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Home My WebLink AboutFranklin Medical Center - Franklin Medical Center Addition Geotechnical ReportGeotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition 100 Hospital Drive Louisburg, Franklin County, North Carolina February 1, 2018 Project No. 70175202 Prepared for: Franklin Medical Center Louisburg, North Carolina Prepared by: Terracon Consultants, Inc. Raleigh, North Carolina February1,2018'll'erraconFranklinMedicalCenterCareof:EMCStructuralEngineers,P.C.4525TrousdaleDriveNashville,Tennessee37204Attn:Mr.DanBorsos,P.EEmail:danb@emcnashville.comPhone:(615)781-8199ext.208Re:GeotechnicalEngineeringReportProposedFranklinMedicalCenter20BedAddition100HospitalDriveLouisburg,FranklinCounty,NorthCarolina27549TerraconProjectNo.70175202DearMr.Borsos,TerraconConsultants,Inc.(Terracon)hascompletedthegeotechnicalengineeringservicesfortheproposedadditiontotheFranklinMedicalCenterlocatedonHospitalDriveinLouisburg,NorthCarolina.Thisreportpresentsthefindingsofoursubsurfaceexplorationandprovidesgeotechnicalrecommendationsforearthworkandthedesign/constructionoffoundations,slabs,andpavementsfortheproject.OurserviceshavebeencompletedingeneralaccordancewithTerraconProposalNo.P70175202datedOctober18,2017.Weappreciatetheopportunitytobeofservicetoyouonthisproject.Ifyouhaveanyquestionsconcerningthisreport,orifwemaybeoffurtherservice,pleasecontactus.Sincerely,“H“‘uuruuuTerraconConsultants,Inc.$56.9CAR"oh’hl,’33%;6?“‘“é'sSI04’ThomasR.Bartlett,P.E=043391?'35=PhilipC.Lambe,.E.,Sc.D.ProjectEngineer'-..‘P3"44/:SSeniorGeotechnicalEngineera‘26fie"3Registered,NC043116‘3?“”9193?"q’?’s‘"Wmunum“TerraconConsultants,Inc.2401BrentwoodRoad,Suite107Raleigh,NorthCarolina27604P[919]8732211F[919]8739555Terracon.comNorthCarolinaRegisteredF-0869Geotechnical|EnvironmentalIConstructionMaterialsIFacilities Responsive ■ Resourceful ■ Reliable TABLE OF CONTENTS PAGE EXECUTIVE SUMMARY ............................................................................................................ i 1.0 INTRODUCTION ............................................................................................................. 1 2.0 PROJECT INFORMATION ............................................................................................. 1 2.1 Site Conditions ...................................................................................................... 1 2.2 Project Description ................................................................................................ 2 3.0 SUBSURFACE CONDITIONS ........................................................................................ 2 3.1 Site Geology ......................................................................................................... 2 3.2 Typical Profile ....................................................................................................... 3 3.3 Groundwater ......................................................................................................... 4 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ...................................... 4 4.1 Geotechnical Considerations ................................................................................ 4 4.2 Earthwork ............................................................................................................. 5 4.2.1 Fill Material & Compaction Specifications .................................................. 7 4.2.2 Grading and Drainage ............................................................................... 7 4.2.3 Excavations .............................................................................................. 8 4.2.4 Slopes ....................................................................................................... 8 4.2.5 Construction Considerations ..................................................................... 8 4.3 Foundation Recommendations ............................................................................. 9 4.4 Lateral Earth Pressures .......................................................................................10 4.5 Seismic Considerations .......................................................................................11 4.6 Floor Slabs ..........................................................................................................12 4.7 Pavements ...........................................................................................................12 5.0 GENERAL COMMENTS ................................................................................................14 APPENDIX A – FIELD EXPLORATION Exhibit A-1 Site Location Plan Exhibit A-2 Boring Location Plan Exhibit A-3 Cross Section Profile A-A’ Exhibit A-4 Cross Section Profile B-B’ Exhibits A-5 through A-7 Site Photographs Exhibit A-8 Field Exploration Description Boring Logs B-1 through B-5, R-1, and R-2 APPENDIX B – SUPPORTING DOCUMENTS Exhibit B-1 General Notes Exhibit B-2 Unified Soil Classification Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 i Responsive ■ Resourceful ■ Reliable EXECUTIVE SUMMARY Terracon has completed the geotechnical engineering report for the proposed addition to the Franklin Medical Center located on Hospital Drive in Louisburg, North Carolina. Seven soil test borings were performed within the proposed construction areas. The following geotechnical considerations were identified:  We expect the site will be suitable for support of the proposed addition structure on shallow foundations when site preparation and earthwork is performed as recommended in this report. We also expect the site will be suitable for support of the proposed pavements and floor slabs.  The building addition is expected to experience settlements of up to 1 inch while the existing structure is expected to experience very little additional settlement. To the extent possible, the building addition should be constructed structurally independent of the existing hospital structure to reduce the potential structural distress due to relative displacement between the structures. Utilities, piping, or other connections between the new and existing structures, if planned, should be flexible and provide for adjustment.  There is a variable depth to rock across the site which could result in differential settlement and structural distress across the addition itself. We recommend that a vertical separation of at least 2 feet be maintained between foundation bearing elevations and the top of partially weathered rock or rock. To maintain this separation, rock encountered in footing areas should be excavated through pneumatic hammering or other means and replaced with a compacted soil fill “cushion” as described in this report. We expect that rock requiring removal could be encountered in or below footing excavations in the southwest portion of the addition structure.  We encountered fill materials in the borings including the very loose silty clayey sand through a depth of 6.5 feet bgs in Boring No. B-1. We expect that much of the existing fill will be removed based on the proposed finished floor elevations. However, some fill may ultimately remain in place. Even with the recommended construction testing services, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by performing additional testing and evaluation during construction.  