PN80774_(RTA)_Vol_2_Specs_Appendices.pdf

RFP No. W912PM19R0018

SERE TRAINING COMPLEX

PN 80774

Camp MacKall, North Carolina

Specifications - Volume 2 of 3

FOUO

June 2019

RFP No. W912PM19R0018

SERE Training Complex

PN 80774

Camp Mackall, North Carolina

Appendices - Volume 2 Corrected Final Submittal

6302 Fairview Road, Suite 600

Charlotte, North Carolina 28210 Phone (704) 358-8240

NC Eng. License No.: C-3190 NC Arch. License No.: 52842

April 2019

CAMP MACKALL, NC

PN 80774

Table of Contents Page 1

PROJECT TABLE OF CONTENTS

VOLUME 1 - SPECIFICATIONS

DIVISION 00 – PROCUREMENT AND CONTRACTING REQUIREMENTS

00 01 15 LIST OF DRAWINGS

00 10 00 CONTRACT LINE NUMBER SCHEDULE

00 70 00 CONDITIONS OF THE CONTRACT

00 73 00 SUPPLEMENTARY CONDITIONS

DIVISION 01 - GENERAL REQUIREMENTS

01 10 00 SUMMARY OF WORK

01 10 00.10 38 SUPPLEMENTARY SPECIAL CONTRACT REQUIREMENTS

01 11 00 STATEMENT OF WORK

01 11 01 SITE CIVIL UTILITIES AND LANDSCAPE

01 11 02 LIMITED USE INSTRUCTION BUILDING

01 11 03 INDIVIDUAL TRAINING BUILDING

01 11 04 CAMP AID STATION

01 11 05 AV-INTERVIEW

01 11 06 MULTI-PURPOSE BUILDING

01 11 07 PODIUM

01 11 08 INSTRUCTOR CONTROL BUILDING

01 11 09 TOWERS

01 11 10 LARGE GROUP INSTRUCTION BUILDING

01 11 11 LATRINE

01 11 12 KITCHEN

01 11 13 CONTROL POINT

01 11 14 COVERED AREA

01 14 00 WORK RESTRICTIONS

01 20 00.00 20 PRICE AND PAYMENT PROCEDURES

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 37 PROJECT SCHEDULE

01 33 00.00 37 SUBMITTAL PROCEDURES

01 33 16.00 10 DESIGN DATA (DESIGN AFTER AWARD)

33 29.00 37 SUSTANABILITY

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR MODE (RMS

01 45 35 SPECIAL INSPECTIONS

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 57 19.00 37 INDOOR AIR QUALITY (IAQ) MANAGEMENT

01 58 00 PROJECT IDENTIFICATION

01 74 19.00 37 CONSTRUCTION AND DEMOLITION WASTE MANAGEMENT

01 78 00.00 37 CLOSEOUT SUBMITTALS

01 78 23 OPERATION AND MAINTENANCE DATA

01 78 24.00 10 FACILITY DATA REQUIREMENTS

01 91 00.00 37 COMMISSIONING

CAMP MACKALL, NC

PN 80774

Table of Contents Page 2

VOLUME 2 – APPENDICES

APPENDIX A

APPENDIX B

APPENDIX C

APPENDIX D

APPENDIX E

APPENDIX F

APPENDIX G

APPENDIX H

APPENDIX I

APPENDIX J

APPENDIX K

APPENDIX L

APPENDIX M

APPENDIX N

APPENDIX O

APPENDIX P

APPENDIX Q

APPENDIX R

APPENDIX S

APPENDIX T

APPENDIX U

APPENDIX V

APPENDIX W

APPENDIX X

APPENDIX Y

APPENDIX Z

GEOTECHNICAL REPORT

DD FORM 1391

ENVIRONMENTAL PROTECTION PLANS

HYDRANT FLOW TEST

FORT BRAGG WEATHER DATA

FORT BRAGG TREE MITIGATION

FORT BRAGG SEEDING SPECIFICATION

UTILITY RATES AND CHARGES

FORT BRAGG ACCESS FORMS

RECYCLING

PERMIT LISTS AND FORMS

GIS NON-DISCLOSURE AND REQUEST

TOTAL DESIGN ANALYSIS

FINDING OF NO SIGNIFICANT IMPACT

PROGRAMMATIC ENVIRONMENTAL ASSESSMENT

ROOM INFORMATION SHEETS

USACOC VTC PRODUCT DESIGN GUIDE

NATIONAL SECURITY TELECOM

SECRET INTERNET PROTOCOL ROUTER (SIPR)

USASOC IT TECHNICAL DESIGN GUIDE

FORT BRAGG COMMS IDC

TYPICAL ICIDS INSTALLATION

USASOC TELECOM ROOM LAYOUT

FORT HAUCHUCA 13A

CYBER SECURITY

ENVIRONMENTAL COMPLIANCE CHECKLIST

Volume 3 - FF&E and AV

Furniture, Fixtures, and Equipment (FF&E) Audio-Visual Package (AV)

-- End of Project Table of Contents –

Camp Mackall, NC

PN 80774

APPENDIX A

GEOTECHNICAL

Camp Mackall, NC

PN 80774

THIS PAGE IS INTENTIONALLY LEFT BLANK

PRELIMINARY

SUBSURFACE EXPLORATION

AND

GEOTECHNICAL ENGINEERING REPORT

SERE Resistance Training Facility

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina

By Soils Section

Geotechnical & HTRW Branch U.S. Army Engineer District, Savannah

July 2018

This report was prepared by the Savannah District of the U.S. Army Corps of Engineers. The initials or signatures and registration designation of individuals appear on these documents within the scope of their employment as required by the Engineer Regulation 1110-1-8152.

