Geotechnical Engineering Report - MS Dallas...report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS

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Geotechnical Engineering Report Infinity Preparatory

Irving, Texas February 26, 2013

Terracon Project No. 94135020

Prepared for: UPLIFT Education

Irving, Texas

Prepared by: Terracon Consultants, Inc.

Dallas, Texas

TABLE OF CONTENTS Page

EXECUTIVE SUMMARY ............................................................................................................ i 1.0 INTRODUCTION ............................................................................................................ 1 2.0 PROJECT INFORMATION ............................................................................................ 1

2.1 Project Description .............................................................................................. 1 2.2 Site Location and Description ............................................................................. 2

3.0 SUBSURFACE CONDITIONS ....................................................................................... 2 3.1 Typical Profile ..................................................................................................... 2 3.2 Groundwater ....................................................................................................... 3

4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION ..................................... 3 4.1 Geotechnical Considerations .............................................................................. 3 4.2 Earthwork ........................................................................................................... 4

4.2.1 Site Preparation ....................................................................................... 4 4.2.2 Suitable Fill .............................................................................................. 4 4.2.3 Excavations ............................................................................................. 5 4.2.4 Compaction Requirements ...................................................................... 5 4.2.5 Drainage and Utilities............................................................................... 6

4.3 Foundations ........................................................................................................ 7 4.3.1 Straight Drilled Shafts – Allowable Capacity ............................................ 7 4.3.2 Straight Drilled Shafts – Lateral Capacity ................................................. 7 4.3.3 Straight Drilled Shafts – Soil Induced Uplift Loads ................................... 8 4.3.4 Straight Drilled Shafts – Construction Considerations .............................. 8 4.3.5 Grade Beams/Pier Caps .......................................................................... 9 4.3.6 Shallow Footing – Design Capacities ......................................................10 4.3.7 Shallow Footing – Construction Considerations ......................................10

4.4 Seismic Considerations......................................................................................12 4.5 Floor System in Conjunction with Drilled Shaft Foundation System ...................12

4.5.1 Structural Floor Slabs .............................................................................12 4.5.2 Floor Slabs/Flatwork on Modified Subgrade ...........................................13

4.6 Site Retaining Walls ...........................................................................................14 4.6.1 Lateral Earth Pressures ..........................................................................14

4.7 Pavement ..........................................................................................................15 4.7.1 Pavement Subgrades .............................................................................15 4.7.2 Pavement Traffic ....................................................................................16 4.7.3 Pavement Sections .................................................................................16

5.0 GENERAL COMMENTS ...............................................................................................17 APPENDIX A – FIELD EXPLORATION

Exhibit A-1 Boring Location Plan Exhibit A-2 Field Exploration Description Exhibits A-3 through A-11 Boring Logs

APPENDIX B – LABORATORY TESTING Exhibit B-1 Laboratory Testing

APPENDIX C – SUPPORTING DOCUMENTS Exhibit C-1 General Notes Exhibit C-2 Unified Soil Classification System

Geotechnical Engineering Report Infinity Preparatory■ Irving, Texas February 26, 2013 ■ Terracon Project No. 94135020

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EXECUTIVE SUMMARY A geotechnical exploration has been performed for the Infinity Preparatory in Irving, Texas. Seven borings were advanced to depths of approximately 5 to 56 feet below the existing ground surface at the site. Based on the information obtained from our subsurface exploration, the site can be developed for the proposed project. The following geotechnical considerations were identified: On-site soils appear suitable for use as general site fill. The near-surface soils are moderately active and prone to volume change with variations in

moisture level. The proposed building additions can be supported on straight drilled shafts bearing in the gray shale or in the overlying sands. Foundations for the interior renovations can be supported on shallow footings.

If a drilled shaft foundation is used, grade beams should be supported by the drilled shaft foundations, and a void space should be provided between the grade beams and the underlying clay soils. Interior floor slabs should be supported above the active clays with a void space if movement cannot be tolerated. If movements on the order of 1 inch are acceptable, the floor slabs can be placed on grade provided the soils beneath the building pad are moisture conditioned and capped with select fill or flexible base.

The 2009 International Building Code, Table 1613.5.2 IBC seismic site classification for this site is C.

Both asphalt and concrete pavement sections can be used at this site. They should not

be considered equal. Over the life of the pavement, concrete sections would be expected to require less maintenance.

This summary should be used in conjunction with the entire report for design purposes. It should be recognized that details were not included or fully developed in this section, and the report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS should be read for an understanding of the report limitations.

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GEOTECHNICAL ENGINEERING REPORT

INFINITY PREPARATORY

IRVING, TEXAS Terracon Project No. 94135020

February 26, 2013 1.0 INTRODUCTION New building additions and renovations are planned at Infinity Preparatory in Irving, Texas. Our scope of services included drilling and sampling seven soil borings to depths of 5 to 56 feet, laboratory testing, and engineering analyses. The purpose of these services is to provide information and geotechnical engineering recommendations relative to:

subsurface soil conditions groundwater conditions earthwork foundation design and construction

seismic considerations floor slabs and building pad preparation pavement sections and subgrade

preparation 2.0 PROJECT INFORMATION 2.1 Project Description

Item Description

Site layout See Appendix A, Exhibit A-1, Boring Location Plan.

Planned improvements A two-story building with a footprint area of about 12,500 square feet, and a single story building with a footprint of about 3,000 square feet and associated pavements.

Finished floor elevation Unknown; assumed to match existing building grades

Maximum loads (assumed) Columns: 200 kips Wall Loads: 2 to 3 klf Floor Slabs: 125 psf

Free-standing retaining walls Maximum height of about 4 feet.

Below Grade Walls None

Traffic on Pavement Automobile, light trucks, school busses, fire trucks and garbage trucks

Geotechnical Engineering Report Infinity Preparatory ■ Irving, Texas February 26, 2013 ■ Terracon Project No. 94135020


2.2 Site Location and Description

Item Description

Location 1401 S MacArthur Boulevard in Irving, Texas

Existing improvements Buildings and paving

Current ground cover Concrete and grass

Existing topography Relatively flat. 3.0 SUBSURFACE CONDITIONS 3.1 Typical Profile

Based on the results of the borings, subsurface conditions on the project site can be generalized as follows:

Stratum Approximate Depth to Bottom of Stratum Material Encountered Consistency

Paving 4 to 6 inches in Borings B-1 through B-6 and 10.5 inches in Boring B-7

Asphalt Paving in Borings B-1 through B-6, concrete floor slab

and sand in Boring B-7 -

1 10 to 17 feet in Borings B-1 through

B-3 and B-6 and termination depth of 5 feet in Borings B-5 and B-7.