Construction plans should be developed to ensure that the planned excavation does not undermine the existing structure. Excavation should take place outside and above an imaginary 1:1 slope extending outward from the base of the existing footings. If Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable ii excavations are performed within this zone, some type of shoring, underpinning, or stabilization will be required.  The segmental block retaining wall should remain in place acting as temporary shoring until the eastern wall of the lower level for the addition is constructed. Geogrid for the existing retaining wall should remain in place. Wall blocking may also remain in place provided it is at least 3 feet below the design subgrade elevation. Care should be exercised when removing any retaining wall blocks to avoid disturbing the geogrid. Compacted stone base course (NCDOT ABC) should be placed within 36 inches of the design subgrade elevation at locations within a lateral distance of 15 feet of the existing wall.  Despite their current stiffness, the near surface soils at the site are subject to degradation when exposed to moisture. Performing site earthwork during late fall, winter and spring increases the potential for the need to perform remedial subgrade work. Beginning site work during a period of wet weather will likely increase the need for remedial work such as localized undercut and replacement.  Additional testing should be performed at the time of construction. The geotechnical engineer should be retained at this time to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of foundations. This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations. 1 Responsive ■ Resourceful ■ Reliable GEOTECHNICAL ENGINEERING REPORT PROPOSED FRANKLIN MEDICAL CENTER 20 BED ADDITION 100 HOSPITAL DRIVE LOUISBURG, FRANKLIN COUNTY, NORTH CAROLINA Terracon Project No. 70175202 February 1, 2018 1.0 INTRODUCTION Terracon has completed the geotechnical engineering report for the proposed addition to the Franklin Medical Center located on Hospital Drive in Louisburg, North Carolina. Seven soil test borings were performed within the proposed construction areas. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:  subsurface soil conditions  foundation design and construction  groundwater conditions  site preparation / earthwork  pavement design and construction  seismic considerations  floor slab design and construction 2.0 PROJECT INFORMATION 2.1 Site Conditions Item Description Location The project site is located at 100 Hospital Drive in Louisburg, North Carolina. Refer to Exhibit A-1, Site Location Plan for further details regarding site location. Existing improvements / current ground cover A new building addition is planned for the southwestern portion of the existing hospital facility. The footprint of the proposed addition includes grassed areas, an existing asphalt-paved road, a segmental block retaining wall, storm sewers, and a concrete helicopter pad. Existing topography The site slopes down gently from the existing structure and adjacent retaining wall to the south and west. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 2 2.2 Project Description Item Description Proposed Structure Approximately 13,000 square foot addition that will contain two levels. Building construction Steel-framed structure with brick veneer. Expected to contain concrete slab-on-grade and be supported with shallow foundations. Finished floor elevation (FFE) The FFE for the upper level of the addition will closely match the FFE for of the existing structure at ±302.7 feet while the FFE for the lower level of the addition will be at ±290.7 feet. Maximum structure loads Interior Columns: 100 k Perimeter Columns: 60 k Walls: 3 klf Grading We expect final site grades to generally be within 5 feet of existing grades with a few areas of deeper cuts and fills. Cut and fill slopes None anticipated. Free-standing retaining walls No new walls are planned. We expect the existing wall will be partially demolished as discussed in this report. Below-grade areas Project may potentially include elevator pits. Pavements Drive Lanes The existing drive lane within the proposed building footprint will be relocated to the west of the building addition. The new alignment is indicated on the attached Exhibit A-2. We have assumed that traffic loads at the site will be produced primarily by lightly loaded cars and light-duty trucks with occasional loading from ambulances and delivery or trash trucks for less than 35,000 18-kip ESALs over a 20 year design period. Car Parking Areas Two parking areas are conceptually planned as indicated in the attached Exhibit A-2. We assume traffic loading for these areas will mainly consist of lightly loaded cars and light-duty pickup trucks with less than 15,000 18-kip ESALs over a 20 year design period. The assumed loading information noted above must be confirmed to provide a final design. If any of the information or assumptions presented above are inconsistent with the proposed construction, or if the design changes, we should be provided opportunity to revise our recommendations. 3.0 SUBSURFACE CONDITIONS 3.1 Site Geology The project site is located in the Piedmont Physiographic Province, an area underlain by ancient igneous and metamorphic rocks. The residual soils in this area are the product of in-place physical and chemical weathering of the parent bedrock. The typical residual soil profile consists of clayey Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 3 soils near the surface where soil weathering is more advanced, underlain by sandy silts and silty sands with increasing grain size and stiffness / density to the top of parent bedrock. In residual materials the transition from soil to rock occurs gradually over a vertical distance ranging from a few feet to tens of feet. This transitional zone is termed “partially weathered rock” which is defined for engineering purposes as residual material that can be penetrated with soil drilling methods and exhibits standard penetration test N-values in excess of 100 blows per foot. According to the 1985 Geologic Map of North Carolina, the parent bedrock under the site is foliated to massive granitic rock of Cambrian period / late Proterozoic eon. 3.2 Typical Profile The soil test borings encountered a few inches of topsoil at the surface. At some locations, we encountered fill materials to depths of up to 6.5 feet below the ground surface (bgs). The fill encountered generally consisted of relatively stiff / medium dense silt-clay-sand mixtures, however, some areas contained loose to very loose conditions. An example of the loose conditions is silty clayey sand encountered in Boring No. B-1 through a depth of 5 feet bgs. The near-surface residual soils we encountered in the borings were typically found to be medium stiff to very stiff silt-clay mixtures. With increased depth, these soils transitioned into medium dense to very dense silty sand, partially weathered rock (PWR), and bedrock (as identified by auger refusal). Partially weathered rock and bedrock were encountered at variable depths and elevations in the borings performed at the site as outlined in the following table. We also observed rock outcrops at the surface on the southwest portion of the site just outside of the proposed construction areas. Boring No. Depth to Partially Weathered Rock (feet bgs) Boring Termination Depth (feet bgs) Boring Termination Type B-1 24.5 26.6 Auger Refusal on Apparent Bedrock B-2 4 18 Auger Refusal on Apparent Bedrock B-3 16.5 17.5 Auger Refusal on Apparent Bedrock B-4 17 18.5 Auger Refusal on Apparent Bedrock B-5 9 14 Auger Refusal on Apparent Bedrock R-1 Not Encountered 5 Planned Boring Termination R-2 Not Encountered 5 Planned Boring Termination Further details of the conditions encountered at the boring locations can be found on the boring logs in the Appendix A of this report. