ESBD_356333_1714694207132_Exhibit 2.1.pdf

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GEOTECHNICAL INVESTIGATION

TEXAS D�PARTMENT OF CORRECTIONS

WYNNE UNIT ADDITIONS AND RENOVATIONS

HUNTSVILLE, TEXAS

SJB&A JOB NO. 180-041

BUCHANAN/SOIL MECHANICS, INC.

Civil, Geotechnical and Materials Engineering

Bryan, Texas

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Buchanan/Soil Mechanics, Inc.

Consulting Engineers

Bryan, Texas

206 North Sims, 77803/P.0. Box 672, 77806/ (409) 822-3767

September 23, 1980

Texas Department of Corrections Construction Division P. O. Box 99 Huntsville, Texas 77340

Attention: Mr. Ron Howell

Reference: Wynne Unit Additions and Renovations SJB&A Job No. 180-041

Gentlemen:

Our report for the referenced project is enclosed. It has been a pleasure to perform this service for you.

If further information or any clarification is desired, do not hesitate to call.

Very truly yours, SPENCER J. BUCHANAN AND ASSOCIATES, INC.

Robert -E". Bi

REB :dj

Enclosure: Report (5 copies)

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REPORT OF

GEOTECHN'ICAL INVESTIGATION

FOR

WYNNE UNIT ADDITIONS AND RENOVATIONS

TEXAS DEPARTMENT OF CORRECTIONS

SEPTEMBER, 1980

BUCHANAN/SOIL MECHANICS, INC.

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TABLE OF CONTENTS

PlJRPOSE

AUTHORIZATION

PROBLEM

INVESTIGATION

AN.ALYS IS ••••.•••.......•...•.............•...........•.

CON CL US IONS

RECO:t-ft1ENDATIONS

FIGURE

KEY PLAN

APPENDIX

BORING LOGS

SUMMARY OF LABORATORY TEST DATA

KEY TO SOIL CLASSIFICATIONS AND SYMBOLS

BUCHANAN/SOIL MECHANICS, INC.

Civil, Geotechnical and Materials Engineering

Bryan, Texas

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PURPOSE

This report presents results of a geotechnical investigation for additions and renovations to the Wynne Unit of the Texas Department of Corrections (TDC).

AUTHORIZATION

This study was authorized by Mr. Ron Howell of TDC on May 30, 1980.

PROBLEM

TDC intends to perform renovations and construct new facilities at its Wynne Unit. Proposed additions include new cell blocks, a commissary, a kitchen-dining hall, a gymnasium, a laundry, showers, and a new boiler plant and shops. There will be extensive renovations and enlargements of day rooms and offices.

A geotechnical investigation and recommendations for use of the designer are required.

INVESTIGATION

Twenty-one core borings, located as shown on the Key Plan, were drilled for this study. Logs of the borings are in the Appendix to this report.

In all borings, undisturbed samples of cohesive soils were obtained with 3-inch diameter Shelby Tube Samplers. Cohesionless soils were not encountered in thickness sufficient to require different sampling techniques or a separate sample.

BUCHANAN/SOIL MECHANICS, INC.

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I hard clays with thin seams of fine sand and calcareous concretions.

In general, they are classified CL (near the surface) and CH (deeper) tmder the Unified Soil Classification System. The Lagarto Formation has a history of performing as an expansive clay, and the soils at this site should be regarded as potentially expansive clays.

It appears that there was extensive sitework prior to construction of the existing facilities, and nearly all borings encountered identifiable fill in thicknesses up to 8 ft, but usually less. A circled nt.nnber on the Key Plan by each boring tells the amount of fill, in feet;

encountered in that boring. Where the thickness is less than a foot, the letter N appears. The properties of an undoctnnented fill such as this are at best uncertain, and the designer will have to adapt his design such that it does not rely on the properties of the fill.

Major structural loads and elements should be fou..�ded below the zone of potential expansion and contraction and below the fill at about

12 ft depth, measured from existing grade at the time the borings were drilled. At that depth, drilled and underreamed footings may be proportioned on the basis of _3,800 psf of underream area for dead load plus sustained live loads, or 5,700 psf for maximum total loads, which-ever requires the larger underream. These pressures incorporate bearing capacity safety factors of 3 and 2, respectively.