Reddish brown and tan sandy lean clay (CL)

Stiff to hard

2 Termination depth of 5 feet in Boring

B-4. Reddish brown and tan fat clay

(CH) Very stiff to hard

3 38 to 41 feet in Borings B-1 and B-2.

Termination depth of 25 feet in Borings B-3 and B-6

Reddish brown, brown and tan sand (SP) and clayey sand (SC)

Loose to medium dense

4 Termination of Borings B-1 and B-2

at 55 to 56 feet Gray shale -

Conditions encountered at individual boring locations are indicated on the boring logs. Stratification boundaries on the boring logs represent the approximate location of changes in soil types; in-situ, the transition between materials may be gradual. Details for the boring locations can be found on the boring logs in Appendix A of this report.



3.2 Groundwater

The borings were advanced using dry auger drilling techniques that allows short-term groundwater observations to be made while drilling. Groundwater seepage was observed in Borings B-1 and B-2 at 40 feet and 28 feet, respectively, during drilling. Groundwater seepage was observed at 34 feet in Boring B-2 upon completion. Boring B-1 caved in at 43 feet and no groundwater seepage observation could be made at completion of drilling. No groundwater seepage was observed in the remaining borings during drilling and the borings were observed to be dry at completion of drilling. These groundwater observations provide an indication of the groundwater conditions at the time of drilling. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff, landscape irrigation and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be different from the levels indicated on the boring logs. The possibility of groundwater level fluctuation should be considered when developing the design and construction plans for the project. 4.0 RECOMMENDATIONS FOR DESIGN AND CONSTRUCTION 4.1 Geotechnical Considerations

Moderately active clay soils are present on this site. This report provides recommendations to help mitigate the effects of soil shrinkage and expansion. However, even if these procedures are followed, some movement and cracking in the structure should be anticipated. The severity of cracking and other cosmetic damage such as uneven floor slabs will probably increase if any modification of the site results in excessive wetting or drying of the expansive soils. Note that plumbing leaks, poor drainage and vegetation can impact the moisture conditions beneath the building. Eliminating the risk of movement and cosmetic distress associated with the active clays may not be feasible with slab-on-grade construction, but the risk of movement can be reduced by moisture conditioning the expansive soils and placing select fill beneath the floor slab. Active clay soils can subject shallow foundations and floor slabs to significant differential movements due to moisture fluctuations in the soils. The potential magnitude of post construction movements at this site is estimated to be about 2 inches for dry soil conditions that can exist prior to construction. We recommend the use of straight drilled shafts bearing in the gray shale or overlying sands. As an alternate to a drilled shaft foundation system shallow footings can also be considered to support the interior renovations.



In conjunction with a drilled shaft foundation system, if floor movements must be limited to less than 1 inch, a floor system structurally supported above the subgrade is recommended. If potential floor movements on the order of 1 inch are acceptable, the floor slab can be supported on a moisture conditioned subgrade. It should be noted that there is a risk that even ½ inch of movement can result in unsatisfactory performance. Some of the risks that can affect performance include uneven floors, floor and wall cracking, and sticking doors. Geotechnical recommendations are presented in the following report sections for earthwork, foundations, seismic considerations, floor slabs, site retaining walls and pavements. 4.2 Earthwork

4.2.1 Site Preparation The site should be stripped and grubbed to remove vegetation and deleterious material. Any soft or pumping areas should be excavated to firm ground. The excavated soils, free of debris or rock greater than 4 inches in maximum dimension, can be used to backfill the excavated area. Excavated areas should be backfilled with properly placed and compacted fill as discussed in section 4.2.4 Compaction Requirements. 4.2.2 Suitable Fill Nomenclature Technical description Appropriate Use

On-site soils Free of vegetation, organic material, debris, and rocks greater than 4 inches in maximum dimension

1) General site grading 2) Pavement subgrades (natural or

lime modified) 3) Moisture conditioned soils below

the floor slab 4) Utility trench backfill 5) Site retaining wall backfill 6) Soccer fields

Imported fill

Clean soil (free of deleterious material and debris) with a liquid limit (LL) less than 40 percent and no rock greater than 4 inches in maximum dimension

1) General site grading 2) Pavement subgrades (natural or

lime modified) 3) Moisture conditioned soils below

the floor slab 4) Utility trench backfill 5) Site retaining wall backfill 6) Soccer fields

Select fill Sandy clay to clayey sand with a liquid limit (LL) of less than 35 percent and a plasticity index (PI) between 6 and 15

1) Moisture cap, upper 1 foot of soils below slab-on-grade

2) Site retaining wall backfill



Nomenclature Technical description Appropriate Use

Flexible base TxDOT* Item 247, Type D, Grade 1 or 2. Recycled concrete meeting this gradation is acceptable.

1) Moisture cap, upper 1 foot of soils below slab-on-grade

Granular wall backfill / drainage rock

Non-plastic material with less than 3% passing No. 200 sieve and less than 30% passing No. 40. Maximum aggregate size of 2 inches.

1) Site retaining wall backfill

* TxDOT – Texas Department of Transportation 4.2.3 Excavations Based on the subsurface conditions encountered in the borings, excavations will involve clay soils. The clay soils can be excavated with standard earthwork equipment. The clay soils will need to be sloped or braced during construction. Applicable OSHA standards should be followed. Consideration should also be given to erosion protection on exposed slopes. 4.2.4 Compaction Requirements Recommendations for compaction are presented in the following table. We recommend that the soils be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met, the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved.

ITEM DESCRIPTION

Subgrade preparation to receive fill Surface scarified to a minimum depth of 6 inches and compacted to criteria below

All fills; loose lift thickness 9-inches or less

Subgrades and fills not under the building

A minimum of 95% maximum standard Proctor dry density (ASTM D 698) at a minimum of +2 percentage points above optimum moisture content

Moisture conditioned soils

93% to 98% standard Proctor dry density (ASTM D 698) at the following minimum moisture contents based on the type of subgrade soils. A minimum of 3 or more percentage points above the soil's optimum moisture content for soils with liquid limits more than 50. For soils with liquid limits between 35 and 50, a minimum of 2 or more percentage points above the soil's optimum moisture content. Soils with liquid limits less than 35 can be compacted at or above the optimum moisture content.

Select fill & flexible base A minimum of 95% maximum Standard Proctor dry density (ASTM D 698) in the range of -2 to +2 percentage points of optimum moisture content



ITEM DESCRIPTION

Backfill for exterior face of grade beams A minimum of 93% maximum Standard Proctor dry density (ASTM D 698) at a minimum of +2 percentage points above optimum moisture content

Retaining Wall backfill A minimum of 95% maximum Standard Proctor dry density (ASTM D 698) within 0 to 4 percentage point above optimum moisture content.

