1 and using a spring-loaded hand penetrometer. Per ASTM Test Method D 1, the unconfined compressive strength of cohesive soils is determined by axially loading a small cylindrical soil sample under a slow rate of strain. The unconfined compressive strength is defined as the maximum stress applied to the soil sample before shear failure. If shear failure does not occur prior to a total strain of 1 percent, the unconfined compressive strength is defined as the stress at a total strain of 1 percent. The hand penetrometer estimates the unconfined compressive strength to a maximum of -1/ tons per square foot (tsf) by measuring the resistance of the soil sample to the penetration of a calibrated spring loaded cylinder. The results of the laboratory tests are indicated on the boring logs at the depths the samples were obtained. The unconfined compressive strength test results are also presented graphically on Figure No. 1 in the Appendix. We will hold the soil samples for 0 days from the date of this report, after which time they will be discarded. If you would like to retain the samples beyond that date, please let us know. SITE DESCRIPTION Woodhaven Skilled Nursing Center is located at 9 Wentworth Street in Livonia, Michigan. The existing building is a single-story building at the north side of the overall property. Woodpointe Assisted Living is present south of Woodhaven and is a two-story building. The proposed additions will be constructed along the south side of Woodhaven, between the two buildings. This area is currently grass covered with concrete sidewalks and patios extending throughout the area. The southern side of the proposed addition is wooded. The site slopes downward to the south with elevations ranging from approximately 8-1/ feet to feet. An existing storm line extends through the footprint of the east addition. SOIL CONDITIONS Approximately 8 to 18 inches of topsoil are present at the soil boring locations. Fill soils, consisting of silty sand, clayey sand, silty clay, and sandy clay, underlie the topsoil at borings B-1 through B- and extend to approximate depths ranging from to -1/ feet. Native silty sand and sand are present

6 April 1, 01 G Project No. 101 Page below the topsoil at borings B-11 and B-1 and extend to the explored depth of feet and an approximate depth of -1/ feet, respectively. Native silty clay underlies the fill at borings B-1 through B- and the native sand at boring B-1 and extends to the explored depths of 1 and feet. The silty sand fill and clayey sand fill are loose in compactness with Standard Penetration Test N-values ranging from to blows per foot and organic contents ranging from to percent. The silty clay fill and sandy clay fill are soft to stiff in consistency with moisture contents ranging from 1 to 8 percent, organic contents ranging from approximately -1/ to 8 percent, and unconfined compressive strengths ranging from 00 to,000 psf. The native silty sand and sand at borings B-11 and B-1 are loose in compactness with N-values ranging from to 9 blows per foot. The native silty clay underlying the fill and native sand is generally stiff to very stiff in consistency with natural moisture contents ranging from 1 to 8 percent, dry densities ranging from to 111 pounds per cubic foot (pcf), and unconfined compressive strengths ranging from,000 to,00 psf. Layers of medium silty clay are present within the upper to 8 feet at borings B-, B-, and B-8, with natural moisture contents ranging from to percent, a dry density of pcf, and unconfined compressive strengths of 1,00 and 1,90 psf. The stratification depths shown on the soil boring logs represent the soil conditions at the evaluated locations. Variations may occur away from these locations. Additionally, the stratigraphic lines represent the approximate boundaries between the soil types. The transition may be more gradual than indicated. We have prepared the boring logs on the basis of the field log of the soil conditions encountered supplemented by laboratory classification and testing. The Soil Boring Location Plan, Plate No. 1, Soil Boring Logs, Figure Nos. 1 through 1, and Unconfined Compressive Strength Test, Figure No. 1, are presented in the Appendix. The soil profiles described above are generalized descriptions of the conditions encountered at the boring location. General Notes Terminology defining the nomenclature use on the soil boring logs and elsewhere in this report are presented in the appendix on Figure No. 1. GROUNDWATER CONDITIONS Groundwater was generally encountered within the upper fill soils at approximate depths ranging from to -1/ feet during drilling operations at the boring locations, corresponding to elevations ranging from approximately -1/ to -1/ feet. Upon completion of drilling operations, the groundwater was measured at depths ranging from -1/ to 1-1/ feet. However, at borings B-9 and B-, no measurable groundwater was encountered during or upon completion of drilling operations. Fluctuations in perched and long term groundwater levels should be anticipated due to seasonal variations and following periods of prolonged precipitation. It should also be noted that groundwater observations made during drilling operations in predominantly cohesive soils are not necessarily indicative of the static groundwater level. This is due to the low permeability of such soils and the tendency of drilling operations to seam off the natural paths of groundwater flow. SITE SEISMICITY Wayne County, Michigan lies within a stable tectonic region of the country, characterized by a relative low expected magnitude of acceleration during an earthquake event. The observed soils beneath the project site generally consist of loose granular soils fill soils or soft to stiff cohesive fill soils extending to depths of to -1/ feet underlain by native stiff to very stiff silty clay extending to the explored depth of 1 feet. Based on the subsurface conditions, the site can be classified as Site Class D Stiff Soil according to the 01 ASCE- Standard, Table SITE PREPARATION RECOMMENDATIONS On the basis of available data, it appears a moderate amount of earthwork will be required to achieve final design grades. Earthwork operations are anticipated to consist of removing the existing trees,