Date: 31 July 2018 Leland H. Schuman, P.E.

Georgia Registration No. 25134 Expiration Date: 31 December 2018

Table of Contents

Section Page

1. PURPOSE

2. QUALIFICATION OF REPORT

3. PROJECT DESCRIPTION

4. EXPLORATION PROCEDURES

a. Site Reconnaissance

b. Field Exploration

c. Infiltration Testing

5. SITE AND SUBSURFACE CONDITIONS

a. Site Description

b. Regional and Site Geology

c. Subsurface Conditions

d. Groundwater Conditions

e. Seasonal High Water Table and Hydraulic Conductivity

6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS

a. General

b. Site Preparation

c. Foundation Design and Construction

d. Seismic Design

e. Concrete Slabs-On-Grade

f. Pavement Design

g. Groundwater and Surface-Water Considerations

h. Structural Fill

i. Construction Quality Control Testing

j. Drawings

k. Specifications

7. FINAL GEOTECHNICAL EVALUATION REPORT

ATTACHMENT A: Soil Boring Location Plan ATTACHMENT B: Soil Boring Logs ATTACHMENT C: Soil Percolation and Infiltration Data ATTACHMENT D: NRCS Soils Report

PRELIMINARY

SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING REPORT

P.N. 80774, FY-19

1. PURPOSE

The Government has conducted a preliminary geotechnical investigation for the proposed project. This report provides a general overview of the site conditions, including subsurface soil and groundwater conditions. Preliminary recommendations are also provided with respect to the geotechnical design and construction of the project.

2. QUALIFICATION OF REPORT

The field exploration performed for this report was made to determine the subsurface soil and groundwater conditions and was not intended to serve as an assessment of site wetlands, environmental, or contaminant conditions. No effort was made to define, delineate, or designate any areas of environmental concern or of contamination. The design-build contractor’s team shall include a licensed geotechnical engineer to interpret the report and develop foundation and earthwork recommendations and design parameters on which to base the contractor’s proposal. The preliminary findings and evaluation presented in this report are based on widely-spaced explorations performed at the project site. Any additional subsurface investigations and laboratory analyses conducted to better characterize the site and to develop the final design shall be performed under the direction of a licensed geotechnical engineer and shall be the full responsibility of the contractor. A final geotechnical evaluation report shall be prepared by the licensed geotechnical engineer and submitted along with the first design submittal.

3. PROJECT DESCRIPTION

The SERE Training Facility project consists of the design and construction of a limited use instruction facility, prisoner of war training area, and entry control point. The planned structures include a new two story multipurpose building, a one story support building for interrogation, a one-story AV building, and a medical building. Features of this facility include a standby emergency electrical generator, fire alarm/mass notification, fire suppression system, telephone and advanced unclassified and classified communications networks, intercom system, closed circuit surveillance and electronic access control systems, integrated commercial intrusion detection system (ICIDS), cable TV, a protected distribution system, and connection to the energy management control system. Supporting facilities include utilities (electrical, water, sanitary sewer, and information systems distribution), lighting, vehicle parking, access road, storm drainage, landscaping, area fencing, and other site improvements. Since the project will be constructed under a design-build contract, detailed structural information for the proposed

Preliminary Subsurface Exploration and Geotechnical Report

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina buildings is unavailable. The design-build construction contractor shall be responsible for final connections to all site utilities (including connections from new utilities to existing utilities) unless otherwise specified in the RFP specification.

4. EXPLORATION PROCEDURES

a. Site Reconnaissance

Prior to the field explorations, the project site and surrounding areas were visually inspected by a geologist. The observations were used in planning the exploration, in determining areas of special interest, and in relating site conditions to known geologic conditions in the area.

b. Field Exploration

(1) Subsurface conditions at the project site were explored by fifteen (15) soil borings, (designated B-1 through B-15). All borings were drilled to a depth of 25 feet beneath the existing ground surface. The borings were performed at the approximate locations shown on the Boring Location Plan in Attachment A of this report.

(2) Boring locations were established in the field by a geologist using a hand-held global positioning system (GPS) device having sub-meter accuracy. Since the measurements were not precise, the locations shown on the boring location plans and the locations indicated on the boring logs should be considered approximate. The ground surface elevation at each boring location was determined by interpolation from the site topography survey; therefore, the elevations shown on the boring logs should also be considered approximate.