Pavement subgrades 1 A minimum of 95% maximum Standard Proctor dry density (ASTM D 698) in the range of -1 to +3 percentage points of optimum moisture content

1. The compaction criteria in fire lanes and roadways must meet the requirements, if any, as prescribed by the local governing authority.

4.2.5 Drainage and Utilities All grades must be adjusted to provide positive drainage away from the structures. Water permitted to pond adjacent or near the structures will result in ground movements that exceed those discussed in this report. Open ground should preferably be sloped at a minimum of 5 percent grade for at least 10 feet beyond the perimeter of the structures. Maximum grades practical should be used for paving and flatwork to prevent areas where water can pond. In addition, allowances in final grades should take into consideration post-construction movement of flatwork, particularly if such movement would be critical. Consideration should be given to preparing the subgrade as discussed in Section 4.5.2 Floor Slabs/Flatwork on Modified Subgrade of this report in movement sensitive areas. Where paving or flatwork abuts the structures, care should be taken that joints are properly sealed and maintained to prevent the infiltration of surface water. Planters located adjacent to the structures should preferably be self-contained, or at least designed to drain away from the buildings. Sprinkler mains should be located a minimum of five feet away from the building lines. If heads must be located adjacent to the structures, then service lines off the main should be provided. Roof drains should discharge on pavement or be extended away from the structures. Ideally, roof drains should discharge by closed pipe to the storm drainage system. Care should be taken that utility trenches are not left open for extended periods and they are properly backfilled. Backfilling should be accomplished with properly compacted on-site soils, rather than granular materials. A positive cut-off at the building line is recommended to help prevent water from migrating in the utility trench backfill.



4.3 Foundations

4.3.1 Straight Drilled Shafts – Allowable Capacity We recommend the following design values for straight drilled shafts bearing in the shale. The drilled shafts can be analyzed for a combination of end bearing and skin friction resistance in the gray shale.

Design Parameter Recommendation

Bearing Stratum Poorly graded sand Gray shale

Allowable End Bearing Resistance 4,000 psf 20,000 psf

Allowable Skin Friction - Compression 500 psf 2,500 psf

Allowable Skin Friction - Tension 500 psf 1,800 psf

Minimum penetration into bearing stratum to develop end bearing 3 feet or 1 shaft diameter into bearing stratum, whichever is greater

Penetration to Develop Skin Friction Depth below any temporary casing

Minimum Center to Center Spacing to Develop Full Skin Friction

2.5 times the diameter of the larger shaft. Closer spacing may require some reductions in skin friction and/or changes in installation sequences. Closely spaced shafts should be examined on a case by case basis. As a general guide, the design skin friction will vary linearly from the full value at a spacing of 2.5 diameters to 50 percent of the design value at 1.0 diameter.

Groups of 3 or more shafts spaced closer than 2.5 shaft diameters

Should be evaluated on a case by case basis by this office. Alternative installation sequences may be needed to allow for a minimum of 48 hours concrete curing time, before installation of adjacent shafts.

Settlement Less than 1 inch, experienced primarily during initial loading of shaft

1. Neglect skin friction in the sand for shafts bearing in the shale

4.3.2 Straight Drilled Shafts – Lateral Capacity The drilled shafts may be subject to lateral loads. Parameters for lateral load analysis are provided in the following table for use in Ensoft’s L-PILE (version 6) computer program.



Soil Type Moisture

Conditioned Clays

Clays Sands Gray Shale

LPILE Material Type Soft clay Stiff clay w/o free water Sand (Reese)

Weak Rock

(Reese)

Effective Soil Unit Weight (pcf) 125 125 Above WT1: 125 Submerged: 65

130

Undrained Cohesion, c (psi) S

OIL

5 15 0 N/A

Friction Angle, (degrees) 0 0 30 N/A

Strain Factor, є50 0.01 0.008 N/A N/A

Stiffness coefficient, k (pci) N/A N/A Above WT1: 90 Submerged: 60

N/A

Young’s Modulus, Er (psi)

BE

DR

OC

K

N/A N/A N/A 10,000

Uniaxial Compressive Strength (psi) N/A N/A N/A 100

Rock Quality Designation, RQD (%) N/A N/A N/A 90

Krm N/A N/A N/A 0.0005

Note 1: WT = Water Table

4.3.3 Straight Drilled Shafts – Soil Induced Uplift Loads The drilled shafts will be subject to uplift as a result of heave in the overlying clay soils. The magnitude of these loads varies with the shaft diameter, soil parameters, and particularly the in-situ moisture levels at the time of construction. The shafts must contain sufficient continuous vertical reinforcing to resist the net tensile load. Straight shaft foundations must be designed with adequate embedment into the bearing stratum to resist the uplift forces. The uplift load can be approximated by assuming a uniform uplift of 1,200 psf over the shaft perimeter to a depth of 8 feet. If the subgrade is moisture conditioned as discussed in section 4.5.2 Floor Slabs/Flatwork on Modified Subgrade, a uniform uplift of 800 psf can be used on the shaft perimeter in the moisture conditioned zone. 4.3.4 Straight Drilled Shafts – Construction Considerations The construction of all drilled shafts should be observed by experienced geotechnical personnel during construction to confirm: 1) the bearing stratum; 2) the minimum bearing depth; 3) that groundwater seepage is correctly handled; and 4) that the shafts are within acceptable vertical tolerance.



Recommendations for drilled shaft construction are presented in the following table.

Item Recommendation

Drilled shaft installation specification Current version of American Concrete Institute’s “Standard Specification for the Construction of Drilled Piers” ACI 336.

Top of shaft completion Enlarged (mushroom-shaped) top in contact with the clays should not be allowed.

Time to complete Drilled shaft construction should be completed within 8 hours of beginning the design penetration into the bearing stratum and in a continuous manner to reduce side wall and base deterioration.

Installation methods

Shaft excavations should be installed using dry methods. The concrete should have a slump of 6 inches plus or minus 1 inch and be placed in a manner to avoid striking the reinforcing steel during placement.

Groundwater control

Seepage was observed in the borings and will probably be encountered during installation of the straight shafts. In addition, caving sands were also present. Seepage rates and caving soils will require the use of temporary casing for installation of the straight shafts structed in the shale. The casing should be seated below groundwater with all water and most loose material removed prior to beginning the design penetration. Care must then be taken that a sufficient head of plastic concrete is maintained within the casing during extraction. Usually, groundwater cannot be controlled with casing for shafts bearing in the sands. Special underwater placement using a tremie or pumped concrete is often required. Mineral solid or chemical polymer slurry may be required to stabilize the shaft excavation. The properties and mixing of slurry and the installation of the shaft should follow the requirements in ACI 336.