Shaft sizes should be the minimum practicable, and should be re inforced with a minimum of 2 percent vertical reinforcement steel.

�-- - • • • - - • ·�- ·'-· + ,w. ...,..-• --�� ---,--,.

Grade beams should have a 6-inch vertical dimension void beneath them, and the integrity of the void should be preserved by bulkheads of, e.g., thin precast concrete panels. Drilled and underreamed footings

BUCHANAN/SOIL MECHANICS, INC.

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Undisturbed samples were extruded from the sampling tubes in the field, examined, classified, probed with a calibrated penetrometer to gain a field evaluation of their compressive strengths, and sealed in alt.nninum foil, paraffin, and plastic bags to prevent drying.

On completion of drilling, selected borings were bailed to about

20 ft depth. Water was later observed at different depths between

5 and 18 ft, but usually at less than 10 ft depth. The source of water standing at less than 10 ft depth is unclear; it may be water contained within the joints of the clay soils; it may be in part water entering from above. It does not appear to be a true extensive water table, but rather at most a limited perched-type water table that may be easily exhausted by pumping if required. Consequences to design and construction are dis�ussed later.

All soil samples were transported to Bryan, Texas, for testing.

In the laboratory, certain engineering properties were measured or approximated by the results of standard laboratory tests including moisture content, dry unit weight, Atterberg limits, and unconsolidated undrained triaxial compression (Qc) tests. The results of all laboratory tests are in the Appendix.

ANALYSIS

The site is located on the Huntsville 7.5 minute US Geological

Survey Quadrangle Map about 1.6 miles NNW of the intersection of IR

45 and SH 30.

The soils at the site are derived from the Lagarto Formation, a part of Ehe Fleming Group of Miocene age. They are very stiff to

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I should be drilled, underreamed, and concreted all in the same day, and preferably without any slack time between steps. The record of bailing of borings and later water level observations would seem to show that the recommended founding level is below the water table.

It is not clear whether this is true or not. It seems to us that the most likely situation is one wherein holes for drilled and underreamed footings would be dry or have an unimportant quantity of water enter them. The only way to resolve this doubt, if this is a matter of vital concern, is to drill a test footing excavation.

Some caving of overlying fill may be experienced at locations such as Boring CB-6, where the fill is largely sand, or at locations such as CB-18 or CB-19, where the fill is thick. Caving from above will be more likely if the roof of an underream encounters the fill.

This may result in some excavations that have a larger volume than the neat lines indicate, but should not cause serious problems provided the inspection force is experienced and alert. If experience indicates, some lowering of the founding level can be done without important technical consequences. Please allow� the opportunity to review any proposed changes in the founding level.

Floors may be either structural suspended floors having a minimum

6-inch vertical dimension void beneath them, or they may be placed on grade. If placed on grade, the upper 4 ft of potentially expansive clay, and all the fill, if thicker than 4 ft, should be removed, mixed with 5 percent by dry weight of hydrated lime, and recompacted to at least 95 percent of maximum density determined by ASTM D-1557 at a moisture content between 1 and 4 percent wet of optimum. Floors on

BUCHANAN/SOIL MECHANICS, INC.

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I grade may be expected to experience some minor motion caused by expansion and/or contraction of the underlying clay - this will be minimized by the recommended program of removal, lime treatment, and recompaction, but there can be no certainty that it will be eliminated. The designer should recognize this and adapt his design to it.

Floors on grade will require first-class detailing, particularly as regards jointing and sealing of junctions where water might penetrate from above. Utility lines, particularly sewers, can be a source of water that is the agent of destruction of floors on grade in a situation such as this, and we recommend that all utilities beneath floors on grade be placed in reliably drained concrete lined trenches provided for,this express purpose.

Best practice should be used on all drainage on this project, e.g. downspouts should be dumped into planned drainage, not simply dumped on the ground, sidewalks should be graded to drain away fro;n_ buildings positively, not simply allowed to happen, pavement drainage should be conveyed to final-type drainage facilities, and particularly

]?uilding :sperimeters should be po,sitively drained. No ponds should be allowed_to exist anywhere .• - _ --�

Pavements, if any, may be either of concrete or asphalt type.

