Dec 2016 Subsurface and Geotechnical Analysis for Expand D-Wing Project.pdf

REPORT OF SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING ANALYSIS

FAYETTEVILLE VAMC – D WING

FAYETTEVILLE, CUMBERLAND COUNTY, NORTH CAROLINA

PREPARED FOR:

MR. WILL HAMBLIN, P.E.

ATRIAX GROUP

102 THIRD AVENUE NE

HICKORY, NORTH CAROLINA 28601

ECS CAROLINAS, LLP PROJECT NO.: 33:3815

DECEMBER 6, 2016

726 Ramsey Street, Suite 3, Fayetteville, NC 28301 • T: 910-401-3288 • F: 910-323-0539 • www.ecslimited.com

ECS Carolinas, LLP • ECS Florida, LLC • ECS Midwest, LLC • ECS Mid-Atlantic, LLC • ECS Southeast, LLC • ECS Texas, LLP

December 6, 2016

Mr. Will Hamblin, P.E.

Atriax Group 102 Third Avenue NE Hickory, North Carolina 28601

Re: Report of Subsurface Exploration and Geotechnical Engineering Analysis Fayetteville VAMC – D Wing

Fayetteville, Cumberland County, North Carolina ECS Project No.: 33.3815

Dear Mr. Hamblin:

As authorized by your acceptance of our proposal number 33.2909 dated September 15, 2016, ECS Carolinas, LLP (ECS) has completed a subsurface exploration for the subject project.

This report presents the results of the field exploration and engineering analysis, along with our recommendations for design of geotechnical related items.

We appreciate the opportunity to be of service to you during the design phase of this project and look forward to our continued involvement during the construction phase. If you have any questions concerning the information and recommendations presented in this report, please contact us at (910) 686-9114 for further assistance.

Respectfully submitted, ECS CAROLINAS, LLP

Annemarie Crumrine, E.I. Winslow E. Goins, P.E Staff Professional Principal Engineer North Carolina License No. 033571

REPORT OF SUBSURFACE EXPLORATION AND

GEOTECHNICAL ENGINEERING ANALYSIS

FAYETTEVILLE VAMC – D WING

FAYETTEVILLE, CUMBERLAND COUNTY, NORTH CAROLINA

PREPARED FOR:

MR. WILL HAMBLIN, P.E.

ATRIAX GROUP

102 THIRD AVENUE NE

HICKORY, NORTH CAROLINA 28601

PREPARED BY:

ECS CAROLINAS, LLP

726 RAMSEY STREET, SUITE 3

FAYETTEVILLE, NORTH CAROLINA 28301

ECS CAROLINAS, LLP PROJECT NO.: 33:3815

FIRM NO. F-1078

WINSLOW E. GOINS, P.E.

NC LICENSE NO. 033751

DECEMBER 6, 2016

12/6/16

TABLE OF CONTENTS

3.1 Subsurface Exploration Procedures

APPENDIX A-FIGURES

APPENDIX B-BORING LOGS

APPENDIX C-GENERAL CONDITIONS

1.0 EXECUTIVE SUMMARY

2.0 PROJECT OVERVIEW

2.1 Project Information

2.2 Scope of Work

2.3 Purpose of Exploration

3.0 EXPLORATION PROCEDURES

4.0 EXPLORATION RESULTS

4.1 Site Conditions

4.2 Regional Geology

4.3 Soil Conditions

4.4 Groundwater Conditions

5.0 ANALYSIS AND RECOMMENDATIONS

5.1 Subgrade Preparation

5.2 Engineered Fill Placement

5.3 Foundation Recommendations

5.4 Floor Slab Design

5.5 Seismic Site Class Determination

5.6 Site Drainage

5.7 Construction Considerations

6.0 CLOSING

APPENDICES

Report of Subsurface Exploration and Geotechnical Engineering Analysis

Fayetteville VAMC – D Wing

1.0 EXECUTIVE SUMMARY

This report contains the results of our subsurface exploration and geotechnical engineering analysis for the project site located in the Fayetteville VAMC D wing, 2300 Ramsey Street in Fayetteville, Cumberland County, North Carolina. At the time of our exploration, the site was open and contained an existing structure and paved walkways. ECS understands that the project will consist of a 20,000 sf expansion of the main hospital “D Wing”. The project consists of the construction of new 2-story building (10,000 sf per floor) with the option to add two more floors in the future. Additional project information including structural loading information was not available at the time of this report.

Beneath the surface materials to depths of approximately 22 feet, the borings for the buildings (B-1 through B-5) typically encountered intermittent layers of very loose to medium dense, clayey sand, silty sand, and sand with clay (SC, SM, SP-SC) and very soft to very stiff, sandy lean clays and lean clays (CL). From 22 feet to depths of approximately 40 feet, the borings (B- 1 through B-5) typically encountered intermittent layers of very loose to medium dense, clayey sand, silty sand, and sand with clay (SC, SM, SP-SC). From 40 feet to a termination depth of approximately 50 feet, test borings B-3 through B-5 typically encountered intermittent layers of medium dense, clayey sand, silty sand, and sand with clay (SC, SM, SP-SC) and stiff, lean clay

(CL).