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 4 3.3 Groundwater The open boreholes were observed while sampling, and after drilling for the presence and level of groundwater. Free water was not encountered while sampling or in the open boreholes above the cave-in depths reported on the individual boring logs. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels may change during construction or at other times in the life of the structure. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations The site will be suitable for support of the proposed addition structure on shallow foundations provided site preparation and earthwork is performed as recommended in this report. We also expect the site will be suitable for support of the proposed pavements and floor slabs when constructed as outlined in this report. No load information was provided for the proposed pavements and our noted assumptions should be confirmed. The building addition is expected to experience settlements of up to 1 inch while the existing structure is expected to experience very little additional settlement. To the extent possible, the building addition should be constructed structurally independent of the existing hospital structure to reduce the potential structural distress due to differential displacement between the structures. Utilities, piping, or other connections between the new and existing structures, if planned, should be flexible and provide for adjustment. There is a variable depth to rock across the site which could result in differential settlement and structural distress across the addition itself. We recommend that a vertical separation of at least 2 feet be maintained between foundation bearing elevations and the top of partially weathered rock or rock to reduce the effects of differential bearing conditions. To maintain this separation, rock encountered in footing areas should be excavated through pneumatic hammering or other means and replaced with a compacted soil fill “cushion” as described in this report. We expect that rock requiring removal could be encountered in or below footing excavations in the southwest portion of the addition structure. We encountered fill materials in the borings consisting of very loose silty clayey sand through a depth of 6.5 feet bgs in Boring No. B-1. We expect that much of the existing fill will be removed based on the proposed finished floor elevations. However, some fill may ultimately remain in Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 5 place. Even with the recommended construction testing services, there is an inherent risk for the owner that compressible fill or unsuitable material within or buried by the fill will not be discovered. This risk of unforeseen conditions cannot be eliminated without completely removing the existing fill, but can be reduced by performing additional testing and evaluation during construction. Construction plans should be developed to ensure that the planned excavation does not undermine the existing structure. Excavation should take place outside and above an imaginary 1:1 slope extending outward from the base of the existing footings. If excavations are performed within this zone, some type of shoring or stabilization will be required. The segmental block retaining wall should remain in place to act as temporary shoring until the eastern wall of the lower level for the addition is constructed. Geogrid for the existing retaining wall should remain in place. Wall blocking may also remain in place provided it is at least 3 feet below the design subgrade elevation. Care should be exercised when removing any retaining wall blocks to avoid disturbing the geogrid. Compacted stone base course (NCDOT ABC) should be placed within 36 inches of the design subgrade elevation at locations within a lateral distance of 15 feet of the existing wall. Despite their current stiffness, the near surface soils at the site are subject to degradation when exposed to moisture. Performing site earthwork during late fall, winter and spring increases the potential for the need to perform remedial subgrade work. Beginning site work during a period of wet weather will likely increase the need for remedial work such as localized undercut and replacement. Additional testing should be performed at the time of construction. The geotechnical engineer should be retained at this time to observe earthwork and to perform necessary tests and observations during subgrade preparation; proof-rolling; placement and compaction of controlled compacted fills; backfilling of excavations into the completed subgrade, and just prior to construction of foundations. A more complete discussion of these points and additional information is included in the following sections. 4.2 Earthwork Earthwork should begin with demolition and removal of the concrete helicopter pad and the asphalt pavements. If desired, stone base course beneath the pavements may be left in place temporarily as a working surface and to protect the subgrade. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 6 Utilities within the addition footprint to be abandoned should be removed or filled with grout. The existing storm sewer should be abandoned and could potentially be re-routed to the south of the proposed addition. Utilities to remain in service should be accurately located horizontally and vertically to minimize conflict with new foundation construction. The segmental block retaining wall should remain in place to act as temporary shoring until the eastern wall of the lower level for the addition is constructed. Geogrid for the existing retaining wall should remain in place. Wall blocking may also remain in place provided it is at least 3 feet below the design subgrade elevation. Care should be exercised when removing any retaining wall blocks to avoid disturbing the geogrid or undermining the existing structure. Compacted stone base course (NCDOT ABC) should be placed within 36 inches of the design subgrade elevation at locations within a lateral distance of 15 feet of the existing wall. During the earthwork phase, topsoil and vegetation should be stripped from construction areas. Based on the borings performed, we anticipate stripping depths to range from two to four inches, however, topsoil depths will vary and should be evaluated at the time of construction by a representative of the geotechnical engineer. After stripping and prior to placing fill, or at the subgrade elevation in cut areas, proofrolling should be performed to detect soft, loose, or otherwise unsuitable soils. Proofrolling should be performed with a loaded, tandem-axle dump truck or similar rubber-tired construction equipment with a minimum gross weight of 20,000 lb. The proofrolling operations should be observed by a representative of the geotechnical engineer and should be performed after a suitable period of dry weather to avoid degrading an otherwise acceptable subgrade. Areas exhibiting excessive deflection or rutting, or areas where otherwise unsuitable material is encountered should be remediated as directed by the geotechnical engineer. We expect some localized areas may require overexcavation and replacement to remediate unsuitable materials. We expect less remedial work to be required if earthwork is performed during warmer, drier periods of the year. An approved subgrade will be suitable for placement of engineered fill as recommended in the following report sections. