REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION

Transcription

1 REPORT OF PRELIMINARY GEOTECHNICAL EXPLORATION McIntosh County Fire Station Townsend, McIntosh County, Georgia March 12, 2018 Prepared For: Brennan Jones Engineering Associates, Inc. 751 Mason Falls Drive Winston, Georgia Vaughn Road, Suite 101 Kennesaw, Georgia 0144 (770) fax (770)

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3 TABLE OF CONTENTS 1.0 EXECUTIVE SUMMARY INTRODUCTION Site and Project Description Scope of Work FIELD EXPLORATION AND LABORATORY PROGRAM Field Exploration Laboratory Program SITE AND SUBSURFACE CONDITIONS Area Geology Soil Survey Subsurface Conditions Groundwater Conditions PRELIMINARY EARTHWORK RECOMMENDATIONS Site Preparation Excavation Conditions Structural Fill Groundwater and Drainage Considerations PRELIMINARY DESIGN RECOMMENDATIONS Foundation Support Floor Support Below grade or Concrete Retaining Wall Design Slope Recommendations Seismic Recommendations QUALIFICATION OF RECOMMENDATIONS... 11

4 APPENDIX A Figure 1 - Site Vicinity Map Figure 2 - Aerial View of Site Figure - Boring & Test Pit Location Plan Subsurface Profile Plate (1) APPENDIX B Boring Log Records (6) Test Pit Summaries (7) Soil Classification Chart

5 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 1.0 EXECUTIVE SUMMARY Site Description: The subject property is located along the southern right-of-way of Shellman Bluff Road, approximately 750 feet west of its intersection with Sally Houston Road, in Townsend, McIntosh County, Georgia. Currently, the approximate 2.0-acre site consists largely of undeveloped, cleared land. Some woodlands were observed along the southern and northern boundaries of the subject site, while an above ground storage tank and associated building was observed on the southwestern portion of the site. Project Description: According to the provided information, the subject site is being considered for development of a fire station facility with a proposed building structure measuring 85 feet by 50 feet. The development is in the early stages of design; therefore, no grading or site plans were available at the time of this report. Structural loading information was not available at the time of this report; however, we have assumed that the proposed fire station building structure will have maximum column and walls loads of 150 kips and 4 kips per linear foot, respectively. Additionally, we have assumed minimal cuts and fills (less than 5 feet) will be required during site development. Subsurface Conditions: The soil test borings and test pits encountered very loose to medium dense sands with nominal silts (SP-SM) to their termination depths ranging from 10 to 20 feet below the existing grades. Standard Penetration Test values ranged from 2 to 14 blows per foot. Please note that low consistency sands were encountered in the upper 10 feet of all of the soil test borings. Site Preparation: For proposed building slab and pavement subgrades, we recommend careful evaluation of all subgrades prior to fill placement and/or slab construction. The evaluation should consist of proofrolling the exposed subgrade with a 20-ton loaded tandem-axle dump truck or other pneumatic-tired vehicle of similar size and weight. Any soft soils which rut or pump excessively should be undercut and replaced or stabilized in place. Additionally, Very loose to loose sands were encountered in the upper ten feet of all of the borings. Using a vibratory roller (6 to 10-ton roller, static weight, and 4 to 5-foot drum diameter), the subgrade should be compacted until a minimum density of 95 percent of the modified Proctor maximum dry density is achieved to a depth of 2 feet. Subgrade soils should be moisture conditioned to within 2 percentage point of the soil s optimum moisture content as determined by the modified Proctor test (ASTM D-1557). Foundation Recommendations: Based on boring data, assumed loading conditions, and after completion of the recommended site preparations (Section 5.0), the proposed building may be supported on conventional shallow foundation systems. A maximum allowable net bearing pressure of 2,000 pounds per square foot may be used for the design of the shallow foundation systems bearing on in-situ soils and/or structural fill. Seismic Site Recommendations: Based on the 2012 International Building Code (IBC), published information, boring data, and the geological features of the Piedmont Physiographic Province of Georgia, it is our opinion that the Seismic Site Classification for the project site is D. The soil profile named Stiff Soil Profile was determined from Chapter 20 of ASCE-7. 1