Portions of the site have been modified in the past by previous development. Therefore, unsuitable materials, including buried debris, may be present at the site. Undocumented fills and buried debris were not encountered during our subsurface exploration activities.

In summary, the proposed building can be supported on conventional shallow foundations. For foundations designed and constructed in accordance with the recommendations provided in this report, a net allowable soil bearing pressure of up to 1,500 pounds per square foot (psf) is recommended for use in proportioning shallow foundations bearing at least 12 inches below the prevailing grades.

Specific information regarding the subsurface exploration procedures used, the site and subsurface conditions at the time of our exploration, and our conclusions and recommendations concerning the geotechnical design and construction aspects of the project are discussed in detail in the subsequent sections of this report. Please note this Executive Summary is an important part of this report and should be considered a “summary” only. The subsequent sections of this report constitute our findings, conclusions, and recommendations in their entirety.

2.0 PROJECT OVERVIEW

2.1 Project Information

The site is located in the Fayetteville VAMC D wing, 2300 Ramsey Street in Fayetteville, Cumberland County, North Carolina. At the time of our exploration, the site was open and contained an existing structure and paved walkways.

ECS understands that the project will consist of a 20,000 sf expansion of the main hospital “D Wing”. The project consists of the construction of new 2-story building (10,000 sf per floor) with the option to add two more floors in the future. Additional project information including structural loading information was not available at the time of this report.

2.2 Scope of Work

The conclusions and recommendations contained in this report are based on the results of:

Two standard penetration test (SPT) borings advanced to termination depths of approximately 40 feet, Three standard penetration test (SPT) borings advanced to termination depths of approximately 50 feet, and

Engineering analyses of the field findings with respect to the provided project information.

2.3 Purposes of Exploration

The purpose of this exploration program was to determine the soil and groundwater conditions at the site and to develop engineering recommendations to assist in the design and construction of the proposed project. We accomplished these objectives by:

Performing a site reconnaissance to observe the existing site conditions, Performing borings to explore the subsurface soil and groundwater conditions, and

Analyzing the field data to develop appropriate geotechnical engineering design and construction recommendations.

3.0 EXPLORATION PROCEDURES

3.1 Subsurface Exploration Procedures

The soil borings were performed with a drill rig, which utilized hollow stem augers (HSA) to advance the boreholes. Representative soil samples were obtained by means of the split-barrel sampling procedure in general accordance with ASTM Specification D-1586. In this procedure, a 2-inch O. D. split-barrel sampler is driven into the soil a distance of 18 inches by a 140 pound hammer with a free fall of 30 inches. The number of blows required to drive the sampler through the final 12-inch interval is termed the Standard Penetration Test (SPT) N-value and is indicated for each sample on the boring logs.

The SPT N-value can be used to provide a qualitative indication of the in-place relative density of cohesionless soils. In a less reliable way, SPT N-values provide an indication of consistency for cohesive soils. These indications of relative density and consistency are qualitative, since many factors can significantly affect the SPT N-value and prevent a direct correlation between drill crews, drill rigs, drilling procedures, and hammer-rod-sampler assemblies.

Field logs of the soils encountered in the borings were maintained by the drill crew. The soil samples obtained from the drilling operations were sealed in containers and were brought to ECS’ laboratory for visual classification.

4.0 EXPLORATION RESULTS

4.1 Site Conditions

The proposed construction site is located in the Fayetteville VAMC D wing, 2300 Ramsey Street in Fayetteville, Cumberland County, North Carolina. At the time of our exploration, the site was open and contained an existing structure and paved walkways.

4.2 Regional Geology

The site is located in the Coastal Plain Physiographic Province of North Carolina. The Coastal Plain is composed of seven terraces, each representing a former level of the Atlantic Ocean.

Soils in this area generally consist of sedimentary materials transported from other areas by the ocean or rivers. These deposits vary in thickness from a thin veneer along the western edge of the region to more than 10,000 feet near the coast. The sedimentary deposits of the Coastal Plain rest upon consolidated rocks similar to those underlying the Piedmont and Mountain Physiographic Provinces. In general, shallow unconfined groundwater movement within the overlying soils is largely controlled by topographic gradients. Recharge occurs primarily by infiltration along higher elevations and typically discharges into streams or other surface water bodies. The elevation of the shallow water table is transient and can vary greatly with seasonal fluctuations in precipitation.

4.3 Soil Conditions

Building Borings (B-1 through B-5): Beneath the surface materials to depths of approximately 22 feet, the borings for the buildings (B-1 through B-5) typically encountered intermittent layers of very loose to medium dense, clayey sand, silty sand, and sand with clay (SC, SM, SP-SC) and very soft to very stiff, sandy lean clays and lean clays (CL). The standard penetration test resistances (N-values) in these soils generally ranged from 2 to 18 blows per foot (bpf).

From 22 feet to depths of approximately 40 feet, the borings (B-1 through B-5) typically encountered intermittent layers of very loose to medium dense, clayey sand, silty sand, and sand with clay (SC, SM, SP-SC). The N-values ranged from 2 to 16 bpf.