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 7 4.2.1 Fill Material & Compaction Specifications Acceptable Location for Placement Description1 USCS Classification1 Minimum Compaction Requirement4,5 As general fill On-site or imported, low to moderate plasticity, compacted soil fill with at least 12% fines6 CL, ML, CL-ML SC, SM, SC-SM, 95%2 and ±3%3 Replacement for soft soils overexcavated from shallow foundation areas On-site or imported, low plasticity compacted soil fill; NCDOT ABC; or NCDOT No. 57 CL, ML, CL-ML SC, SM, SC-SM, GW -SM/SW -SM 95%2 and ±3%3 Replacement for PWR or rock overexcavated from shallow foundation areas On-site or imported, low plasticity, compacted soil fill CL, ML, CL-ML SC, SM, SC-SM 95%2 and ±3%3 Within 36 inches of the design subgrade elevation and within a lateral distance of 15 feet of the existing wall. 7 NCDOT ABC 7 GW, SW 98%2 and ±3%3 1. Controlled, compacted fill should consist of approved materials that are free of organic matter and debris. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. Relative to the material’s maximum dry density, as determined by the standard Proctor test (ASTM D698), at the time of placement and compaction. 3. Relative to the material’s optimum moisture content, as determined by the standard Proctor test (ASTM D698), at the time of placement and compaction. 4. Fill should be placed maximum lift heights (loose thickness) of 9 -inches or, when hand operated equipment is used, no more than 6-inches. 5. Engineered fill should be tested for moisture content and compaction during placement. If in- place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the tests should be reworked and retested as required until the specified moisture and compaction requirements are achieved. 6. Soil with less than 12% fines (silt and clay) should not be used as general fill to raise site grades to reduce the potential for development of perched water conditions where water infiltrating the surface zone becomes trapped over the underlying less-permeable soil or rock. 7. Compacted stone base course (NCDOT ABC) should be placed within 36 inches of the design subgrade elevation at locations within a lateral distance of 15 feet of the existing wall to reduce the potential for stress concentrations to develop at the new subgrade due to the presence of the wall block facing. 4.2.2 Grading and Drainage During construction, grades should be sloped to promote runoff away from the construction area. Final grades should be sloped away from the structure on all sides to prevent ponding of water. If gutters / downspouts do not discharge directly onto pavement, they should not discharge directly adjacent to the building in landscaped areas. This can be accomplished through the use of splash-blocks, downspout extensions, and flexible pipes that are designed to attach to the end of the downspout if necessary. Flexible pipe should only be used if it is day- Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 8 lighted in such a manner that it gravity-drains collected water. Splash-blocks should also be considered below hose bibs and water spigots. Paved surfaces which adjoin the building should be sealed with caulking or other sealant to prevent moisture infiltration at the building envelope; maintenance should be performed as necessary to maintain the seal. 4.2.3 Excavations Partially weathered rock (PWR) was encountered at the project site and rock outcrops were observed at the surface in the southwest portion of the site. Partially weathered rock may be encountered during grading and in utility or footing excavations. Excavation of PWR, where encountered, will require additional effort such as pneumatic hammering or blasting to excavate. Groundwater is not expected to be encountered within the excavation depths anticipated for this project. All excavations that may be required should, at a minimum, comply with applicable local, state and federal safety regulations, including the current OSHA Excavation and Trench Safety Standards to provide stability and safe working conditions. 4.2.4 Slopes For permanent slopes in unreinforced compacted fill areas, recommended maximum configurations are as follows: Maximum Slope Material Horizontal:Vertical Cohesive soils (clay and silt) ...................................................................... 2-1/2:1 Granular soils (sand/gravel with 12% to 50% silt/clay) ...................................... 3:1 If steeper slopes are required for site development, stability analyses should be completed to design the grading plan. The face of all slopes should be compacted to the minimum specification for fill embankments. Alternately, fill slopes can be overbuilt and trimmed to compacted material. 4.2.5 Construction Considerations The on-site soils are moisture sensitive and are subject to degradation with exposure to moisture. To the extent practical, construction should be performed during the summer and fall due to the shorter duration of precipitation and increased drying potential associated with these seasons. This does not necessarily preclude performing earthwork during other times of the year; however, increased remedial measures due to soft, unsuitable conditions should be expected if earthwork is performed during other times of year. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 9 The geotechnical engineer should be retained during the construction phase of the project to observe earthwork and to perform necessary tests and observations during subgrade preparation; to monitor proof-rolling, placement and compaction of controlled compacted fills, backfilling of excavations to the completed subgrade; and to observe prior to placing reinforcing steel in the footing excavations. 4.3 Foundation Recommendations When prepared as outlined in this report, we anticipate that the site will be suitable for support of the proposed structure on a shallow foundation system. Design recommendations for a shallow foundation system are presented in the following table: Description Value Net allowable bearing pressure 1 2,500 psf Minimum embedment below lowest adjacent finished grade 2 18 inches Minimum width for continuous wall footings 16 inches Minimum width for isolated column footings 24 inches Approximate total settlement 3 Up to 1 inch Estimated differential settlement 3 Less than 3/4 inch between adjacent columns or over 40’ along wall footings Coefficient of base friction 0.35 1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation. 2. For frost protection and protective embedment. 