Draft_Geotechnical_Report.pdf

DRAFT SOLICITATION

FA6703-13-R-0004

GEOTECHNICAL REPORT

pages 1-54

JANUARY 2013

SEA

SAILORS ENGINEERING ASSOCIATES, INC.

1675 SPECTRUM DRIVE • LAWRENCEVILLE, GEORGIA 30043 • TEL (770) 962-5922 • FAX 962-7964

May 31, 2011

James Busi

94 MSG/CE

884 Industrial Drive Building 501 Dobbins Air Reserve Base, GA 30069

Re: Geotechnical Investigation Storm Sewer Upgrade Dobbins Air Reserve Base Marietta, Georgia; Cobb Co.

SEA Job #091-245

Gentlemen:

In accordance with your written authorization, Sailors Engineering Associates, Inc. (SEA) has completed the geotechnical investigation for the subject project and is pleased to submit this report with our conclusions and recommendations.

On November 27, 2009, Sailors Engineering Associates, Inc. (SEA) performed a geotechnical investigation which consisted of three soil test borings of a portion of the project area. A preliminary geotechnical report dated December 17, 2009 was submitted. At your request we have returned to the project area and performed twelve additional soil test borings and one additional offset boring to further evaluate the subsurface conditions in the project area. Three additional offset borings were performed to obtain undisturbed soil samples. The information obtained in the previous investigation has been combined with information obtained in the latest borings for the preparation of this report.

GENERAL

It is our understanding that upgrades for the existing storm sewer system around the existing airfield are planned for the Dobbins Air Reserve Base Sailors Engineering Associates, Inc. was asked to provide subsurface information for three sections of the improvements as described below:

1) One section extends along a line which connects borings B-7, B-3, B-8, B-2 and B-1. This will include 72 and 84 inch square pre cast concrete box culverts, 84 inch HDPE pipe installed under a taxiway through 96 inch steel casing, and 96 inch HDPE pipe installed under the runway

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through 108 inch steel casing. The invert depths for this section will range from about 24 feet at B-8 to about 34 feet at B-1.

2) Another section extends from B-4 past B-6 and will include 48 inch HDPE pipe under a taxiway and 48 inch reinforced concrete pipe. The invert depths for this section range from about 6 to 7 feet.

3) A third section extends along a line that connects B-9, B-10, B-11, B-12, B-13, B-14, B-15.

This will include 48 inch HDPE installed under a taxiway through 60 inch steel casing, 48 inch ultra flow pipe, 54 inch reinforced concrete pipe and 54 inch HDPE installed under the runway and another taxiway through 66 inch steel casing. The invert depths along this section will range from about 14 to about 24 feet.

Of particular concern in our investigation was information regarding near surface ground water or rock that would be encountered during installation of the new storm sewer sections. Specific information with respect to strength and permeability of the soils has also been provided that could be considered by contractors in evaluating dewatering, slope excavation and excavation bracing techniques for construction. Since the borings are so widely spaced significant differences in subsurface conditions could be encountered along the sections investigated and in other areas of proposed system improvements in areas not investigated.

AREA GEOLOGY

Marietta, Georgia is located in the physiographic province known as the Piedmont which extends from the Hudson River at the north to Alabama at the south. The Piedmont is the least mountainous part of the Appalachian Highlands. The surface of the Piedmont can be described as a broadly undulating or rolling topography with low knobs or ridges, and valleys 30 to 300 feet thick. The underlying crystalline rocks of the Piedmont are metamorphic schists, gneisses, quartzites and slates, and igneous granites and gabbros. In the Dobbins Air Reserve Base area the majority of the site (western 2/3) base rock consists of Biotitic Gneiss/Mica Schist/Amphibolite and the (eastern 1/3) if Mica Schist/Gneiss/Amphibolite.

FIELD INVESTIGATION

On November 27, 2009, Sailors Engineering Associates, Inc. (SEA) performed a geotechnical investigation for the project area which consisted of three soil test borings. A preliminary geotechnical report dated December 17, 2009 was submitted. At your request we returned to the project area and performed twelve additional soil test borings and one additional offset boring to further evaluate the subsurface conditions in the project area. Three additional offset borings were performed to obtain undisturbed soil samples. Two hand auger probing were also performed in a proposed gabion basket retaining wall area. Each of the soil test boring locations is shown on the attached Boring Plan.

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The soil test borings were extended through soils by mechanical drilling procedures using continuous spiral hollow auger flights with a steel fingered Hawthorne bit as the cutting device.

The consistencies of the underlying soils were determined by Standard Penetration Testing in accordance with ASTM Specification D1586. Samples were obtained with a standard 1.4 inch I.D., 2.0 inch O.D., split tube sampler as illustrated in the Appendix. The sampler was first seated 6.0 inches to penetrate any loose cuttings; then it was driven an additional foot with blows of a 140 pound hammer falling 30.0 inches. The number of hammer blows required to drive the sampler each 6.0 inch increment is recorded in the Boring Logs. The number of blows required to drive the sampler the final foot is the standard penetration resistance.

At three locations attempts were made to obtain relatively undisturbed samples of the soil using thin walled 3 inch diameter steel tubes (Shelby tubes) hydraulically pushed into the soil (ASTM D 1587). The holes were advanced to the sampling depths by hollow stem auger techniques with

3.25 inch inside diameter hollow stem augers. The samples obtained were sealed against moisture loss and returned to our laboratory for testing.

SEA installed temporary groundwater piezometers in three soil borings, B-8, B-11 and B-14, to conduct aquifer tests. B-8, B-11 and B-14 were advanced to penetrate the water table a depth of 34 feet below the ground surface (bgs), at 30 feet bgs and at 39 feet bgs, respectively. The borings were advanced using hollow-stem auger drilling techniques (nominal 4.5-in ID). The piezometers were constructed using precleaned, individually wrapped 2-inch diameter, PVC well screen and casing. A ten foot piece of 0.010-inch slotted screen was installed in each open boring and brought to the ground surface with solid PVC riser. A watertight cap was used to seal the well casing. The annulus between the well screen and the wall of the boring was backfilled with washed and sorted filter sand to approximately two feet above the well screen. An impermeable bentonite clay seal was then be placed over the sand approximately two feet in thickness.

Following installation, the piezometers properly developed by removing a minimum of three well volumes of groundwater to allow the formation to recharge. Once the groundwater had stabilized, aquifer tests were conducted to determine the hydraulic conductivity. The aquifer properties were evaluated at each of the piezometers locations in accordance with the Bouwer and Rice Method for determining hydraulic conductivity. The screened intervals were fully submerged therefore both slug in and slug out tests were performed on the wells. The slug in test was performed first followed by the slug out test. This was accomplished by placing the probe into the well and allowing it to stabilize. Then a 1.5 inch diameter PVC slug filled with washed filter sand was lowered into the well and the response was monitored using an Instruments Northwest PT2X data logger. Once the water table returned to the static level, the slug was removed and the response recorded using the data logger. Several tests were run on each well.

The data collected from B-11 was not processed because the water table was at the ground surface producing erratic results. Only the slug out data from B-8 and B-14 were processed using Bouwer and Rice Method. The average hydraulic conductivity of 5.74E-03 centimeters per second (cm/sec) was calculated for B-8 and 2.07E-02 cm/sec was calculated for B-14.