7 April 1, 01 G Project No. 101 Page vegetation, and topsoil within the additions and pavements, removing and replacing the existing fill present within the west building addition or where required, raising the site to proposed finished grades, excavating for the building addition foundations, removing and backfilling existing utilities and constructing new utilities, and preparing the subgrade soils for floor slab and pavement support. We recommend all earthwork operations be performed under adequate specifications and properly monitored in the field. At the start of earthwork operations, the existing trees, vegetation, topsoil, and concrete should be removed in their entirety from the proposed building addition footprints and pavements. Abandoned utilities in the area of the new additions should be removed in their entirety. Utilities outside the footprint of the proposed structures can be left in place and completely filled with grout. Existing fill soils are present across the site, ranging in depth from approximately to -1/ feet. The fill material is generally dark gray, dark brown, and black in color and contains approximately to -1/ percent organic matter in the east addition and to 8 percent organic matter in the west addition. The existing fill is not suitable for support of building foundations. Furthermore, the existing fill with greater than percent organic matter is not suitable for support of additional fill or floor slabs. Therefore, at a minimum, the fill within the west building footprint (with the exception of the fill in the vicinity of borings B- and B-9) must be completely removed to the underlying native silty clay and the resulting excavation backfilled with engineered fill for support of additional fill to achieve finished grades, building foundations, and floor slabs. Following removal of the unsuitable fill soils and prior to placement of engineered fill, we recommend the subgrade soil be proof rolled with a full loaded dump truck and visually evaluated for instability and/or unsuitable soil conditions. The existing groundwater should be removed prior to performing any proofroll operations. Any unstable or unsuitable areas noted during proof rolling operations should be undercut and replaced with engineered fill. Engineered fill should be free of organic matter, frozen soil, clods, or other harmful material. The fill should be placed in uniform horizontal layers, not more than 9 inches in loose thickness. The engineered fill should be compacted to achieve a density of at least 9 percent of the maximum dry density as determined by the Modified Proctor compaction test (ASTM D1). All engineered fill material should be placed and compacted at approximately the optimum moisture content. Frozen material should not be used as fill, nor should fill be placed on a frozen subgrade. We do not recommend the existing fill be reused as engineered fill below structures but rather within berm or landscaping areas due to the organic matter present throughout. We recommend using granular engineered fill within confined areas such as backfilling the existing catch basins, within utility trenches, and adjacent to foundation walls. Granular engineered fill is generally more easily compacted than cohesive soils within these confined areas. Additionally, the proper placement and compaction of backfill within these areas is imperative to provide adequate support for overlying floor slabs and structures. FOUNDATION RECOMMENDATIONS The existing fill present across the site is not suitable for support of building foundations. Within the footprint of the east building addition, approximately to -1/ feet of fill soils are present and an additional 1 to 18 inches of engineered fill is required to achieve finished floor elevation. Therefore, foundations will need to extend to depths of up to feet below finished grade to extend through the unsuitable fill and medium silty clay and bear on the underlying native stiff silty clay. It should be noted excavating to depths of up to feet may be difficult due to caving soils associated with the existing fill and any granular engineered fill utilized. Therefore, in light of the relatively small addition footprint, consideration should be given to removing and replacing the existing fill with engineered fill and constructing foundations at conventional bearing depths.

