restoration temple of deliverence

Geotechnical Study & Foundation Recommendations Pavement Thickness Recommendations

Proposed Light Commercial Development

6301 Moonglow Drive Austin, TX 78724

Restoration Temple of Deliverence

PO Box 151119 Austin, TX 78715

May 2014 AUSTIN

13801 Avenue K Austin, TX 78728 (512) 251-1044

BELTON/TEMPLE 2016 S. Highway Blvd.

Belton, TX 76513 (254) 939-0888

SAN ANTONIO 7042 Eckhert Rd.

San Antonio, TX 78240 (210) 657-2741

DALLAS/FT. WORTH 4329 Clay Avenue

Haltom City, TX 76117 (817) 577-9444

May 22, 2014

Project Number: 14342

To: Restoration Temple of Deliverence

Attn: Pastor John Horne

Reference: Geotechnical Study for Foundation Recommendations and Pavement Thickness

Recommendations for the Proposed Light Commercial Development at 6301

Moonglow Drive, Austin, TX 78724.

CRILabs is pleased to submit the results of the geotechnical study for the above-referenced

project. This report briefly presents the findings of the study along with our conclusions and

recommendations for the design of the foundation for the proposed light commercial

development at 6301 Moonglow Drive, Austin, TX 78724. Also included in the report are

recommendations for flexible pavement construction and maintenance.

We appreciate the opportunity to serve you and look forward to working with you in other future

projects.

Should you have any questions regarding this report, please do not hesitate to email us at

[email protected] or call us at (512) 251-1044.

Respectfully submitted,

CRILabs _________________________ Marcos V. Dequeiroga, P.E.

TBPE Firm No. 4031

AUSTIN 13801 Avenue K Austin, TX 78728 (512) 251-1044

BELTON/TEMPLE 2016 S. Highway Blvd.

Belton, TX 76513 (254) 939-0888


San Antonio, TX 78240 (210) 657-2741

DALLAS/FT. WORTH 4329 Clay Avenue

Haltom City, TX 76117 (817) 577-9444

TABLE OF CONTENTS 1. Introduction 1 1.1 Purpose 1

1.1. Scope of Work 1 2. Project Information 2 3. Site Information 3

3.1. Site Geology and Soil Information 3 3.2. Site Stratigraphy 5 3.3. Site Topography and Ground Water 6

4. Geotechnical Considerations 6 5. Foundation Recommendations 7

5.1. Design Parameters 7 5.2. Subgrade Preparation 8 5.3. Residential Structural Fill 8 5.4. Surface Drainage 9 5.5. Requirements for Landscaping Irrigation 10 5.6. Trees 10 5.7. Utilities 10 5.8. Driveways 11

6. Pavement Recommendations 12 6.1. Recommendations for Hot Mix Asphaltic Concrete 12

6.1.1. Subgrade Preparation 13 6.1.2. Base Course 14 6.1.3. Material Specification 15

6.2. Recommendations for Concrete Pavement 15 6.2.1. Subgrade and Foundation Soil Preparation 16 6.2.2. Material Specification 16

7. Report Limitations 18 8. Summary of Laboratory Results 19

ATTACHMENTS Figure 1. Site geographic location Figure 2. Site Geology Figure 3. Site Pictures Figure 4. Boring Location Plan Field Test Procedures Laboratory Tests Log of Boring(s) Key to Symbols

CRILabs Geotechnical Services CRILabs_14343

1. Introduction

1.1. Purpose

The purpose of this geotechnical investigation is to provide engineering

recommendations for the design, construction and maintenance of ground

supported foundation light commercial structure. Also included are guidelines for

the design and construction of pavement areas. These recommendations are

based on the assessment of the existing surface and subsurface conditions and

also include recommendations for foundation subgrade preparation, structural fill

and final drainage around the building(s).

This geotechnical study and foundation recommendation has been

prepared at the request of Restoration Temple of Deliverance, for the proposed

light commercial construction at 6301 Moonglow Drive, Austin TX 78724.

1.2. Scope of Work

a. Subsurface Exploration and Field Assessment: Utilizing our in-house

drilling equipment, a geotechnical soil investigation was conducted onsite

on April 14, 2014. A site evaluation was conducted by a representative of

CRILabs and 6 soil borings were drilled to depths of approximately 15 feet

below existing grade (foundation borings, B-5 and B-6) and 5ft below

grade (pavement borings, B-1 through B-4). The borings were advanced

using a rotary head equipped drilling rig with conventional solid stem

continuous flight auger. A two-inch outside diameter split barrel sampler

was used to collect subsurface samples. Samples were visually classified

by a representative of CRILabs onsite, wrapped in foil and placed in

sealed containers to reduce moisture loss and disturbance during

transport to the lab. Samples are analyzed by the geotechnical engineer at

the lab. Logs for the borings are included in this report.

b. Groundwater: condition of subsurface groundwater was monitored at the

time of drilling.