Water level observations were made during drilling operations. The elevation of the water table fluctuates during the year and is directly related to the amount of rainfall in the months prior to observation. To obtain accurate water table elevation measurements stand pipe piezometers

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were set at boring locations B-1, B-2, B-3, B-4, B-5, B-6, B-7, B-9, B-10, B-12, B-13 and B-15.

Water level readings obtained from the piezometers at various depths are tabulated in the Conclusions and Recommendations section of the report.

The elevations shown on the boring logs were interpolated for information shown on plan and profile sheets provided by Merrick and Company and are presumed accurate to + foot.

LABORATORY INVESTIGATION

Samples of soil were obtained to perform Consolidated-Undrained Triaxial Test (ASTM D4767), Standard Proctor (ASTM D698), grain size distribution (ASTM D422) and moisture content (ASTM D2216) determinations. The test results are listed below.

NATURAL DENSITY AND CONSOLIDATED UNDRAINED MULT-STAGE

TRIAXIAL SHEAR TEST WITH BACKPRESSURE SATURATION AND

PORE WATER PRESSURE MEASUREMENTS

Effective Stress Parameters

Total Stress Parameters

Boring No.

Depth

(ft)

Moisture Content (%)

Dry Density

(pcf)

Phi

(Deg.)

Cohesion

(psi)

Phi

(Deg.)

Cohesion

(psi) B-7 13-15 28.0 97.2 28.7 3.5 19.8 2.0 B-7 23-25 24.9 87.5 --- --- --- ---

B-12 8-10 20.7 111.9 28.9 2.0 25.5 0.2 B-12 18-20 18.7 99.8 29.6 0.5 21.5 1.0 B-14 8-10 30.7 88.8 34.6 1.0 22.2 0.8 B-14 15-17 35.7 90.7 24.6 4.0 19.6 2.5

* Undisturbed soil samples obtained by use of Shelby tubes

STANDARD PROCTOR DETERMINATION

Proctor Number

Location

Depth

Dry Unit Weight

(pcf)

Optimum Moisture Content

1 B-5 3.0-5.0 105.2 19.0 2 B-8 15.0-20.0 104.3 20.1

3 B-10 10.0-15.0 107.8 14.9 4 B-14 10.0-15.0 106.0 18.9

Graph of the result is included in the appendix

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GRAIN SIZE DISTRIBUTION

Boring No.

Depth (ft)

% passing the #200 sieve*

Unified Soil Classification

B-5 3.0-5.0 40.4 SM

B-8 15.0-20.0 48.5 SM

B-10 10.0-15.0 35.0 SM

B-14 10.0-15.0 59.3 ML

*Graphs of gradation results are included in the appendix

MOISTURE CONTENT DETERMINATION

No. Depth (ft)

Moisture Content

Boring

No.

Depth

(ft)

Moisture Content

Depth (ft)

Moisture Content

B-4 0.0-1.5 14.6 B-5 0.0-1.5 21.3 B-6 0.0-1.5 26.1

2.5-4.0 6.5 2.5-4.0 17.9 2.5-4.0 18.8 5.0-6.5 23.8 5.0-6.5 19.4 5.0-6.5 24.7 8.5-10.0 8.9 8.5-10.0 26.8 8.5-10.0 29.1

B-7 0.0-1.5 20.8 B-8 0.0-1.5 23.1 B-9 0.0-1.5 22.0 2.5-4.0 30.8 2.5-4.0 19.9 2.5-4.0 25.3 5.0-6.5 16.8 5.0-6.5 24.8 5.0-6.5 28.3 13.5-15.0 29.1 8.5-10.0 19.5 8.5-10.0 17.1

B-10 0.0-1.5 28.6 B-11 0.0-1.5 33.7 B-12 0.0-1.5 19.9 2.5-4.0 29.1 2.5-4.0 31.3 2.5-4.0 29.9 5.0-6.5 30.0 5.0-6.5 42.0 5.0-6.5 24.0 8.5-10.0 30.7 8.5-10.0 32.2 8.5-10.0 29.1

B-13 0.0-1.5 25.8 B-14 0.0-1.5 24.4 B-15 0.0-1.5 25.6 2.5-4.0 25.7 2.5-4.0 24.7 2.5-4.0 28.7 5.0-6.5 25.7 5.0-6.5 24.0 5.0-6.5 25.6 8.5-10.0 25.2 8.5-10.0 28.6 8.5-10.0 20.1

SUBSURFACE CONDITIONS

The subsurface conditions encountered on site, as determined by our drilling program, were as follows:

Topsoil: A layer of topsoil approximately 1.0 inch thick consisting of dark brown sand with a little silt and organics was present at each of boring locations.

Fill materials: Encountered at the surface and extending to depths of approximately 2.0 feet to 37.0 feet at each of the boring locations except B-5, B-9, B-10 and B-11 were light to dark reddish brown, light to dark brown, light greyish brown and greyish brown sands with varying amounts of silt and silts with varying amounts of sand, some with varying amounts of organics, a trace of gravel and a little rock fragments. These were

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fill materials that appear to have been placed with a light to good compactive effort.

Standard penetration resistance values in the fill materials encountered were indicative of soft to firm consistency.

Alluvial materials: Underlying the fill materials mentioned above and extending to a depth of approximately 47.0 feet at borings B-2, B-3, B-7 and B-7A were alluvial materials consisting of light grey and grey sands with varying amounts of silt and silt with a little sand, some with clay and organics. Standard penetration resistances in these materials were indicative of soft to medium consistency.

Residual materials and saprolite: Underlying the materials mentioned above and extending to penetration depth of all soil test borings except B-7A were reddish brown, light brown, brown, light to dark greyish brown, grey, white and black sands with varying amounts of silts and silts with varying amounts of sand, a few with clay and rock fragments. These were residual materials and saprolites weathered in place from the parent rock. Standard penetration and drilling resistances in these materials were indicative of soft to hard consistency.

Ground water, hard drilling materials and auger refusal were encountered at the time of our investigation. Specific information concerning ground water table and auger refusal as well as drilling consistency and materials encountered can be seen on the Logs of Borings and on the Profile Sheet included in the appendix.

CONCLUSIONS AND RECOMMENDATIONS

1. The following table shows the approximate depths and elevations of the invert of the pipes that are to be installed as well as the ground water elevations determined at various dates.

New

No.

Existing Elev.

(ft)

Proposed Elev.

(ft)

Approx.

Depth to

Invert (ft)

Water Table (ft)

DTW-

5/4/11

(ft)

DTW -

5/12/11

(ft)

Water Table Elev.

(ft)

Water Table Elev.

(ft)

5/4/11

Water Table Elev.

(ft)

5/12/11

B-1 1046.5 1013.0 34 30.0 NM NM 1016.5 NM NM

B-2 1046.2 1016.0 30 31.0 NM NM 1015.2 NM NM

B-3 1062.0 1035.0 27 15.2 NM NM 1046.8 NM NM

B-4 1062.0 1055.0 7 NM 6.3 6.7 NM 1055.7 1055.3

B-4A 1062.0 1055.0 7 6.2 NM NM 1055.8 NM NM

B-5 1062.0 1054.0 8 6.7 7.0 7.3 1055.3 1055.0 1054.7 B-6 1058.0 1052.0 6 7.3 7.6 7.8 1050.7 1050.4 1050.2

B-7 1063.0 1037.0 26 31.8 14.5 NM 1031.2 1048.5 NM

B-8 1052.0 1028.0 24 12.1 18.2 NM 1039.9 1033.9 NM

B-9 1001.0 984.0 17 6.7 7.0 7.5 994.3 994.0 993.5

B-10 1001.0 982.0 19 7.5 8.0 8.6 993.5 993.0 992.4

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B-11 988.0 974.0 14 0.0 2.5 1.3 988.0 985.5 986.8 B-12 994.0 972.0 22 12.1 12.4 12.6 981.9 981.6 981.4

B-13 992.0 968.0 24 17.2 17.1 NM 974.8 974.9 NM

B-14 985.0 965.0 20 17.2 17.2 NM 967.8 967.9 NM

B-15 982.0 961.0 21 19.1 18.9 NM 962.9 963.1 NM

Notes: DTW = Depth to water measured from existing ground surface NM = Not Measured

As can be seen in the table ground water was encountered in all of the borings except B-4.