(3) The soil test borings were drilled by the Savannah District utilizing a rubber tire all-terrain vehicle mounted CME-550x drill rig equipped with an automatic trip hammer. The test borings were advanced through the soils by mechanical drilling procedure, using 4 ¼ -inch inside diameter hollow stem continuous spiral flight augers with a steel fingered bit as the cutting device. Split-barrel sampling with standard penetration testing (SPT) was performed at intervals shown on the boring logs. All SPT borings and soil sampling were in accordance with ASTM D 1586. In the SPT borings, a soil sample is obtained with a standard 1 3/8-inch inside diameter by 2-inch outside diameter split-barrel sampler. The sampler is first seated 6 inches and then driven an additional 12 inches with blows from a 140 lb. hammer falling a distance of 30 inches. The number of blows required to drive the sampler the final 12 inches is recorded and is termed the “standard penetration resistance,” or the “N-value.” Penetration resistance, when properly evaluated, is an index of the soil’s strength, density, and foundation support capability.

(4) Soil classifications shown on the boring logs were determined in the field by a geologist. Classification of the soil samples was performed in accordance with ASTM D 2488 (Visual-Manual Procedure for Descriptions of Soils). The soil classifications include the use of the Unified Soil Classification System described in ASTM D 2487 (Classification of Soils for Engineering Purposes). Since the soil descriptions and classifications are based on visual examination and manual tests, they should be considered approximate.

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina

(5) Logs of the soil borings graphically depicting soil descriptions, standard penetration resistances, and observed groundwater levels are included in Attachment B of this report.

c. Infiltration Testing

(1) Four (4) soil percolation tests were conducted at locations and depths where storm water management features were anticipated at the time of the field investigation. Test locations are identified on the Boring Location Plan in Attachment A of this report. The percolation tests were done in accordance with USACE SAD DM 110-1-1 July 1983 chapter 20. Soil percolation rates measured in the tests were converted to infiltration rates using the Michigan method.

(2) The Michigan method uses an area reduction factor (Rf) to account for the exfiltration occurring through the sides of a percolation hole. It assumes that the percolation rate is affected by the depth of water in the hole and that the percolating surface of the hole is in uniform soil. The Michigan method is used to convert soil percolation rates to infiltration rates as follows:

Infiltration Rate = ୣ୰ୡ୭୪ୟ୲୧୭୬ ୖୟ୲ୣ

ୖୣୢ୳ୡ୲୧୭୬ ୟୡ୲୭୰ where Reduction Factor (Rሻis given by: R ൌ ଶௗభିୢ and:

d1 = initial water depth (in.)

Δd = water level drop (in.)

DIA = diameter of the percolation hole (in.)

Results from the soil percolation tests and the computed infiltration rates are shown in item e. below and are also included in Attachment C.

5. SITE AND SUBSURFACE CONDITIONS

a. Site Description

The subject site is located along and to the northwest of an un-paved road that extends between Ashemont Road and Little Muddy Lake at Camp Mackall. The area under investigation is bordered on all sides by wooded, undeveloped property. No underground or overhead utilities were observed along the adjoining roadway or within the interior of the property. Site topography consists of gentle to moderate slopes descending to the east. Topographic relief across the property is approximately 11 feet, from an elevation of 276 feet along a ridge in the western portion of the site, to an elevation of 265 feet near the southeast corner of the subject area. Site drainage is primarily to the east. Site vegetation consists mostly of medium to small coniferous and deciduous trees with a light underbrush. An existing gravel parking lot is located immediately to the north of the proposed development. No structures were observed on the property.

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina

b. Regional and Site Geology

(1) Fort Bragg is situated in the Sand Hills area of the Coastal Plain physiographic province of North Carolina. The Coastal Plain extends westward from the Atlantic Ocean to the Fall Line, a distance of about 130 miles. The Fall Line is the boundary between the Coastal Plain and the Piedmont physiographic provinces.

(2) Geologic units in the area, ranging from oldest to youngest, include the Carolina

Slate Belt rocks, which are the basement rocks, the Cape Fear Formation, and the Middendorf Formation. The Cape Fear and Middendorf Formations overlie the basement rock and are part of the generally southeastward-dipping and thickening wedge of sediments that constitute the Atlantic Coastal Plain deposits.

(3) The Middendorf Formation is exposed at land surface throughout the area. The formation is composed of tan, cross-bedded, medium and fine-grained, micaceous quartz sand and clayey sand interbedded with clay or sandy clay lenses or layers. Layers of hematite-cemented sandstone occur locally throughout the Middendorf Formation as do thin layers of hard kaolin and kaolin-cemented sandstone. Below the water table, these units are generally friable or plastic. In places, the Middendorf Formation is a mottled orange, gray, and tan color with streaks and laminae of red and purple hematite and manganese oxide stains.

c. Subsurface Conditions

(1) Field classification of the samples obtained from soil borings drilled at the project site indicate the area’s subsurface to be comprised primarily of sands of varied gradation containing varying amounts of fines. The soil samples recovered were field classified predominantly as poorly graded sand and clayey sand (SP and SC) with some isolated layers of clayey materials containing varying amounts of silt and sand (CH). Some of the near-surface soils, encountered within the first 5 feet of the soil borings, are of very loose or loose density based on these soils exhibiting N-values within the range of 0 to 4 and 4 to 10 blows-per-foot respectively. These very loose and loose sands are typically underlain by sands of medium density with N-values in the range of 10 to 30 blows-per-foot that typically extended to the terminations of the borings.