8 April 1, 01 G Project No. 101 Page Within the footprint of the west building addition, the existing fill (with the exception of the fill soils within the vicinity of borings B- and B-9) must be completely removed and replaced with engineered fill for support of additional fill to achieve proposed finished grades, foundations, and floor slabs. Based on the anticipated finished grades, estimated building loads, and existing subsurface conditions, we recommend the proposed building be supported on conventional shallow and/or spread footings extending through any existing fill where remaining and bearing on the native stiff silty clay or engineered fill overlying native silty clay. A net allowable soil bearing pressure of,000 psf may be used for design of shallow foundations bearing on the aforementioned soils. Exterior footings must extend to a minimum depth of -1/ feet below finished grade elevations regardless of the depth of fill present for protection against frost penetration. Interior footings may bear at shallower depths provided adequate native bearing soils or engineered fill overlying native soils are present and the footing is protected against frost penetration during construction activities. We recommend G be on site during the construction operations to observe the foundations excavations and verify the adequacy of the bearing soils. Based on the depth of fill soil encountered within the soil borings for the proposed addition, we anticipate if the same conditions were encountered during foundation excavation operations for the existing building that foundations would have extended through the unsuitable fill soils and bear on the underlying native soils. Foundations installed immediately adjacent to the existing building foundations must bear at the same depth as the existing foundations. We recommend the depth of existing foundations be verified prior to construction to minimize delays and change orders during construction and verify existing foundations will not be undermined. Continuous wall or strip footings should be at least 1 inches in width and isolated spread footings should be at least 0 inches in their least dimension. To achieve a change in the level of a strip footing, the footing should be gradually stepped at a grade no steeper than two horizontal units to one vertical unit. We recommend all strip footings be suitably reinforced to minimize the effects of differential settlements associated with local variations in subsoil conditions. If the recommendations outlined in this report are adhered to, total and differential settlements for the completed structure should be within 1 inch and 1/ inch, respectively. We expect settlements of these magnitudes are within tolerable limits for the type of structure proposed. We recommend all foundations be suitably reinforced to minimize the effects of differential settlements associated with local variations in subsoil conditions. FLOOR SLAB RECOMMENDATIONS The existing fill within the east addition (borings B-1 through B-) has organic contents ranging from approximately to -1/ percent. Provided the potential for floor slab settlement can be tolerated, the existing fill can remain in place for support of engineered fill required to achieve proposed finished grades and building floor slabs. A subgrade modulus (k) of 90 pounds per cubic inch (pci) may be used for design of floor slabs supported on the engineered fill overlying the existing fill. If the potential for floor slab settlement cannot be tolerated, the existing fill within the east addition must be completely removed within the building footprint and the resulting excavation backfilled with engineered fill for support of floor slabs. A subgrade modulus (k) of pci may be used for design of floor slabs supported on the engineered fill overlying native soil. Within the west addition (borings B- through B-9), approximately to 8 percent organic matter is present within the existing fill with the exception of boring B-. Typically to percent organic content is the threshold for removal of fill. Due to the presence of to 8 percent organic matter in the existing fill as well as the overburden pressure of the additional fill to achieve finished grades, we recommend the fill be completely removed to the underlying native silty clay and the resulting excavation backfilled with engineered fill for support of additional fill to achieve finished grades and floor slabs. A subgrade