From 40 feet to a termination depth of approximately 50 feet, test borings B-3 through B-5 typically encountered intermittent layers of medium dense, clayey sand, silty sand, and sand with clay (SC, SM, SP-SC) and stiff, lean clay (CL). The N-values ranged from 12 to 18 bpf.

The descriptions provided in this section are a general summary of the subsurface conditions encountered within the SPT borings. The SPT Boring Logs in Appendix B contain detailed information recorded at each of the boring locations.

4.4 Groundwater Conditions

Groundwater measurements were made at the boring locations during exploration. The groundwater depth in boring B-3 was about 36.5 feet below existing grades at the time of the exploration. Borings B-2, B-4, and B-5 did not encounter groundwater during drilling but experienced cave-in depths ranging from approximately 34 to 41 feet beneath existing grades.

Cave-in depths may be an indicator of groundwater.

The highest groundwater observations are normally encountered in the late winter and early spring. Variations in the location of the long-term water table may occur as a result of changes in precipitation, evaporation, surface water runoff, and other factors not immediately apparent at the time of this exploration. If long term water levels are crucial to the development of this site, it would be prudent to verify water levels with the use of perforated pipes or piezometers.

5.0 ANALYSIS AND RECOMMENDATIONS

The recommendations provided in this report are based upon our understanding of the proposed construction, the information provided to us during this exploration and our past experience with similar conditions. Should any of the information provided to us be changed prior to final design, ECS should be notified to review these recommendations and make appropriate revisions, if necessary.

Because the site has been previously developed, we emphasize the importance of comprehensive subgrade evaluations prior to engineered fill placement, foundation installation, pavement construction, and/or other construction activities. These evaluations may include proofrolling the subgrade soils, excavation of test pits, and performing hand auger borings in footing excavations. The mentioned evaluations would help in identifying areas of soft, loose, or otherwise unsuitable fills, which would require remedial activities.

5.1 Subgrade Preparation

The first step in preparing the site for the proposed construction should be to remove vegetation, rootmat, topsoil, existing footings, existing pavement, deleterious materials and other soft or unsuitable materials from the existing ground surface. These operations should extend at least 10 feet, where possible, beyond the planned limits of the proposed buildings and pavements.

Portions of the site have been modified in the past by previous development. Therefore, unsuitable materials, including buried debris, may be present at the site. Undocumented fills and buried debris were not encountered during our subsurface exploration activities.

After proper clearing, stripping, grubbing, and prior to fill placement, foundation, slab, or pavement construction, the exposed subgrade soils should be carefully evaluated by an experienced geotechnical engineer to identify localized unstable or otherwise unsuitable materials. After evaluating the exposed soils, proofrolling using a smooth drum roller, having an axle weight of at least 10 tons, is suggested to be used at this time to aid in identifying localized soft or unsuitable material which should be removed. The proofrolling will also help densify the upper exposed subgrade soils. During this process, it may be necessary to allow groundwater brought to the surface during densification to recede prior to continued densification or subsequent fill placement. Soft or unsuitable materials identified during proofrolling operations should be either repaired in-place or removed and replaced with an approved backfill placed and compacted in accordance with recommendations of this report.

Due to the presence of loose and soft soils at the boring locations, undercutting should be anticipated the depths of approximately 3 feet.

Site subgrade conditions will be significantly influenced by weather conditions. Subgrades that are evaluated after periods of rainfall will not respond as well to proofrolling as subgrades that are evaluated after periods of more favorable weather. We strongly recommend that rubber tire equipment not be used if subgrade conditions exhibit elevated moisture conditions. The contractor should use tracked equipment to minimize the degradation of marginally stable subgrades.

The preparation of fill subgrades, as well as proposed building subgrades, should be observed on a full-time basis by a representative of ECS. These observations should be performed by a geotechnical engineer, or his representative, to ensure that the unsuitable materials have been removed and that the prepared subgrade is suitable for support of the proposed construction and/or fills.

5.2 Engineered Fill Placement

Following the removal of deleterious surface and subsurface materials, and after achieving a stable subgrade, engineered fills can be placed and compacted to achieve the desired site grades. Fill for support of the proposed construction and for backfill of utility lines within expanded building and pavement limits should consist of an approved material, free of organic matter and debris and cobbles greater than 3 inches, contain less than 35 percent fines content passing the number 200 sieve, and have a Liquid Limit (LL) and Plasticity Index (PI) less than 35 and 9, respectively. We also recommend that fills within structural areas have a standard Proctor (ASTM D 698) maximum dry density of at least 100 pounds per cubic foot (pcf).

Unsuitable fill materials include topsoil, organic materials (OH, OL), and high plasticity clays and silts (CH, MH). Such materials removed during grading operations should be either stockpiled for later use in landscape fills, or placed in approved on or off-site disposal areas.

Existing soils containing significant amounts of organic matter will not be suitable for re-use as engineered fill. As such, the organic content of the near surface soils should be evaluated to determine if some of these soils will be suitable for re-use as engineered fill. Natural fine-grained soils classified as clays or silts (CL, ML) are generally not suitable for re-use as structural fill but upon request may be evaluated by the geotechnical engineer at the time of construction to determine their suitability for use as engineered fill.