Straight drilled shaft special conditions

The shale is relatively hard and can be difficult to penetrate. A contractor experienced with drilling in rock should be retained for this project.

4.3.5 Grade Beams/Pier Caps In conjunction with drilled shafts, all grade beams or wall panels should be supported by the drilled shafts. A minimum void space of 4 inches is recommended between the bottom of grade beams, pier cap extensions, wall panels and below grade walls and the subgrade. This void will serve to minimize distress resulting from swell pressures generated by the clay soils. Structural cardboard forms are one acceptable means of providing this void beneath cast-in-place elements. Soil retainers should be used to prevent infilling of the void.



The grade beams should be formed rather than cast against earth trenches. Backfill against the exterior face of grade beams, wall panels and pier caps should be on site materials placed and compacted as described in section 4.2.4 Compaction Requirements. 4.3.6 Shallow Footing – Design Capacities For foundation where interior renovations are performed, shallow footings can be used with the following parameters:

Description Continuous Footing Individual Footing Bearing stratum Reddish brown sandy lean clay

Net allowable bearing pressure 1 2,000 psf 2,500 psf

Minimum dimension 18 inches 36 inches

Minimum embedment below existing or final grade, whichever is deeper 24 inches

Approximate total settlement 2 1 inch

Approximate differential settlement ½ to ¾ of total settlement

Allowable passive pressure 3 150 psf/ft triangular distribution

Coefficient of sliding friction (ultimate) 3 0.40

1. The recommended net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation.

2. The foundation movement will depend upon the variations within the subsurface soil profile, the structural loading conditions, the embedment depth of the footings, the thickness of compacted fill, and the quality of the earthwork operations.

3. The sides of the excavation for the spread footing foundation must be nearly vertical and the concrete should be placed neat against these vertical faces for the passive earth pressure values to be valid. If the loaded side is sloped or benched, and then backfilled, the allowable passive pressure will be significantly reduced. Passive resistance in the upper 2 feet of the soil profile should be neglected.

4.3.7 Shallow Footing – Construction Considerations Footing excavations should be protected from standing water or desiccation. The base of all foundation excavations should be free of water and loose soil and rock prior to placing concrete. Excavation of individual footings or sections of continuous footings, placement of steel and concrete, and backfilling should be completed in a reasonably continuous manner. It is recommended that complete installation of individual footings or sections of continuous footings be accomplished within 48 hours of excavation to prevent drying of the soils supporting the footings. If the supporting soils in the bottom of the footing excavations are allowed to dry, become disturbed or unsuitable bearing soils are encountered in footing excavations, the excavations



should be extended deeper to suitable soils and the footings could bear directly on these soils at the lower level or on lean concrete backfill placed in the excavations. The footings could also bear on properly compacted imported fill extending down to the suitable soils. Over excavation for compacted backfill placement below footings should extend laterally beyond all edges of the footings at least 8 inches per foot of over excavation depth below footing base elevation. The over excavation should then be backfilled up to the footing base elevation with properly compacted fill as described in section 4.2 Earthwork. The over excavation and backfill procedures are described in the figures below.

Backfilling adjacent and over footings should proceed as soon as practical to reduce disturbance. Backfilling should be accomplished using soils similar to those excavated. All backfill should be properly compacted to the criteria presented in section 4.2.4 Compaction Requirements. All footing installations should be inspected by qualified geotechnical personnel to help verify the design depth and perform related duties.



4.4 Seismic Considerations

Code Used Site Classification Ss S1

2009 International Building Code (IBC) 1

C 2 0.114 g 0.049 g

1. In general accordance with the 2009 International Building Code, Table 1613.5.2. 2. The 2009 International Building Code (IBC) requires a site soil profile determination extending a

depth of 100 feet for seismic site classification. The current scope requested does not include the required 100 foot soil profile determination. Borings extended to a maximum depth of approximately 56 feet and this seismic site class definition considers stiff soil and hard rock exists below the maximum depth of the subsurface exploration, which is consistent with the site geology. Additional exploration to deeper depths would be required to confirm the conditions below the current depth of exploration. Alternatively, a geophysical exploration could be utilized in order to attempt to justify a higher seismic site class.

4.5 Floor System in Conjunction with Drilled Shaft Foundation System

Lightly loaded floor slabs and flatwork placed on-grade will be subject to movement as a result of moisture induced volume changes in the active soils that can occur following construction. The soils expand (heave) with increases in moisture and contract (shrink) with decreases in moisture. The movement typically occurs as post construction heave. The potential magnitude of the moisture induced movements is rather variable. It is influenced by the soil properties, overburden pressures, thickness of clay and to a great extent by soil moisture levels at the time of construction. Based on the soil type and thickness encountered in the borings, potential vertical movements in slabs placed on grade are estimated to be about 2 inches for dry soil moisture conditions that can exist prior to construction. A structural slab in conjunction with a straight drilled shaft foundation system is recommended if floor slab movements are to be limited to less than 1 inch. As an alternate the building slabs can be supported on a moisture conditioned subgrade that has been prepared to reduce soil movements to about 1 inch. Note that movements of even ½ inch can result in uneven floors, sticking doors, and cracking of floor slabs and wall partitions. If the risk of these movements is unacceptable, the floor slab should be structurally supported above the active clays. 4.5.1 Structural Floor Slabs The building floor slab should be structurally supported above the subgrade if movements are to be limited to less than 1 inch. A minimum void space of 8 inches is recommended beneath the slab. Moisture conditioning of the existing soil subgrade is not needed in the building footprint other than sloping the surface to drain if a structural floor slab is used.



The minimum void space can be provided by the use of cardboard carton forms, or a deeper crawl space. The bottom of the void should preferably be higher than adjacent exterior grades. A ventilated and drained crawl space is preferred under the building for several reasons, including the following:

Ground movements will affect the project utilities, which can cause breaks in the lines and distress to interior fixtures.

A crawl space permits utilities to be hung from the superstructure, which greatly reduces the possibility of distress due to ground movements. It also can provide ready access in the event repairs are necessary.

Ground movements are uneven. A crawl space can be positively drained preventing the ponding of water and reducing the possibility of distress due to unexpected ground movements.