If concrete, they should be (for parking lots) 6 inches thick, 4,000 psi 28-day cylinder strength, reinforced with No. 3 bars on 24-inch centers both ways, and suitably jointed. If asphalt, they should be

(for parking lots) 1.5 inches of Type D hot mixed asphaltic concrete

(THD Item 340) over either 6 inches of compacted crushed limestone

(THD Item 242) or 4 inches of hot mixed asphalt stabilized base

BUCHANAN/SOIL MECHANICS, INC.

Civil, Geotechnical and Materials Engineering

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(THD Item 340). Either pavement should be laid on a 6-inch compacted thickness of lime treated clay as recommended for floors on grade.

Compaction of lime treated clay or crushed limestone should be as stated for floors on grade. Pavements for heavier duty will require their own design; we can assist if required.

CONCLUSIONS

The site of proposed expansion of the Wynne Unit, TDC, was examined by exploratory borings and laboratory tests.

The boring logs and laboratory test results show that the site is rmderlain by potentially expansive clays of the Lagarto Formation.

Design of the facilities should be adapted to this.

Recommendations for substructure and pavement designs are stated.

RECOMMENDATIONS

Recommendations are stated earlier and are not restated here.

BUCHANAN/SOIL MECHANICS, INC.

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FIGURE

BUCHANAN/SOIL MECHANICS, INC.

S

. f27/2J·

·rn.

N248!il cs-1

CB-2

CB-18

1cs-11

LEGEND,,

CORE BORING w/Nj llilCKNESS OF AP/

ILESS THAN I FT: l

TEXAS DEPARTMENT OF CORRECTIONS

WYNNE' UNIT ADDITIONS and RENOVATIONS

KEY PLAN

SPENCER J. BUCHANAN AND ASSOCIATES, I NC.

CONSULTING ENGINEERS BRYAN, TEXAS

RENOVATION I lscALE• 1" ... so' • !Joa NO. 1so�o41 I I

ADDITION'

I.DATE

DR AWN BY: .1l1.STo�e..,? I DATE Sc..p+. J�t3O . j SH. OF

APPRO\IED BY• DRAWING NO

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APPENDIX

BUCHANAN/SOIL MECHANICS, INC.

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PROJECT:

CLIENT I

DATE

DRILLE R:

QI QI

£ IL

a. QI

a. d t z

II II

ii ii

E E 0 0

(/) (I)

BORING LOG

Wynne Unit Expansion

TEXAS DEPARTMENT OF CORRECTIONS

7-10-80 PROJECT NO: 280-082

Anderson SOIL TECHNICIAN: Dean

BOR ING NO: CB-1

LOCATION, As Shown on

Boring Plan BORING TYPE 1 4½' 1 Rotary

GROUND ELEV:

!�II ..

E .. 0 01 '- C

IL

I - Shelby Tube Sample

�- Standard Penetration 0- No Recovery Test Sample

J-Jar

+- ·-II "'O C C, QI QI n. a::

D ESCRIPTION OF S TRATUM

1218 12.5 gray sandy clay with calcareous noaules

-becomes stiff dark gray sandy clay1219 1.5

5 1220 1.5 -becomes stiff gray clay

1221 13.5 -becomes very stiff 1 ight gray clay with white 1 ime pockets

1222 12.7

1223 4+

II

1224 4+ -becomes very stiff tan and gray clay with white 1 ime nodules, s 1 i c ken s i de d

1225 4+

1226 13.5

1227 14+

1228 14+

1229 14+

-becomes hard

-becomes stiff to very stiff gray clay, jointed and sl icken-sided

-becomes hard

-becomes hard tan clay, slickensided

Bottom at 30'

Boring bailed to 25', 7-10-80 Water at 8 1

, 7-14-80

SOIL MECHANICS INCORPORATED BRYAN, TEXAS

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PROJECT:

BORING LOG

BORING NO: CB-2

CLIENT:

DATE

Wynne Unit Expansion

TEXAS DEPARTMENT OF CORRECTIONS

7-10-80 PROJ ECT NO: 280-082

LOCATION

BORING TYPE:

As Shown on Boring Plan 4½ 11 Rotary

DRILLE R:

" ct) .!