9 April 1, 01 G Project No. 101 Page modulus (k) of pci may be used for design of floor slabs for the west addition supported on the engineered fill overlying native soil. We recommend that at least inches of clean pea gravel be placed between the subgrade and the bottom of the floor slab for use as a capillary break to reduce moisture transmission through the concrete floors and to reduce the potential for concrete curling. If moisture sensitive floor coverings are planned or if greater protection against vapor transmission is desired, a vapor barrier consisting of - mil plastic sheeting, or equivalent, may be placed on the pea stone layer beneath floor slabs. The floor slab should be isolated from the foundation system to allow for independent movement. PAVEMENT RECOMMENDATIONS We understand a fire lane will be constructed along the south side of the additions which will be Portland cement concrete. The existing subgrade soils at borings B- through B-1 consist of loose silty sand fill and native loose sand and silty sand. These soils will provide moderate to good support of proposed pavements following satisfactory completion of subgrade preparation operations as described in the Site Preparation section of this report. In general, the encountered granular soils have moderate drainage characteristics, are susceptible to frost heave, and are suitable for direct support of conventional pavement structures. However, we anticipate some areas of fill containing high organic contents may be encounter along the fire land alignment based on the other soil borings performed throughout the additions. Therefore, the contractor should be prepared to perform undercuts and subgrade stabilization, as necessary, where these soils are encountered. We performed pavement design analyses in accordance with the AASHTO Guide for Design of Pavement Structures. We anticipate fire lane traffic will consist primarily of cars and emergency vehicles. Based on the anticipated traffic, we have designed a pavement section to be used for the fire lane. The pavement section is based on an estimated 0, kip equivalent single-axle loads (ESALs) over a 0-year design life. For evaluation purposes, we estimated a serviceability loss of.0, a standard deviation of 0., a reliability factor of 0.8, and an effective roadbed soil resilient modulus of,000 pounds per square inch (psi) in consideration of the fill soils. If any actual traffic volume information becomes available, G should be notified so we can re-evaluate our recommendations. Based on the results of our analyses, we recommend a minimum pavement design section for the new concrete pavement section consist of inches of Portland cement concrete supported on a minimum of inches of MDOT 1AA dense-graded aggregate base. All pavement materials are specified within the 01 Standard Specifications for Construction from the Michigan Department of Transportation. The concrete pavement materials are described in Section 01. The dense-graded aggregate base material can be assigned a structural coefficient number of 0.1. Proper drainage is considered to be an important consideration for pavement design. The pavement and subgrade should be properly sloped to promote effective surface and subsurface drainage and prevent water ponding. CONSTRUCTION CONSIDERATIONS In general, groundwater was encountered at depths ranging from to -1/ feet, typically near the interface of the existing fill and underlying native silty clay. Prior to excavation operations for fill removal or foundation and utility construction, the contractor should be prepared to install perimeter French drains to remove as much of the existing groundwater as able and allow excavation operations to be performed in dry conditions. We anticipate additional accumulations of groundwater or surface runoff in foundation and utility excavations can be controlled with normal pumping from properly constructed sumps.