4.5.2 Floor Slabs/Flatwork on Modified Subgrade Slab on grade construction should only be considered if slab movements on the order of 1 inch are considered acceptable. Reductions in anticipated movements can be achieved by using methods developed in this area to reduce on-grade slab movements. Suitable methods for this site consist of moisture conditioning the on-site clays and capping them with select fill or flexible base. Moisture conditioning can be accomplished using excavation and replacement as described below. Potential slab movements can be limited to about 1 inch if the building pad and sensitive flatwork areas are excavated to a depth of 6 feet below the floor slab to permit installation of 1 foot of moisture conditioned soils and a 5 foot layer of select fill or flexible base material. Subgrade treatment should extend beyond the building perimeter to include entrances, abutting sidewalks and other flatwork areas sensitive to movement. If moisture conditioning is utilized, the excavated soils, except for deleterious materials or rock greater than 4 inches, can then be replaced in accordance with section 4.2.4 Compaction Requirements for moisture conditioned clays. Placement of the moisture conditioned soils should be commenced immediately after excavation to avoid drying the underlying soils. If underlying soils are allowed to dry, the dry soil should be excavated and replaced as moisture conditioned soils. The select fill or flexible base material must be placed above the moisture conditioned soils in a short period of time (i.e. within 48 hours) following completion of the moisture conditioning process to prevent the loss of soil moisture. If the surface of the moisture conditioned soils is allowed to desiccate prior to placement of the cap, the desiccated soils should be reworked and placed in a moisture conditioned state. The use of a vapor retarder should be considered beneath concrete slabs on grade that will be covered with wood, tile, or carpet with a water soluble adhesive. A vapor retarder should be used for other moisture sensitive coverings, impervious coverings, or when the slab will support



equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer and slab contractor should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. It should be noted that excessive water from any source could result in movements greater than 1 inch. For example, should leaks develop in underground water or sewer lines or the grades around the structure allow ponding of water, unacceptable slab movements could develop. The area around the structure must be well drained, landscape beds must not be over watered or allow ponding of water, and utility leaks are promptly repaired. Trees should be planted at least one-mature tree height from the building. Root barriers should be installed if trees are planted closer. 4.6 Site Retaining Walls

Low height retaining walls for grade changes across the site that can tolerate movements can be supported by continuous footings founded in the surficial soils or properly compacted fill materials. Footings situated a minimum of 2 feet below finished grade may be proportioned with a maximum allowable bearing pressure of 2,000 pounds per square foot. An ultimate coefficient of friction of 0.4 is recommended for evaluating sliding resistance. Additional passive resistance can be developed by using a key beneath the wall footing. An allowable passive pressure of 150 psf/ft (triangular distribution) may be considered against the face of the key. 4.6.1 Lateral Earth Pressures Lateral earth pressures acting on the walls will depend on the type of backfill material used, drainage conditions behind the wall and the amount of wall movement that will occur. Recommended lateral earth pressures expressed as equivalent fluid pressures (EFP) and lateral earth pressure coefficients are presented in the following table for walls with drained conditions. The equivalent fluid pressures assume a horizontal ground surface at the back of the wall. Active earth pressures can be used where the top of the wall will deflect on the order of 0.5 percent of the wall height. At-rest earth pressures should be used where the top of the wall is restrained from movement. The table below assumes the walls are drained.



Backfill Material Active (Flexible) At-Rest (Rigid)

Ka EFP K0 EFP On-site soils 0.53 65 pcf 0.69 85 pcf

Select fill 0.39 50 pcf 0.56 65 pcf

Granular backfill 0.28 35 pcf 0.44 50 pcf The select or granular backfill limits should extend outward at least 3 feet from the base of the wall and then upward on a 1H:2V slope. For narrower backfill widths of granular or select fill soils, the equivalent fluid pressures for the on-site soils should be used. The lateral earth pressure values do not include surcharge loads due to overburden, future structures, traffic, equipment, etc. Surcharge loads should be considered if they apply at the surface above the wall within an area defined by an angle of 45 degrees extending up from the base of the wall. Care should be taken that backfill is not over compacted, which could increase the lateral pressures on the walls. Wall backfill materials should be placed and compacted as described in Section 4.2.4 Compaction Requirements. Granular backfill should not be water jetted to achieve compaction and should be placed at a moisture content to allow the desired density to be achieved. The top of the backfill should be protected by flatwork, paving or for granular backfill a minimum of 2 foot thickness of clay fill (Plasticity Index>20) to reduce surface infiltration. The design recommendations presented above assume hydrostatic pressures will not develop behind the wall. Drainage for free standing walls can be provided by using a collector pipe or weep holes near the base of the wall. Drains should be properly filtered to minimize the potential for erosion through these drains and/or plugging of drain lines. Settlement of the wall backfill should be anticipated. Piping and conduits through the fill should be designed for potential soil loading due to fill settlement. Flatwork, sidewalks and pavements over fills may also settle. Backfill compacted to the density recommended is anticipated to settle on the order of one to two percent of the fill thickness. 4.7 Pavement

4.7.1 Pavement Subgrades Subgrade materials at this site will consist of clay soils. These soils are subject to loss of support with the moisture increases that can occur beneath paving. The clay soils react with hydrated lime, which serves to improve and maintain their support value. Lime stabilization is recommended beneath flexible (asphalt) pavement sections. Rigid (concrete) pavements may be placed on compacted subgrade without lime treatment.



For budgeting purposes, 7 percent hydrated lime (TxDOT Item 260), by dry weight, is estimated for treating the subgrade beneath flexible pavements. The lime application rate should be determined by laboratory testing once the pavement subgrade is rough graded. The lime should be thoroughly mixed and blended with the top 6 inches of the subgrade (TxDOT, Item 260). Stabilization should extend a minimum of one foot beyond the edge of the pavement. The lime stabilized or natural subgrade should then be uniformly compacted to the criteria described in section 4.2.4 Compaction Requirements. It should then be protected and maintained in a moist condition until the pavement is placed. Pavement subgrades should be graded to prevent ponding and infiltration of excessive moisture on or adjacent to the pavement subgrade surface. Site grading is generally accomplished early in the construction phase. However as construction proceeds, the subgrade may be disturbed due to utility excavations, construction traffic, desiccation, or rainfall. As a result, the pavement subgrade may not be suitable for pavement construction and corrective action will be required. The subgrade should be carefully evaluated at the time of pavement construction for signs of disturbance or excessive rutting. If disturbance has occurred, pavement subgrade areas should be reworked, moisture conditioned, and properly compacted to the recommendations in this report immediately prior to paving. 4.7.2 Pavement Traffic Traffic patterns and anticipated loading conditions were not available; however, typical pavement sections with subgrade stabilization alternatives are provided. These represent a total of 45,000 18-Kip Equivalent Single Axle Loads (ESALs) for Light Duty pavement and 100,000 18-Kip ESALs for the Medium Duty pavement. The Light Duty pavement is intended for passenger car and pickup trucks. The Medium Duty pavement is intended for passenger car, pickup trucks, small delivery trucks, fire trucks, garbage trucks and school buses. If the pavements are subject to heavier loading and higher traffic counts than the assumed values, this office should be notified and provided with the information so that we may review these pavement sections and make revisions if necessary. 4.7.3 Pavement Sections Both asphalt and concrete pavement sections are presented in the following table. They are not considered equal. Over the life of the pavement, concrete sections would be expected to require less maintenance.