6 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 2.1 Site and Project Description 2.0 INTRODUCTION The subject property is located along the southern right-of-way of Shellman Bluff Road, approximately 750 feet west of its intersection with Sally Houston Road, in Townsend, McIntosh County, Georgia. Currently, the approximate 2.0-acre site consists largely of undeveloped, cleared land. Some woodlands were observed along the southern and northern boundaries of the subject site, while an above ground storage tank and associated building was observed on the southwestern portion of the site. A Site Vicinity Map (Figure 1) and an Aerial View of the Site (Figure 2) are included in Appendix A of this report. According to the provided information, the subject site is being considered for development of a fire station facility with a proposed building structure measuring 85 feet by 50 feet. The development is in the early stages of design; therefore, no grading or site plans were available at the time of this report. Structural loading information was not available at the time of this report; however, we have assumed that the proposed fire station building structure will have maximum column and walls loads of 150 kips and 4 kips per linear foot, respectively. Additionally, we have assumed minimal cuts and fills (less than 5 feet) will be required during site development. Once site development plans have been finalized, we recommend that a copy be forwarded to Contour for our review. After review of the plans, we will finalize our earthwork and design recommendations. 2.2 Scope of Work This report presents the results of our preliminary geotechnical exploration and evaluation performed for the McIntosh County Fire Station in Townsend, McIntosh County, Georgia. The purpose of this study was to perform a preliminary geotechnical exploration within the proposed area of development and provide preliminary recommendations for site design and construction. Our services were provided in general accordance with the scope of services outlined in Contour s Proposal No: G18BRE-164, dated February 1, Moreover, the services rendered by this firm included a site reconnaissance, drilling and sampling of six (6) soil test borings, excavating seven (7) test pits, engineering analyses of obtained information, and preparation of this report. Specifically, our geotechnical report addresses the following: Description of existing conditions including Site Maps, Boring Location Plan, Boring Log Records, and a Subsurface Profile Plate; A description of the area and site geologic conditions; Preliminary recommendations for site preparation, excavation and grading, backfilling and compaction; Preliminary recommendation for subgrade preparation and slab-on-grade construction recommendations; Preliminary Excavation conditions and the presence of very dense materials, partially weathered rock, or rock and the degree of difficulty of excavation; 2

7 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. Preliminary recommendation for foundation design and construction including allowable bearing pressure and settlements; Frost depth and minimum foundation bearing depth; Lateral earth pressures for retaining walls; Preliminary recommendations for temporary and permanen slopes; and Seismic information based on the International Building Code Note: The scope of our geotechnical services did not include any environmental assessment or exploration for the presence or absence of hazardous or toxic materials in the soil, groundwater, or surface water within or beyond the Site.

8 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc..1 Field Exploration.0 FIELD EXPLORATION AND LABORATORY PROGRAM The field exploration consisted of a reconnaissance, performing six (6) soil test borings, and excavating seven (7) test pits at the subject site. More specifically, borings B-1 through B- were performed within the footprint of the proposed fire station building structure, while borings B-4 through B-6 were performed within the remaining, accessible areas of the site. Test Pits TP-1 through TP-4 were performed immediately outside of the footprint of the proposed fire station building structure, while test pits TP-5 through TP-6 were performed within the remaining accessible areas of the site. The soil test borings and test pits extended to termination depths ranging from 10 to 20 feet below the existing ground surface. The locations of the soil test borings were selected and determined in the field by a Contour professional measuring distances and approximating right angles from existing site features. Therefore, the boring locations should be considered approximate. If more exact locations are desired, we recommend that a professional survey be engaged to locate the borings. The location of each boring is depicted on the Boring Location Plan (Figure ) included in the Appendix. The sampling and penetration procedures of the soil test borings were performed in accordance with ASTM D-1586, using a power rotary drill. The standard penetration tests were accomplished by driving a standard 1- / 8 " I.D. and 2" O.D. split spoon sampler with an automatic 140-pound hammer falling 0 inches. The number of hammer blows required to drive the sampler a total of 18 inches, in 6-inch increments, was recorded. The Standard Penetration Test (SPT) value or "N" value is the summation of the second and third 6-inch increments and is illustrated on the Boring Log Records adjacent to their corresponding depths, included in Appendix B of this report. In very dense soils or weathered rock, the sample is driven a few inches rather than the 6-inch increment and the number of blows required versus the penetration depth is recorded. The penetration resistance or SPT value is used as an index to derive soil parameters from various empirical correlations. At the conclusion of our subsurface drilling, each of the boreholes was backfilled with soil cuttings, prior to demobilization from the Site. All recovered soil samples from our field exploration will be held in storage for a minimum of three () months..2 Laboratory Program Representative portions of each recovered split-spoon sample were transported to our laboratory for further visual classification and testing. Using the Unified Soil Classification System (ASTM D-2487), the subsoil conditions are stratified and described in an illustrated form of soil profiles on the Boring Log Records included in the Appendix. 4