10 April 1, 01 G Project No. 101 Page 8 Caving and sloughing of the granular fill soil as well as any granular engineered fill utilized to replace the unsuitable fill or raise site grades may occur during foundation and utility excavation operations depending on the amount of fines in the material. Therefore, the contractor should be prepared to over excavate and form foundations, as necessary. The sides of the spread and/or strip footing foundations should be constructed straight and vertical to reduce the risk of frozen soil adhering to the concrete and raising the foundations. We recommend a maximum slope of horizontal units to 1 vertical unit (H:1V) within the granular soils and 1:1 within the native cohesive soils for excavations that extend below a depth of feet. All excavations should be safely sheeted, shored, sloped, or braced in accordance with MI-OSHA requirements. If material is stored or equipment is operated near an excavation, lower angle slopes or stronger shoring must be used to resist the extra pressure due to the superimposed loads. GENERAL COMMENTS We have formulated the evaluations and recommendations presented in this report relative to site preparation and foundations on the basis of data provided to us relating to the project location, type of structure, and anticipated surface grade for the proposed site. Any significant change in this data should be brought to our attention for review and evaluation with respect to prevailing subsurface conditions. Furthermore, if changes occur in the design, location, or concept of the project, conclusions and recommendations contained in this report are not valid unless G Consulting Group, LLC reviews the changes. G Consulting Group, LLC will then confirm the recommendations presented herein or make changes in writing. The scope of the present investigation was limited to evaluation of subsurface conditions for the support of proposed structure and other related aspects of the development. No chemical, environmental, or hydrogeological testing or analyses were included in the scope of this investigation. We base the analyses and recommendations submitted in this report upon the data from the soil borings performed at the approximate locations shown on the Soil Boring Location Plan, Plate No. 1. This report does not reflect variations that may occur between the actual boring locations and the actual structure locations. The nature and extent of any such variations may not become clear until the time of construction. If significant variations then become evident, it may be necessary for us to re-evaluate our report recommendations. We recommend G Consulting Group, LLC observe all geotechnical related work, including foundation construction, subgrade preparation, and engineered fill placement. G Consulting Group, LLC will perform the appropriate testing to confirm the geotechnical conditions given in the report are found during construction.

11 APPENDIX Soil Boring Location Plan Plate No. 1 Soil Boring Logs Figure Nos. 1 through 1 Unconfined Compressive Strength Test Figure No. 1 General Notes Terminology Figure No. 1

12 B- B-1 B- B- B- B-8 B-1 B- B- B-11 B-9 B- Soil Borings Performed by Strata Drilling, Inc. on March 9, 01 Woodhaven Retirement Community Addition 9 Wentworth Street Livonia, Michigan 81 Project No. 101 Drawn by: ALS Date: --1 Scale: NTS Plate No. 1

13 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B-1 G Project No. 101 Latitude:.08 Longitude: SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:. ft ± Topsoil: Dark Brown Silty Sand ( inches) 0.8 DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Fill: Loose Dark Brown Silty Sand with trace gravel and organic matter, occasional clay layers, wet sand -1/ feet (Organic Matter Content =.0%) S-1. Stiff to Very Stiff Brown and Gray Silty Clay with trace sand and gravel.0 S S *. Stiff to Very Stiff Gray Silty Clay with trace sand and gravel S * S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: -1/ feet during drilling; 1 feet upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No. 1

14 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:.0 ft ± Topsoil: Dark Brown Silty Clay ( inches) 0.8 DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Fill: Medium Dark Brown Silty Clay with trace sand, gravel, and organic matter, wet sand -1/ feet (Organic Matter Content =.%) S *.0. S * Stiff Grayish Brown Silty Clay with trace sand and gravel.0 S S * Stiff to Very Stiff Gray Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: -1/ feet during drilling; 1-1/ feet upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

15 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION: 8. ft ± DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF). Topsoil: Dark Brown Silty Clay ( inches) Fill: Dark Brown Sandy Clay with trace silt and gravel Fill: Loose Dark Brown Silty Sand with trace gravel and organic matter (Organic Matter Content =.%) Loose Brown Sand with trace silt and gravel S-1 S * Medium to Stiff Brown and Gray Silty Clay with trace sand and gravel S * S * Stiff to Very Stiff Gray Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: feet during drilling; wet cave measured at -1/ feet upon removal of augers Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

16 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION: 8. ft ± Topsoil: Dark Brown Silty Clay (8 inches) 0. DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF). Fill: Soft to Medium Dark Brown Sandy Clay with trace silt, gravel, and organic matter, buried topsoil layers, wet sand feet (Organic Matter Content =.9% - 8.%).8 S-1 S * 00* Stiff Grayish Brown Silty Clay with trace sand and gravel S S * Stiff to Very Stiff Gray Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: -1/ feet during drilling; 11 feet upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