Prior to the commencement of fill operations and/or utilization of any off-site borrow materials, the contractor should provide representative samples of the proposed fill soils to the geotechnical engineer. The geotechnical engineer can determine the material’s suitability for use as an engineered fill and develop moisture-density relationships in accordance with the recommendations provided herein. Samples should be provided to the geotechnical engineer at least 3 to 5 days prior to their use in the field to allow for the appropriate laboratory testing to be performed.

Fill materials placed within the building and pavement areas should be placed in lifts not exceeding 8 inches in loose lift thickness and moisture conditioned to within their working range of optimum moisture content. The fills should then be compacted to a minimum of 98 percent of the soil’s standard Proctor (ASTM D 698) maximum dry density. The typical working range of optimum moisture for the natural Coastal Plain soils at the site is expected to be within approximately 3 percent of the optimum moisture content. Care should also be taken to provide a smooth, gently sloping ground surface at the end of each day’s earthwork activities to help reduce the potential for ponding and absorption of surface water.

Grade controls should also be maintained throughout the filling operations. Filling operations should be observed on a full-time basis by a qualified representative of ECS to determine that the required degrees of compaction are being achieved. We recommend that a minimum of one compaction test per 2,500-square-foot area be performed for each lift of controlled fill.

Within trench or other localized excavations at least one test shall be performed for each 200 linear feet of each lift of fill. The elevation and location of the tests should be clearly identified at the time of fill placement. Areas which fail to achieve the required degree of compaction should be re-worked until the specified degree of compaction is achieved. Failing test areas may require moisture adjustments or other suitable remedial activities in order to achieve the required compaction.

Fill materials should not be placed on frozen, frost-heaved, and/or soils which have been recently subjected to precipitation. Wet or frozen soils should be removed prior to the continuation of site grading and fill placement. Borrow fill materials, if required, should not contain excessively wet or frozen materials at the time of placement. Additionally, if grading operations occur during the winter months, frost-heaved soils should be removed prior to placement of engineered fill, granular sub-base materials, foundation or slab concrete, and asphalt pavement materials.

If problems are encountered during the site grading operations, or if the actual site conditions differ from those encountered during our subsurface exploration, the geotechnical engineer should be notified immediately.

5.3 Foundations Recommendations

Shallow Foundations: Provided the subgrade preparation and earthwork operations are completed in strict accordance with the recommendations of this report, the proposed structure can be supported on conventional shallow foundations bearing on approved natural materials and/or properly compacted fill for the proposed building. We recommended a net allowable design soil bearing pressure of up to 1,500 psf for proportioning continuous and isolated column footings. To reduce the possibility of foundation bearing failure and excessive settlement due to local shear or "punching" failures, we recommend that continuous footings have a minimum width of 18 inches and that isolated column footings have a minimum lateral dimension of 30 inches. Furthermore, footings should bear at a depth to provide adequate frost cover protection. For this region, we recommend the bearing elevation be a minimum depth of 12 inches below the finished exterior grade or in accordance with the local building code requirements. Once structural loads and site grades are established, we request that they be provided to us to review our recommendations and make any necessary changes.

The net allowable soil bearing pressure refers to that pressure which may be transmitted to the foundation bearing soils in excess of the final minimum surrounding overburden pressure. The final footing elevation should be evaluated by ECS personnel to verify that the bearing soils are capable of supporting the recommended net allowable bearing pressure and are adequate for foundation construction. These evaluations should include visual observations, hand rod probing, and dynamic cone penetrometer (ASTM STP 399) testing, or other methods deemed appropriate by the geotechnical engineer at the time of construction, in each column footing excavation and at intervals not greater than 50 feet in continuous footing excavations.

The settlement of a structure is a function of the compressibility of the bearing materials, bearing pressure, actual structural loads, fill depths, and the bearing elevation of footings with respect to the final ground surface elevation. Estimates of settlement for foundations bearing on engineered or non-engineered fills are strongly dependent on the quality of fill placed.

Factors which may affect the quality of fill include maximum loose lift thickness of the fills placed and the amount of compactive effort placed on each lift. Provided that the recommendations outlined in this report are strictly adhered to, we expect that total settlements for the proposed construction are expected to be in the range of 1 inch or less, while the differential settlement will be approximately 1/2 of the anticipated total settlement. This evaluation is based on our engineering experience and anticipated structural loadings for this type of structure, and is intended to aid the structural engineer with his design.

5.4 Floor Slab Design

Provided a suitable subgrade will be prepared as recommended herein, ground level slabs can be designed as slabs-on-grade. Our findings indicate that a modulus of subgrade reaction (ks) of 125 pci is appropriate for design provided that the slab subgrade soils have been uniformly compacted to at least 98 percent of their standard Proctor maximum dry density.

We recommend that the slabs-on-grade be isolated from the foundations so that potential differential settlement of the structure will not induce shear stresses in the floor slab. Also, to minimize the crack width of any shrinkage cracks that may develop near the surface of the slab, wire mesh reinforcement or fiber mesh may be included in the slab design. If used, the wire mesh should be located in the top third of the slab to be effective. If fiber mesh is used, fibers should be batched/mixed at the plant and not at the site. In addition, the structural engineer must determine the dosage quantity of fiber to be added.