Pavement Section

Pavement Thickness, Inches Light Duty

45,000 18-kip ESALs

Medium Duty 100,000 18-kip

ESALs

Dumpster Area

Portland Cement Concrete

Concrete 5 6 7

Compacted Subgrade 6 6 6

Full Depth Asphaltic Concrete

TxDOT Type D TxDOT Item 340

Asphaltic Concrete 2 2 -

Type A or B TxDOT Item 340

Asphaltic Concrete 3 4 -

TxDOT Item 260 Lime Stabilized Subgrade

6 6 -

*All materials should meet the TxDOT Standard Specifications for Highway Construction. The concrete should have a minimum 28-day compressive strength of 3,000 psi in Light Duty areas and 3,500 psi in Medium Duty and dumpster areas. It should contain a minimum of 4.5±1.5 percent entrained air. As a minimum, the section should be reinforced with No. 3 bars on 18-inch centers in both directions. Openings in pavement, such as landscape islands, are sources for water infiltration into surrounding pavements. Water collects in the islands and migrates into the surrounding subgrade soils thereby degrading support of the pavement. This is especially applicable for islands with raised concrete curbs, irrigated foliage, and low permeability near-surface soils. The civil design for the pavements with these conditions should include features to restrict or to collect and discharge excess water from the islands. Examples of features are edge drains connected to the storm water collection system or other suitable outlet and impermeable barriers preventing lateral migration of water such as a cutoff wall installed to a depth below the pavement structure. Pavements will be subject to differential movement due to heave in the site soils. Flat grades should be avoided with positive drainage provided away from the pavement edges. Backfilling of curbs should be accomplished as soon as practical to prevent ponding of water. 5.0 GENERAL COMMENTS Terracon should be retained to review the final design plans and specifications so comments can be made regarding interpretation and implementation of our geotechnical recommendations in the design and specifications. Terracon also should be retained to provide observation and



testing services during grading, excavation, foundation construction and other earth-related construction phases of the project. The analysis and recommendations presented in this report are based upon the data obtained from the borings performed at the indicated locations and from other information discussed in this report. This report does not reflect variations that may occur between borings, across the site, or due to the modifying effects of weather. The nature and extent of such variations may not become evident until during or after construction. If variations appear, we should be immediately notified so that further evaluation and supplemental recommendations can be provided. The scope of services for this project does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. This report has been prepared for the exclusive use of our client for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety, excavation support, and dewatering requirements are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Terracon reviews the changes and either verifies or modifies the conclusions of this report in writing.

APPENDIX A FIELD EXPLORATION


Responsive ■ Resourceful ■ Reliable Exhibit A-2

Field Exploration Description

Subsurface conditions were explored by drilling seven borings to depths of 5 to 56 feet at the approximate locations indicated on the Boring Location Plan on Exhibit A-1 in Appendix A. The field exploration was performed on January 30 and February 2, 2013. The test locations were established in the field using available reference features and a handheld GPS device. The boring locations should be considered accurate only to the degree implied by the methods employed to determine them. The exterior borings (B-1 through B-6) were performed using a truck-mounted drill rig. Upon the completion of drilling, the boreholes were backfilled with soil cuttings and the pavements patched. Cohesive soil samples encountered in the borings were obtained using thin-walled tube sampling procedures. The samples were tagged for identification, sealed to reduce moisture loss, and taken to the laboratory for further examination, testing, and classification. The load-carrying capacity of the bedrock was evaluated in place by the Texas Department of Transportation (TxDOT) cone penetration test. The interior boring (B-7) was advanced by portable hydraulic drilling equipment. Representative samples were obtained using thin walled tube procedures. The samples were marked for identification, sealed to reduce moisture loss, and taken to the laboratory for further examination, testing, and classification. Field logs of the borings were prepared by the drill crew. The logs included visual classifications of the materials encountered as well as interpretation of the subsurface conditions between samples. The boring logs included with this report represent the engineer’s interpretation of the field logs and include modifications based on laboratory evaluation of the samples. The boring logs are presented on Exhibit A-3 through A-11 in Appendix A. General notes to log terms and symbols are presented on Exhibit C-1 in Appendix C.

0.4

11.0

17.0

ASPHALT, 5.25 inchesSANDY LEAN CLAY (CL), reddish brown, tan and gray,stiff to hard

SANDY LEAN CLAY (CL), reddish brown, very stiff

POORLY GRADED SAND (SP), reddish brown and tan,loose to medium dense

-gravel seams

6115

1.0 tsf (HP)

3.0 tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

3.0 tsf (HP)

10-12-10N=22

12-13-13N=26

5-3-2N=5

41-17-24

See Exhibit A-1

Hammer Type: Rope and CatheadStratification lines are approximate. In-situ, the transition may be gradual.

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1401 S. MacArthur Boulevard Irving, TexasSITE:

Seepage encountered at 40' during drilling

Caved in to 43' at completion of drilling

WATER LEVEL OBSERVATIONS

Page 1 of 2

Advancement Method:Dry auger

Abandonment Method:Backfilled with Auger Cuttings

8901 Carpenter Freeway, Suite 100Dallas, Texas

Notes:

Project No.: 94135020

Drill Rig: CME 55

Boring Started: 1/30/2013

BORING LOG NO. B- 1UPLIFT EducationCLIENT:Irving, Texas

Driller: GME

Boring Completed: 1/30/2013

Exhibit: A-3

See Exhibit A-2 for description of fieldprocedures

See Appendix C for explanation of symbols andabbreviations.

See Appendix B for description of laboratoryprocedures and additional data (if any).

