Attch 11 Report of Geotechnical Services.pdf

Professional Service Industries, Inc. 7950 N.W. 64 Street Miami, FL 33166 305/471-7721 Fax 305/593-1915 FL Engineering Business 3684

October 26, 2011

BARKLEY CONSULTING ENGINEERS, INC.

3494 Martin Hurst Road Tallahassee, Florida 32312

Attention: Mr. Douglas R. Barkley, M.S., P.E., President

Re: Report of Geotechnical Engineering Services

VA Medical Center West Palm Beach – Proposed Mental Health Domiciliary 7305 North Military Trail, West Palm Beach, Florida PSI Project No. 0397-368 BCEI Project No. 11-00037

Dear Mr. Barkley:

Professional Service Industries, Inc. (PSI) has completed a geotechnical engineering study in connection with the noted project. Our services were provided in general accordance with PSI Proposal No. P0-0397-37883, dated September 27, 2011. Authorization to proceed was by means of a signed agreement of our proposal by Mr. Barkley on October 3, 2011.

1.0 PROJECT INFORMATION

The VA Medical Center is located at the northwest corner of the intersection of North Military Trail and West Blue Heron Boulevard in Palm Beach Gardens, Palm Beach County, Florida.

More specifically, the subject site is located at the northeast quadrant of the VA Medical Center, north of an existing lake. A site vicinity map identifying the project location with respect to existing streets and features is presented on Sheet 1 of the Appendix.

At the time of our study, a major portion of the site existed as a paved parking/drive area (pervious concrete surface) with associated landscape islands. Photographs from our site visit are presented on Sheet 2 of the Appendix.

As we understand from your memorandum dated September 14, 2011, the proposed development will include the construction of a two story Mental Health Domiciliary structure consisting of masonry load bearing walls and a slab on grade system. The wall and column loads for the structure are expected to be 4.9 kips/foot and 160 kips, respectively. Furthermore, it is our understanding that previously a canal easement existed on the north side of the property, which has since been infilled. Lastly, we understand that recommendations for pavement and stormwater management systems are not required at this time; therefore, this report only pertains to the proposed building component.

If any of the noted information is incorrect or has changed, please notify PSI so that we may amend the recommendations presented in this report, if appropriate.

VA Medical Center West Palm Beach Page 2 7605 North Military Trail, West Palm Beach, Florida

2.0 FIELD TESTING

To evaluate subsurface conditions at the site, we drilled/sampled nine Standard Penetration Test (SPT) borings that were advanced to depths of 20 and 30 feet below grade. Borings B-2, B-6 and B-8, located along the north line of the property, were advanced to depths of 30 feet in order to verify the suitability of the canal infill material. The field exploration locations were identified in a plan supplied by Barkley Consulting Engineers, Inc. They were marked in the field in coordination with Mr. Kyle Corce, P.E., with the Department of Veteran Affairs. With the exception of borings B-1 and B-5 (which were performed through the concrete surface), all borings were performed in landscape islands. The approximate locations of the borings are presented on Sheet 3 of the Appendix.

After seating the sample spoon six inches, the number of successive blows required to drive the sampler twelve inches into the soil constitutes the test result commonly referred to as the "N" value. The “N” value has been empirically correlated with various soil properties and is considered to be indicative of the relative density of cohesionless soils and the consistency of cohesive materials. The SPT borings were performed using a CME-75 truck mounted drill rig equipped with an automatic hammer. The recovered split spoon samples were visually classified in the field and transported to the laboratory for further review. Following completion of our field services, all boreholes were backfilled with excavated soil/rock, the concrete surface patched where necessary and the site generally cleaned, as required.

3.0 SUBSURFACE AND GROUNDWATER CONDITIONS

3.1 GENERAL

The soil types encountered at the boring locations are presented as individual logs within the Appendix. The stratification presented is based on visual observation of the recovered soil samples and the interpretation of the field logs by a geotechnical engineer. Included with the logs are the N-values and groundwater levels measured at the time the borings were drilled.

3.2 SOIL BORING RESULTS

The results of our borings performed for the study generally revealed a surficial topsoil or concrete cover underlain by fill material comprising fine sand with or without limerock that persisted to a depth of 2 feet below grade. The fill material was in turn underlain by very loose to medium dense fine sand with occasional shell fragments that persisted to the maximum termination depth of the explorations at 30 feet below grade.