6301 Moonglow Drive 1


c. Laboratory Testing: based upon the results of the subsurface exploration

program, a geotechnical laboratory testing program was established. The

following tests on cohesive soil samples were performed: sieve analysis,

Atterberg Limit determinations and water content determinations.

d. Geotechnical Engineering Report: The results of the subsurface

exploration and laboratory testing program were interpreted and

summarized in a geotechnical engineering report. The engineering

evaluation focused on viable foundation types and provided engineering

parameters for the design of the proposed foundations. The report may

address a variety of foundation types including, but not limited to, the

following: slab on grade foundation (post-tension or rebar) and concrete

pier foundation (on grade or suspended).

e. Design Assistance Services: since CRILabs and Consolidated

Reinforcement LP are sister companies, our engineers work closely during

preparation of engineering drawings and construction specifications. This

service ensures that proper integration of the geotechnical requirements

are incorporated into the design and construction documents.

2. Project Information

The proposed project consists of light commercial structure, one or two

story in height. The estimated superimposed loads can be assumed to be in the

range of 1,200 to 2,500 pounds per linear foot applied to the soil along the

perimeter of the foundation and 60 to 100 pounds per square foot applied by the

concrete slab. It is anticipated that the superstructure will consist of wood framing

construction, stick-built and/or using prefabricated floor/roof trusses.

The foundation structure will consist of monolithic, ground supported,

stiffened concrete slabs reinforced with unbonded post-tension tendons. The

design and construction of this foundation shall follow guidelines set forth by the

Post-Tension Institute (PTI) publications “Design of Post-Tensioned Slabs-on-



Ground”, 3rd Edition (2008) and “Construction and Maintenance Manual for Post-

Tensioned Slab-on-Ground Foundations” (2006).

3. Site Information

3.1. Site Geology and Soil Information

The proposed site is located in the Ozan formation (Ko): The Ozan

formation is also referred to as the Sprinkle formation in certain publications. The

Ozan Formation is a calcerous claystone that is a greenish-gray to brownish-gray

color. Montmorillonite is the primary clay mineral with smaller amounts of sodium

and calcium present. In Travis County, the formation is roughly 300 feet thick

and tends to thicken to the northeast (6). A partial geologic map of the location is

shown on Figure 2.

The Web Soil Survey of the US Department of Agriculture classifies the

site in the following soil groups: FhF3—Ferris-Heiden complex, 8 to 20 percent slopes, severely eroded, HeC2—Heiden clay, 3 to 5 percent slopes, eroded, LcB—Lewisville silty clay, 1 to 2 percent slopes and Tw—Tinn clay, 0 to 1 percent slopes, frequently flooded. The typical stratigraphy of these groups is

as follows:

FhF3—Ferris-Heiden complex:

Ferris Profile • H1 - 0 to 6 inches: clay

• H2 - 6 to 36 inches: clay

• H3 - 36 to 60 inches: silty clay



Heiden Profile





HeC2—Heiden clay profile

• A - 0 to 13 inches: clay

• Bss - 13 to 22 inches: clay

• Bkss - 22 to 58 inches: clay

• CBdk - 58 to 80 inches: clay

LcB—Lewisville silty clay profile • H1 - 0 to 13 inches: silty clay

• H2 - 13 to 29 inches: silty clay

• H3 - 29 to 72 inches: silt loam

Tw—Tinn clay profile • H1 - 0 to 28 inches: clay





Figure A. Site location showing soil units and approximate location of the lot.

Source: USDA Soil Survey.

3.2. Site Stratigraphy

The table below provides a subsurface description of a generalized nature

to highlight the major stratification features and material characteristics. The

boring log shows specific information at the boring location. The boring log

includes soil descriptions, stratifications, penetration resistance, and groundwater

information (if encountered) at the approximate location of the sample observed.

The stratifications shown on the boring log represent the conditions only at the

LcB—Lewisville silty clay

FhF3—Ferris-Heiden

HeC2—Heiden clay Tw—Tinn clay



actual boring location. Variations may occur and should be expected across the

site. The stratifications represent the approximate boundary between subsurface

materials and the actual transition may be gradual.