3. For the addition. The actual magnitude of settlement that will occur beneath the foundations would depend upon the variations within the subsurface soil profile, the structural loading conditions and the quality of the foundation excavation. The estimated total and differential settlements listed assume that the foundation related earthwork and the foundation design are completed in accordance with our recommendations. As noted in the table above, the addition is expected to experience settlement of up to 1 inch during and after construction while the existing structure is expected to experience very little additional settlement. To the extent possible, the building addition should be constructed structurally independent of the existing hospital structure to reduce the potential structural distress due to relative displacement between the structures. Utilities, piping, or other connections between the new and existing structures, if planned, should be flexible and provide for adjustment. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 10 There is a variable depth to rock across the site which could result in differential settlement across the addition itself. We recommend that a vertical separation of at least 2 feet be maintained between foundation bearing elevations and the top of partially weathered rock or rock. This measure is intended to reduce the potential for structural distress due to differential settlement caused by varied densities within the bearing materials. To ensure this recommendation is achieved, a representative of the geotechnical engineer should be retained at the time of foundation construction to examine the foundation excavations. A combination of hand auger borings, dynamic cone penetrometer (DCP) testing, and probing should be performed as appropriate to confirm the suitability of the foundation bearing materials for the design bearing pressure and confirm that weathered rock is not present within 4 feet of foundation bearing elevations. If rock is encountered, it should be excavated through pneumatic hammering or other means and replaced with a compacted soil fill “cushion”. Based on the borings, we expect rock will most likely be encountered in footing excavations near the southwest portion of the addition. Excessively wet or otherwise unsuitable bearing soils should be remediated as recommended by the geotechnical engineer. We expect that loose and unsuitable soils requiring overexcavation and replacement could be encountered in the loose fill materials above elevations of approximately 288.5 feet in Boring No. B-1. As previously discussed, compacted stone base course (NCDOT ABC) should be placed within 36 inches of the design subgrade elevation at locations within a lateral distance of 15 feet of the existing wall to reduce the potential for stress concentrations to develop at the new subgrade due to the presence of the wall block facing. The base of all foundation excavations should be free of water and loose soil prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Should the soils at bearing level become excessively disturbed or saturated, the affected soil should be removed prior to placing concrete. 4.4 Lateral Earth Pressures The partial basement walls and walls for an elevator pit, if planned, will be subject to lateral loads. Restrained (restricted from lateral movement) walls of this type should be designed for the at-rest condition using the following equivalent fluid pressures: Cohesive soils (clay and silt) .................................................................... 65 psf/ft Granular soils (sand/gravel less than 35% silt/clay) .................................. 55 psf/ft The lateral earth pressures provided above are based on backfill placement in accordance with the recommendations in this report. Compaction of lifts adjacent to walls should be accomplished with hand-operated tampers or other lightweight compactors in order to avoid Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 11 overcompaction. Overcompaction may cause excessive lateral earth pressures, which could result in excessive stresses/loads and/or wall movement. The lateral earth pressures herein do not include any factor of safety and are not applicable for submerged soils/hydrostatic loading. A subsurface drain system should be placed behind the basement walls. The drain system should consist of free-draining, granular soils containing less than 5 percent fines (by weight) passing a No. 200 sieve placed adjacent to the wall. The free- draining, granular material should be graded to prevent the intrusion of fines or encapsulated in a suitable filter fabric. Crushed, washed stone should be considered in areas where space is limited for compaction equipment. A relatively impervious material such as NCDOT ABC should be used in the upper layer of backfill to reduce the potential for water infiltration. As an alternative, a prefabricated drainage structure such as geocomposite may be used as a substitute for the granular backfill adjacent to the wall. The drain system against walls should connect to a perimeter drain sloped at a minimum of 1/8-inch per foot to a suitable outlet, such as an approved storm sewer or sump and pump system. The perimeter drain should consist of a properly sized, perforated pipe that is embedded in free- draining gravel and placed in a trench at least 12 inches in width. Gravel should extend a minimum of 3 inches beneath the bottom of the pipe and at least 2 feet above the bottom of the foundation wall. The gravel should be covered with drainage fabric prior to placement of foundation backfill. 4.5 Seismic Considerations Item Seismic Parameter Seismic Site Classification (2012 North Carolina Building Code) C 1 Mapped Spectral Response Acceleration Parameters Ss= 0.18 g & S1 = 0.07 g Occupancy Category IV Design Spectral Response Acceleration Parameters Sds= 0.14 g & Sd1 = 0.08 g 1. The North Carolina Building Code site seismic classification is determined from a site soil profile determination extending a depth of 100 feet. The scope of work authorized did not include exploration to a depth of 100 feet. The recommended seismic site classification is based on our current understanding of the structure’s proposed FFE and the assumption that the density of weathered rock and apparent bedrock encountered at boring termination depths is maintained through a depth of 100 feet bgs. This is a reasonable assumption based on our experience in the region and the geology of the area. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 12 4.6 Floor Slabs We expect the subgrade will be suitable for the proposed floor slabs when prepared as outlined in this report. Recommendations for floor slab support are included in the following table and paragraphs: Item Description Floor slab support Approved native soils or new engineered fill. Modulus of subgrade reaction (k) 100 pounds per square inch per inch (psi/in) for point loading conditions Stone Base Course / Capillary break 4 inches of washed, crushed stone (NCDOT No. 57). We recommend floor subgrades be maintained in a relatively moist yet stable condition until floor slabs are constructed. If the subgrade should become excessively desiccated or wet prior to construction of floor slabs and pavements, the affected material should be removed or the materials scarified, moisture conditioned, and recompacted. Upon completion of grading operations in the building areas, care should be taken to maintain the recommended subgrade moisture content and density prior to construction of the building floor slabs. The floor slab design should include a washed, crushed stone (NCDOT No. 57) approximately 4 inches thick. Saw-cut control joints should be placed in the slab to help control the location and extent of cracking. For additional recommendations, refer to the ACI Design Manual. The use of a vapor barrier should be considered beneath a new concrete floor slab. The slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor barrier. 