The borings performed within the canal easement disclosed soil conditions consisting of very loose to loose fine sand which is considered suitable for the planned construction after completion of conventional site preparation procedures as noted in this report.

Please refer to the individual boring logs presented in the Appendix for details on the subsurface conditions at specific exploration locations.

VA Medical Center West Palm Beach Page 3

3.3 GROUNDWATER CONDITIONS

The groundwater table was observed in the borings at depths ranging from 2.4 to 3.3 feet below existing grade at the time of drilling. The difference in the water level is primarily a result of changes in ground surface elevation between the borehole locations. It should be noted that groundwater levels fluctuate seasonally in response to rainfall and the infiltration rate of the soil. Therefore, at a time of the year different from the time of drilling, there is a possibility of a change in the recorded levels. We estimate that during the peak of the wet hydroperiod, with rainfall and recharge at a maximum, groundwater levels at the site could be one to two feet higher than those reported herein.

We recommend that the contractor determine the actual groundwater levels at the time of construction to assess groundwater impact on the construction procedure.

4.0 FOUNDATION RECOMMENDATIONS

4.1 GENERAL

After completion of site preparation procedures as noted in Section 5.0 of the report, the structure can be supported on shallow foundations that are designed using a maximum net allowable bearing pressure of 3,000 pounds per square foot (psf), resting on compacted approved structural fill material or densified native soils. For load combinations that include wind forces, the design bearing pressure can be increased by one third as permissible by Code.

The bottom of the footings should be at least 18 inches below the finished exterior grade in order to provide confinement. We further recommend that the footings supporting isolated columns have a minimum width of 36 inches and that continuous footings have a minimum width of at least 18 inches, even if those dimensions produce a bearing pressure less than the allowable. The purpose of limiting the minimum footing size is to prevent a "punching" shear failure and to reduce the possibility of bearing on an isolated weak zone.

Foundations subject to transient lateral loads will resist these forces through a combination of base shearing resistance mobilized at the footing-subgrade interface and earth pressure acting on the vertical faces of the footings at right angles to the direction of applied load. Base shearing resistance may be determined using a friction factor of 0.55. Passive earth pressure resistance should be computed using an equivalent fluid pressure of 180 pounds per square foot per foot of depth, for granular backfill material. Resistance to sliding determined in accordance with the noted parameters should be considered available/ultimate resistance. Accordingly, the design for sliding resistance should include a factor of safety. We recommend that a factor of safety of at least 1.5 be used.

To calculate the resistance of a footing to uplift forces, a prismatic failure block with vertical faces should be assumed above the footing base. The resisting forces will be provided by the combination of footing weight, overburden soil weight in the failure block, and shearing resistance along the faces of the soil block. The weight of the soil above the water table should be taken as 110 pounds per cubic foot (pcf). For submerged soil, a buoyant weight of 48 pcf should be used.

The factor of safety against uplift should not be less than 1.5.

VA Medical Center West Palm Beach Page 4

4.2 SETTLEMENT OF SHALLOW FOUNDATIONS

The amount of settlement of a structure founded on top of granular soils is primarily governed by the elastic compressibility of the material, the size and depth of its foundations, and the pressure imposed on the supporting materials by the foundations. Based on the field test data obtained, our experience with similar structures and empirical relationships for bearing capacity and settlement, we have estimated that the maximum total settlement of the foundations will be less than one inch. Differential settlement, between adjacent foundations, should be approximately one-half of the total settlement movement. Angular distortions that occur along wall footings due to differential settlement are not expected to be more than 1 in 600 (i.e. one half inch in 25 feet).

Compacted structural fill that will provide support to the footings have very low compressibility characteristics and any settlement due to pressure applied by the foundations is likely to occur almost immediately upon application of the loads. In this case, nearly all of the settlement of the structure foundations due to dead loads is expected to take place during construction. The portion of the settlement due to the live load of the building will generally take place soon after the first application of this load.

Our settlement estimates are contingent upon subgrade preparation being carried out as recommended herein. Total and differential settlements of the noted magnitudes are usually considered tolerable for the anticipated construction; however, the tolerance of the proposed structure to the predicted total and differential settlements should be confirmed by the structural engineer/architect. Additionally, our settlement estimates are based on the foundation loads being on the order of magnitude noted earlier in Section 1.0 of this report.