9 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 4.1 Area Geology 4.0 SITE AND SUBSURFACE CONDITIONS The subject site is located in the Coastal Plain Physiographic Province of Georgia, a low, flat region of well-drained, gently rolling hills and poorly drained flatwoods. The Coastal Plain extends east and south of the Fall Line Hills, the old Mesozoic shoreline still marked by a line of sand hills. In Georgia, the Atlantic Ocean forms the eastern border of the Coastal Plain. The southern border of this province is formed by the Gulf of Mexico, in the State of Florida. The entire eastern Coastal Plain stretches from southeastern Virginia to eastern Texas, excluding the southern tip of Florida. Its soils, sands, and sandy clays are of marine origin and are usually acidic. They possess a low native fertility due to excessive leaching. The Coastal Plain is subdivided into the Fall Line Hills, five distinct upland districts, the Okefenokee Basin, and the Barrier Island Sequence. 4.2 Soil Survey According to the Natural Resources Conservation Service (NRCS) On-line Soil Survey of McIntosh County, Georgia, soils located at the Site are designated as Galestown fine sand with 0 to 2 percent slopes. The Galestown series consists of very deep, somewhat excessively drained, rapid or very rapid permeable soils that occur primarily in the Coastal Plain Upland. They formed in Sandy eolian and /or fluviomarine sediments. Slopes range from 0 to 60 percent. The depth to seasonal high water table is greater than 72 inches. 4. Subsurface Conditions The soil test borings and test pits encountered very loose to medium dense sands with nominal silts (SP-SM) to their termination depths ranging from 10 to 20 feet below the existing grades. Standard Penetration Test values ranged from 2 to 14 blows per foot. Please note that low consistency sands were encountered in the upper 10 feet of all of the soil test borings. 4.4 Groundwater Conditions During our field activities, the measurement to the depth below the existing ground surface to the groundwater table was attempted immediately after the completion of each boring. Groundwater was encountered in all of the borings at depths ranging from 10 to 15 feet below existing grades. Groundwater levels in this area will fluctuate in response to local variations of precipitation and temperature and may be different at other times and areas. Individual soil boring profiles are depicted on the Boring Log Records and Test Pit Summaries included in Appendix B. A Subsurface Profile Plate illustrating the subsurface soil and groundwater conditions are included in Appendix A. It should be noted that the stratification lines indicated on the Boring Log Records and Subsurface Profile Plate represent the approximate boundaries between soil types. The actual transitions may be gradual. 5

10 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 5.1 Site Preparation 5.0 PRELIMINARY EARTHWORK RECOMMENDATIONS Prior to the commencement of construction, all vegetation, asphalt pavement, building foundations/slabs and any other non-soil deleterious materials that fall within the limits of the proposed construction should be removed. Very loose to loose sands were encountered in the upper ten feet of all of the borings. Using a vibratory roller (6 to 10-ton roller, static weight, and 4 to 5-foot drum diameter), the subgrade should be compacted until a minimum density of 95 percent of the modified Proctor maximum dry density is achieved to a depth of 2 feet. Subgrade soils should be moisture conditioned to within 2 percentage point of the soil s optimum moisture content as determined by the modified Proctor test (ASTM D-1557). For proposed building slab and pavement subgrades, we recommend careful evaluation of all subgrades prior to fill placement and/or slab construction. The evaluation should consist of proofrolling the exposed subgrade with a 20-ton loaded tandem-axle dump truck or other pneumatic-tired vehicle of similar size and weight. Any soft soils which rut or pump excessively should be undercut and replaced with structural fill or stabilize the subgrade by partial removal of unsuitable materials following by placing a stabilization geogrid such as Tensar TX-160 or equivalent and crushed stone. 5.2 Excavation Conditions During our field activities, partially weathered rock and auger refusal material (rock) were not encountered within our soil test borings or test pits. Once grading and utility plans have been finalized, we recommend that Contour be forwarded a set of plans to review in order to update and/or revise our geotechnical recommendations pertaining to excavation conditions, if necessary. 5. Structural Fill Structural fill to be used on the site should be evaluated and approved by the geotechnical engineer. All structural fill should be free of organics, with a maximum particle size of inches and moisture conditioned to maintain a moisture content within two percentage points above or below the soil s optimum moisture content as determined by the modified Proctor test (ASTM D-1557). Thus, the grading contractor should be prepared to moisture condition the soils as required during fill placement. Off-site borrow material or imported fill may also be used if it has a liquid limit (LL) and a plastic index (PI) not exceeding 40 and 20 percent, respectively. Therefore, laboratory tests including modified Proctors (ASTM D-1557), soil particle size analysis (ASTM D-422) and Atterberg Limits Test (ASTM D 418), etc. will be required during construction on the proposed borrow/fill soils to verify that their characteristics match the specified criteria. 6