In most of the boring, the ground water table was encountered at or above the invert elevations. Dewatering to facilitate construction is anticipated. The methods of dewatering and the extent of dewatering necessary to accomplish installation of the various sections of the storm sewer system was beyond the scope of our services for this project.

2. Hard consistency soil and partially weathered rock as well as auger refusal were encountered at relatively shallow depths at borings B-4 and B-4A. Hard consistency soils were encountered below but near the invert depths at borings B-3 and B-8. In general, excavation of materials below the depth indicated as hard consistency soil or partially weathered rock would require trench rock removal. The information obtained to date indicates that trench rock removal would be limited, however it should be noted that the surface of partially weathered rock and competent rock fluctuates significantly in the Atlanta area there may be areas of rock removal required beyond those indicated at the individual boring locations.

Approximate Depth to

Invert (ft)

Hard Consistency Soil or Weathered

Rock Auger Refusal

Penetration Without Refusal Being Encountered

Depth Elevation Depth Elevation Depth Elevation

(ft) (ft) (ft) (ft) (ft) (ft) (ft)

B-1 34 ----- ----- ----- ----- 50.0 996.5 B-2 30 ----- ----- ----- ----- 50.0 996.2 B-3 27 29.0 1028.8 ----- ----- 48.5 1009.3 B-4 7 3.0 1059.0 4.9 1057.1 ----- -----

B-4A 7 14.5 1047.5 16.5 1045.5 ----- ----- B-5 8 17.0 1045.0 ----- ----- 24.2 1037.8 B-6 6 ----- ----- ----- ----- 20.0 1038.0 B-7 26 ----- ----- ----- ----- 40.0 1023.0 B-8 24 27.0 1025.0 36.0 1016.0 ----- ----- B-9 17 ----- ----- ----- ----- 35.0 966.0

B-10 19 ----- ----- ----- ----- 35.0 966.0 B-11 14 ----- ----- ----- ----- 30.0 958.0

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B-12 22 ----- ----- ----- ----- 40.0 954.0 B-13 24 ----- ----- ----- ----- 40.0 952.0 B-14 20 ----- ----- ----- ----- 40.0 945.0 B-15 21 ----- ----- ----- ----- 35.0 947.0

3. Soils removed during excavation that are below the ground water table or within a few to several feet above the water table due to capillary rise are anticipated to have in situ moisture contents well above the optimum moisture content as determined by standard proctor ASTM D-698. A significant portion of the materials removed during excavation therefore may be too wet for immediate reuse as backfill. Significant drying by aeration or by chemical means would have to be accomplished to make these materials suitable for reuse as backfill.

4. Soft consistency soils were encountered at or below the invert elevations of the pipes at several locations. The base of the excavations will also soften due to the presence of ground water. We recommend that during excavation to install the pipes that 12 inches of over excavation be performed and that the base of the new excavation be stabilized with No. 34 washed crushed stone wrapped in non woven geosynthetic. It is also anticipated that No. 57 crushed stone would be utilized as backfill to the midline of the circular cross section of the pipes. On one side of the pipe and for a thickness of two feet along one side wall of the box culverts a non woven geosynthetic wrapped No. 57 stone section with a 6 inch diameter perforated plastic pipe should be installed to act as a French drain. Ground water collected in the coarse crushed stone could then empty into structures where circular pipe sections intersect the structures or at select locations on the sidewalls on the box culvert. This would allow the system to control some of the ground water during construction and provide a stable base for leveling and placing the pipes and box culverts and associated structures.

5. A variety of laboratory tests were performed during out investigation that will provide information to be considered by interested contractors with respect to slope stability and excavation bracing. Providing specific designs for construction slopes and excavation bracing systems was beyond the scope of our services.

6. Two hand auger probings were performed at a proposed location for a short gabion basket retaining wall. Information obtained in these hand auger probing will be utilized for determining allowable bearing pressure and base of foundation level for the retaining wall baskets. A design for the retaining wall will be submitted under separate cover.

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If we can provide you with additional information concerning the information contained in this report, please contact us at your convenience.

Respectfully submitted, SAILORS ENGINEERING ASSOCIATES, INC.

Jim D. Sailors, P.E.

Principal Engineer

APPENDIX

SOIL CONSISTENCY DESIGNATIONS

(Based on results of Standard Penetration Tests performed according to ASTM Specification D-1586-84)

NUMBER OF BLOWS (“N”): Shall be defined as the number of blows of a 140 pound hammer falling free a distance of 30 inches required to drive a standard split spoon sampler (2” O.D. and 1.4” I.D.) 1 foot.

When the sample is primarily cohesionless, use the following consistency table:

NUMBER OF BLOWS (N) CONSISTENCY DESIGNATION

0 - 4 Very Loose

5 - 10 Loose

11 - 30 Medium

31 - 50 Dense

51 or more Very Dense

When the sample is primarily cohesive, use the following consistency table:

NUMBER OF BLOWS (N) CONSISTENCY DESIGNATION

0 - 2 Very Soft

3 - 4 Soft

5 - 8 Medium

9 - 15 Stiff

16 - 30 Very Stiff

30 or more Hard

SAMPLING PROCEDURES

Soil Sampling & Penetration Testing is performed in accordance with ASTM D1586-84.

The Standard Penetration Resistance is the number of blows of a 140 pound hammer falling 30 inches to drive a 2.0 inch O.D., 1.375 inch I.D. split barrel sampler one foot.

The Undisturbed Sampling Procedure is performed in accordance with ASTM Specification D1587-83.