4.3 FLOOR SLAB RECOMMENDATIONS

We recommend that the procedures described in Section 5.0 of this report be used to prepare the floor slab subgrade. Ground floor slabs can bear directly on top of compacted structural fill material. A modulus of subgrade reaction value of 150 pounds per cubic inch (pci) may be used for design.

To avoid potential moisture problems, we recommend that floor slab subgrade soils be covered with a vapor barrier (such as visqueen, normally 6 mil thick) prior to constructing the slab-on-grade floors. The floor slabs should be reinforced to make them as rigid as practical. Proper joints should be provided at the junctions of the slabs and foundation system so that a small amount of independent movement can occur without causing structural damage. An ultimate friction factor of 0.21 should be used for the vapor barrier-soil interface with an appropriate factor of safety used.

VA Medical Center West Palm Beach Page 5

5.0 SITE PREPARATION

5.1 GENERAL

Based on the results of our field exploration, we anticipate site preparation procedures to include the steps listed below:

1. The location of any existing underground utility lines within the construction area should be established. Provisions should be made to relocate any interfering utility lines within the construction area. Abandoned utilities should be removed or grouted to reduce the possibility of subsurface erosion that could result in future settlement.

2. Site preparation for the proposed development should include stripping and removal of the topsoil, concrete slabs to expose clean granular soils. All construction debris and unwanted ground cover (topsoil, concrete etc.) should be completely removed from the site and properly disposed of. This work should be carried out in accordance with current regulatory criteria.

3. The cleared exposed subgrade should be densified as specified in Section 5.2.

Densification of the soils should be performed within the proposed development areas plus a 5-foot wide perimeter extending beyond the outside edge, where practical. Densification operations should continue until the subgrade soils are firm and unyielding.

4. Any fill required to raise grades should conform to the recommendations in Section 5.3 of the report.

5. It is mandated by federal regulations that all excavations, whether they be utility trenches, basement excavations or footing excavations, be constructed in accordance with the OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, the owner and the contractor could be liable for substantial penalties.

5.2 IN-SITU DENSIFICATION

Following initial site preparation and clearing activities, in-situ densification of the subgrade soils should be performed in the proposed development areas plus a five foot wide perimeter extending beyond the outside edges of the construction areas, where practical. Densification should be accomplished with a self-propelled vibratory roller which imparts a dynamic force of not less than 40,000 pounds. To minimize the effects of compaction induced vibrations on adjacent existing structures, the compaction operation should be limited to a distance not closer than 25 feet from existing structures.

VA Medical Center West Palm Beach Page 6

The maximum drum roller weight to be used between 5 to 25 feet from existing structures should be limited to 4 tons. For distances of less than 5 feet, a walk behind vibratory sled or roller should be used. Compaction of the bearing surface using this equipment should continue until no further vertical settlement of that surface is visually discernible. Any area of the exposed surface that deflects excessively under the weight of the compaction equipment should be excavated approximately 24 inches and replaced with compacted structural fill.

Density control should be exercised in the upper 12 inches of the compacted subgrade. Soils in this interval should be compacted to at least 95 percent of the Modified Proctor maximum dry density determined per ASTM D-1557. Frequent wetting of the subgrade may be necessary during the rolling operations to prevent drying and loosening of the upper 6 to 12 inches of soil.

5.3 STRUCTURAL FILL AND BACKFILL

Proper control of the placement and compaction of new fills for the project should be exercised by a representative of the geotechnical engineer. The fill materials should be placed in lifts not exceeding 12 inches in loose thickness. Each lift should be compacted to at least 95 percent of the Modified Proctor maximum dry density near the optimum moisture content as determined by ASTM D-1557. Fill to be compacted with a vibratory plate tamper or a small walk behind vibratory roller should be placed in lifts not exceeding six inches in loose thickness.

In place density tests should be performed by a qualified soils technician working under the supervision of a geotechnical engineer in accordance with appropriate ASTM procedures. Any fill indicating less than the recommended relative compaction should be recompacted until the required density is obtained prior to the placement of subsequent fill lifts or pouring concrete for substructures.