11 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. Onsite Soils The on-site soils consisting of Sands (SP-SM) with nominal silts which are free of organics may be reused as structural fill. Placement and Compaction Requirements Structural fill should be placed in thin loose lifts not exceeding 8 inches in thickness and tested by a soils technician to determine the compaction percentage. Based on the soil data, Contour recommends that the following minimum level of compaction and density be achieved during construction: Building Areas - In fill areas, compact to 95 percent of the soil's maximum modified Proctor density value (ASTM D-1557). In cut areas, the subgrade should be proofrolled and if found unstable, it should be scarified and re-compacted to 95 percent of the soil's maximum modified Proctor density value. Field density testing frequency should be performed as one test per lift for every 5,000 square feet. Pavement Areas - In fill areas, compact to 95 percent of the soil's maximum modified Proctor density value (ASTM D-1557). In cut areas, the subgrade should be proofrolled and if found unstable, it should be scarified and re-compacted to 95 percent of the soil's maximum modified Proctor density value. Field density testing should be performed as one test per lift for every 10,000 square feet. 5.4 Groundwater and Drainage Considerations Grading and utility plans were not available at the time of this report. During our field activities Groundwater was encountered in all of the borings at depths ranging from 10 to 15 feet below existing grades. Should groundwater be encountered during site development, the contractor should implement dewatering techniques to maintain groundwater levels a minimum of 2 feet below working subgrades. Site drainage should be planned and maintained to promote drainage away from all improvements during and after construction. Moreover, permanent site drainage should be established to prevent subgrade soils beneath pavements and slabs from becoming saturated and to minimize potential distress. Surface drainage should be directed away from proposed building structures. All roof drains should be tied directly to a storm sewer by closed pipes. Landscape irrigation should also be minimized to reduce future maintenance problems. Additionally, maximum practical grades should be utilized to reduce the likelihood of ponding water on or adjacent to flatworks. Care should be taken to properly seal and maintain all flatwork that abuts building structures to minimize the intrusion of water. 7

12 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 6.1 Foundation Support 6.0 PRELIMINARY DESIGN RECOMMENDATIONS Based on boring data, assumed loading conditions, and after completion of the recommended site preparations (Section 5.0), the proposed building may be supported on conventional shallow foundation systems. A maximum allowable net bearing pressure of 2,000 pounds per square foot may be used for the design of the shallow foundation systems bearing on in-situ soils and/or structural fill. To reduce the possibility of shear failure, wall bearing and column foundations should be designed with a minimum width of 18 and 24 inches, respectively. For frost protection, exterior wall bearing and column foundations should be designed with a minimum embedment depth of 18 inches, while interior foundations should be designed with a minimum embedment depth of 12 inches. The embedment depth should be measured from the base of the foundation to lowest adjacent outside grade. Bottoms of foundation excavations should be evaluated by a geotechnical engineer prior to placement of reinforcing steel and concrete to verify that adequate bearing materials are present and that all debris, mud, and loose, frozen or water-softened soils are removed. Two feet of soils compacted to at least 95 percent of the soils modified proctor maximum dry density should underlay all footings. Foundation excavations should be concreted as soon as practical after they are excavated. Water should not be allowed to pond in any excavation. If an excavation is left open for an extended period, a thin mat of lean concrete should be placed over the bottom to minimize damage to the bearing surface from weather or construction activities. Foundation concrete should not be placed on frozen or saturated subgrades. Upon completion of the recommendations, we anticipate that differential and total settlement for the proposed Building will be less than ½-inch and 1-inch, respectively. Careful field control will contribute substantially to minimizing potential settlements. 6.2 Floor Support After completion of the site preparation and evaluation recommendations (Section 5.0), the building floor slabs may be directly supported on in-situ soils or structural fill. Provided the slab subgrade is prepared in accordance with our recommendations, a subgrade modulus reaction (K) of 100 pounds per cubic inch (pci, pounds per square inch per inch of deflection) may be used for slab design. A vapor retarder is recommended beneath the floor slab. The vapor retarder should consist of a polyvinyl chloride or polyethylene plastic sheet or membrane (minimum 10 MIL thickness meeting ASTM E1745, Class A requirements). The performance of the vapor retarder is ultimately dependent upon its proper installation, including lapping and sealing plus repair of tears and punctures prior to placement of concrete. 8