PROJECT: Infinity Preparatory

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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

41.0

56.0

POORLY GRADED SAND (SP), reddish brown and tan,loose to medium dense (continued)

SHALE, with cemented sand seams, gray

Boring Terminated at 56 Feet

4-5-5N=10

TC=100/3.25"

TC=100/3.5"

TC=100/2.5"

See Exhibit A-1


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Caved in to 43' at completion of drilling


Page 2 of 2




Notes:


Drill Rig: CME 55



Driller: GME


Exhibit: A-4





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

0.5

6.0

10.0

17.0

20.0

ASPHALT, 6 inchesSANDY LEAN CLAY (CL), reddish brown, hard

SANDY LEAN CLAY (CL), reddish brown and tan, hard

POORLY GRADED SAND (SP), with small clay seams,reddish brown and tan, medium dense

POORLY GRADED SAND (SP), tan, medium dense

POORLY GRADED SAND WITH GRAVEL (SP), lightbrown, medium dense

56

438

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

9-12-13N=25

11-11-12N=23

11-12-10N=22

11-11-9N=20

40-15-25

29-15-14

See Exhibit A-1


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Water at 34' at completion of drilling


Page 1 of 2




Notes:


Drill Rig: CME 55



Driller: GME


Exhibit: A-5





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

32.0

38.0

55.0

POORLY GRADED SAND WITH GRAVEL (SP), lightbrown, medium dense (continued)


SHALE, with cemented sand seams, gray


10-12-10N=22

50/6"N=50/6"

TC=100/1.5"

TC=100/1.5"

TC=100/1.5"

See Exhibit A-1


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Water at 34' at completion of drilling


Page 2 of 2




Notes:


Drill Rig: CME 55



Driller: GME


Exhibit: A-6





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

0.4

4.0

10.0

25.0

ASPHALT, 5 inchesSANDY LEAN CLAY (CL), reddish brown, hard

SANDY LEAN CLAY (CL), reddish brown and tan, verystiff

POORLY GRADED SAND (SP), reddish brown, mediumdense

-with some gravel starting at 18'


144.5 tsf (HP)

4.0 tsf (HP)

2.5 tsf (HP)

3.5 tsf (HP)

3.5 tsf (HP)

8-10-10N=20

10-10-12N=22

12-14-17N=31

37-14-23

See Exhibit A-1


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No seeepage encountered during drilling


Page 1 of 1




Notes:


Drill Rig: CME 55



Driller: GME


Exhibit: A-7





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

0.5

5.0

ASPHALT, 6 inchesFAT CLAY (CH), reddish brown and tan, very stiff to hard


19

4.0 tsf (HP)

2.5 tsf (HP)

4.0 tsf (HP) 50-18-32

See Exhibit A-1


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Page 1 of 1




Notes:


Drill Rig: CME 55



Driller: GME


Exhibit: A-8





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

0.3

5.0

ASPHALT, 4 inchesSANDY LEAN CLAY (CL), reddish brown, very stiff


3.0 tsf (HP)

4.0 tsf (HP)

3.5 tsf (HP)

See Exhibit A-1


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Page 1 of 1




Notes:


Drill Rig: CME 55



Driller: GME


Exhibit: A-9





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

0.3

11.0

21.0

24.525.0

ASPHALT, 4 inchesSANDY LEAN CLAY (CL), reddish brown, very stiff tohard


POORLY GRADED SAND WITH GRAVEL (SP), brown,medium dense

CLAYEY SAND (SC), tan, stiffBoring Terminated at 25 Feet

5815

2.5 tsf (HP)

3.25 tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4-5-8N=13

2-4-7N=11

8-5-5N=10

37-17-20

See Exhibit A-1

Hammer Type: AutomaticStratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

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Page 1 of 1




Notes:


Drill Rig: CME 55



Driller: StrataBore


Exhibit: A-10





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

0.9

5.0

4.25" CONCRETE and 6" SAND

SANDY LEAN CLAY (CL), reddish brown, hard


57

15

13

14

14

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

4.5+ tsf (HP)

40-17-23

See Exhibit A-1

Stratification lines are approximate. In-situ, the transition may be gradual.

LOCATION

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Page 1 of 1

Advancement Method:Continuous Sampling

Abandonment Method:Backfilled and patched with non-shink grout


Notes:


Drill Rig:



Driller: GME


Exhibit: A-11





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ATTERBERGLIMITS

LL-PL-PI

STRENGTH TEST

APPENDIX B LABORATORY TESTING


Responsive ■ Resourceful ■ Reliable Exhibit B-1

Laboratory Testing

The boring logs and samples were reviewed by a geotechnical engineer who selected soil samples for testing. Tests were performed by technicians working under the direction of the engineer. A brief description of the tests performed follows. Liquid and Plastic Limit tests and moisture content measurements were performed to aid in classifying the soils in accordance with the Unified Soil Classification System (USCS). The USCS is summarized on Exhibit C-2 in Appendix C. Absorption swell tests were performed on selected samples of the cohesive materials. These tests were used to quantitatively evaluate volume change potential at in-situ moisture levels. Strength of cohesive soils was measured by hand penetrometer tests. The result of the swell tests are presented in the following table. The results of other laboratory tests are presented on the boring logs in Appendix A.

Boring No.

Depth (feet)

Liquid Limit (%)

Plasticity Index (%)

Initial Moisture

(%)

Final Moisture

(%)

Surcharge (psf)

Swell (%)

B-1 4 – 6 - - 15.7 18.4 500 0.5

B-1 6 – 8 41 24 15.2 18.5 750 0.0

B-2 2 – 4 - - 12.0 20.8 250 0.8

B-2 8 – 10 29 14 8.0 17.2 1,000 0.0

B-6 4 – 6 - - 15.0 17.3 500 0

B-7 2 – 3 - - 14.1 15.4 250 0.8

APPENDIX C SUPPORTING DOCUMENTS

< 20

Soil classification is based on the Unified Soil Classification System. Coarse Grained Soils have more than 50% of their dryweight retained on a #200 sieve; their principal descriptors are: boulders, cobbles, gravel or sand. Fine Grained Soils haveless than 50% of their dry weight retained on a #200 sieve; they are principally described as clays if they are plastic, andsilts if they are slightly plastic or non-plastic. Major constituents may be added as modifiers and minor constituents may beadded according to the relative proportions based on grain size. In addition to gradation, coarse-grained soils are definedon the basis of their in-place relative density and fine-grained soils on the basis of their consistency.

Plasticity Index

01 - 1011 - 30

> 30

RELATIVE PROPORTIONS OF FINES

Descriptive Term(s)of other constituents

Percent ofDry Weight

< 55 - 12> 12

TraceWithModifier

Water Level Aftera Specified Period of Time

GRAIN SIZE TERMINOLOGYRELATIVE PROPORTIONS OF SAND AND GRAVEL

TraceWithModifier

Exhibit C-1

WA

TE

R L

EV

EL

Auger

Shelby Tube

Loose

Medium Dense

Very Dense

10 - 29

4 - 9

19 - 58

500 to 1,000

less than 500

5 - 9

3 - 4

< 3

RingSamplerBlows/Ft.