Structural fill should be free of organic matter and consist of granular material containing less than 12 percent passing the U.S. Standard No. 200 mesh sieve. The fill material may be composed of either clean sands and/or limerock. The fill material should have no particle size in excess of three inches and have a Unified Soil Classification System (USCS) designation of GP, GW, GP-GM, GW- GM, SP, SW, SP-SM or SW-SM.

Structural fill or backfill to be placed below the water table should consist of an inorganic, non-plastic material, free of any man-made debris, limerock with a three inch maximum particle size with ASTM classification (USCS) of GP, GW or FDOT 57 Stone with less than 5 percent material finer than the No. 200 sieve and a maximum particle size of 3 inches. FDOT 57 Stone should not be placed more than one foot above the ambient water table.

The use of a commercially available fill material by the name “Cyclone Sand” should not be permitted for the project. Cyclone sand contains large amounts of fines and is therefore very sensitive to moisture. The moisture sensitivity of the material makes it difficult to compact and achieve the desired densities.

VA Medical Center West Palm Beach Page 7

5.4 GROUNDWATER CONTROL

Groundwater control may likely be required for construction excavations or for removal of temporary perched water from a rain event. Such water can be controlled by pumping from sumps located in ditches or pits. Groundwater should be maintained at the following levels:

1. At least one foot below the bottom of any excavation made during construction operations.

2. At least two feet below the surface of any compaction operations.

Some of the deeper foundations may require dewatering with well points to facilitate construction.

Dewatering systems should be designed and operated so as not to impact adjacent construction.

Additionally, the discharge from dewatering systems should be handled in accordance with current regulatory criteria as related to the same.

5.5 FOUNDATION CONSTRUCTION FOR SHALLOW FOOTINGS

The footings for the proposed structure should be placed on approved compacted structural fill material or densified native soils. It is recommended that the soils exposed at the bottom of the footing excavations be compacted to at least 95 percent of the Modified Proctor maximum dry density just before pouring concrete. If the footing bearing materials become disturbed due to surface water resulting from precipitation and runoff, the disturbed soils should be overexcavated and replaced with compacted limerock which is densified to at least 95 percent of the materials Modified Proctor maximum dry density as determined by ASTM designation D-1557.

All open foundation excavations should be observed and approved by a licensed geotechnical engineer or his representative prior to pouring concrete.

6.0 REPORT LIMITATIONS

Our professional services have been performed, findings obtained, and recommendations prepared in accordance with generally accepted geotechnical engineering principles and practices at the time of this report. This company is not responsible for the conclusions, opinions or recommendations made by others based on this data. No other warranties are implied or expressed. After the plans and specifications are complete, it is recommended that PSI be provided the opportunity to review the final design and specifications, in order to verify that the earthwork and foundation recommendations are properly interpreted and implemented. At that time, it may be necessary to submit supplemental recommendations.

VA Medical Center West Palm Beach Page 8

The scope of investigation was intended to evaluate soil conditions within the influence of the proposed shallow foundations. The analyses and recommendations submitted in this report are based upon the data obtained from the soil borings performed at the locations indicated. If any subsoil variations become evident during the course of this project, a re-evaluation of the recommendations contained in this report will be necessary after we have had an opportunity to observe the characteristics of the conditions encountered. The applicability of the report should also be reviewed in the event significant changes occur in the design, nature or location of the proposed structure.

The scope of our services did not include an environmental assessment for the presence or absence of hazardous or toxic materials in the soil and groundwater. Any statements in this report regarding odors, staining of soils, or other unusual conditions observed are strictly for the information of our client.

This report has been prepared for the exclusive use of Barkley Consulting Engineers, Inc., and their design consultants, for the specific application to the design and construction of a proposed Mental Health Domiciliary in West Palm Beach, Florida.

7.0 CLOSURE

We trust this report is adequate for your current needs; however, should you have any questions or should additional information be required, please do not hesitate to contact our office at (305) 471- 7725.

Respectfully submitted, Professional Service Industries, Inc.

Certificate of Authorization No: 3684

Juan Villegas, P.E. Valerie Raymond, P.E. Dhuruva (Drew) Badri, P.E.