Table 1a. Soil Stratigraphy (B-5 and B-6)

Description Approximate Depth (FT)

Approximate Thickness (FT) Material (USCS)

Stratum 1 At Surface (present at depth of termination of

boring, 15ft)

Fat CLAY (CH), Light olive brown

Table 1b. Soil Stratigraphy (Pavement Borings, B-1 through B-4)

Description Approximate Depth (FT)

Approximate Thickness (FT) Material (USCS)

Stratum 1 At Surface 5.0 Fat CLAY (CH), Light olive brown

3.3. Site Topography and Ground Water

The site shows low moderate topography. Subsurface water was not

encountered during the drilling operation. Subsurface water levels may fluctuate

due to seasonal changes in precipitation amounts or due to construction activities

in the area. Additionally, discontinuous zones of perched water may exist within

the overburden.

4. Geotechnical Considerations

From a geotechnical engineering viewpoint, it is our professional opinion

that this site is suitable for the proposed development. Subsequent laboratory



investigation shows that the effective design PI (Plasticity Index) is approximately 60 for this site. Therefore this building site has a high potential for soil induced movement. The estimated Potential Vertical Rise (PVR) for the site is 3½”, per TxDOT Tex-124-E. The foundation design shall reflect

adequate stiffness to ensure that movements are kept below acceptable limits.

For sites with expansive clays the builder/owner has the option to improve

the soil condition by removing the expansive clays under the proposed

foundation to a specified depth as instructed by the geotechnical engineer and

replacing it with compacted select fill material or other available chemical/water

injection techniques. No site improvement techniques are anticipated for this

building site. The design parameters given in this report are based on an

unimproved condition (refer to 5.2 Site Preparation for additional info).

5. Foundation Recommendations

The foundation type for this project is a slab on grade with stiffening

beams (“floating slab”). Parameters for the design of a post-tension foundation

are given below. If the client wishes to choose another foundation type, the

engineer of record should be contacted to provide adequate parameters for

design.

5.1. Design Parameters

Presented in Table 2 are the parameters for the design of Post-Tension

Ribbed Foundation. These values are given for the 3rd Edition of the Post-

Tension Institute “Design of Post-Tensioned Slabs-on-ground”, 2008. For this site

the following information was also obtained:

- Design Plasticity Index (PI): 60

- Allowable Bearing Capacity (12” below natural grade or

compacted select fill): 3,000 PSF



- Thornthwaite Moisture Index: - 12

Table 2. PTI Design Parameters: 3rd. Edition.

Center Lift Edge Lift

Edge Moisture Variation Distance em (FT) 8.0 4.0

Differential Vertical Soil Movement ym (IN) 2.70 3.90

5.2. Subgrade Preparation

All topsoil material must be removed to a minimum depth of 6”. Inform fill

shall consist of low plasticity material (PI equal or less than 15) and free of

organics. Where the topography requires structural fill, this shall be placed

according to recommendations set forth on Section 5.3: Light commercial

Structural Fill. All perimeter beams must be founded on compacted structural fill

or natural soil. Required embedment into natural grade or compacted fill is 12”

minimum.

5.3. Light commercial Structural Fill

Structural fill maybe used in order to provide a flat building pad for the

foundation or as a method to improve soil conditions by replacing some of the

highly expansive clays with properly compacted fill. Suitable fill materials for

commercial construction are coarse-grained soils (USCS symbols SW, SP or SM

sands). Fine grained soils may be used (USCS symbols ML or CL) provided that

proper compaction effort is present. As an overall requirement, all imported or

on-site soils for structural fill should conform to the following Atterberg values:

- Maximum Liquid Limit: 30

- Maximum Plasticity Index: 15



Fill placement should be performed in lifts of 6in to 8in loose thickness.

Each lift must be moisture conditioned and mechanically compacted to attain

95% of the maximum dry unit weight of the soil, as determined by the Standard Proctor Method (ASTM D698).

Imported clay soils should be compacted within a moisture content range

of 0 to 3 percent above optimum moisture content. Imported granular soils should

be compacted within a moisture range of 3 percent below to 3 percent above

optimum unless modified by the project geotechnical engineer. Failure to comply

with these requirements will invalidate all the conclusions in this report as well as

the design recommendations.

If a third party company is hired to perform quality control of the placement

and compaction of the select fill, records for the sampling and test results must

be submitted to the geotechnical engineering company for approval.

5.4. Surface Drainage

The property must be positively graded at all times to provide for rapid

removal of surface water runoff from the foundation system and to prevent

ponding of water under floors or seepage toward the foundation system at any

time during or after construction. Ponded water will cause undesirable soil swell

and loss of strength. As a minimum requirement, finished grades should have

slopes of at least 5 percent or 6” drop within the first 10 feet from the exterior

walls to allow surface water to drain positively away from the structure. The slope

gradient away from the foundation may be reduced to 3 percent for paved areas.