13 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. Expansion and contraction joints should be used to isolate all floor slabs from the load bearing walls and/or isolated columns. This will allow for possible differential movement and diminish the potential of cracking the floor slabs. 6. Below grade or Concrete Retaining Wall Design Any below grade or on-site concrete retaining walls will be subjected to lateral earth pressures. Walls that are relatively rigid or fixed at the top and bottom may be subjected to at-rest earth pressures. Walls that are allowed to have sufficient movement and not fixed at the top will be subjected to active pressures. The following lateral earth pressure parameters are recommended for design in Coastal Plain soils or structural fill meeting the requirements outlined in Section 5. Structural Fill. Recommended Lateral Earth Pressure Parameters Earth Pressure Coefficient Earth Pressure Value Equivalent Fluid Density (pcf) At-Rest (KO) Active (KA) Passive (KP) * *NOTE: The passive equivalent Fluid Density was reduced by a factor of 1.5. These values assume that the wall has horizontal backfill and no surcharge loads such as from adjacent structures. A moist unit weight of 120 pounds cubic foot, and an allowable coefficient of friction of 0.5 may be used in the design value of retaining walls. The recommended equivalent fluid pressures assume that constantly functioning drainage systems are installed between walls and soil backfill to prevent the accidental buildup of hydrostatic pressures and lateral stresses in excess of those stated. If a functioning drainage system is not installed, then lateral earth pressures should be determined using the buoyant weight of the soil (approximately 58 pcf). Hydrostatic pressures calculated with the unit weight of water (62.4 pcf) should be added to these earth pressures to obtain the total stresses for design. To facilitate drainage behind concrete loading docks walls, we recommend the use of weep holes encased in #57 stone (wrapped in Geotextile Filter Fabric, such as Mirafi 140N). The surcharge and lateral loads from tractors and other heavy equipment operating within 10 feet of below grade walls should be added to the lateral loads cited in this section of the report. If foundations or other surcharge loadings are located a short distance outside below grade walls, they may also exert appreciable additional lateral pressures that must be considered. The retaining wall/below grade wall recommendations listed above should not be correlated with soil parameters for use in Segmental Retaining Wall/MSE Wall design. In the event that Retaining Walls are constructed as MSE Walls, we recommend that design soil parameters be established through appropriate laboratory testing by the wall designer. 9

14 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 6.4 Slope Recommendations Temporary Slopes Temporary slopes not exceeding 10 feet in height for confined areas and constructed in the virgin soils or structural fill, should be configured no steeper than 1.5(H):1.0(V) provided no water is observed seeping from the sides of the excavation. These temporary slopes should be regularly monitored for signs of movement or unsafe conditions. Temporary slopes below the groundwater table will require shoring/bracing. Additionally, construction excavation should comply with OSHA Guidelines outlined in the Code of Federal Regulations Federal Register Volume 54, Number 209 (October 1989) Construction Standards for Excavation, 29CFR Part 1926, Subpart P. Also, the contractor should have a designated qualified engineer as defined by OSHA on-site during the excavation to observe the slopes for signs of possible failure. Proper management of groundwater seepage and surface water runoff around the excavations will also contribute to the stability of temporary slopes. Material removed from excavations should not be stockpiled within a distance of twenty (20) feet from the crest of temporary excavations. Furthermore, positive drainage should also be maintained with ditches or channels at the top and bottom of the slope. It is also very important to always keep these drainage channels free of dirt, debris and vegetation. Permanent Slopes Permanent slopes less than 15 feet in height and constructed in Coastal Plain soils or structural fill that are placed in accordance with the recommendations outlined in this report should be constructed no steeper the 2.5(H):1(V). For slopes greater than 15 feet a slope stability analysis will be required. To prevent erosion and saturation of the slopes, we recommend that a trench drain/diversion ditch be constructed adjacent to and along the top of the embankment (sloping toward the trench drain) to ensure that water drains away from the slope. Depending on site conditions, a toe drain or french drain may also be constructed at the toe of cut slopes to collect water seepage. A protective cover of grass or other vegetation should be established on the slopes as soon as possible for erosion protection. Buildings should have a minimum setback of 10 feet from the slope shoulders. A minimum setback of 5 feet is recommended for the pavement curbs. 6.5 Seismic Recommendations Based on the 2012 International Building Code (IBC), published information, boring data, and the geological features of the Coastal Plain Physiographic Province of Georgia, it is our opinion that the Seismic Site Classification for the project site is D. The soil profile named Stiff Soil Profile was determined from Chapter 20 of ASCE-7. 10