(2) The above subsurface description is of a generalized nature to highlight the major subsurface stratification features and material characteristics. The boring logs should be reviewed for specific information at individual boring locations. The stratifications shown on the boring logs represent the conditions only at the actual boring locations. Variations may occur and should be expected between boring locations. The stratification lines shown on the boring logs represent the approximate boundaries between the subsurface materials; the actual transitions are typically more gradual.

(3) A custom soil resource report for Scotland County, North Carolina was obtained from the Natural Resources Conservation Service (NRCS) website. The report was used to obtain an overview of possible soil series located within the project area. According to the report, the project site is characterized by five soil types; Johns fine sandy loam (JoA), Kalmia

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina loamy sand (KaA), Kenansville loamy sand (KnB), Lumbee sandy loam (LuA), and Pactolus loamy sand (PaA). The full NRCS Soil Resource Report is included as Attachment D of this report.

d. Groundwater Conditions

(1) Water level measurements were performed in all of the boreholes at 24 hours after termination of drilling. The 24-hour water level is generally considered the true groundwater level.

The groundwater table was encountered at the following depths and approximate elevations at the indicated interval after drilling.

Boring No.

24 hrs After Drilling Boring Cave-In Depth

(ft)

Water Table Depth

(ft)

Water Table Elevation

(ft) B-1 7.2 258.8 --- B-2 7.3 259.7 7.5 B-3 4.8 262.2 5.4 B-4 6.4 260.6 6.6 B-5 7.3 261.7 7.5 B-6 6.5 260.5 7.0 B-7 --- --- 5.4 B-8 6.4 259.6 7.9 B-9 6.5 259.5 6.7 B-10 6.0 261 6.2 B-11 6.7 260.3 6.9 B-12 6.5 259.5 --- B-13 7.0 260 7.2 B-14 --- --- 6.5 B-15 --- --- 4.5

Note: --- indicates no water encountered above the boring cave-in depth

(2) A perched-water condition occurs when water seeping downward is slowed by a low permeability soil layer, such as clayey sand or clay, and saturates the more permeable soil above

it. The perched-water level can be any number of feet above the true groundwater level. Due to the prevalence of interbedded silty sands, clayey sands, and clays at the project site, perched-water conditions could be encountered in the more permeable zones (cleaner sand layers) during construction. The soil test borings indicate that conditions favorable for perched water exist and could potentially occur during or after construction.

(3) It should be noted that groundwater conditions vary during periods of prolonged drought and excessive rainfall as well as seasonally. Therefore, fluctuations in the elevation of the groundwater should be anticipated with changing climatic and rainfall conditions.

P.N. 80774, FY-19

e. Seasonal High Water Table and Hydraulic Conductivity

(1) The depth to the seasonal high water table (SHWT) is an important parameter in determining suitability of storm water features. It is defined as the highest groundwater observed, at atmospheric pressure, for anaerobic conditions to be established. In the southeastern United States, this typically occurs during the wet months or during the winter or spring. The SHWT is estimated by soil color, redoximorphic features, saturation observations, and professional assessment.

(2) At this early stage in the design, future storm water management structures are proposed at two locations across the project site. Soil test borings B-01 and B-07 were performed in the areas anticipated to receive these storm water quality ponds. The ground water table was encountered at both of these soil boring locations. Based on these borings, the SHWT should be considered at a depth of approximately 5.0 feet below ground surface. Final evaluation of the SHWT and any recommendations for the storm water features shall be confirmed by the Contractor’s consulting geotechnical engineer.

(3) The percolation tests conducted resulted in the hydraulic conductivities tabulated below. The data collected during the soil infiltration tests and the computed soils hydraulic conductivity values are included in Attachment D.

Test Location

Test Depth (feet)

Percolation Rate (inches/hour)

Infiltration Rate (inches/hour)

PT-01 3.30 0.12 0.02

PT-02 3.00 1.80 0.55

PT-03 2.95 1.80 0.45

PT-04 4.10 22.08 9.54

6. ENGINEERING EVALUATIONS AND RECOMMENDATIONS

a. General

The following evaluations and recommendations are based on the information available on the proposed structures, observations made at the project site, interpretation of the data obtained from the soil test borings, and previous experience with soils and subsurface conditions similar to those encountered at the site. It is emphasized that the preliminary findings and evaluation presented in this report are based on widely-spaced explorations performed at the project site. Additional subsurface investigations and/or laboratory analyses, if required to determine site soil conditions and develop the final design, shall be performed under the direction of a licensed geotechnical engineer and shall be the full responsibility of the contractor.

b. Site Preparation

(1) Following clearing and removal of trees, structures, pavement, etc., the construction area should be grubbed and stripped of all vegetation, topsoil, organics, and other deleterious materials. Clean topsoil can be stockpiled and reused in landscaped areas. It is recommended

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina that the zone of stripping extend a minimum of 10 feet beyond the outer edges of structures and pavements. Any utilities in the project area should be located and rerouted, as necessary.