Atlanta Rd

Cobb Pkwy

Atlantic Ave

S Cobb Dr

Dixie Ave

7th S t

O ld

C on co rd

R d

Halsey Ave

4th St

Taylor Dr

P ine S t

Industrial Dr

Richardson Rd

Daniel Dr

H ar ol d

A ve

Mozley Dr

Franklin Dr

Delk Rd

Park St

G ob e r A ve

Ashborough Rd

B en so n

A ve

Todd Dr

6t h

S t

Expamet Dr

Mille r A ve Nimitz Dr

H aw ki ns

S t

5th S t

Dixie Way Rd

D ar w in

R d

Con co rd D r

N ew

R d

DeFlorez Rd

Cranfill Rd

D ob bi ns

P at ro l R d

Barber Rd

North west

Pkw y

Airport Ct

A le xa nd er S t

E Tower Rd

Medford Pl

Ai rc ra ft

D r

D unn A ve

Clay Dr

Fra nkli n R d

Ledford St

Wylie Rd

Hidden Glen Dr

Warner St

C le ar v i ew S t

A shborough D r

S A irc ra ft

Dr

Lake Cir

McInnes Cir

N A irc ra ft

D r

R ot te nw oo d

D r

Ai rp or t I nd us tri al

P ar k D r

S R id en ou r D r

Tibbetts St

A sh bo ro ug h

C ir

M artin Pl

Mohon Cir Thomas St

Unnamed Street 2140

Delk Rd

A tlantic A ve

Delk Rd

D ob bi ns

P at ro l R d

S C obb D r

Industr ial D r

Dobbins Patrol Rd

Halsey Ave

Ai rc ra ft

D r

B-6 B-5

B-4

B-9

B-1

B-2 B-8

B-3 B-7

B-15 B-14

B-13

B-11

B-12

B-10

HA1/HA2

B-4A

S A

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M ar ie tta

; C ob b C ou nt y, G eo rg ia

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D O

B B

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S

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R E

S E

R V

E B

A S

E

S E

A -2

0 1,000 2,000500 Feet

D A

T A

S O

U R

C E

S

F eb ua ry

8, ae ria l p ho to gr ap hy c ou rt e sy o f U

S G

S E ar th

E xp lo re r

1 inch equals 1,000 feet

Legend

!< B- Sample Boring Location

! HA- Hand Auger Location

!<B-4A

B-5

B-7

B-10

B-12

B-14

Bio tit ic G nei ss

/M ic a Sch is t/A m phib ol ite

M ic a Sc hi st

/G ne is s/

Am ph ib ol ite

Bio tit e G ne is s

B io tit ic

G ne is s/

M ic a Sc hi st

/A m ph ib ol ite

Bio tit ic G ne is s/ M ic a

Sch is t/A m ph ib ol ite

Hornblende Gneiss/Amphibolite

Quartzite

I-75

Atlanta

Delk

Dixie

C obb

Au st el l

F av o r

W in dy H ill

Halsey

7t h

4t h

S a nd to w n

W ylie

Hill

Atlantic

O liv e S pr in gs

Li ttl e

Fr an kli n

Industrial Jo yn er

V ill ag e

Dobbins Patrol

Terrell Mill

A

Barclay

B

Barber

Pat Mell

Marietta

6t h

Saine

C

1st

F e r n

D Clay

Cochran

Gibbs

P in e

Powder S prin gs

Garrison

W est

W akita

Rosw ell

D av is

Taylor

Sunny

Ly le

G obe r

Cranfill

Pierce

O r io le

Little John

Ji ll

H ar ol d

Carruth

Spinks

W a rd

Glover

B e nt ley

Freydale

Dink

Ju dy

E ast

Belmont

Hicks

Gramling

O ak

Richardson

S p rin g

W a lk er

To w er

F ra nk

Larose

B e n son

Daniell

Pearl

B en so n

P oo le

Ridg e

Privette

A to ka

Crockett

Park

Princess

R ob in

Tinker

W ells

S a m s

Lyn n

Tuxedo

F ai rg ro un d

S yb il

O ld

C on co rd

Ventura

Twilley Hillsdale

Burke

Olive

C ar ol yn

New Market

K nox

V irg in ia

Hedges

Mozley

Powers Ferry

Augusta

Mille r

Dunn

Perrin

P air

O ld S pring

Kay

M a ng et

R eed

Cedar

Booth

Glendale

Hawthorne

D arnell

Oakridge

Tim berly

Fairlane

Henry

T he E xchange

Sm ith sto ne

Guinn

Dorris

Burns

E arl

Forest R idge

N ew

Davie

Jo A nn

Zelma

M ill s

Mayes

Ai rp or t I nd P ar k

Lake P ark

Q ui n to

Northwest

Heathersett

Beech

W estside

C arnes

Inglis

Waldrep

Sands

B ra n do n

R ob er ta

W oodland

Walthall

Barrett

C a s ey

Chestnut Hill

A vi at io n

Long

Stalcup

M o bile

B oyd s

Juliet

B olan

Fleming

D a r w in

Oregon

Louise

Talley

Elm

Leader

B ro o kl in e

M a tth ew s

Nimitz

Lucile

La ke

Marston

Capital

Poplar

A le xand e r

Parkway

W yn on a

W elch

H ar ol d

's

Gann

H aw ki n s

N or th

Dale

R ol lin g

V ie w

Osborne

Post Oak

Leland

Penny

Lakew oo d

Lo ve na

Bates

Trailwood

Collingwood

N or th ch as e

AftonMcCoba

R os e

Panstone

Sun Valley

Rocking Hill

Tatum

Airport

Longleaf

C on co rd

M e ad o w b ro ok

Haven

P in et re e

F airo aks

Hillside

Cerice

H er od ia n

D ew ey

Calio

Maxine

Brenda

Burbank

P in e R i d g e

M orris

W ater

Huntsm an

G reen A cres

San Fernando

Mc Neal

Redwood

Carrington

Dixie Way

Lovejo y

Fa irg at e

Patricia

Gin

Broad

R o tten w ood

O ak la nd

Delk Industrial

Aircraft

Lisa

C entral

Bingham

Enterprise

W alton

Hom er Corn

Medford

Windcliff

Plum tre e

Hickory

H udso n

Shaffer

Laurel V alley

A ppleton

P itne r

K e nn es aw

Deer Creek Ridg e

W ay

Expamet

V al le y

O ak s

M os s

Sunset

Le is ur e

E a rw oo d

Evergreen

Keaton

Cunningham

BarbaraSpringleaf

La ke s E d ge

Russ

Bellemeade

Ledford

Beard en

Ashborough

Pam

K e nn ed y

Woodale

C le a r vi e w

B irch

E thel

Ridgecrest

A d am s

M ye rs

Woodlake

F a i rf i e ld

C rid er

S ide

Chadsfo rd

Bourne

Inglewood Lismore

O ak

H av en

B e aver C re ek

P a rk e r

Kings

Kingston

Club

S crip ps

R i tch e rson

H o llyridge

Oakplace

Castlewood

Kn ol l

C om m e rc e

P ar k

Woodlands

Sandpiper

Okemah

S ourw ood

Li nd a

Fair

Richway

Benmac

Bridge Mill

Rebecca

Ja m e s R a y

Gordon

E liz ab e th

S u m m er W ind

A nnas

Summer Alston

Wood Glen

Mohan

Com m er ce

S ycam ore

R id en ou r

Mc Innes

Li vi ng st on

New Hope

Surrey

S ea y

D & B

Priestcliff

Willow

Cherokee

Twin Brooks

E astside

C um be rla nd P oi nt

H ar co rt

Picketts

Sus se x

Stoney Creek

B el l

T hu n de r

R osew ell

Toweridge

O ld

R os w el l

G re en tr ee

H untington

Laceo la

P as a d e na

M ay Jo

Doranne

Cottesford

Vintage

Chrysler Avenue S

Tw in B ranche s

Turner

Argo

Labelle

C ed ar C an yo n A rl in gt on

Land Lot

Herbert

D ivi de nd

F le ur

C re ss on

Coggins Dr S

O ve rlo ok

Cumberland Glen

M artin

Black Oak Hidden Glen

S al em W oo ds

M iddleton

Tw ig g

D ef lo re z

Red Oak

Rumson

Yellow Transit

S a in t C h ar le s

P ro m en ad e

P o w er s F er r y

C ro ss in g

C or po ra te

Roanoke

G reen R idge

Donna's Cove

Housto n

Bonnie

St J am es

S p r inghe dge

Water Oak

H ollyh ill

Elder

Trill um

Muncy

A u gusta

P ar kw ay

B e ntley

R ee d

Marie tta

D av is

Olive

Dobbins Patrol

Pa rk

Windy Hill

1st

Windy Hill

P ark

O sb or ne

Burns

Park

Hill

D el k

Cedar

D av is

O l d C on cord

B oo th

O rio le

S andtow n

Woodland

A tlanta

Atlantic

O ak

Club

Parkway

Lake

Delk Industrial

A tlanta

7t h

Spring

M e ad ow b ro ok

Franklin

Hillside

B el m on t

Clay

Dixie

P ow de r S pr in gs

D o b b i n s P at ro l

Atlantic

B ra nd on

Dixie

P a rk

Dobbins Patrol

Garrison

Gramling

P o w er s F er ry

D avis

F r a nk

Lake Park

Little

N orthw est

HA1/HA2

B-6

B-4

B-9

B-1

B-2 B-8

B-3

B-15

B-13

B-11

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D A

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G eo lo gi c m ap c ou rt es y of T o p o Z o n e