We also recommend that slabs-on-grade be underlain by a minimum of 6 inches of open graded aggregate to help prevent the capillary rise of subsurface moisture from adversely affecting the slab. Alternatively, clean sand with less than 3 percent fines can be used provided the placement and compaction of the sand complies with the above recommendations. If floor covering such as tile or carpet will be utilized for interior finishes, a polyethylene vapor barrier may be used beneath the floor slab for moisture control considerations.

5.5 Seismic Site Class Determination

The North Carolina Building Code (2009 International Building Code with North Carolina Amendments) requires that a seismic Site Class be assigned for new structures. The seismic Site Class for the site was determined by calculating a weighted average of the N-values of the overburden to the termination depth of 50 feet and interpolating the blow counts thereafter. The method for determining the weighted average value is presented in Section 1613.5.5 of the IBC 2009. The weighted average value for the site is approximately 15.8 bpf. Based on the results of the SPT borings and our evaluation of the site, the site shall be assigned a seismic class “D”.

Based on the IBC 2009, for a seismic site class “D” at latitude 35.0527° and longitude - 78.8784°, the SS value is 0.297, S1 value is 0.101, the SDS value is 0.310, and the SD1 value is

0.162. The seismic design category depends on the design use of the buildings and should be determined by the structural engineer.

The potential for liquefaction at the site is considered low based upon the SPT results and the liquefaction index procedure developed by Iwasaki (1982). Based on our SPT results and our evaluation using a site peak ground acceleration of 0.12, an earthquake event with a magnitude of 7.3 and procedures developed by Idriss/Seed, the liquefaction induced settlement at the subject site is estimated to be less than 1 inch.

5.6 Site Drainage

Positive drainage should be provided around the perimeter of the structure to minimize the potential for moisture infiltration into the foundation and slab subgrade soils. We recommend that landscaped areas adjacent to the structure and pavements be sloped away from the construction and maintain a fall of at least 6 inches for the first 10 feet outward from the structure. Roof drains should discharge at least 5 feet from the building perimeter or directly into below grade stormwater piping. The parking lots, sidewalks, and other paved areas should also be sloped to divert surface water away from the proposed building.

The proper diversion of surface water during site grading and construction will help reduce the potential for delays associated with periods of inclement weather. The proper diversion of surface water is especially critical since portions of the site soils are expected to be moisture sensitive. Based upon our past experience, the use of “crowning” large areas of exposed soils should be useful to help divert surface water from the prepared subgrades.

5.7 Construction Considerations

Exposure to the environment may weaken the soils at the foundation bearing elevation if the foundation excavations remain exposed during periods of inclement weather. Therefore, foundation concrete should be placed the same day that proper excavation is achieved and the design bearing pressure verified. If the bearing soils area softened by surface water absorption or exposure to the environment, the softened soils must be removed from the foundation excavation bottom immediately prior to placement of concrete. If the excavation must remain open overnight, or if inclement weather becomes imminent while the bearing soils are exposed, we recommend that a 2 to 3 inch thick “mud-mat” of “lean” concrete be placed over the exposed bearing soils before the placement of reinforcing steel.

It is imperative to maintain good site drainage during earthwork operations to help maintain the integrity of the surface soils. The surface of the site should be kept properly graded to enhance drainage of surface water away from the proposed construction areas during the earthwork phase of this project. We recommend that surface drainage be diverted away from the proposed building and pavements areas without significantly interrupting its flow. Other practices would involve crowning and sealing the exposed soils daily with a smooth-drum roller at the end of the day’s work to reduce the potential for infiltration of surface water into the exposed soils.

The key to minimizing disturbance problems with the soils is to have proper control of the earthwork operations. Specifically, it should be the earthwork contractor's responsibility to maintain the site soils within a workable moisture content range to obtain the required in-place density and maintain a stable subgrade. Scarifying and drying operations should be included in the contractor's price and not be considered an extra to the contract. In addition, construction equipment cannot be permitted to randomly run across the site, especially once the desired final grades have been established. Construction equipment should be limited to designated lanes and areas, especially during wet periods to minimize disturbance of the site subgrades. It will likely be necessary to utilize tracked equipment during grading operations particularly if the subgrade soils exhibit elevated moisture conditions.

6.0 CLOSING

Our geotechnical evaluation of the site has been based on our understanding of the site, the project information provided to us, and the data obtained during our exploration. The general subsurface conditions utilized in our evaluations have been based on interpolation of subsurface data between the borings. If the project information provided to us is changed, please contact us so that our recommendations can be reviewed and appropriate revisions provided, if necessary. The discovery of any site or subsurface conditions during construction which deviate from the data outlined in this exploration should be reported to us for our review, evaluation and revision of our recommendations, if necessary. The assessment of site environmental conditions for the presence of pollutants in the soil and groundwater of the site is beyond the scope of this geotechnical exploration.