8 - 15

< 30

30 - 49

> 119

PLASTICITY DESCRIPTION

Term

< 1515 - 29> 30

Descriptive Term(s)of other constituents

Water InitiallyEncountered

Water Level After aSpecified Period of Time

Major Componentof Sample

Percent ofDry Weight

LOCATION AND ELEVATION NOTES

RELATIVE DENSITY OF COARSE-GRAINEDSOILS

DescriptiveTerm

(Density)


Dense

> 50

30 - 50

_ 4,000 to 8,000

> 30

15 - 30

> 42

19 - 42

(50% or more passing the No. 200 sieve.)Consistency determined by laboratory shear strength testing,

field visual-manual procedures or standard penetrationresistance

SA

MP

LIN

G

FIE

LD

TE

ST

S

(HP)

(T)

(b/f)

(PID)

(OVA)

DESCRIPTION OF SYMBOLS AND ABBREVIATIONS

Non-plasticLowMediumHigh

BouldersCobblesGravelSandSilt or Clay

Hand Penetrometer

Torvane

Standard PenetrationTest (blows per foot)

Photo-Ionization Detector

Organic Vapor Analyzer

Water levels indicated on the soil boringlogs are the levels measured in theborehole at the times indicated.Groundwater level variations will occurover time. In low permeability soils,accurate determination of groundwaterlevels is not possible with short termwater level observations.

DESCRIPTIVE SOIL CLASSIFICATION

Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device. The accuracyof such devices is variable. Surface elevation data annotated with +/- indicates that no actual topographical survey wasconducted to confirm the surface elevation. Instead, the surface elevation was approximately determined from topographicmaps of the area.

7 - 18

59 - 98

> 99

DescriptiveTerm

(Consistency)

2,000 to 4,000

1,000 to 2,000

10 - 18

CONSISTENCY OF FINE-GRAINED SOILS

Ring Sampler

Grab Sample

Split Spoon

Macro Core

Rock Core

No Recovery

Particle Size

Over 12 in. (300 mm)12 in. to 3 in. (300mm to 75mm)3 in. to #4 sieve (75mm to 4.75 mm)#4 to #200 sieve (4.75mm to 0.075mmPassing #200 sieve (0.075mm)

ST

RE

NG

TH

TE

RM

S

(More than 50% retained on No. 200 sieve.)Density determined by

Standard Penetration ResistanceIncludes gravels, sands and silts.

StandardPenetration or

N-ValueBlows/Ft.

0 - 6Very Loose 0 - 3 Very Soft

Soft

Medium-Stiff

Stiff

Very Stiff

Hard

UnconfinedCompressive

Strength,Qu, psf

2 - 4

0 - 1


N-ValueBlows/Ft.


50 - 89

90 - 119

20 - 29

50 - 79

>79

DescriptiveTerm

(Consistency)


N-ValueBlows/Ft.

BEDROCK

Weathered

Firm

Medium Hard

Hard

Very Hard

30 - 49

> 8,000

4 - 8

GENERAL NOTES

Tube TxDot Cone

(N)

(TC) TxDOT Cone PenetrationTest (blows per foot)

EXHIBIT C-1

(OVA) Organic Vapor Analyzer

(PID) Photo-Ionization Detector

TxDOT Cone

)

Exhibit C-2

UNIFIED SOIL CLASSIFICATION SYSTEM

Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests A Soil Classification

Group Symbol Group Name B

Coarse Grained Soils: More than 50% retained on No. 200 sieve

Gravels: More than 50% of coarse fraction retained on No. 4 sieve

Clean Gravels: Less than 5% fines C

Cu 4 and 1 Cc 3 E GW Well-graded gravel F Cu 4 and/or 1 Cc 3 E GP Poorly graded gravel F

Gravels with Fines: More than 12% fines C

Fines classify as ML or MH GM Silty gravel F,G, H Fines classify as CL or CH GC Clayey gravel F,G,H

Sands: 50% or more of coarse fraction passes No. 4 sieve

Clean Sands: Less than 5% fines D

Cu 6 and 1 Cc 3 E SW Well-graded sand I Cu 6 and/or 1 Cc 3 E SP Poorly graded sand I

Sands with Fines: More than 12% fines D

Fines classify as ML or MH SM Silty sand G,H,I Fines Classify as CL or CH SC Clayey sand G,H,I

Fine-Grained Soils: 50% or more passes the No. 200 sieve

Silts and Clays: Liquid limit less than 50

Inorganic: PI 7 and plots on or above “A” line J CL Lean clay K,L,M PI 4 or plots below “A” line J ML Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OL Organic clay K,L,M,N

Liquid limit - not dried Organic silt K,L,M,O

Silts and Clays: Liquid limit 50 or more

Inorganic: PI plots on or above “A” line CH Fat clay K,L,M PI plots below “A” line MH Elastic Silt K,L,M

Organic: Liquid limit - oven dried

0.75 OH Organic clay K,L,M,P

Liquid limit - not dried Organic silt K,L,M,Q Highly organic soils: Primarily organic matter, dark in color, and organic odor PT Peat

A Based on the material passing the 3-in. (75-mm) sieve B If field sample contained cobbles or boulders, or both, add “with cobbles

or boulders, or both” to group name. C Gravels with 5 to 12% fines require dual symbols: GW-GM well-graded

gravel with silt, GW-GC well-graded gravel with clay, GP-GM poorly graded gravel with silt, GP-GC poorly graded gravel with clay.

D Sands with 5 to 12% fines require dual symbols: SW-SM well-graded sand with silt, SW-SC well-graded sand with clay, SP-SM poorly graded sand with silt, SP-SC poorly graded sand with clay

E Cu = D60/D10 Cc = 6010

2

30

DxD

)(D

F If soil contains 15% sand, add “with sand” to group name. G If fines classify as CL-ML, use dual symbol GC-GM, or SC-SM.

H If fines are organic, add “with organic fines” to group name. I If soil contains 15% gravel, add “with gravel” to group name. J If Atterberg limits plot in shaded area, soil is a CL-ML, silty clay. K If soil contains 15 to 29% plus No. 200, add “with sand” or “with

gravel,” whichever is predominant. L If soil contains 30% plus No. 200 predominantly sand, add “sandy”

to group name. M If soil contains 30% plus No. 200, predominantly gravel, add

“gravelly” to group name. N PI 4 and plots on or above “A” line. O PI 4 or plots below “A” line. P PI plots on or above “A” line. Q PI plots below “A” line.

Documents

Geotechnical Engineering Report - MS Dallas...report must be read in its entirety for a comprehensive understanding of the items contained herein. The section titled GENERAL COMMENTS