1 inch equals 2,000 feet

Legend

HA1/HA2

B-6 B-5

B-4

B-9

B-1

B-2 B-8

B-3 B-7

B-15 B-14

B-13

B-11

B-12

B-10

B-4A

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0 1,000 2,000500 Feet

D A

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S O

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S to po gr ap hi c m ap c ou rt es y of E

D R

1 inch equals 1,000 feet

Legend

HA1/HA2

B-6 B-5

B-4

B-9

B-1

B-2 B-8

B-3 B-7

B-15 B-14

B-13

B-11

B-12

B-10

B-4A

S A

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G A

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S E

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A S

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A -2

0 1,000 2,000500 Feet

D A

T A

S O

U R

C E

S

F eb ua ry

8, co ur te sy o f U S

G S

E ar th E xp lo re r

1 inch equals 1,000 feet

Legend

HA1/HA2

B-6 B-5

B-4

B-9

B-1

B-2 B-8

B-3 B-7

B-15 B-14

B-13

B-11

B-12

B-10

B-4A

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0 1,000 2,000500 Feet

D A

T A

S O

U R

C E

S to po gr ap hi c m ap c ou rt es y of T o p o Z o n e

1 inch equals 1,000 feet

Legend

SHEET 1 OF 2

BORING NO.

CONTRACTED WITH: B-1

JOB NO. DATE:

PROJECT NAME: 091-245 11/27/09

No. TYPE BLOWS/6" 1046.5

SEA

5-5-5

SS 4-6-7

SS 3-3-6

Water table at 24 hrs

9 SS

2-3-4

Brown sandy silt (residual)

L O G O F B O R I N G

Brown silty sand (fill)

Drilling medium

11-8-10

Drilling firm

Reddish brown sandy silt with a little rock fragments (fill)

SS

6 SS 6-5-8

Drilling medium

2 5-5-6

3 10-17-9SS

SS

Brown sand with a little silt (fill)

Drilling firm

Drilling medium

4 5-7-9SS

DEPTH

IN

FEETTopsoil - 1.0” dark brown sand with a little silt and organics

DESCRIPTIONELEV.

(ft) NOTES

SS 3-4-51

SAMPLES

LOCATION:

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade Marietta, Georgia; Cobb Co.

Greyish brown sand with a little silt (saprolite)

Light brown sand with a little silt (saprolite)

39 10

SS

Reddish brown sandy silt (fill)

SHEET 2 OF 2

CONTRACTED WITH: B-1

JOB NO. DATE:

PROJECT NAME: 091-245 11/27/09

No. TYPE BLOWS/6"

SEA

SS 6-6-9

5-6-8

NOTESSAMPLESDEPTH

IN

FEET

Drilling medium

LOCATION:

ELEV.

(ft)

DESCRIPTION

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade Marietta, Georgia; Cobb Co.

996.5

SS12

L O G O F B O R I N G

Greyish brown sand with a little silt (saprolite)

Boring terminated at 50.0 feet

CONTRACTED WITH: B-2

JOB NO. DATE:

PROJECT NAME: 091-245 11/27/09

No. TYPE BLOWS/6" 1046.2

SEA

DEPTH

IN

FEET

SAMPLES NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

DESCRIPTION

Brown sandy silt (fill) 1 1 SS

1-2-3 Drilling soft

3 2 SS 3-2-3

3 SS 4-4-6

Light greyish brown sand with a little silt (fill)

9 4 SS 3-5-7

Brown sandy silt (fill)

12Brown sand with a little silt (fill)

5-5-714

17 Drilling firm

5 SS

19 6

SS 10-8-9

23Reddish brown sandy silt (fill)

Drilling medium

7 SS 6-8-8

28Brown sand with a little silt (fill)

31 Water table at 24 hrs

SS 3-4-68

32Brown silt with some sand (fill)

9 SS 5-4-734

Grey silt with a little sand and a trace of organics (alluvium)

Drilling medium

SS 2-7-6

CONTRACTED WITH: B-2

JOB NO. DATE:

PROJECT NAME: 091-245 11/27/09

No. TYPE BLOWS/6"

SEA

DEPTH

IN

FEET

SAMPLES NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

Drilling medium41Grey silt with a little sand and a trace of organics (alluvium)

DESCRIPTION

Drilling firm

Light grey sand with a little silt (alluvium) 45

SS1144

7-4-6

Greyish brown sand with a little silt (saprolite) 48

11-12-15 Boring terminated at 50.0 feet 51

49 12 SS

996.2 50

CONTRACTED WITH: B-3

JOB NO. DATE:

PROJECT NAME: 091-245 11/27/09

No. TYPE BLOWS/6" 1057.8

SEA

DEPTH

IN

FEET

SAMPLES NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

DESCRIPTION

Brown sandy silt (fill) 1 1 SS

3-3-5 Drilling medium

3 2

SS 4-3-4

Brown sand with a little silt (fill)

SS 4-4-4

9 4 SS 2-3-5

14 5 SS 4-3-4

Water table at 24 hrs

18Brown sandy silt (fill)

3-4-519 6 SS

SS

22Grey sand with some silt and a trace of organics (alluvium)

Drilling soft

1-1-2

28Brown sand with a little silt (saprolite)

SS

Drilling firm

29 8 16-50/2.5" Drilling hard

32 Drilling firm

SS 6-11-18

34 9

39 10 38Brown sand with a trace of silt (saprolite)

SS 15-14-17

CONTRACTED WITH: B-3

JOB NO. DATE:

PROJECT NAME: 091-245 11/27/09

No. TYPE BLOWS/6"

SEA

DEPTH

IN

FEET

SAMPLES NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

Drilling firm41Brown sand with a trace of silt (saprolite)

DESCRIPTION

47 Drilling hard

SS 14-22-24

Grey sand with a trace of silt (saprolite)

1009.3

49 12 SS 50/0.5"

Boring terminated at 48.5 feet

SHEET 1 OF 1

CONTRACTED WITH: B-4

JOB NO. DATE:

PROJECT NAME: 091-245 04/07/11

No. TYPE BLOWS/6" 1062.0

SEA

46-50/2.5"

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

Brown sandy silt (fill)

DEPTH

IN

FEET

SAMPLES

1 1

Greyish brown sand with a trace of silt (saprolite)

Auger refusal at 4.9 feet

Drilling hard2

NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

SS

DESCRIPTION

SS

2-2-5 Drilling medium

Drilling firm

1057.1

CONTRACTED WITH: B-4A

JOB NO. DATE:

PROJECT NAME: 091-245 04/07/11

No. TYPE BLOWS/6" 1062.0

SEA

Auger refusal at 16.5 feet 1045.5

4-8-50/4"14 3 SS Drilling hard

SS

2 15-27-26

Drilling firm9

Dark greyish brown sand with some rock fragments and a trace of silt (saprolite)

Light brown sandy silt with a little rock fragments (saprolite) 6

3Greyish brown sand with a trace of silt (saprolite)

Drilling medium

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

DESCRIPTION

SS1

Brown sandy silt (fill)

Water table at 48+ hrs

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

DEPTH

IN

FEET

SAMPLES NOTES

1-3-5

CONTRACTED WITH: B-5

JOB NO. DATE:

PROJECT NAME: 091-245 04/08/11

No. TYPE BLOWS/6" 1062.0

SEA

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

2-4-4 Drilling medium1 SS

DESCRIPTION

DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

Drilling firm 3 2

Brown silty sand (saprolite)

Reddish brown and light brown mottled sandy silt (saprolite) 1

10-14-15

Light greyish brown silty sand with a trace of rock fragments (saprolite)

SS 8-11-12

3 SS

Greyish brown silty sand (saprolite)

SS 7-10-13

Water table at 48 hrs

Dark greyish brown sand with a little silt (saprolite) 13

14 5 SS 11-16-19

6 SS

Drilling hard

SS7

Boring terminated at 24.2 feet

50/4"19

22Light greyish brown sand with a little silt (saprolite)

46-50/2.5"

1037.8

CONTRACTED WITH: B-6

JOB NO. DATE:

PROJECT NAME: 091-245 04/08/11

No. TYPE BLOWS/6" 1058.0

SEA

7-14-216 SS

1038.0 Boring terminated at 20.0 feet

Drilling firm

18White and grey mottled sand with a little silt (saprolite)

14 5 SS 3-4-6

SS 5-4-64

3 SS 2-3-4

White and grey mottled silty sand (saprolite) 6

White and grey mottled sand with a little silt (saprolite)

Drilling medium

2 SS 10-9-93

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

DESCRIPTION

Reddish brown sandy silt (fill)

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Water table at 48+ hrs

DEPTH

IN

FEET

SAMPLES NOTES

2-2-4 Drilling medium1 1 SS Drilling firm

CONTRACTED WITH: B-7

JOB NO. DATE:

PROJECT NAME: 091-245 04/12/11

No. TYPE BLOWS/6" 1063.0

SEA

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

2-3-5 Drilling medium1 SS

DESCRIPTION

DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

3Dark brown sandy silt (fill)

Brown sandy silt (fill) 1

2-4-7

Greyish brown silty sand (fill)

SS 2-2-42

SS6

SS4 3-4-50/1"

14 5 SS

3-4-6

18Dark reddish brown sandy silt (fill)

3-5-719 6 SS

SS

22Grey silty clay with some sand and a trace of organics (alluvium)

Drilling soft

2-1-2

28Greyish brown sandy silt (saprolite)

1-2-229 8 SS

34 9

32 Water table at 0 hrs

SS 1-2-3

1023.0 40Boring terminated at 40.0 feet

SS 2-3-539 10

Water table at 48+ hrs

Drilling medium

Reddish brown silt with some sand (fill)

CONTRACTED WITH: B-7A

JOB NO. DATE:

PROJECT NAME: 091-245 04/14/11

No. TYPE BLOWS/6" 1063.0

SEA

Undisturbed soil samples obtained by use of shelby tube

1 ST

2 ST

Drilling soft

Reddish brown silt with some sand (fill)

251038.0 Shelby tube boring terminated at 25.0 feet

22Grey silty clay with some sand and a trace of organics (alluvium)

17Dark reddish brown sandy silt (fill)

Undisturbed soil samples obtained by use of shelby tube14

Greyish brown silty sand (fill)

3Dark brown sandy silt (fill)

Brown sandy silt (fill) 1

ELEV.

(ft)

Drilling medium

DESCRIPTION

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

CONTRACTED WITH: B-8

JOB NO. DATE:

PROJECT NAME: 091-245 04/13/11

No. TYPE BLOWS/6" 1052.0

SEA

1016.0 36

Auger refusal at 36.0 feet

33Dark greyish brown sand with a little silt

(saprolite)

SS 50/3"

34 9

50/3"29 8 SS

28Brown silty clay with some sand (residual) 27 Drilling hard

3-5-6

Brown sandy and silty clay (residual)

Water table at 48+ hrs

Drilling firm

7-12-13

SS

Drilling medium 18Brown silty sand (fill)

6 SS

14 5 SS

5-8-12

Brown silty sand with a trace of gravel (fill)

4 4-12-19

SS

7-15-14

SS6 4-8-11

Drilling firm 3 2

Brown sandy silt (fill) 1 1 SS

SS

ELEV.

(ft)

3-4-5 Drilling medium

DESCRIPTION

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

CONTRACTED WITH: B-9

JOB NO. DATE:

PROJECT NAME: 091-245 04/05/11

No. TYPE BLOWS/6" 1001.0

SEA

Grey silty sand (saprolite)

Boring terminated at 35.0 feet

966.0

5-6-11

6-8-1129 8

9 SS

SS

Drilling firm

5-8-9

Dark greyish brown sand with some silt (saprolite)

3-4-8

7 SS24

6 SS

Drilling medium

18Greyish brown silty sand (saprolite) 17

14 5 SS 2-1-2

12 Drilling soft

4-9-11

SS

Drilling firm

6 3-3-5

SS 2-4-6

3 SS

Drilling soft

Drilling medium

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

DESCRIPTION

Dark greyish brown silty sand (saprolite)

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Water table at 48+ hrs

DEPTH

IN

FEET

SAMPLES NOTES

1 1 SS

1-2-3

CONTRACTED WITH: B-10

JOB NO. DATE:

PROJECT NAME: 091-245 04/06/11

No. TYPE BLOWS/6" 1001.0

SEA

DEPTH

IN

FEET

SAMPLES NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

2-2-4 Drilling medium

DESCRIPTION

Greyish brown silty sand (saprolite) 1 1 SS 3 2

SS 3-4-5

Grey silty sand (saprolite)

3 SS 2-4-5

SS9 3-3-5

14 5 SS

2-2-5

18Greyish brown silty sand (saprolite) 17

3-4-619 6 SS

SS

22Light brown and grey mottled silty sand (saprolite)

Drilling firm

4-7-10

28Dark greyish brown sand with some silt (saprolite)

9-8-929 8 SS

SS 5-9-13

35966.0

Water table at 48+ hrs

Light greyish brown sand with some sand (saprolite)

Boring terminated at 35.0 feet

CONTRACTED WITH: B-11

JOB NO. DATE:

PROJECT NAME: 091-245 04/13/11

No. TYPE BLOWS/6" 988.0

SEA

16-31-4029 8 958.0

Boring terminated at 30.0 feet

28Greyish brown silty sand (saprolite)

SS

Drilling firm

7-15-20

3-5-9

7 SS24

6 SS

18Greyish brown sandy silt (saprolite) 17

14 5 SS 4-8-7

3-5-11

SS

Light brown and greyish brown mottled sandy silt (saprolite)

3 SS 1-4-9

Greyish brown sandy silt (saprolite)