APPENDICES

APPENDIX A

FIGURES

33-3815

APPROXIMATE SITE LOCATION

F a y e tte v ille

V A

M C

D

W in g

G E

O

F a y e tte v ille

, N o r th

C a r o lin a

P R

O P

O S

D

X

P L

O R

A T

IO

N

L O

C A

T

IO

N D

IA

G

R A

M

12/5/16

33-3815

NTS

WEG ACC

PROJECT NO.

SHEET

DATE

SCALE

ENGINEER DRAFTING

B-3

N

W

S

E N

W

S

E

B-2

B-1

B-4

B-5

REFERENCE:

Google Earth

DENOTES APPROXIMATE LOCATION OF SOIL TEST BORING

B-3B-2B-1 B-4 B-5

@ 50’ @ 50’@ 50’

APPENDIX B

BORING LOGS

UNIFIED SOIL CLASSIFICATION SYSTEM (ASTM D 2487)

Major Divisions Group Symbols Typical Names Laboratory Classification Criteria

GW

Well-graded gravels, gravel-sand mixtures, little or no fines Cu = D60/D10 greater than 4

Cc = (D30)2/(D10xD60) between 1 and 3

C le an g ra ve ls (L itt le o r n o fin es

GP

Poorly graded gravels, gravel-sand mixtures, little or no fines Not meeting all gradation requirements for GW d

GMa u

Silty gravels, gravel-sand mixtures

Atterberg limits below “A” line or P.I. less than 4

G ra ve ls

(M or e th an h al f o f c oa rs e fra ct io n is la rg er th an

N o.

s ie ve s iz e)

G ra ve ls w ith fi ne s (A pp re ci ab le a m ou nt o f fin es

GC Clayey gravels, gravel-sand-clay mixtures

Atterberg limits below “A” line or P.I. less than 7

Above “A” line with P.I.

between 4 and 7 are borderline cases requiring use of dual symbols

SW Well-graded sands, gravelly sands, little or no fines

Cu = D60/D10 greater than 6 Cc = (D30)2/(D10xD60) between 1 and 3

C le an s an ds

(L itt le o r n o fin es

SP Poorly graded sands, gravelly sands, little or no fines

Not meeting all gradation requirements for SW d

SMa u

Silty sands, sand-silt mixtures Atterberg limits above “A” line or P.I. less than 4

C oa rs e-gr ai ne d so ils

(M or e th an h al f o f m at er ia l i s la rg er th an N o.

S ie ve s iz e)

S an ds (M or e th an h al f o f c oa rs e fra ct io n is sm al le r t ha n

N o.

s ie ve s iz e)

S an ds w ith fi ne s

(A pp re ci ab le a m ou nt of fin es

SC Clayey sands, sand-clay mixtures D et er m in e pe rc en ta ge s of s an d an d gr av el fr om g ra in -s iz e cu rv e.

D ep en di ng o n pe rc en ta ge o f f in es (f ra ct io n sm al le r t ha n

N o.

s ie ve si ze co ar se -g ra in ed s oi ls a re cl as si fie d as fo llo w s:

Le ss th an p er ce nt

G W

, G P

, S W

, S P

M or e th an pe rc en t G

M , G

C , S

M , S

C to pe rc en t

B or de rl in e ca se s re qu iri ng d ua l s ym bo ls b

Atterberg limits above “A” line with P.I. greater than 7

Limits plotting in CL-ML zone with P.I. between 4 and 7 are borderline cases requiring use of dual symbols

ML

Inorganic silts and very fine sands, rock flour, silty or clayey fine sands, or clayey silts with slight plasticity

CL

Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean claysS ilt s an d cl ay s (L iq ui d lim it le ss th an

0)

OL

Organic silts and organic silty clays of low plasticity

MH

Inorganic silts, micaceous or diatomaceous fine sandy or silty soils, elastic silts

CH Inorganic clays of high plasticity, fat clays

S ilt s an d cl ay s

(L iq ui d lim it gr ea te r t ha n

OH Organic clays of medium to high plasticity, organic silts

Fi ne

-g ra in ed s oi ls (M or e th an h al f m at er ia l i s sm al le r th an N o.

S ie ve

H ig hl y

O rg an ic so ils Pt Peat and other highly organic soils

Plasticity Chart

0 10 20 30 40 50 60 70 80 90 100

Liquid Limit

Pl as tic ity

In de x

"A" line

CH

MH and OH

CL

ML and OL

CL-ML

a Division of GM and SM groups into subdivisions of d and u are for roads and airfields only. Subdivision is based on Atterberg limits; suffix d used when L.L.

is 28 or less and the P.I. is 6 or less; the suffix u used when L.L. is greater than 28.

b Borderline classifications, used for soils possessing characteristics of two groups, are designated by combinations of group symbols. For example: GW- GC,well-graded gravel-sand mixture with clay binder. (From Table 2.16 - Winterkorn and Fang, 1975)

REFERENCE NOTES FOR BORING LOGS

I. Drilling Sampling Symbols

SS Split Spoon Sampler ST Shelby Tube Sampler

RC Rock Core, NX, BX, AX PM Pressuremeter

DC Dutch Cone Penetrometer RD Rock Bit Drilling

BS Bulk Sample of Cuttings PA Power Auger (no sample)

HSA Hollow Stem Auger WS Wash sample

REC Rock Sample Recovery % RQD Rock Quality Designation %

II. Correlation of Penetration Resistances to Soil Properties

Standard Penetration (blows/ft) refers to the blows per foot of a 140 lb. hammer falling 30 inches on a

2-inch OD split-spoon sampler, as specified in ASTM D 1586. The blow count is commonly referred to as the N-value.