£ IL ii Q, Q, E

(I) (I)

� =-=1-1232

'-10-I-

Anderson

! VI

IL e •

L. C i j I i a.. 0:: ai

2.5

2.7

4+

4+

4+

3.5

4+ f 151

4+

1238 I 4+

- 1239 I 3.5 �20-

• 124 �25--r= -40-

[45-

4+

SOIL TECHNICIAN: Dean GROUND ELEV:

I - Shelby Tube Sample

�- Standard Penetration 0- No Recovery Test Sample

DESCRIP T IO N OF STRATUM

Very stiff gray sandy clay

-with red brick from 2 1 to 3 1

-becomes gray sandy clay -becomes hard gray sandy clay with white lime nodules

-becomes hard tan and gray clay, sl ickensided

-becomes very stiff

-becomes stiff to very stiff gray clay, jointed and sl ickensided

-becomes very stiff tan clay, jointed and sl ickensided

-becomes hard

Bottom at 30 1

SOIL MECHANICS INCORPORATED BRYAN , TEXAS

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PROJECT:

CLIENT:

DATE

DRILL E R:

Wynne Unit Expansion

BORING LOG

TEXAS DEPARTMENT OF CORRECTIONS

7-10-80 PROJ ECT NO: 280-082

Anderson SOIL TECHNICIAN: Dean

BORING NO:

LOCATION

BORING TYPE:

GROUND ELEV:

CB-3

As Shown on Boring Plan 4½ 11 Rotary

a. d

! VI

IL

I - Shelby Tube Sample

�- Standard Penetration Test Sample

0- No Recovery J-Jar ·'= f IL a.

r: z

• ctS ..!

0. a.

E E 0 0 e ..

0 0 ._ C .. ·-. ,:, C 0 QI QI Q. a:

1 • 1242 I 4+

1243 I 1.5

- 5 --111244 3.5

1245 4+

1246 4+ -10-1-

1247 4+

1248 4+ l-�1249 4+

1250 4+

1251 4+ -20-

1252 4+

125314+

35-

40-

.... 45-

D ESCRIPTION OF

Topsoil Hard gray sandy clay with rocks

-becomes stiff gray sandy clay

S TRATUM

-becomes very stiff with white lime nodules

-becomes hard tan and gray clay

-becomes very stiff to hard tan and gray clay, jointed

-becomes jointed and sl ickensided

-becomes stiff to very stiff gray clay, sl ickensided

-becomes hard tan clay, sl ickensided

Bottom at 30 1

Boring bailed to 20.5 1 , 7-10-80

Water at 5.5 1 , 7-14-80

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PROJECT:

CLIENT:

DATE

DRI LLER:

BORING LOG

Wynne Unit Expansion

TEXAS DEPARTMENT OF CORRECTIONS

]-10-80 PROJECT NO: 280-082

Anderson SOI L T ECHNICIAN: Dean

BORING NO: CB-4

LOCATION I As Shown on

Boring Plan BORING TYPE: 4½ 11 Rotary

GROUND ELEV:

a. ci

QI Ill 0 I - Shelby Tube Sample

�- Standard Penetration Test Sample

0 - No Recovery J-J ar ·'=

QI

QI

£: IL

a.

� z

QI ct, .!

0. a.

E E 0 D t=l�255

L- 5 -- 1256 I •·

I • 1257

I - 1258

1- io .-1259

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I .1262

QI ..

E OI

e C

QI "O

C 0

QI QI

0.. Q:

4+

4+

4+

4+

4+

4+

4+

4+

4+

I -1263 14+ L-20-

1265 14+

35-

40-

45-

!S .2

II)

Toosoil Haragray sandy clay

D ESC R IP TIO N OF STRATUM

-becomes hard tan and gray clay with sand seams

-becomes hard gray clay with 311 sand layer

-with white lime nodules, jointed

-becomes stiff to very stiff gray clay, jointed and s l i c kens i ded

-becomes very stiff to hard tan clay, slickensided

Bottom at 30'

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PROJECT:

CLIENT1

DATE

DRILLER:

t f IL.

a. CII

a. d � z

CII CII

a. a.

E E 0 D

I • 1266

Wynne Unit Expansion

BORING LOG

TEXAS DEPARTMENT OF CORRECTIONS

7-10-80 PROJECT NO1 280-082

Anderson so1L TECHNICIAN: Dean

! WI CII +

E ..0 Cl

!: ·'= CII ,::,

IL.