Vice President Project Engineer Senior Engineer FL License No. 60745 FL License No. 72945 FL License No. 68718 cc: Addressee (3 and PDF) Barkley Consulting Engineers, Inc., Attention: Mr. Jamie MacDonnell, P.E. (PDF) File (1 and PDF)

APPENDIX

Sheet 1: Site Vicinity Map Sheet 2: Site Photographs Sheet 3: Boring Location Plan

Individual Boring Logs Drilling and Sampling Procedures, Field Tests and Measurements

P:\397 - Geo\2011 PROJECTS\0397-368-VA Medical Center WPB\0397-368-VA Medical Center WPB.doc

APPENDIX

DATE:

DRAWN

CHKD:

CD

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10/21/2011

SITE VICINITY MAP

SHEET No.:

PSI PROJ. No.: 0397-3681

GEOTECHNICAL ENGINEERING SERVICES

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

APPROXIMATE SITE LOCATION

SITE PHOTOGRAPHS

DRAWN

CHKD:

CD

DB

10/21/2011

SHEET No.:

PSI PROJ. No.: 0397-3682

GEOTECHNICAL ENGINEERING SERVICES

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

DRAWN

CHKD:

CD

DB

10/21/2011

SHEET No.:

PSI PROJ. No.: 0397-3683

BORING LOCATION PLAN

GEOTECHNICAL ENGINEERING SERVICES

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

B2

B1

APPROXIMATE SPT BORING LOCATION

B3

B4

B5

B6

B7

B8

B9

GP

SP

6-4-5-7 N=9

6-7-6-8 N=13

5-4-4-5 N=8

4-4-6-5 N=10

5-2-3-4 N=5

3-2-3 N=5

5-5-4 N=9

Concrete Light Brown/Gray LIMEROCK with Fine Sand Light Brown/Gray Fine SAND

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

2.8 feet

2.8 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-1

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft

10/20/11

10/20/11

P.W.

PSI, Inc.

2" SPLIT BARREL

SS

Automatic

1-1-(WOH)

N=1

(WOH)-1-2

N=1

2-1-2-2 N=3

3-3-4-3 N=7

4-4-5-7 N=9

3-4-4 N=8

4-4-4 N=8

5-4-5 N=9

4-4-4 N=8

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

3.3 feet

3.3 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-2

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

30.0 ft

10/20/11

10/20/11

P.W.

PSI, Inc.

2" SPLIT BARREL

2-3-3-2 N=6

3-3-3-4 N=6

4-3-3-3 N=6

4-4-3-4 N=7

4-5-4-6 N=9

5-4-4 N=8

5-5-5 N=10

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

3.3 feet

3.3 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-3

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft

10/20/11

10/20/11

P.W.

PSI, Inc.

2" SPLIT BARREL

1-1-2-4 N=3

4-5-4-6 N=9

3-4-3-3 N=7

3-4-4-4 N=8

2-2-3-2 N=5

4-4-5 N=9

5-5-4 N=9

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

2.5 feet

2.5 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-4

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft

10/19/11

10/19/11

P.W.

PSI, Inc.

2" SPLIT BARREL

GP

5-5-6-8 N=11

5-6-4-6 N=10

6-6-5-5 N=11

6-8-8-8 N=16

8-7-5-5 N=12

5-5-6 N=11

5-6-5 N=11

Concrete Light Brown/Gray LIMEROCK with Fine Sand and Shell Fragments Light Brown/Gray Fine SAND

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

2.8 feet

2.8 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-5

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft

10/20/11

10/20/11

P.W.

PSI, Inc.

2" SPLIT BARREL

1-2-2-1 N=4

1-1-2-2 N=3

2-2-3-2 N=5

3-3-3-3 N=6

3-4-4-5 N=8

4-4-5 N=9

4-4-5 N=9

4-5-5 N=10

5-4-4 N=8

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

3.3 feet

3.3 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-6

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

30.0 ft

10/20/11

10/20/11

P.W.

PSI, Inc.

2" SPLIT BARREL

SP

2-2-4-5 N=6

5-5-5-6 N=10

6-6-5-7 N=11

6-7-7-9 N=14

5-5-4-5 N=9

4-5-7 N=12

4-4-6 N=10

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

Light Brown/Gray Fine SAND with Shell Fragments

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

2.4 feet

2.4 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-7

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft

10/19/11

10/19/11

P.W.