17 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:. ft ± Topsoil: Dark Brown Silty Clay ( inches) 0. DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Fill: Stiff Dark Brown Silty Clay with trace sand, gravel, and organic matter (Organic Matter Content =.1%) S *.. Stiff Brown and Gray Silty Clay with trace sand and gravel, occasional wet sand and sandy silt layers S-. 00*.0 Medium Brown Silty Clay with trace sand and gravel S S * Stiff to Very Stiff Gray Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: -1/ feet during and upon completion of drilling Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

18 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:.0 ft ± DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Topsoil: Dark Brown Silty Clay (1 inches) Fill: Loose Dark Gray Clayey Sand with trace silt and gravel 1..0 S-1.0 Stiff Brown and Gray Silty Clay with trace sand and gravel, occasional wet sand layers S-.1.0 Very Stiff Brown Silty Clay with trace sand and gravel S * S * Stiff to Very Stiff Grayish Brown Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: feet during drilling; feet upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

19 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:.0 ft ± Topsoil: Dark Brown Silty Clay (11 inches) 0.9 DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF).0 Fill: Stiff Dark Brown Silty Clay with trace sand, gravel, organic matter, and topsoil, occasional wet sand seams (Organic Matter Content = 8.%). S-1 S * Stiff Brown and Gray Silty Clay with trace sand and gravel S * Very Stiff Brown Silty Clay with trace sand and gravel S * 11.0 Stiff to Very Stiff Brownish Gray Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: -1/ feet during drilling; feet upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

20 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B-8 G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:. ft ± Topsoil: Dark Brown Silty Clay ( inches) Fill: Loose Dark Brown to Black Silty Sand with trace gravel and organic matter, wet sand seams (Organic Matter Content =.0%) DEPTH SAMPLE TYPE-NO. S-1 BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF). Medium Brown and Gray Silty Clay with little sand and trace gravel S- 1. 0*. S *. Very Stiff Brown Silty Clay with trace sand and gravel S * 11.0 Stiff Grayish Brown Silty Clay with trace sand and gravel S * End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: feet during drilling; feet upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No. 8

21 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B-9 G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:. ft ± DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Topsoil: Dark Brown Silty Clay (18 inches) Fill: Stiff Brown and Dark Gray Sandy Clay with trace gravel and organic matter (Organic Matter Content =.%) 1..0 S * 0. Stiff Brown and Gray Silty Clay with trace sand and gravel S *.0 Very Stiff Brown Silty Clay with trace sand and gravel S * 8.. S * Stiff Gray Silty Clay with trace sand and gravel S-. 000* End of 1 ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/1 1.. Total Depth: Drilling Date: Inspector: Contractor: Driller: 1 ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: Dry during and upon completion of drilling Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No. 9

22 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B- G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:.0 ft ± DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Fill: Loose Dark Brown Silty Sand with trace gravel and organic matter (Organic Matter Content =.8%) S Stiff Brown and Gray Silty Clay with little sand and gravel.0 S * End of ft SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: Dry during and upon completion of drilling Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No.

23 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B-11 G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:. ft ± Topsoil: Dark Brown Silty Clay (11 inches) 0.9 DEPTH SAMPLE TYPE-NO. BLOWS/ -INCHES STD. PEN. RESISTANCE (N) MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF) Loose Brown Silty Sand with trace gravel S-1.. Loose Brown Sand with trace silt and gravel and occasional clay layers.0 S- 8 End of ft.. 1 SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: feet during and upon completion of drilling Excavation Backfilling Procedure: Auger cuttings Figure No. 11