4.7 Pavements We expect the site will be suitable for support of the proposed pavements when earthwork is performed as described in this report. Pavement thickness design is dependent upon:  the anticipated traffic conditions during the life of the pavement;  subgrade and paving material characteristics; and  climatic conditions of the region. We have assumed that traffic loads at the site will be produced primarily by lightly loaded cars and light-duty trucks with occasional loading in drive lanes from ambulances and delivery or trash trucks. We must be provided with actual traffic loads and counts to provide a final design. Conceptual pavement sections are listed in the table below. Two pavement section alternatives have been provided. For areas subject to concentrated and repetitive loading conditions, i.e. Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 13 ingress/egress aprons, or in areas where vehicles will turn at low speeds, we recommend using a Portland cement concrete pavement with a thickness of at least 7 inches underlain by at least 4 inches of crushed stone. Pavement Type Material Layer Thickness (inches) Car Parking Drive Lanes / Entrances Rigid Portland Cement Concrete (4,000 psi) 5 7 Crushed Aggregate Base Course (NCDOT ABC) 4 4 Flexible (Superpave) Asphalt Surface (NCDOT S-9.5B) 3 1 1.5 Asphalt Binder (NCDOT I-19.0C) -- 2.5 Crushed Aggregate Base Course (NCDOT ABC) 6 8 1. Place in two lifts. The placement of a partial pavement thickness for use during construction is not suggested without a detailed pavement analysis incorporating construction traffic. In addition, we should be contacted to confirm the traffic assumptions outlined above. If the actual traffic varies from the assumptions outlined above, modification of the pavement section thickness will be required. Recommendations for pavement construction presented depend upon compliance with recommended material specifications. To assess compliance, observation and testing should be performed under the direction of the geotechnical engineer. Asphalt concrete aggregates and base course materials should conform to the North Carolina Department of Transportation (NCDOT) "Standard Specifications for Roads and Structures.” Concrete pavement should be air-entrained and have a minimum compressive strength of 4,000 psi after 28 days of laboratory curing per ASTM C-31. The performance of all pavements can be enhanced by minimizing excess moisture which can reach the subgrade soils. The following recommendations should be considered a minimum:  site grading at a minimum 2 percent grade away from the pavements;  subgrade and pavement surface with a minimum 1/4 inch per foot (2%) slope to promote proper surface drainage; and  installation of joint sealant to seal cracks immediately Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable 14 Preventative maintenance should be planned and provided for through an ongoing pavement management program to enhance future pavement performance. Preventative maintenance activities are intended to slow the rate of pavement deterioration and to preserve t he pavement investment. Preventative maintenance, which consists of both localized maintenance (e.g. crack and joint sealing and patching) and global maintenance (e.g. surface sealing), is usually the first priority when implementing a planned pavement maintenance program and provides the highest return on investment for pavements. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing. APPENDIX A FIELD EXPLORATION 2401 Brentwood Road, Suite 107 Raleigh, North Carolina 27604 PH. (919) 873-2211 FAX. (919) 873-9555 A-1 EXHIBITSITE LOCATION PLANProject Mngr. Drawn By: Checked By: Approved By: TRB TRB PCL TRB 70175202 Project No. Approx. Scale: File Name: Date: Not Standard N 70175202.A-1 OCT. 2017 PROPOSED 20 BED ADDITION FRANKLIN MEDICAL CENTER 100 HOSPITAL DRIVE LOUISBURG, NORTH CAROLINA Franklin Medical Center BORING LOCATION PLAN 2401 Brentwood Road, Suite 107 Raleigh, North Carolina 27616 PH. (919) 873-2211 FAX. (919) 873-2211 70175202 OCT. 2017 TRB TRB PCL TRB As Shown Project Manager: Drawn by: Checked by: Approved by: Project No. Scale: File Name: Date: EXHIBIT DIAGRAM IS FOR GENERAL LOCATION ONLY N 70175202.A-2 A-2 PROPOSED 20 BED ADDITION FRANKLIN MEDICAL CENTER 100 HOSPITAL DRIVE LOUISBURG, NORTH CAROLINA Soil Test Boring Location Approx. Graphic Scale (feet) 0 25 50 100 B-2 LEGEND B-3 B-4 B-5 B-1 A R-2 Proposed Addition Footprint Proposed Road Realignment Franklin Medical Center Hospital Drive LIKELY PARKING LIKELY PARKING Existing Retaining Wall A’ Subsurface Profile B’ B R-1 265 270 275 280 285 290 295 300 305 0 50 100 150 200 250 300 350 265 270 275 280 285 290 295 300 305050100150200250300350 Borehole Termination Type Borehole Lithology Explanation Distance Along Baseline - FeetElevation - FeetNOTES: Topsoil Clayey Sand Silty Sand Sandy Silty Clay with Gravel A' Well-graded Sand with Silt Sandy Lean Clay Sampling (See General Notes) East B-1 AR BT Borehole Number A-32401 Brentwood Rd Ste 107 Raleigh, NC PH. 919-873-2211 FAX. 919-873-9555 Water Level Reading Vertical Scale: 1in = 6ft Horizontal Scale: Not Standard PROPOSED 20 BED ADDITION FRANKLIN MEDICAL CENTER 100 HOSPITAL DRIVE LOUISBURG, NORTH CAROLINA SUBSURFACE PROFILE A-A'See Exhibit A-2 for orientation of soil profile. See General Notes in Appendix B for symbols and soil classifications. Soils profile provided for illustration purposes only. Soils between borings may differ AR - Auger Refusal BT - Boring Termination Possible New Roadway Alignment EXHIBITProject Manager: TRB Project No.: 70175202 Drawn by: TRB Date: 12/7/2017 Approved by: TRB THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17Proposed Addition Level 1 FFE = 290.7 ft Existing Gr a d e Existing Segmental Block Wall Existing Roadway Existing Helicopter Pad Partially Weathered Rock West A Proposed Addition Level 2 FFE = 302.7 ft Existing Structure, FFE = 302.7 ft AR-26.6 Ft. 2-1-1 N=2 2-2-3 N=5 3-8-23 N=31 5-4-4 N=8 7-3-5 N=8 9-10-15 N=25 9-17-50/3" B-1 AR-18.0 Ft. 3-3-3 N=6 5-50/4" 50/1" 50/1" 19-50/4" B-2 AR-18.5 Ft. 6-3-4 N=7 5-4-7 N=11 6-10-12 N=22 9-9-10 N=19 9-10-11 N=21 50/0" B-4 BT-5.0 Ft. 3-4-5 N=9 5-8-9 N=17 R-1 265 270 275 280 285 290 295 300 305 0 20 40 60 80 100 120 140 160 180 200 220 265 270 275 280 285 290 295 300 305020406080100120140160180200220 Borehole Termination Type Borehole Lithology Explanation Distance Along Baseline - FeetElevation - FeetNOTES: Topsoil Clayey Sand Silty Sand Well-graded Sand with Silt Sandy Silty Clay with Gravel Sandy Silty Clay Sampling (See General Notes)See Exhibit A-2 for orientation of soil profile. See General Notes in Appendix B for symbols and soil classifications. Soils profile provided for illustration purposes only. Soils