(2) Areas to receive fill and excavated subgrade areas of structures and pavements should be prepared as follows. Surface areas containing poorly graded sands or silty sands should be densified by compaction of a vibratory roller weighing at least 7 tons. Areas of cohesive soils such as clayey sands and clays should be proof rolled with a loaded tandem-axle dump truck or similar rubber-tired equipment. Soils which are observed to rut or deflect excessively under the moving loads should be undercut to firm soil and backfilled with properly compacted, suitable soils. The proof rolling should be performed only during and following a period of dry weather.

c. Foundation Design and Construction

(1) Given the proposed site and the proposed structures, shallow spread foundations can most likely be used for support of the proposed buildings; however, the contractor’s consulting geotechnical engineer must determine the appropriate foundation system for the proposed structures and evaluate any impacts of the soft/loose surface soils encountered across the site.

The foundation design shall provide an adequate level of protection against structural failure due to uniform and/or differential foundation settlement or general shear.

(2) Assuming shallow foundations are feasible, it is recommended that all load-bearing wall footings and column footings have a minimum width of 24 inches and a minimum depth of 24 inches, as measured from finish floor or finish grade, whichever is lower, to the bottom of the footing. For all other wall footings, the recommended minimum width is 18 inches and the recommended minimum depth is 18 inches, as measured from finish floor or finish grade, whichever is lower, to the bottom of the footing.

(3) Foundation excavations should be concreted as soon as practical following excavation.

Exposure to the environment could weaken the soils at the footing bearing level should the foundation excavations remain open for an extended period of time. Bottoms of foundation excavations should be inspected immediately prior to placement of reinforcing steel and concrete to verify that adequate bearing soils are present and that all debris, mud, and loose, frozen or water-softened soils are removed. If the bearing surface soils have been softened by surface-water intrusion or by exposure, the softened soils must be removed to firm bearing and replaced with additional concrete during the concreting or replaced to design subgrade with No. 57 or No. 67 stone, compacted to a non-yielding condition. To minimize exposure, the final excavation (4 to 6 inches) to design subgrade could be delayed until just prior to placement of reinforcing steel and concrete.

d. Seismic Design

Seismic loads should be computed in accordance with the 2015 International Building Code (IBC 2015). Seismic site class should be evaluated using the criteria given in the ASCE Standard 7-10 - Minimum Design Loads for Buildings and Other Structures - Chapter 20. The contractor’s consulting geotechnical engineer shall make the final determination of the mapped

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina acceleration parameters, the site class, the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters, the design spectral response acceleration parameters, and the seismic design category to be used for seismic design of the project.

e. Concrete Slabs-On-Grade

(1) Based upon past experience and the subsurface conditions encountered at the site, concrete floor slabs can be supported on densified in situ soils or on fill soils placed and compacted in accordance with the recommendations presented in this report regarding structural fill. It is recommended that all concrete slabs-on-grade in inhabitable areas, including storage areas, be underlain by a minimum of 4 inches of open graded, washed pea gravel or stone, often termed “capillary water barrier,” to prevent the capillary rise of groundwater. Nos. 57, 67, 78, or 89 stone could be used. It is also recommend that a moisture vapor barrier consisting of lapped polyethylene sheeting having a minimum thickness of 10 mils be provided beneath the building floor slabs to reduce the potential for slab dampness from soil moisture. Concrete slabs should be jointed around columns and along supported walls to minimize cracking due to possible differential movement.

(2) Construction activities and exposure to the environment often cause deterioration of the prepared slab-on-grade subgrade. Therefore, the slab subgrade soil shall be inspected and evaluated immediately prior to floor slab construction. The evaluation might include a combination of visual observations, hand rod probing, and field density tests to verify that the subgrade has been properly prepared. If unstable soil is revealed, the affected soil should be removed to firm bearing. The unstable soil shall then be replaced to design subgrade with suitable structural fill soil placed and compacted as recommended or replaced with additional capillary water barrier material.

f. Pavement Design

The contractor’s consulting geotechnical engineer must determine the appropriate California Bearing Ratio (CBR) and modulus to be utilized in the design of pavements. Since a final project grading plan has yet to be developed, it is not known where pavements will be located nor what soil types will be in the subgrades.

g. Groundwater and Surface-Water Considerations

Due to the presence of poorly graded and clayey sand and isolated clay layers in the subsurface soils at the project site, perched-water conditions could be encountered. The accumulation of run-off water or seepage at the base of excavations may also occur during foundation construction and site work. Water should not be allowed to collect near the foundation or on floor slab areas of the building either during or after construction. Undercut or excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater, groundwater, or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water around the perimeter of the building and beneath floor slabs.

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina

h. Structural Fill

In order to achieve high density structural fill, the following evaluations and recommendations are offered:

(1) Based on the soil test borings, excavated on-site soils (excluding any organics/topsoil and debris) can be used as structural fill. Some moisture content adjustment will probably be necessary to achieve proper compaction. If water must be added, it should be uniformly applied and thoroughly mixed into the soil by disking. It is recommended that the contractor have appropriate harrows on site during earthwork for mixing, drying, and wetting of the soils.

(2) Materials selected for use as structural fill should be free from roots and other organic matter, trash, debris, frozen soil, and stones larger than 3 inches in any dimension, and in general, should have a liquid limit less than 50 percent and a plasticity index of less than 30. The following soils represented by their Unified Soil Classification System (ASTM D 2487) group symbols will be suitable for use as structural fill: GP, GW, GC, GM, SP, SP-SM, SP-SC, SW, SC, SM, SM-SC, CL, and ML. The following soil types are considered unsuitable: Pt, OH, OL, CH, and MH.