A. Non-Cohesive Soils (Silt, Sand, Gravel and Combinations)

Density Relative Properties 0 to 4 blows/ft Very Loose Adjective Form 12% to 49%

5 to 10 blows/ft Loose With 5% to 12%

11 to 30 blows/ft Medium Dense

31 to 50 blows/ft Dense

Over 51 blows/ft Very Dense

Particle Size Identification

Boulders 12 inches or larger

Cobbles 3 inches to 12 inches

Gravel Coarse ¾ inch to 3 inches

Fine 4.75 mm to ¾ inch

Sand Coarse 2.00 mm to 4.75 mm

Medium 0.425 mm to 2.00 mm

Fine 0.075 mm to 0.425 mm

Silt and Clay Less than 0.075 mm

B. Cohesive Soils (Clay, Silt, and Combinations)

Blows/ft Consistency Unconfined

Comp. Strength Qp (tsf)

Degree of Plasticity

Plasticity Index

0 to 2 Very Soft Under 0.25 None to slight 0 – 4

3 to 4 Soft 0.25-0.49 Slight 5 – 7

5 to 8 Medium Stiff 0.50-0.99 Medium 8 – 22

9 to 15 Stiff 1.00-1.99 High to Very High Over 22

16 to 30 Very Stiff 2.00-3.99

31 to 50 Hard 4.00–8.00

Over 50 Very Hard Over 8.00

III. Water Level Measurement Symbols

WL Water Level BCR Before Casing Removal DCI Dry Cave-In

WS While Sampling ACR After Casing Removal WCI Wet Cave-In

WD While Drilling Groundwater Level at Time of Drilling

GWT Day After Drilling

The water levels are those levels actually measured in the borehole at the times indicated by the symbol. The measurements are relatively reliable when augering, without adding fluids, in a granular soil. In clay and plastic silts, the accurate determination of water levels may require several days for the water level to stabilize. In such cases, additional methods of measurement are generally applied.

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

SS

SS

SS

SS

SS

SS

SS

SS

(SM) SILTY FINE SAND, Tan, Moist, Very

Loose

(CL) SANDY LEAN CLAY, Tan, Moist, Stiff

(CL) LEAN CLAY, Gray/Red, Moist, Stiff

(SP-SC) FINE SAND WITH CLAY, Tan/Red, Moist, Medium Dense

(SC) CLAYEY FINE SAND, Red/Brown, Moist, Loose

(SM) SILTY FINE SAND, Tan/Brown/Orange/

Yellow, Moist, Medium Dense

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-1

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

BLOWS/FT

S-9

S-10

SS

SS

(SM) SILTY FINE SAND, Tan/Brown/Orange/

Yellow, Moist, Medium Dense

END OF BORING @ 40'

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-1

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

SS

SS

SS

SS

SS

SS

SS

SS

(CL) SANDY LEAN CLAY, Tan, Moist, Very Soft

(CL) LEAN CLAY, Tan/Red/Orange, Moist, Stiff

(CL) SANDY LEAN CLAY, Orange/Tan, Moist, Stiff

(SM) SILTY FINE SAND, Tan/Orange/Yellow, Moist, Loose To Medium Dense

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-2

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 34'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-9

S-10

SS

SS

(SM) SILTY FINE SAND, Tan/Orange/Yellow, Moist, Loose To Medium Dense

END OF BORING @ 40'

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-2

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 34'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

SS

SS

SS

SS

SS

SS

SS

SS

(CL) SANDY LEAN CLAY, Tan/Red, Moist, Very Soft To Stiff

(CL) LEAN CLAY, Red, Moist, Stiff

(CL) SANDY LEAN CLAY, Red/Orange, Moist, Medium Stiff

(SC) CLAYEY FINE SAND, Red/Orange, Moist, Loose

(SC) CLAYEY FINE TO MEDIUM SAND,

Orange/Yellow, Moist, Loose

(SC) CLAYEY FINE SAND, Orange/Yellow, Moist, Medium Dense To Loose

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-3

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 36.5 WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 37.0'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-9

S-10

S-11

S-12

SS

SS

SS

SS

(SC) CLAYEY FINE SAND, Orange/Yellow, Moist, Medium Dense To Loose

(SP-SC) FINE TO MEDIUM SAND WITH CLAY,

Dark Orange/Red, Moist, Very Loose

(SC) CLAYEY FINE TO MEDIUM SAND,

Orange, Wet, Medium Dense

(CL) LEAN CLAY, Red/Gray, Wet, Stiff

END OF BORING @ 50'

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-3

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL 36.5 WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 37.0'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