Ill

I - Shelby Tube Sample

�- Standard Penetration Test Sample

BORING NO: CB-5

LOCATION, As Shown on

Boring Plan BORING TYPE 1 4½' 1 Rotary

GROUND ELEV:

0- No Recovery J-Jar

C 0 CII QI a. a::

DESCRIPTION OF STR ATUM

4+ Toosoil Hard gray clay

4+ -becomes hard tan and gray clay, sl ickensided

5 1268 I 4+

-becomes hard gray sandy clay at 6.5 1

-becomes hard gray clay .with 2•� silty sand layer

II

1269 4+

1270 4+

1271 4+

1272 4+

-becomes hard g·ray sandy clay with 4 11 silty sand layer at 10'

15 1273 4+

1274 4+

1275 4+

I • 1276 14+

1 • 1277 I 4+

-becomes stiff to very stiff tan and gray clay, jointed and s 1 i c Ken s i de d

-becomes hard gray clay, jointed and slickensided

-becomes very stiff to hard tan clay, jointed and slickensided

Bottom at 30'

Boring bailed to 18.5 1 , 7-10-80

Water at 5', 7-14-80

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PROJECT:

CLI ENT:

DATE

DRI LL ER:

c a. d ·- � z

Q.

E 0 (I)

BORING LOG

Wynne Unit Expansion

TEXAS DEPARTMENT OF CORRECTIONS

7-10-80 PROJECT NO: 280-082

Anderson so1L TECHNICIAN: Dean

L. .... ti WI t ..

E Cl e C

0 0

Ill

I - Shelby Tube Sample

�- Standard Penetration Test Sample

BORING NO: CB-6

LOCATION I As Shown on

Boring Plan BORING TYPE: 4-½'' Rotary

GROUND ELEV:

0-No Recovery J-Jar

II i, I C 0 QI QI DES C R IPTION OF STRATUM a. a: Cl)

2.5 Gray sandy clay -becomes stiff to very stiff gray clay at_6_" ___ _

Gray silty sand

2'

- 5- 1280 4+

4+

4+

4+

-becomes alternate layers of gray san9y clay and silty sand 5'

L-10-I-

1284 4+

1285 4+

1286 4+ 1287 I 4+

20-

1288 4+

ED

128914+

35-

40-

45-

Hard tan and gray clay, jointed

-becomes hard gray clay, jointed

-becomes stiff to very stiff, jointed and sl ickensided

-becomes very stiff to hard

-becomes hard tan clay, jointed and sl ickensided

-becomes very stiff to hard

Bottom at 30'

DATE

DR ILL ER:

Wynne Unit Expansion

BORING LOG

TEXAS DEPARTMENT OF CORRECTIONS

7-11-80 PRO J ECT NO: 280-082

Anderson SOIL TECHNICIAN: Dean

BORING NO:

LOCATION

BORING TYPE:

GROUND ELEV:

CB-7

As Shown on Boring Plan 4½11 Rotary

a. d

QI II)

0 I - Shelby Tube

Sample �- Standard Penetration 0- No Recovery J-Jar ·'= f IL Q.

t z

QI .,

0. 0.

E E

0 0

(I) (I')

1290I •

�1292 I B-

�,o--

�15-111297

20-

... .. CII ..

e o e C QI 'tJ C 0 QI c» 0.. ix:

4+

4+

4+

4+

4+

4+

4+

4+

4+

4+

1300 14+

1301 4+

35-

40-

45 -

Ill

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Test Somple

D ESCRIPTIO N OF S TRATUM

211 asphalt with 41 1 rock base

Very stiff gray sandy clay

-becomes hard

-becomes hard gray clay, jointed at 6.5 1

-becomes hard gray silty clay

-becomes hard tan and gray clay, sl ickensided and jointed

-becomes very stiff

-becomes hard gray clay, jointed

-becomes hard tan clay, jointed

-jointed and slickensided

Bottom at 30 1

Boring bailed to 20 1 , 7-11-80

Water at 6 1 , 7-14-80

6"

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PROJECT:

CLIENT:

DATE

DRILLER:

CII QI

f u.. Q.II 0

0. ci r: z ii Q.