15 McIntosh County Fire Station March 12, 2018 Brennan Jones Engineering Associates, Inc. 7.0 QUALIFICATION OF RECOMMENDATIONS This report has been prepared based on currently accepted geotechnical engineering principles and practices in the local area for the specific application of this project. The analyses and recommendations presented in this report are based upon preliminary information and our understanding of the Site and the data obtained from our field exploration. If there are any revisions to the plans for this project, we should be permitted to determine if the recommendations must be modified. The nature and extent of variations between borings will not be evident until the course of construction. If such variations become evident, it may be necessary to submit supplementary recommendations. Upon completion of grading operations, we recommend test pits be excavated at the time of construction. Based on the results, our recommendations pertaining to site design and development can be revised accordingly. Regardless of the thoroughness of a geotechnical study, there is always a possibility that subsurface conditions will be different from those at the boring locations; that conditions will not be as anticipated by the designers or contractors; or that the construction process will alter soil conditions. Therefore, the geotechnical engineer s representative should observe and confirm that the conditions indicated by the geotechnical exploration actually exist. This report and all of the contents herein are issued exclusively for use by Brennan Jones Engineering Associates, Inc. No other person or entity may rely on this report without written authorization from Contour Engineering, LLC. Any use, reliance on, or decisions to be made based on this report by a third party are the responsibilities of such third parties. 11

16 APPENDIX A: Figure 1 - Site Vicinity Map Figure 2 - Aerial View of Site Figure - Boring & Test Pit Location Plan Subsurface Profile Plate (1)

17 SITE FIGURE 1: SITE VICINITY MAP LEGEND Source: USGS Topographic Map Shellman Bluff, GA Quadrangle Scale: Not to Scale PROJECT Preliminary Geotechnical Exploration McIntosh County Fire Station Townsend, McIntosh County, Georgia Project No.: G18BJE01

18 SITE FIGURE 2: AERIAL VIEW LEGEND Scale: Not to Scale PROJECT Preliminary Geotechnical Exploration McIntosh County Fire Station Townsend, McIntosh County, Georgia Project No.: G18BJE01

19 TP-6 B-5 TP-7 TP-1 B-6 TP-5 TP-2 B- B-2 B-1 TP-4 B-4 TP- FIGURE : BORING & TEST PIT LOCATION PLAN B-1 LEGEND - Boring Location TP-1 - Test Pit Location Scale: Not to Scale BASE MAP PROVIDED BY OTHERS PROJECT Preliminary Geotechnical Exploration McIntosh County Fire Station Townsend, McIntosh County, Georgia Project No.: G18BJE01

20 0 B-1 N-Value B-2 N-Value B- N-Value B-4 N-Value B-5 N-Value B-6 N-Value Depth Feet Depth Feet Poorly Graded Sand (SP-SM) with silt LEGEND Groundwater Level at Time of Boring NOTE: This profile is a visual representation of the soil test borings and does not represent actual horizontal alignment of the borings SUBSURFACE PROFILE Borehole Top Elev. Boring Depth Termination or Refusal B-1 NA 20 TERMINATED B-2 NA 20 TERMINATED B- NA 20 TERMINATED B-4 NA 20 TERMINATED B-5 NA 20 TERMINATED B-6 NA 20 TERMINATED PROJECT # McIntosh County Fire Station Townsend, McIntosh County, Georgia G18BJE01 DATE March 2018 PLATE 1 of 1