SS

SS

SS

SS

SS

SS

SS

SS

(CL) SANDY LEAN CLAY, Gray, Wet, Very Soft

(CL) LEAN CLAY, Red/Tan, Moist, Medium Stiff

(CL) SANDY LEAN CLAY, Tan, Moist, Stiff

(CL) LEAN CLAY, Red/Tan, Moist, Stiff

(CL) SANDY LEAN CLAY, Orange, Moist, Medium Stiff

(SC) CLAYEY FINE TO MEDIUM SAND,

Orange/Red, Moist, Loose

(SM) SILTY FINE SAND, Tan/Yellow/Orange, Moist, Loose To Medium Dense

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-4

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 41'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-9

S-10

S-11

S-12

SS

SS

SS

SS

(SM) SILTY FINE SAND, Tan/Yellow/Orange, Moist, Loose To Medium Dense

END OF BORING @ 50'

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-4

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 41'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-1

S-2

S-3

S-4

S-5

S-6

S-7

S-8

SS

SS

SS

SS

SS

SS

SS

SS

(SM) SILTY FINE SAND, Gray, Moist, Very

Loose

(CL) SANDY LEAN CLAY, Red/Brown/Tan, Moist, Medium Stiff To Very Stiff

(CL) LEAN CLAY, Yellow/Orange, Moist, Stiff

(SC) CLAYEY FINE SAND, Red/Brown, Moist, Loose

(CL) SANDY LEAN CLAY, Gray/Red, Moist, Stiff

(SM) SILTY FINE SAND, Yellow/Red/Orange, Moist, Loose To Medium Dense

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-5

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

CONTINUED ON NEXT PAGE.

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 40'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

S-9

S-10

S-11

S-12

SS

SS

SS

SS

(SM) SILTY FINE SAND, Yellow/Red/Orange, Moist, Loose To Medium Dense

(SM) SILTY FINE TO MEDIUM SAND, Orange, Moist, Medium Dense

END OF BORING @ 50'

CLIENT

Atriax Group

JOB #

33:3815

BORING #

B-5

SHEET

PROJECT NAME

Fayetteville VAMC - D Wing GEO

ARCHITECT-ENGINEER

SITE LOCATION

Ramsey Street, Fayetteville, Cumberland County, NC

NORTHING EASTING STATION

THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES. IN-SITU THE TRANSITION MAY BE GRADUAL.

WL WS WD BORING STARTED 11/13/16 CAVE IN DEPTH @ 40'

WL(SHW) WL(ACR) BORING COMPLETED 11/13/16 HAMMER TYPE Auto

WL RIG Track FOREMAN Travis DRILLING METHOD HSADRILLING METHOD HSA

D E

P T

H

F T

S A

M P

L E

N O

S A

M P

L E

T Y

P E

S A

M P

L E

D

IS

T (I

N

R E

C O

V E

R Y

IN

SURFACE ELEVATION

DESCRIPTION OF MATERIAL

W A

T E

R L

E V

E L S

E L E

V A

T

IO

N

F T

B L O

W S

/6

10 20 30 40 50+

20% 40% 60% 80% 100%

1 2 3 4 5+

ENGLISH UNITS

BOTTOM OF CASING LOSS OF CIRCULATION

CALIBRATED PENETROMETER TONS/FT2

PLASTIC

LIMIT %

WATER

CONTENT %

LIQUID

LIMIT %

ROCK QUALITY DESIGNATION & RECOVERY

RQD% REC.%

STANDARD PENETRATION

APPENDIX C

GENERAL CONDITIONS

General Conditions

The analysis, conclusions, and recommendations submitted in this report are based on the exploration previously outlined and the data collected at the points shown on the attached location plan. This report does not reflect specific variations that may occur between test locations. The borings were located where site conditions permitted and where it is believed representative conditions occur, but the full nature and extent of variations between borings and of subsurface conditions not encountered by any boring may not become evident until the course of construction. If variations become evident at any time before or during the course of construction, it will be necessary to make a re-evaluation of the conclusions and recommendations of this report and further exploration, observation, and/or testing may be required.

This report has been prepared in accordance with generally accepted soil and foundation engineering practices and makes no other warranties, either expressed or implied, as to the professional advice under the terms of our agreement and included in this report. The recommendations contained herein are made with the understanding that the contract documents between the owner and foundation or earthwork contractor or between the owner and the general contractor and the foundation, excavating and earthwork subcontractors, if any, shall require that the contractor certify that all work in connection with foundations, slabs, pavements, compacted fills and other elements of the foundation or other support components are in place at the locations, with proper dimensions and tolerances, as shown on the plans and specifications for the project.

Further, it is understood the contract documents will specify that the contractor will, upon becoming aware of apparent or latent subsurface conditions differing from those disclosed by the original soil exploration work, promptly notify the owner, both verbally to permit immediate verification of the change, and in writing, as to the nature and extent of the differing conditions and that no claim by the contractor for any conditions differing from those anticipated in the plans and specifications and disclosed by the soil studies will be allowed under the contract unless the contractor has so notified the owner both verbally and in writing, as required above, of such changed conditions.