(3) Suitable fill soils should be placed in lifts of maximum eight inches loose measurement. The soil should be compacted by mechanical means such as steel drum, sheepsfoot, tamping, or rubber-tired rollers. Compaction of clays is best accomplished with a sheepsfoot or tamping roller. Periodically rolling with heavily loaded, rubber-tired equipment may be desirable to seal the surface of the compacted fill, thus reducing the potential for absorption of surface water following a rain. This sealing operation is particularly important at the end of the work day and at the end of the week. Within confined areas or foundation excavations, we recommend the use of manually operated, internal combustion activated compactors (“whacker packers” or sled tamps). The compactors should have sufficient weight and striking power to produce the same degree of compaction that is obtained on the other portions of the fill by the rolling equipment as specified. Where hand operated equipment is used, the soils should be placed in lifts of maximum four inches loose measurement.

(4) Cut or fill slopes should not be steeper than 3.0H:1.0V. Fill slopes should be compacted in horizontal lifts not to exceed 8 inches in loose thickness as fill is placed.

(5) It is recommended that all material to be utilized for structural fill and subgrades be compacted to minimum dry densities corresponding to 92% of the maximum dry density, and at moisture contents within +/- 2% of optimum moisture content, as obtained by ASTM D1557 (Modified Proctor). The top two feet of all areas to receive pavement or structures should be compacted to 95% of its modified proctor value. The base course beneath paved areas should be compacted to 100% of the ASTM D1557 maximum dry density.

i. Construction Quality Control Testing

(1) Prior to initiating any structural fill placement and/or compaction operations, it is recommended that representative samples of the soils which will be used as structural fill or

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina subgrade, both suitable on-site soils and off-site soils (borrow), be obtained and tested to determine their classification and compaction characteristics. The samples should be carefully selected to represent the full range of soil types to be used. The moisture content, maximum dry density, optimum moisture content, grain-size, and plasticity characteristics should be determined. These tests are required to determine if the fill and subgrade soils are acceptable and for compaction quality control of the subgrades and structural fill. Tests for the above soil properties should be in accordance with the following:

Moisture Content ASTM D 2216 Maximum Dry Density and Optimum Moisture ASTM D 1557 Grain-Size (Wash No. 200, less hydrometer) ASTM D 422 and D 1140 Plasticity ASTM D 4318

(2) A representative number of in-place field density tests should be performed in the subgrade of compacted on-site soils and in the structural fill and backfill to confirm that the required degree of compaction has been obtained. In-place density tests should be performed in accordance with the sand cone method prescribed in ASTM D 1556. The use of ASTM D6938, Standard Test Method for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods, is authorized provided the test results are checked for accuracy at a minimum rate of one ASTM D1556 test for every ten ASTM D6938 tests in the same material. It is recommend that at least one density test be performed for each 5,000 square feet and 12,500 square feet, or portion thereof, for buildings and pavements, respectively, of compacted native soil subgrade and in each lift of compacted structural fill. It is also recommended that at least one density test be performed for each 75 linear feet in the bearing level soils of continuous footings. Density tests should be performed at 100-foot intervals along roadway subgrades. In addition, a density test should be performed for each 100 linear feet of backfill placed per foot of depth in trenches for utilities systems. Where other areas are compacted separately by manually operated compactors, a minimum of one density test should be performed for every 250 square feet, or portion thereof, of fill placed per foot of depth.

(3) Compaction control of soils requires the comparison of fill water content and dry density values obtained in the field density tests with optimum water content and maximum dry density determined in a laboratory compaction test performed on the same soil. It is, however, not feasible to do this as the testing could not keep pace with fill construction. It is, therefore, recommended that compaction control of the earthwork construction be performed using a “family” of compaction curves and the one-point or two-point compaction methods.

(4) Any area that does not meet the required compaction criteria should be reworked and retested. If the moisture content of the soil is within the recommended range, additional compaction may be all that is necessary to increase the density. If the moisture content is not within the recommended range, the moisture content should be adjusted to within the range and the area recompacted.

(5) All laboratory and field density testing should be performed by a commercial testing laboratory that has been validated by the Engineer Research and Development Center Materials

P.N. 80774, FY-19

Camp Mackall - Fort Bragg, North Carolina

Testing Center (MTC) under the Corps of Engineers laboratory inspection and validation program.

j. Drawings

The exploration locations shown in ATTACHMENT A and the soil test boring logs in ATTACHMENT B shall be shown on the final design drawings and on the project as-built drawings completed by the design-build contractor. In addition, the selected design-build contractor shall show all additional soil boring logs, records of additional alternative subsurface investigations, and laboratory soils test data on the final design drawings and on the as-built drawings.

k. Specifications

It is recommended that the design-build contractor use the Savannah District’s EARTHWORK specification 31 00 00 when editing the specifications for this project. It is also recommended that the design-build contractor use the Unified Facilities Guide Specifications CHEMICAL TERMITE CONTROL Specification 31 31 16.13. These specifications and associated compaction figures, are available at the following website:

http://www.sas.usace.army.mil/About/DivisionsandOffices/Engineering Division/EngineeringDesignCriteria/SASGuideSpecifications.aspx