21 APPENDIX B: Boring Log Records (6) Test Pit Summaries (7) Soil Classification Chart

22 0 0.0' COASTAL PLAIN SOILS: Loose, black-brown, poorly graded SAND (SP-SM) with silt PROJECT NO.: G18BJE01 LOG OF BORING No. PROJECT: McIntosh County Fire Station CLIENT: Brennan Jones Engineering Associates, LLC PROJECT LOCATION: Townsend, McIntosh County, Georgia ELEVATION: LOGGED BY: Andrew Rebeiz DRILLING METHOD: Hollow Stem Auger DATE: 02/26/18 GROUNDWATER DEPTH: INITIAL HOURS: CAVE IN: 7 Depth (feet) Elev. (feet) Graphic Description Sample No. Blow Counts B-1 Page 1 of 1 Plastic Limit Liquid Limit Percent Passing #200 Sieve - Moisture Content, % - SPT N-Value This information pertains only to this boring and should not be interpreted as being indicative of the site Very loose, tan-brown, poorly graded SAND (SP-SM) with silt Very loose, tan, poorly graded SAND (SP-SM) with silt Loose, brown-tan, poorly graded SAND (SP-SM) with silt, moist Medium dense, black-brown, poorly graded SAND (SP-SM) with silt, moist Loose, brown, poorly graded SAND (SP-SM) with silt, moist ' Boring Terminated at 20 Feet 21

23 0 0.0' COASTAL PLAIN SOILS: Loose, tan-brown, poorly graded SAND (SM) with silt PROJECT NO.: G18BJE01 LOG OF BORING No. PROJECT: McIntosh County Fire Station CLIENT: Brennan Jones Engineering Associates, LLC PROJECT LOCATION: Townsend, McIntosh County, Georgia ELEVATION: LOGGED BY: Andrew Rebeiz DRILLING METHOD: Hollow Stem Auger DATE: 02/26/18 GROUNDWATER DEPTH: INITIAL HOURS: CAVE IN: 10.5 Depth (feet) Elev. (feet) Graphic Description Sample No. Blow Counts B-2 Page 1 of 1 Plastic Limit Liquid Limit Percent Passing #200 Sieve - Moisture Content, % - SPT N-Value This information pertains only to this boring and should not be interpreted as being indicative of the site Very loose, tan, poorly graded SAND (SM) with silt Loose, brown-black, poorly graded SAND (SP-SM) with silt Loose, brown-grey-tan, poorly graded SAND (SP-SM) with silt ' Boring Terminated at 20 Feet 21

24 0 0.0' COASTAL PLAIN SOILS: Loose, grey-brown, poorly graded SAND (SP-SM) with silt PROJECT NO.: G18BJE01 LOG OF BORING No. PROJECT: McIntosh County Fire Station CLIENT: Brennan Jones Engineering Associates, LLC PROJECT LOCATION: Townsend, McIntosh County, Georgia ELEVATION: LOGGED BY: Andrew Rebeiz DRILLING METHOD: Hollow Stem Auger DATE: 02/26/18 GROUNDWATER DEPTH: INITIAL HOURS: CAVE IN: 11 Depth (feet) Elev. (feet) Graphic Description Sample No. Blow Counts B- Page 1 of 1 Plastic Limit Liquid Limit Percent Passing #200 Sieve - Moisture Content, % - SPT N-Value This information pertains only to this boring and should not be interpreted as being indicative of the site Very loose, tan, poorly graded SAND (SP- SM) with silt Very loose to loose, brown-grey, poorly graded SAND (SP-SM) with silt, moist Becomes wet Loose, tan-grey, poorly graded SAND (SP- SM) with silt, wet ' Boring Terminated at 20 Feet 21

25 0 0.0' COASTAL PLAIN SOILS: Loose, black-brown, poorly graded SAND (SP-SM) with silt PROJECT NO.: G18BJE01 LOG OF BORING No. PROJECT: McIntosh County Fire Station CLIENT: Brennan Jones Engineering Associates, LLC PROJECT LOCATION: Townsend, McIntosh County, Georgia ELEVATION: LOGGED BY: Andrew Rebeiz DRILLING METHOD: Hollow Stem Auger DATE: 02/26/18 GROUNDWATER DEPTH: INITIAL HOURS: CAVE IN: 10 Depth (feet) Elev. (feet) Graphic Description Sample No. Blow Counts B-4 Page 1 of 1 Plastic Limit Liquid Limit Percent Passing #200 Sieve - Moisture Content, % - SPT N-Value This information pertains only to this boring and should not be interpreted as being indicative of the site Very loose, tan-orange, poorly graded SAND (SP-SM) with silt Loose, grey, poorly graded SAND (SP-SM) with silt, moist Becomes wet Loose, brown, poorly graded SAND (SP-SM) with silt ' Boring Terminated at 20 Feet 21