between borings may differ AR - Auger Refusal BT - Boring Termination Water Level Reading at time of drilling. B-1 AR BT Vertical Scale: 1in = 6ft Horizontal Scale: Not Standard B B' Borehole Number A-42401 Brentwood Rd Ste 107 Raleigh, NC PH. 919-873-2211 FAX. 919-873-9555 EXHIBITProject Manager: TRB SUBSURFACE PROFILE B-B' Proposed Addition Level 1 FFE = 290.7 Project No.: 70175202 Drawn by: TRB Date: 12/7/2017 Approved by: TRB THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. SMART FENCE 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17PROPOSED 20 BED ADDITION FRANKLIN MEDICAL CENTER 100 HOSPITAL DRIVE LOUISBURG, NORTH CAROLINA Existing Grade Proposed Addition Level 2 FFE = 302.7 Partially Weathered Rock North South AR-26.6 Ft. 2-1-1 N=2 2-2-3 N=5 3-8-23 N=31 5-4-4 N=8 7-3-5 N=8 9-10-15 N=25 9-17-50/3" B-1 AR-17.4 Ft. 4-5-7 N=12 3-4-6 N=10 4-5-6 N=11 5-4-5 N=9 22-20-18 N=38 50/0" B-3 AR-18.5 Ft. 6-3-4 N=7 5-4-7 N=11 6-10-12 N=22 9-9-10 N=19 9-10-11 N=21 50/0" B-4 AR-14.0 Ft. 6-5-4 N=9 7-7-7 N=14 8-7-9 N=16 6-50/3" 50/1" B-5 EXHIBIT A-5 SITE PHOTOGRAPHS FACING NORTHEAST TOWARDS THE EXISTING RETAINING WALL & STRUCTURE EXHIBIT A-6 SITE PHOTOGRAPHS FACING SOUTH TOWARDS THE HELIPAD EXHIBIT A-7 SITE PHOTOGRAPHS FACING SOUTHEAST TOWARDS THE EXISTING RETAINING WALL AND STRUCTURE Geotechnical Engineering Report Proposed Franklin Medical Center 20 Bed Addition ■ Louisburg, North Carolina February 1, 2018 ■ Terracon Project No. 70175202 Responsive ■ Resourceful ■ Reliable Exhibit A-8 Field Exploration Description The boring locations were established in the field by measuring from existing site features and estimating right angles. The reported geographic coordinates of the boring locations were collected using hand-held GPS equipment. Ground surface elevations were estimated from topographic contours on the provided plans. The locations and surface elevations of the borings should be considered approximate. The borings were drilled with a rubber-track mounted Diedrich D-50 rotary drill rig. The boreholes were advanced with 3-1/4 inch hollow stem augers. Samples of the soil encountered in the borings were obtained using the split barrel sampling procedures. In the split-barrel sampling procedure, the number of blows required to advance a standard 2-inch O.D. split-barrel sampler the last 12 inches of the typical total 18-inch penetration by means of a 140-pound safety hammer with a free fall of 30 inches, is the standard penetration resistance value (SPT-N). This value is used to estimate the in-situ relative density of cohesionless soils and consistency of cohesive soils. Soil samples were taken at 2.5-foot intervals above a depth of 10 feet bgs and at 5-foot intervals below a depth of 10 feet bgs. The borings were backfilled with auger cuttings prior to the drill crew leaving the site. An automatic SPT hammer was used to advance the split-barrel sampler in the borings performed on this site. A greater efficiency is typically achieved with the automatic hammer compared to the conventional safety hammer operated with a cathead and rope. Published correlations between the SPT values and soil properties are based on the lower efficiency cathead and rope method. This higher efficiency affects the standard penetration resistance blow count (N) value by increasing the penetration per hammer blow over what would be obtained using the cathead and rope method. The effect of the automatic hammer's efficiency has been considered in the interpretation and analysis of the subsurface information for this report. The samples collected in the field were tagged for identification, sealed to reduce moisture loss, and taken to our laboratory for further examination, testing, and classification. A field log of each boring was prepared by the drill crew. These logs included visual classifications of the materials encountered during drilling as well as the driller’s interpretation of the subsurface conditions between samples. Final boring logs included with this report represent the engineer's interpretation of the field logs and include modifications based on evaluation of the samples in the laboratory using visual-manual procedures. Information provided on the boring logs attached to this report includes soil descriptions, consistency evaluations, boring depths, sampling intervals, and groundwater conditions. Descriptive classifications of the soils indicated on the boring logs are in accordance with the enclosed General Notes and the Unified Soil Classification System. Also shown are estimated Unified Soil Classification Symbols. A brief description of this classification system is attached to this report. 295+/- 288.5+/- 270.5+/- 268.5+/- 2-1-1 N=2 2-2-3 N=5 3-8-23 N=31 5-4-4 N=8 7-3-5 N=8 9-10-15 N=25 9-17-50/3" 0.3 6.5 24.5 26.6 TOPSOIL FILL - SILTY CLAYEY SAND (SC-SM), brown with orange, very loose to loose SILTY SAND (SM), tan with orange, loose to very dense, increasing grain size with depth PARTIALLY WEATHERED ROCK, gray and brown Auger Refusal at 26.6 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 295 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 20 25 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. B-1 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NCDry cave-in @ 21.5 feet (after boring)Dry cave-in @ 21.5 feet (after boring) WATER LEVEL OBSERVATIONS No free water observed DEPTH LOCATION Latitude: 36.1121° Longitude: -78.2944° 292.5+/- 289+/- 275+/- 3-3-3 N=6 5-50/4" 50/1" 50/1" 19-50/4" 0.3 4.0 18.0 TOPSOIL SILTY CLAYEY SAND (SC-SM), brown with orange, loose PARTIALLY WEATHERED ROCK, gray and brown Auger Refusal at 18 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 293 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. B-2 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NC No free water observed WATER LEVEL OBSERVATIONS DEPTH LOCATION Latitude: 36.1121° Longitude: -78.2947° 299+/- 293+/- 290+/- 287+/- 282.5+/- 281.5+/- 4-5-7 N=12 3-4-6 N=10 4-5-6 N=11 5-4-5 N=9 22-20-18 N=38 50/0" 0.2 6.0 9.0 12.0 16.5 17.4 TOPSOIL FILL - SILTY CLAYEY SAND (SC-SM), brown with red, medium dense SILTY CLAYEY SAND (SC-SM), red, medium dense SILTY SAND (SM), tan with orange, loose WELL GRADED SAND (SW-SM), with silt, coarse grained, tan, dense PARTIALLY WEATHERED ROCK, gray and brown Auger Refusal at 17.4 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 299 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. B-3 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NCDry cave-in @ 12.5 feet (after boring)Dry cave-in @ 12.5 feet (after boring) WATER LEVEL OBSERVATIONS No free water observed DEPTH LOCATION Latitude: 36.1122° Longitude: -78.2943° 293+/- 286.5+/- 285+/- 276+/- 274.5+/- 6-3-4 N=7 5-4-7 N=11 6-10-12 N=22 9-9-10 N=19 9-10-11 N=21 50/0" 0.2 6.5 8.0 17.0 18.5 TOPSOIL FILL - SANDY SILTY CLAY WITH GRAVEL (CL-ML), brown with red, medium stiff to stiff SILTY CLAYEY SAND (SC-SM), brown with red, medium dense WELL GRADED SAND (SW-SM), with silt, coarse grained, tan with brown, medium dense PARTIALLY WEATHERED ROCK, gray and brown Auger Refusal at 18.5 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 293 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 15 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. B-4 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NCDry cave-in @ 14.5 feet (after boring)Dry cave-in @ 14.5 feet (after boring) WATER LEVEL OBSERVATIONS No free water observed DEPTH LOCATION Latitude: 36.1121° Longitude: -78.2943° 290+/- 284.5+/- 281+/- 276+/- 6-5-4 N=9 7-7-7 N=14 8-7-9 N=16 6-50/3" 50/1" 0.3 5.5 9.0 14.0 TOPSOIL SANDY SILTY CLAY (CL-ML), red with brown, stiff SILTY SAND (SM), trace gravel, tan with brown, medium dense PARTIALLY WEATHERED ROCK, tan with gray Auger Refusal at 14 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 290 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 10 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. B-5 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NC No free water observed WATER LEVEL OBSERVATIONS DEPTH LOCATION Latitude: 36.1119° Longitude: -78.2944° 285.5+/- 281+/- 3-4-5 N=9 5-8-9 N=17 0.3 5.0 TOPSOIL SANDY LEAN CLAY (CL), red with brown, stiff to very stiff Boring Terminated at 5 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 286 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. R-1 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NC No free water observed WATER LEVEL OBSERVATIONS DEPTH LOCATION Latitude: 36.1122° Longitude: -78.2951° 290+/- 287+/- 285.5+/- 285+/- 2-2-4 N=6 10-10-40 N=50 0.3 3.0 4.5 5.0 TOPSOIL SANDY LEAN CLAY (CL), brown with orange, medium stiff SILTY CLAYEY SAND (SC-SM), brown with orange, medium dense WELL GRADED SAND (SW-SM), with silt, medium grained, tan with brown, dense Boring Terminated at 5 FeetGRAPHIC LOGHammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.THIS BORING LOG IS NOT VALID IF SEPARATED FROM ORIGINAL REPORT. GEO SMART LOG-NO WELL 70175202 FRANKLIN MEDICAL .GPJ TERRACON_DATATEMPLATE.GDT 7/12/17ELEVATION (Ft.) Approximate Surface Elev: 290 (Ft.) +/-WATER LEVELOBSERVATIONSDEPTH (Ft.)5 SAMPLE TYPEFIELD TESTRESULTS Hospital Drive Louisburg, North Carolina SITE: Page 1 of 1 Advancement Method: Advanced 3-1/4 inch hollow stem Abandonment Method: Boring backfilled with soil cuttings upon completion. Notes: Project No.: 70175202 Drill Rig: Diedrich D-50 Boring Started: 11-11-2017 BORING LOG NO. R-2 Terracon Consultants, Inc.CLIENT: Raleigh, North Carolina Driller: JRT Boring Completed: 11-11-2017 Elevations were interpolated from a topographic site plan. PROJECT: Franklin Medical Center 20 Bed Addition 2401 Brentwood Rd Ste 107 Raleigh, NC No free water observed WATER LEVEL OBSERVATIONS DEPTH LOCATION Latitude: 36.1118° Longitude: -78.2947° APPENDIX B SUPPORTING DOCUMENTS Trace With Modifier Water Level After a Specified Period of Time GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL Trace With Modifier Standard Penetration or N-Value Blows/Ft. Descriptive Term (Consistency) Loose Very Stiff Exhibit B-1 Standard Penetration or N-Value Blows/Ft. Ring Sampler Blows/Ft. Ring Sampler Blows/Ft. Medium Dense Dense Very Dense 0 - 1 < 3 4 - 9 2 - 4 3 - 4 Medium-Stiff 5 - 9 30 - 50 WATER LEVELAuger Shelby Tube Ring Sampler Grab Sample 8 - 15 Split Spoon Macro Core Rock Core PLASTICITY DESCRIPTION Term < 15 15 - 29 > 30 Descriptive Term(s) of other constituents Water Initially Encountered Water Level After a Specified Period of Time Major Component of SamplePercent of Dry Weight (More than 50% retained on No. 200 sieve.) Density determined by Standard Penetration Resistance Includes gravels, sands and silts. Hard Very Loose 0 - 3 0 - 6 Very Soft 7 - 18 Soft 10 - 29 19 - 58 59 - 98 Stiff less than 500 500 to 1,000 1,000 to 2,000 2,000 to 4,000 4,000 to 8,000> 99 LOCATION AND ELEVATION NOTESSAMPLING FIELD TESTS(HP) (T) (b/f) (PID) (OVA) DESCRIPTION OF SYMBOLS AND ABBREVIATIONS Descriptive Term (Density) Non-plastic Low Medium High Boulders Cobbles Gravel Sand Silt or Clay 10 - 18 > 50 15 - 30 19 - 42 > 30 > 42 _ Hand Penetrometer Torvane Standard Penetration Test (blows per foot) Photo-Ionization Detector Organic Vapor Analyzer Water levels indicated on the soil boring logs are the levels measured in the borehole at the times indicated. Groundwater level variations will occur over time. In low permeability soils, accurate determination of groundwater levels is not possible with short term water level observations. CONSISTENCY OF FINE-GRAINED SOILS (50% or more passing the No. 200 sieve.) Consistency determined by laboratory shear strength testing, field visual-manual procedures or standard penetration resistance DESCRIPTIVE SOIL CLASSIFICATION > 8,000 Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracy of such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographic maps of the area. Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dry weight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils have less than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. Plasticity Index 0 1 - 10 11 - 30 > 30 RELATIVE PROPORTIONS OF FINES Descriptive Term(s) of other constituents Percent of Dry Weight < 5 5 - 12 > 12 No Recovery RELATIVE DENSITY OF COARSE-GRAINED SOILS Particle Size Over 12 in. (300 mm) 12 in. to 3 in. (300mm to 75mm) 3 in. to #4 sieve (75mm to 4.75 mm) #4 to #200 sieve (4.75mm to 0.075mm Passing #200 sieve (0.075mm)STRENGTH TERMSUnconfined Compressive Strength, Qu, psf 4 - 8 GENERAL NOTES Exhibit %-2 UNIFIED SOIL CLASSIFICATION SYSTEM Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification Group Symbol Group Name B Coarse Grained Soils: More than 50% retained on No. 200 sieve Gravels: More than 50% of coarse fraction retained on No. 4 sieve Clean Gravels: Less than 5% fines C Cu  4 and 1  Cc  3 E GW Well-graded gravel F Cu  4 and/or 1  Cc  3 E GP Poorly graded gravel F Gravels with Fines: More than 12% fines C Fines classify as ML or MH GM Silty gravel F,G,H Fines classify as CL or CH GC Clayey gravel F,G,H Sands: 50% or more of coarse fraction passes No. 4 sieve Clean Sands: Less than 5% fines D Cu  6 and 1  Cc  3 E SW Well-graded sand I Cu  6 and/or 1  Cc  3 E SP Poorly graded sand I Sands with Fines: More than 12% fines D Fines classify as ML or MH SM Silty sand G,H,I Fines classify as CL or CH SC Clayey sand G,H,I Fine-Grained Soils: 50% or more passes the No. 200 sieve Silts and Clays: Liquid limit less than 50 Inorganic: PI  7 and plots on or above “A” line J CL Lean clay K,L,M PI  4 or plots below “A” line J ML Silt K,L,M Organic: Liquid limit - oven dried  0.75 OL Organic clay K,L,M,N Liquid limit - not dried Organic silt K,L,M,O Silts and Clays: Liquid limit 50 or more Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M Organic: Liquid limit - oven dried  0.75 OH Organic clay K,L,M,P Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat A Based on the material passing the 3-inch (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded gravel with silt, GW -GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay. D Sands with 5 to 12% fines require dual symbols: SW -SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay E Cu = D60/D10 Cc = 6010 2 30 DxD )(D F If soil contains  15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM. H If fines are organic, add “with organic fines” to group name. I If soil contains  15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with gravel,” whichever is predominant. L If soil contains  30% plus No. 200 predominantly sand, add “sandy” to group name. M If soil contains  30% plus No. 200, predominantly gravel, add “gravelly” to group name. N PI  4 and plots on or above “A” line. O PI  4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.