7. FINAL GEOTECHNICAL EVALUATION REPORT

A final geotechnical evaluation report shall be prepared by the contractor’s licensed geotechnical engineer and submitted along with the first foundation design submittal. The geotechnical report shall summarize the subsurface conditions and provide recommendations for the design of appropriate foundations, floor slabs, retaining walls, embankments, roadways, and pavements. The report shall recommend the type of foundation system to be used, lateral load resistance capacities for foundation systems, and allowable bearing elevations for footings, grade beams, slabs, etc. An assessment of post-construction settlement potential including total and differential shall be provided. Recommendations regarding lateral earth pressures (active, at-rest, and passive) to be used in the design of retaining walls shall be provided. The report shall include the recommended spectral accelerations and Site Class for seismic design along with an evaluation of any seismic hazards and recommendations for mitigation, if required. Calculations shall be included to support the recommendations for bearing capacity, settlement, and pavement sections. Supporting documentation shall be included for all recommended design parameters such as Site Class, shear strength, earth pressure coefficients, friction factors, subgrade modulus, California Bearing Ratio (CBR), etc. In addition, the report shall provide earthwork recommendations, expected frost penetration, seasonal high water table levels, soil infiltration rates, expected groundwater levels, and recommendations for dewatering and groundwater control. The report must also identify the possible presence of any surface or subsurface features that may affect the construction of the project such as sinkholes, boulders, shallow rock, undocumented fill, old structures, soft areas, or unusual soil conditions.

ATTACHMENT A

Boring Location Plan

B-01

B-02 B-03

B-04

B-05

B-06

B-07

B-08

B-09

B-10

B-11

B-12 B-13

B-14

B-15

PT-03

PT-01

PT-02

PT-04

266274

27 6

DATE: JUNE 2018 FIGURE: 1

PN 80774 (FY 19) -

SERE Reistance Training Facility

BORING LOCATION PLAN

Camp Mackall Fort Bragg, NC

Legend !< Soil Boring

Installation Boundary

U.S. ARMY

CORPS OF ENGINEERS

SAVANNAH DISTRICT

SAVANNAH, GEORGIA

Service Layer Credits: Source: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community

0 100 200

Feet

Document Path: G:\EN-GS\FT BRAGG\FY19\PN_80774_SOF SERE Resistance Training Facility\Drawings\PN80774SERE_new2.mxd

Imagery Date: 18 August 2017

Camp Mackall Airfield

ATTACHMENT B

Soil Boring Logs

Water Level Data Reading Depth Notes

260.0

249.0

241.0

MEDIUM SAND (SC), dark brown and black, few organics, little clay.

Light brown.

No organics.

Light brown and dark brown, trace gravel.

MEDIUM SAND (SP), light brown and orange.

MEDIUM SAND (SC), gray, little clay.

Gray and brown.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours 7.2

6.0

17.0

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/28/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-01

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/28/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 468494.67 E 1862233.18

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whitson, Geologist

266'

State Plane - North Carolina

Boring Designation B-01

Boring Designation B-01 SHEET 1 of 1

B lo w s/

0.

ft

R Q

D

S am p N o.

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

FIELD CLASSIFICATION OF MATERIALS

(Description)

N -V al ue

REMARKSDEPTH

Water Level Data Reading Depth Notes

259.8

250.0

242.0

MEDIUM SAND (SC), dark brown and black, trace gravel.

Light brown, no gravel, little clay.

Gray, red and brown, some clay.

Gray and light brown.

MEDIUM SAND (SP), light brown, trace gravel.

COARSE SAND, light brown to brown orange, little gravel.

Light brown and tan, no gravel.

MEDIUM SAND (SC), gray, little clay.

Gray and brown.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours 7.3 collapse at 7.5'

7.2

17.0

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/28/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-02

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/28/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 468401.9 E 1862141.71

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whitson, Geologist

267'

State Plane - North Carolina

Boring Designation B-02

Boring Designation B-02 SHEET 1 of 1

B lo w s/

0.

ft

R Q

D

S am p N o.

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

FIELD CLASSIFICATION OF MATERIALS

(Description)

N -V al ue

REMARKSDEPTH

Water Level Data Reading Depth Notes

260.5

248.5

242.0

MEDIUM SAND (SC), dark brown and black, few organics, little clay.

MEDIUM SAND, gray and tan, no organics.

Gray, trace gravel.

COARSE SAND (SP), light brown and tan, little gravel.

Trace gravel.

GRAVELLY.

FINE SAND (SC), gray, little clay.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours 4.8 collapse at 5.4'

6.5

18.5

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/27/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-03

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/27/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 468417.47 E 1861760.26

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whitson, Geologist

267'

State Plane - North Carolina

Boring Designation B-03

Boring Designation B-03 SHEET 1 of 1

B lo w s/

0.

ft

R Q

D

S am p N o.

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

FIELD CLASSIFICATION OF MATERIALS

(Description)

N -V al ue

REMARKSDEPTH

Water Level Data Reading Depth Notes

263.5

248.5

242.0

MEDIUM SAND (SC), dark brown, little clay, few organics.