24 Project Name: Woodhaven Retirement Community Addition Project Location: 9 Wentworth Livonia, Michigan 81 Soil Boring No. B-1 G Project No. 101 Latitude: N/A Longitude: N/A SUBSURFACE PROFILE SOIL SAMPLE DATA ELEV. PRO- FILE GROUND SURFACE ELEVATION:. ft ± Topsoil: Dark Brown Silty Clay (1 inches) Loose Brown Sand with trace silt and gravel 1.0 DEPTH SAMPLE TYPE-NO. S-1 BLOWS/ -INCHES STD. PEN. RESISTANCE (N) 9 MOISTURE CONTENT (%) DRY DENSITY (PCF) UNCONF. COMP. STR. (PSF).. Stiff Brown and Gray Silty Clay with trace sand and gravel.0 S-. 000* End of ft.. 1 SOIL / PAVEMENT BORING 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Total Depth: Drilling Date: Inspector: Contractor: Driller: ft March 9, 01 Strata Drilling, Inc. B. Sienkiewicz Drilling Method: -1/ inch inside diameter hollow-stem augers 0 Water Level Observation: feet during drilling; dry upon completion Notes: * Calibrated Hand Penetrometer Excavation Backfilling Procedure: Auger cuttings Figure No. 1

25 ,000,00,000,00,000,00 STRESS, psf,000,00,000 1,00 1, US_UNCONFINED 101.GPJ 080 G CONSULTING DATA TEMPLATE.GDT /1/ Specimen B-1 B- B- B- B- B- S- S- S- S- S- S- STRAIN, % Classification MC% UC Brown and Gray Silty Clay Gray Silty Clay Brown and Gray Silty Clay Brown and Gray Silty Clay Brown and Gray Silty Clay Brown and Gray Silty Clay UNCONFINED COMPRESSIVE STRENGTH TEST Project Name: Project Location: G Project No.: Woodhaven Retirement Community Addition 9 Wentworth Livonia, Michigan 81 Figure No. 1

26 GENERAL NOTES TERMINOLOGY Unless otherwise noted, all terms herein refer to the Standard Definitions presented in ASTM. PARTICLE SIZE Boulders - greater than 1 inches Cobbles - inches to 1 inches Gravel - Coarse - / inches to inches - Fine - No. to / inches Sand - Coarse - No. to No. - Medium - No. 0 to No. - Fine - No. 00 to No. 0 Silt mm to 0.0mm Clay - Less than 0.00mm CLASSIFICATION The major soil constituent is the principal noun, i.e. clay, silt, sand, gravel. The second major soil constituent and other minor constituents are reported as follows: Second Major Constituent (percent by weight) Minor Constituent (percent by weight) Trace - 1 to 1% Trace - 1 to 1% Adjective - 1 to % Little - 1 to % And - over % Some - to % COHESIVE SOILS If clay content is sufficient so that clay dominates soil properties, clay becomes the principal noun with the other major soil constituent as modifier, i.e. sandy clay. Other minor soil constituents may be included in accordance with the classification breakdown for cohesionless soils, i.e. silty clay, trace sand, little gravel. Consistency Unconfined Compressive Strength (psf) Approximate Range of (N) Very Soft Below Soft 00-1,000 - Medium 1,000 -,000-8 Stiff,000 -, Very Stiff,000-8, Hard 8,000-1, Very Hard Over 1,000 Over 0 Consistency of cohesive soils is based upon an evaluation of the observed resistance to deformation under load and not upon the Standard Penetration Resistance (N). COHESIONLESS SOILS Density Classification Relative Density % Approximate Range of (N) Very Loose Loose Medium Compact Compact Very Compact 8-0 Over 0 Relative Density of cohesionless soils is based upon the evaluation of the Standard Penetration Resistance (N), modified as required for depth effects, sampling effects, etc. SAMPLE DESIGNATIONS AS - Auger Sample Cuttings directly from auger flight BS - Bottle or Bag Samples S - Split Spoon Sample - ASTM D 18 LS - Liner Sample with liner insert inches in length ST - Shelby Tube sample - inch diameter unless otherwise noted PS - Piston Sample - inch diameter unless otherwise noted RC - Rock Core - NX core unless otherwise noted STANDARD PENETRATION TEST (ASTM D 18) - A.0 inch outside-diameter, 1-/8 inch inside-diameter split barrel sampler is driven into undisturbed soil by means of a -pound weight falling freely through a vertical distance of 0 inches. The sampler is normally driven three successive -inch increments. The total number of blows required for the final 1 inches of penetration is the Standard Penetration Resistance (N). Figure No.1