PSI, Inc.

2" SPLIT BARREL

SP

1-1-3-4 N=4

3-2-2-2 N=4

3-4-4-5 N=8

4-5-5-6 N=10

3-3-3-4 N=6

3-3-3 N=6

3-4-3 N=7

4-5-5 N=10

5-5-5 N=10

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

Light Brown/Gray Fine SAND with Shell Fragments

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

2.8 feet

2.8 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-8

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

30.0 ft

10/19/11

10/19/11

P.W.

PSI, Inc.

2" SPLIT BARREL

SP

1-1-2-4 N=3

4-5-4-4 N=9

5-5-5-5 N=10

6-6-5-7 N=11

5-4-4-4 N=8

4-4-6 N=10

5-4-7 N=11

Brown Fine SAND with Traces of Limerock and Roots (TOPSOIL) Light Brown/Gray Fine SAND

Light Brown/Gray Fine SAND with Shell Fragments

PL

E le v a ti o n fe e t)

LL

4.0

R e c o v e ry in c h e s

Station: N/A Offset: N/A

The stratification lines represent approximate boundaries. The transition may be gradual.

D e p th (f e e t)

Sample Types:

STRENGTH, tsf

2.8 feet

2.8 feet

N/A

0397-368

VA MEDICAL CENTER WEST PALM BEACH

7305 NORTH MILITARY TRAIL

PALM BEACH COUNTY, FLORIDA

Additional Remarks

U S C S C la s s if ic a ti o n

Boring Location:

Qp

Sheet 1 of 1

Professional Service Industries, Inc.

7950 N.W. 64th Street Miami, FL 33166 Telephone: (305) 471-7725 Fax: (305) 593-1915

S a m p le T y p e

2.0

While Drilling

Upon Completion

Delay

Drilling Method:

Sampling Method:

Hammer Type:

WATER LEVELS

M o is tu re

Moisture

MATERIAL DESCRIPTION

STANDARD PENETRATION

TEST DATA

N in blows/ft

PSI Job No.:

Project:

Location:

Latitude:

Longitude:

Drill Rig:

Remarks:

Shelby Tube

Hand Auger

Calif. Sampler

Texas Cone

S P T B lo w s p e r -i n c h S S

Qu

Auger Cutting

Split-Spoon

Rock Core

Refer to Sheet 3

S a m p le N o

G ra p h ic L o g

LOG OF BORING B-9

Completion Depth:

Date Boring Started:

Date Boring Completed:

Logged By:

Drilling Contractor:

20.0 ft

10/19/11

10/19/11

P.W.

PSI, Inc.

2" SPLIT BARREL

DRILLING AND SAMPLING PROCEDURES

The borings were performed with a drill rig equipped with a rotary head. The drill holes were advanced by the use of a high speed rollercone bit, with bentonite drilling fluid being pumped through the drill rods to remove the cuttings and to stabilize the side walls and bottom of the hole.

Representative samples were obtained by the use of split-barrel sampling procedures in general accordance with the procedures for "Penetration Test and Split-Barrel Sampling of Soils" (ASTM D- 1586).

FIELD TESTS AND MEASUREMENTS

Penetration Tests - During the sampling procedure, Standard Penetration Tests (SPT) were performed at pre-determined intervals to obtain the standard penetration value (N) of the soil. The standard penetration value (N) is defined as the number of blows of a 140 pound hammer, falling thirty (30) inches, required to advance the split-barrel sampler one (1) foot into the soil. The sampler is lowered to the bottom of the previously cleaned drill hole and advanced by blows from the hammer. The number of blows is recorded for each of three (3) successive increments of six (6) inches penetration. The "N" value is obtained by adding the second and third incremental numbers.

Water Level Measurements - Water level depths were obtained during the boring operations. In relatively pervious soils, such as sandy soils, the indicated depths are usually reliable groundwater levels. Seasonal variations, tidal conditions, temperature, land-use, and recent rainfall conditions may influence the depths to the groundwater.

Ground Surface Elevations - Ground surface elevations at the boring locations were not provided.

Therefore, all references to depth of the various strata and materials encountered are from existing grade at the time of drilling.