Dark brown and light brown.

FINE SAND, light brown and gray, little clay.

MEDIUM SAND (SP), light brown to tan.

COARSE SAND, trace gravel.

Little gravel.

Some gravel.

MEDIUM SAND (SC), gray, little clay.

Gray and brown red.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours 6.4 collapse at 6.6'

3.5

18.5

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/27/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-04

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/27/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 468304.19 E 1861734.84

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whitson, Geologist

267'

State Plane - North Carolina

Boring Designation B-04

Boring Designation B-04 SHEET 1 of 1

B lo w s/

0.

ft

R Q

D

S am p N o.

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

FIELD CLASSIFICATION OF MATERIALS

(Description)

N -V al ue

REMARKSDEPTH

Water Level Data Reading Depth Notes

262.5

250.5

249.4

247.0

244.0

MEDIUM SAND (SC), dark brown, few organics, few clay.

Light brown and dark brown, little clay.

COARSE SAND (SP), light brown and tan, trace gravel.

Little gravel.

Some gravel.

MEDIUM SAND (SC), red, gray and brown, little clay.

CLAY (CH), brown red to gray, little sand.

CLAYEY FINE SAND (SC), brown red and gray.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours 7.3 collapse at 7.5'

6.5

18.5

19.6

22.0

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/27/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-05

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/27/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 468214.81 E 1861683.19

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whitson, Geologist

269'

State Plane - North Carolina

Boring Designation B-05

Boring Designation B-05 SHEET 1 of 1

B lo w s/

0.

ft

R Q

D

S am p N o.

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

FIELD CLASSIFICATION OF MATERIALS

(Description)

N -V al ue

REMARKSDEPTH

Water Level Data Reading Depth Notes

262.7

259.2

253.5

248.5 247.9

242.0

MEDIUM SAND (SC), dark brown, few organics, little clay.

Brown.

MEDIUM SAND (SP), light brown, trace gravel.

COARSE SAND, light brown and tan, little gravel.

MEDIUM SAND (SC), light brown and tan, little clay.

Trace gravel.

MEDIUM SAND (SP), light brown to tan, little gravel.

MEDIUM SAND (SC), brown, little clay.

CLAY (CH), gray, little sand.

CLAY, gray and red, trace fine sand.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours 6.5 collapse at 7.0'

4.3

7.8

13.5

18.5 19.1

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/26/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-06

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/26/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 468149.38 E 1861859.68

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whitson, Geologist

267'

State Plane - North Carolina

Boring Designation B-06

Boring Designation B-06 SHEET 1 of 1

B lo w s/

0.

ft

R Q

D

S am p N o.

REC

FEB 08

ELEV

LE

G

E N

D

SAS FORM 1836-A

FIELD CLASSIFICATION OF MATERIALS

(Description)

N -V al ue

REMARKSDEPTH

Water Level Data Reading Depth Notes

261.2

248.0

245.2

240.0

MEDIUM SAND (SC), dark brown, few organics.

Brown, no organics, few clay.

Light brown, trace gravel.

MEDIUM SAND (SP), light brown, trace gravel.

COARSE SAND, few gravel.

FINE SAND (SC), gray, some clay.

CLAY (CH), gray.

Gray with brown red, some sand.

BOTTOM OF BOREHOLE AT 25.0 ft Notes

1. Soils visually field classified in accordance with the Unified Soil Classification System.

2. N-Value: Total blows over last 1.0 foot of 1.5-foot driven interval, unless otherwise indicated, using a 1 3/8-inch ID splitspoon with 140-pound hammer falling 30 inches.

3. The CME 550x drilling rig utilizes an automatic trip hammer.

24 hours collapse at 5.4', dry

3.8

17.0

19.8

25.0

Camp Mackall - Ft. Bragg, NC

DISTURBED

6. THICKNESS OF OVERBURDEN

7. DEPTH DRILLED INTO ROCK

8. TOTAL DEPTH OF BORING

STARTEDVERTICAL

1. PROJECT

UNDISTURBED

NAVD88

2. HOLE NUMBER

18. SIGNATURE AND TITLE OF INSPECTOR

CME-550x

BEARING

Haskew

17. TOTAL CORE RECOVERY FOR BORING

6/26/18

SHEETSDRILLING LOG

12. TOTAL SAMPLES

13. TOTAL NUMBER CORE BOXES

B-07

DIVISION

11. MANUFACTURER'S DESIGNATION OF DRILL

South Atlantic Division

See Remarks

6/26/18

N/A

14. ELEVATION GROUND WATER

SHEET

3. DRILLING AGENCY

OF

COMPLETED

15. DATE BORING

DEG FROM

VERTICAL

HORIZONTAL

4 1/4" HSA

INSTALLATION

8 0

INCLINED

USACE, Savannah District

4. NAME OF DRILLER

5. DIRECTION OF BORING

9. COORDINATE SYSTEM

10. SIZE AND TYPE OF BIT

NAD83SERE Resistance Training Facility

PN 80774 (FY 19)

25'

N 467961.69 E 1861963.86

LOCATION COORDINATES

16. ELEVATION TOP OF BORING

VERTICAL

Whits…