SS 6-6-83 2

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

DESCRIPTION

Reddish brown and greyish brown mottled sandy silt (saprolite)

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Drilling medium

DEPTH

IN

FEET

SAMPLES NOTES

2-3-3 Water table at 48+ hrs1 1 SS

CONTRACTED WITH: B-12

JOB NO. DATE:

PROJECT NAME: 091-245 04/06/11

No. TYPE BLOWS/6" 994.0

SEA

Drilling firm

954.0 40Boring terminated at 40.0 feet

SS

Greyish brown sandy silt (saprolite)

8-11-1339 10

38Dark greyish brown silty sand (saprolite)

33Greyish brown sandy silt (saprolite)

SS 5-6-10

34 9

2-2-429 8 SS

28White and greyish brown mottled silt with some sand (saprolite)

3-5-6

3-5-7

7 SS24

6 SS

14 5 SS 3-4-7

4 3-4-5SS9

Reddish brown and greyish brown mottled sandy silt (saprolite)

SS6

Light brown sandy silt (saprolite)

6-8-9

3 3-6-9

Brown sandy silt (residual)

Reddish brown sandy silt with a trace of organics (fill) 1

SS3

Topsoil - 1.0” dark brown sand with a little silt and organics

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

DESCRIPTION

Water table at 48+ hrs

DEPTH

IN

FEET

SAMPLES NOTES

1-2-5 Drilling medium1 SS

CONTRACTED WITH: B-12A

JOB NO. DATE:

PROJECT NAME: 091-245 04/14/11

No. TYPE BLOWS/6" 994.0

SEA

ST

Water table at 48+ hrs

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

DESCRIPTION DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

(ft)

Undisturbed soil samples obtained by use of shelby tube2

Undisturbed soil samples obtained by use of shelby tube

Reddish brown sandy silt with a trace of organics (fill)

Drilling medium1

3Brown sandy silt (residual) 2

Light brown sandy silt (saprolite)

1 ST

Reddish brown and greyish brown mottled sandy silt (saprolite)

974.0 20Shelby tube boring terminated at 20.0 feet

Greyish brown sandy silt (saprolite)

CONTRACTED WITH: B-13

JOB NO. DATE:

PROJECT NAME: 091-245 04/07/11

No. TYPE BLOWS/6" 992.0

SEA

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

1-3-4 Drilling medium1 SS

DESCRIPTION

DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

3Reddish brown sandy silt (fill)

Reddish brown silt with some sand (fill) 1

2-2-4

SS 6-5-62

SS6

Reddish brown silt with some sand and a trace of organics (fill) 4 2-3-4

SS

14 5 SS

2-4-4

Water table at 48+ hrs 18Brown silt with some sand and a trace of organics (fill)

2-3-519 6 SS

SS

22Brown silt with some sand and a little organics (fill)

3-3-4

28Light greyish brown sandy silt (saprolite)

1-3-529 8 SS

34 9

SS 4-5-6

33Greyish brown sandy silt (saprolite)

952.0 40Boring terminated at 40.0 feet

SS 2-4-539 10

CONTRACTED WITH: B-14

JOB NO. DATE:

PROJECT NAME: 091-245 04/08/11

No. TYPE BLOWS/6" 985.0

SEA

945.0 40Boring terminated at 40.0 feet

SS

Light brown sandy silt (residual)

1-2-439 10

38White and grey mottled sandy silt (saprolite)

33White silt with some sand (saprolite)

SS 2-3-3

34 9

2-5-729 8 SS

28Light brown sandy silt (saprolite) 27

Drilling medium

4-3-4

Light brown and black mottled sandy silt (saprolite)

5-8-9

7 SS24

SS

18Reddish brown and greyish brown mottled silt with some sand (residual)

16 Drilling firm

14 5 SS 6-7-9

4 2-2-4

SS

Reddish brown silt with some sand (fill) 8

SS6 2-5-5

Light reddish brown sandy silt (fill)

SS 4-5-6

Light brown sandy silt (fill) 1

3 2

Topsoil - 1.0” dark brown sand with a little silt and organics

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

DESCRIPTION

Water table at 48+ hrs

DEPTH

IN

FEET

SAMPLES NOTES

2-3-4 Drilling medium1 SS

CONTRACTED WITH: B-14A

JOB NO. DATE:

PROJECT NAME: 091-245 04/14/11

No. TYPE BLOWS/6" 985.0

SEA

2 ST

Undisturbed soil samples obtained by use of shelby tube

Light brown sandy silt (residual)

18Shelby tube boring terminated at 17.0 feet 17

968.0

Reddish brown silt with some sand (fill)

Light reddish brown sandy silt (fill)

ELEV.

(ft)

Light brown sandy silt (fill) Drilling medium

DESCRIPTION DEPTH

IN

FEET

SAMPLES NOTESTopsoil - 1.0” dark brown sand with a little silt and organics

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Undisturbed soil samples obtained by use of shelby tube1 ST

CONTRACTED WITH: B-15

JOB NO. DATE:

PROJECT NAME: 091-245 04/06/11

No. TYPE BLOWS/6" 982.0

SEA

Light brown sandy silt (saprolite)

Light brown and grey mottled sand with a little silt (saprolite)

SS

Light greyish brown sand with some silt (saprolite)

Boring terminated at 35.0 feet

4-6-7

947.0 34 9

6-7-929 8 SS

4-3-4

7 SS 3-5-7

22Light brown and black mottled sand with some silt (saprolite)

18Greyish brown sand with a little silt (saprolite)

Water table at 48+ hrs6 SS

14 5 SS 5-7-7

SS9 4 5-5-7

SS 5-5-5

36 2-4-6

SS

3 2

1 1 SS

2-5-4 Drilling medium

DESCRIPTION

Brown sandy silt (fill)

DEPTH

IN

FEET

SAMPLES NOTES

L O G O F B O R I N G

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

Topsoil - 1.0” dark brown sand with a little silt and organics

ELEV.

CONTRACTED WITH: HA-1

JOB NO. DATE:

PROJECT NAME: 091-245 04/15/11

No. TYPE "N"

SEA

Auger refusal at 8.4 feet 8

Note: no ground water encountered

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade Marietta, Georgia; Cobb Co.

HA 4

NOTESSAMPLES

LOCATION:

Digging soft

ELEV.

(ft)

DEPTH

IN

FEET

DESCRIPTION

Digging medium

HAND AUGER LOG

Reddish brown micaceous silt with some sand and rock fragments

CONTRACTED WITH: HA-2

JOB NO. DATE:

PROJECT NAME: 091-245 04/15/11

No. TYPE "N"

SEA

Auger refusal at 5.4 feet

Note: no ground water encountered

5 Digging firm

5 Digging medium

Digging soft

Reddish brown micaceous silt with some sand and rock fragments

HA 6

HAND AUGER LOG

MERRICK & COMPANY

Dobbins Air Force Base Storm Sewer Upgrade LOCATION: Marietta, Georgia; Cobb Co.

ELEV.

(ft)

DESCRIPTION DEPTH

IN

FEET

SAMPLES NOTES

Digging medium

May 4, 2011

Hydraulic Conductivity Summary M/R Airfield Storm Water System

Dobbins Air Reserve Base Marietta, Cobb County, Georgia

SEA Job #091-245

Boring No.& Slug Test Run No.