26 0 0.0' COASTAL PLAIN SOILS: Loose, black-grey, poorly graded SAND (SP-SM) with silt PROJECT NO.: G18BJE01 LOG OF BORING No. PROJECT: McIntosh County Fire Station CLIENT: Brennan Jones Engineering Associates, LLC PROJECT LOCATION: Townsend, McIntosh County, Georgia ELEVATION: LOGGED BY: Andrew Rebeiz DRILLING METHOD: Hollow Stem Auger DATE: 02/26/18 GROUNDWATER DEPTH: INITIAL HOURS: CAVE IN: 10 Depth (feet) Elev. (feet) Graphic Description Sample No. Blow Counts B-5 Page 1 of 1 Plastic Limit Liquid Limit Percent Passing #200 Sieve - Moisture Content, % - SPT N-Value This information pertains only to this boring and should not be interpreted as being indicative of the site Loose, tan, poorly graded SAND (SP-SM) with silt Loose, tan-brown, poorly graded SAND (SP-SM) with silt, moist Medium dense, tan-grey, poorly graded SAND (SP-SM) with silt, wet ' Boring Terminated at 20 Feet 21

27 0 0.0' COASTAL PLAIN SOILS: Very loose, tan-brown, poorly graded SAND (SP-SM) with silt PROJECT NO.: G18BJE01 LOG OF BORING No. PROJECT: McIntosh County Fire Station CLIENT: Brennan Jones Engineering Associates, LLC PROJECT LOCATION: Townsned, McIntosh County, Georgia ELEVATION: LOGGED BY: Andrew Rebeiz DRILLING METHOD: Hollow Stem Auger DATE: 02/26/18 GROUNDWATER DEPTH: INITIAL HOURS: CAVE IN: 10.5 Depth (feet) Elev. (feet) Graphic Description Sample No. Blow Counts B-6 Page 1 of 1 Plastic Limit Liquid Limit Percent Passing #200 Sieve - Moisture Content, % - SPT N-Value This information pertains only to this boring and should not be interpreted as being indicative of the site Very loose, tan, poorly graded SAND (SP- SM) with silt Loose, grey, poorly graded SAND (SP-SM) with silt, wet Medium dense, grey-brown, poorly graded SAND (SP- SM) with silt, wet ' Boring Terminated at 20 Feet 21

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29 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP 1 Description 0 11 Coastal Plain Soils: Tan-brown, poorly graded SAND (SP-SM) with silt 11 Terminated at 11 feet View of test pit View of material excavated from test pit

30 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP 2 Description 0 1 Coastal Plain Soils: Red-brown, poorly graded SAND (SP-SM) with silt 1 2 Brown, poorly graded SAND (SP-SM) with silt 2 9 Tan, poorly graded SAND (SP-SM) with silt 9 12 Grey, poorly graded SAND (SP-SM) with silt 12 Terminated at 12 feet View of test pit View of material excavated from test pit

31 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP Description 0 2 Coastal Plain Soils: Brown, poorly graded SAND (SP-SM) with silt 2 10 Tan, poorly graded SAND (SP-SM) with silt 10 Terminated at 10 feet View of test pit View of material excavated from test pit

32 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP 4 Description 0 2 Coastal Plain Soils: Red-brown, poorly graded SAND (SP-SM) with silt 2 4 Black-white, poorly graded SAND (SP-SM) with silt 4 11 Tan, poorly graded SAND (SP-SM) with silt 11 Terminated at 11 feet View of test pit View of material excavated from test pit

33 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP 5 Description 0 2 Coastal Plain Soils: Black-brown, poorly graded SAND (SP-SM) with silt 2 10 Tan-brown, poorly graded SAND (SP-SM) with silt 10 Terminated at 10 feet View of test pit View of material excavated from test pit

34 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP 6 Description 0 2 Coastal Plain Soils: Black-brown, poorly graded SAND (SP-SM) with silt 2 11 Tan-brown, poorly graded SAND (SP-SM) with silt 11 Terminated at 11 feet View of test pit View of material excavated from test pit

35 TEST PIT SUMMARY McIntosh County Fire Station Townsend, McIntosh County, Georgia Depth (FT) TP 7 Description 0 4 Coastal Plain Soils: Tan-black-brown, poorly graded SAND (SP-SM) with silt 4 8 Black, poorly graded SAND (SP-SM) with silt 8 12 Tan-brown, poorly graded SAND (SP-SM) with silt 12 Terminated at 12 feet View of test pit View of material excavated from test pit