E E 0 0

VI VI

I • 1302

I - 1303 I --

15-a 1304 c=I1305 I --r-11111306 rl0-11-

I --

BORING LOG

Wynne Unit Expansion

TEXAS DEPARTMENT OF CORRECTIONS

]-11-80 PROJECT NO: 280-082

Anderson so1L TECHNICI AN: Dean

.. .... QI VI

E • 0 0 L. C . ,::, C 0

QI QI

a.. a::

4+

4+

I Cl)

I - Shelby Tube Sample

�- Standard Penetration Test Sample

D ESCRIPTIO N

Hard gray sandy clay

-with silty sand streak

BORING NO:

LOCATION

BORING TYPE 1

GROUND ELEV:

CB-8

As Shown on Boring Plan 4½ 11 Rotary

0 - No Recovery J-J or

OF S TR ATUM

4+ -becomes hard gray clay with white 1 ime nodules

4+ -becomes hard tan and gray clay, jointed

4+ -sl ickensided

4+ -becomes hard gray clay, jointed and slickensided

4+

�309 4+

-becomes very stiff

-becomes hard

1310 4+

1 311 4+ 20-

1312 4+

L30::l 1313 14+

1----

1-35:-

1----

1-40-

1-45-

-becomes hard tan clay, jointed and sl ickensided

Bottom at 30'

DATE

DRILLER1

o. d .s .. r: z

QI er, ., .c:f. ! Q.

b. E E

II 0 0

0 (/) (f)

I---

I -

I -1315 I -

1- 5-111316 I -

I -1317 r 1O

Ii319

---�--1320

.... ,5-111321 I -

I -1322

BORING LOG

Wynne Unit Expansion BORING NO: CB-9

L OCATION

TEXAS DEPARTMENT OF CORRECTIONS

As Shown on Boring Plan 4-½' 1 Rotary 7-11-80 PROJECT NO: 280-082 BORING TYPE 1

GROUND ELEV: Anderson ,_ ....QI Ill 't .... e o

� .s " "O

C 0

QI QI

0.. Q:

4+

4+

4+

4+

4+

4+

4+

4+

4+

Ill

S OIL TECHNIC IA N:

I - Shelby Tube Sample

Dean

�- Standard Penetration 0- No Recovery Test Sample

DESCRIPTI ON OF STRATUM

J-Jar

To soi 1 411

Hard gray sandy clay with 611 gray silty sand l·ayer at 2 1

-becomes hard gray clay

-becomes hard gray silty clay

-becomes hard tan and gray clay

-becomes hard gray clay, jointed and slickensided

I •1323 14+ -becomes hard tan clay, jointed and sl ickensided -20--

· .1.324 1-25--

Jl l 325 e-30

.,_35-f--40-

-45-

4+

4+

Bottom at 30'

Water at 18.5 1 , 7-14-80 l

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I PROJECT:

I

CLIENT:

DATE

DRILLER

Wynne Unit Expansion

BORING LOG

TEXAS DEPARTMENT OF CORRECTIONS

7-11-80 PROJECT NO= 280-082

Anderson SOIL TECHNICIAN: Dean

BORING NO:

LOCATION

BORING TYPE:

GROUND ELEV:

CB-10

As Shown on Boring Plan 4½11 Rotary

IL

I - Shelby Tube Sample

�- Standard Penetration 0- No Recovery J-J ar .I:

£ IL

CIS •

a.

E E

� 5 -111328

1-10-I-

1 331

CII .,

E ..

0 01 '- C ... ·- CII i, C 0

CII QI

a.. 0:

4+

4+

4+

4+

4+

,_ 15----� 333 14+

1334 4+

1335 4+ 20-

1336 14+

B

1337 14+

-40-

.._45-

Ill

Test Sample

DESCRIPTION OF S TRATUM

Topsoil Clay, sand and rocks Tfill)

Hard gray clay, jointed

-becomes hard tan and gray clay, jointed and sl ickensided

-becomes hard gray clay, jointed and sl ickensided

-becomes very stiff

-becomes hard gray clay, jointed and sl ickensided

-becomes tan

-with trace of calcareous nodules

-becomes hard gray clay, jointed and sl ickens�ded

Bottom at 30 1

SOIL MECHANICS INCORPORATED BRYAN , TEXAS