Hydraulic Conductivity (K)

B-8 Run #1 2.24 × 10-4 feet/second 6.82 × 10-3 centimeters/second

B-8 Run #2 1.50 × 10-4 feet/second 4.59 × 10-3 centimeters/second

B-8 Average 2.92 × 10-4 feet/second 5.74 × 10-3 centimeters/second

B-14 Run #2 2.92 × 10-4 feet/second 8.90 × 10-3 centimeters/second

B-14 Run #4 1.06 × 10-3 feet/second 3.25 × 10-2 centimeters/second

B-14 Average 6.76 × 10-4 feet/second 2.07 × 10-2 centimeters/second

Slug Tests performed on boring numbers B-8, B-11 and B-14 on April 25, 2011.

A temporary groundwater monitoring well was installed in each boring The water level in B-11 was at the ground surface

SEA, Inc.

HYDRAULIC CONDUCTIVITY

Bouwer and Rice Method Partially penetrating well Unconfined aquifer Slug out

(The chart needed for determining parameters A and B is available from GROUND WATER, Vol.27, No.3, May-June 1989)

Well ID number: B-8 Run #1 Initial water table depth: 18.19

Project name: Dobbins A R Base Water level at Project number: SEA Job #091-245 start of test: 0

(Water level measurements are from top of casing)

Technician name: Mike Short User: Richard Rudolph Field work date: 4/25/2011 Date: 5/2/2011

User entered parameters Calculated parameters

H - Aquifer Thickness (ft): 20 Le/rw - for reading Le - Screen Length (ft): 10 A & B from chart: 28.2 Lw - Screen Base to Water Table (ft): 15.81 Corrected rc (in): 2.5417 rw - Boring Radius (in): 4.25 rc - Well Radius (in): 1 A - dimensionless parameter from chart: 2.25 B - dimensionless parameter Slope: 0.0403 from chart: 0.4 ln(Re/rw): 2.47 n - porosity of sand pack: 0.32

From semilog plot Yo: 0.7 feet Yt: 0.3 feet K(hydraulic conductivity)= 2.24E-04 ft/sec t: 21 sec = 6.82E-03 cm/sec

Dobbins Air Reserve Base Marietta, Cobb Co., GA

Sailors Engineering Associates, Inc.

Lawrenceville, GA

SEA Job #091-245

B-8 Run #1 - Slug Out

0.1

460 465 470 475 480 485 490 495 500 505 Elapsed Time

(seconds)

C ha ng e in H ea d

(fe et

Bouwer and Rice Method Partially penetrating well Unconfined aquifer Slug out

(The chart needed for determining parameters A and B is available from GROUND WATER, Vol.27, No.3, May-June 1989)

Well ID number: B-8 Run #2 Initial water table depth: 18.19

Project name: Dobbins A R Base Water level at Project number: SEA Job #091-245 start of test: 0

(Water level measurements are from top of casing)

Technician name: Mike Short User: Richard Rudolph Field work date: 4/25/2011 Date: 5/2/2011

User entered parameters Calculated parameters

H - Aquifer Thickness (ft): 20 Le/rw - for reading Le - Screen Length (ft): 10 A & B from chart: 28.2 Lw - Screen Base to Water Table (ft): 15.81 Corrected rc (in): 2.5417 rw - Boring Radius (in): 4.25 rc - Well Radius (in): 1 A - dimensionless parameter from chart: 2.25 B - dimensionless parameter Slope: 0.0271 from chart: 0.4 ln(Re/rw): 2.47 n - porosity of sand pack: 0.32

From semilog plot Yo: 1.271 feet Yt: 0.7 feet K(hydraulic conductivity)= 1.50E-04 ft/sec t: 22 sec = 4.59E-03 cm/sec

Marietta, Cobb Co., GA

Sailors Engineering Associates, Inc.

Lawrenceville, GA

SEA Job #091-245

B-8 Run #2 - Slug Out

0.1

530 540 550 560 570 580

Elapsed Time (seconds)

C ha ng e in H ea d

(fe

Bouwer and Rice Method Partially penetrating well Unconfined aquifer Slug out

(The chart needed for determining parameters A and B is available from GROUND WATER, Vol.27, No.3, May-June 1989)

Well ID number: B-14 Run #2 Initial water table depth: 17.3

Project name: Dobbins A R Base Water level at Project number: SEA Job #091-245 start of test: 0

(Water level measurements are from top of casing)

Technician name: Mike Short User: Richard Rudolph Field work date: 4/25/2011 Date: 5/2/2011

User entered parameters Calculated parameters

H - Aquifer Thickness (ft): 50 Le/rw - for reading Le - Screen Length (ft): 10 A & B from chart: 28.2 Lw - Screen Base to Water Table (ft): 21.7 Corrected rc (in): 2.5417 rw - Boring Radius (in): 4.25 rc - Well Radius (in): 1 A - dimensionless parameter from chart: 2.25 B - dimensionless parameter Slope: 0.0532 from chart: 0.4 ln(Re/rw): 2.44 n - porosity of sand pack: 0.32

From semilog plot Yo: 1.361 feet Yt: 0.4 feet K(hydraulic conductivity)= 2.92E-04 ft/sec t: 23 sec = 8.90E-03 cm/sec

Marietta, Cobb Co., GA

Sailors Engineering Associates, Inc.

Lawrenceville, GA

SEA Job #091-245

B-14 Run #2 - Slug Out

0.1

170 180 190 200 210 220

Elapsed Time (seconds)

C ha ng e in H ea d

(fe

Bouwer and Rice Method Partially penetrating well Unconfined aquifer Slug out

(The chart needed for determining parameters A and B is available from GROUND WATER, Vol.27, No.3, May-June 1989)

Well ID number: B-14 Run #4 Initial water table depth: 17.3

Project name: Dobbins A R Base Water level at Project number: SEA Job #091-245 start of test: 0

(Water level measurements are from top of casing)

Technician name: Mike Short User: Richard Rudolph Field work date: 4/25/2011 Date: 5/2/2011

User entered parameters Calculated parameters

H - Aquifer Thickness (ft): 50 Le/rw - for reading Le - Screen Length (ft): 10 A & B from chart: 28.2 Lw - Screen Base to Water Table (ft): 21.7 Corrected rc (in): 2.5417 rw - Boring Radius (in): 4.25 rc - Well Radius (in): 1 A - dimensionless parameter from chart: 2.25 B - dimensionless parameter Slope: 0.1942 from chart: 0.4 ln(Re/rw): 2.44 n - porosity of sand pack: 0.32

From semilog plot Yo: 4 feet Yt: 0.1 feet K(hydraulic conductivity)= 1.06E-03 ft/sec t: 19 sec = 3.25E-02 cm/sec

Marietta, Cobb Co., GA

Sailors Engineering Associates, Inc.

Lawrenceville, GA

SEA Job #091-245

B-14 Run #4 - Slug Out

0.001

0.01

0.1

270 280 290 300 310 320

Elapsed time (seconds)

C ha ng e in H ea d

(fe

0 5 10 15 20 25 30 35 40 45

TEST RESULTS

Test Method

D R

Y D

E N

S

IT

Y , p cf

WATER CONTENT, %

Curves of 100% Saturation for Specific Gravity Equal to:

2.80

2.70

2.60

105.2

19.0

Source of Material

Description of Material

ASTM D698 Method A

Optimum Water Content

Maximum Dry Density PCF

PL

Brown Silty Sand

B-5 (3'-5')

4/18/2011

ATTERBERG LIMITS

LL PI

ATTERBERG LIMITS

MOISTURE-DENSITY…