All surface water should be collected and discharged into outlets approved

by the civil engineer. Landscape mounds must not interfere with this requirement.

In addition, each lot should drain individually by providing positive drainage or

sufficient area drains around the buildings to remove excessive surface water.



5.5. Requirements for Landscaping Irrigation

Sprinkler systems should not be installed where they may cause ponding

or saturation of foundation soils within 5 feet of the walls or under a structure.

Ponding or saturation of foundation soils may cause soil swell, consequent loss

of strength, and movement of the foundation and slab.

Irrigation of landscaped areas should be strictly limited to the amount

necessary to sustain vegetation. Excessive irrigation could result in saturating,

weakening, and possible swelling of foundation soils.

5.6. Trees

The presence of trees near the foundation will change the suction profile

used in the determination of the design parameters. Typically all large trees in

the vicinity of the foundation pad should be removed to avoid larger than

anticipated foundation movement. The expression “large trees” usually refers to

trees with a diameter of the trunk equal or more than 24”. If removal of the trees

is not permitted, the geotechnical engineer must be notified of the presence of

large trees in order to adjust the design recommendations. Alternatively, a tree

barrier may be installed alongside the perimeter of the foundation to prevent tree

roots from changing the moisture content under the slab.

5.7. Utilities

Pipe zone backfill (i.e. material beneath and immediately surrounding the

pipe) may consist of a well-graded import or native material less than ¾ inch in

maximum dimension compacted in accordance with recommendations provided

above for engineered fill.

Trench zone backfill (i.e. material placed between the pipe zone backfill

and the ground surface) may consist of native soil compacted in accordance with



recommendations for engineered fill (Ref. 5.3. Light commercial Structural Fill).

Where import material is used for pipe zone backfill, we recommend it

consist of fine-to-medium-grained sand or a well-graded mixture of sand and

gravel and that this material not be used within 2 feet of finish grades. In general,

uniformly graded gravel should not be used for pipe or trench zone backfill due to

the potential for migration of (1) soil into the relatively large void spaces present

in this type of material and (2) water along trenches backfilled with this type of

material.

All utility trenches entering buildings and paved areas should be backfilled

entirely with native materials or concrete. Where the trenches pass under the

building perimeter and curb line, the length of the backfill zone should extend at

least 3 feet to either side of the crossing and should replace both the pipe zone

(bedding and shading) and trench zone material. This is to prevent surface water

from percolating into the imported trench backfill material and moving under the

foundation and pavement where such water would remain trapped in a perched

condition.

5.8. Driveways/Parking Areas

Driveways and other flat-work structures should be constructed

structurally independent of the foundation system. This allows flatwork movement

to occur with a minimum of foundation distress. Driveway slabs should be

conventionally reinforced to control crack width and frequency. Additionally,

control joints should be provided to control cracking (8ft to 10ft on centers, max.).

Driveway slabs should have a minimum thickness of 4 inches and should slope

away from the buildings to prevent water from flowing toward the building.



6. Pavement Recommendations

A pavement section is a layered system designed to distribute

concentrated traffic loads to the subgrade. Performance of the pavement

structure is directly related to the physical properties of the subgrade soils and

traffic loadings. Soils are represented for pavement design purposes by means of

a soil support value for flexible pavements and a modulus of subgrade reaction

for rigid pavements. Both values are empirically related to strength.

The recommendations for the various pavement thickness sections were

developed assuming two load conditions (Light and Heavy Duty Traffic Areas).

Both flexible (hot mix asphaltic concrete, HMAC) and rigid (Portland cement

concrete, PCC) pavement systems were considered for the project. Based on our

knowledge of the project, we anticipate that traffic loads will be produced

primarily by automobile traffic and occasional delivery and trash removal trucks.

Typically the HMAC section has a lower first cost than the PCC pavement

section. However, the PCC section is preferred in heavy loaded areas, where a

lower maintenance cost over its life span is expected when compared to an

HMAC section.

The asphaltic concrete and Portland cement concrete (PCC) pavement

sections were designed in general accordance with the American Association of

State Highway and Transportation Officials (AASHTO). For this project, Light and

Heavy pavement section alternatives are being provided. Light is for areas

expected to receive only vehicle traffic such as cars, pick-ups, and SUV’s. Heavy

assumes areas with heavy traffic, such as delivery lanes, trash pickup areas, and

main access drive areas.

6.1. Recommendations for Hot Mix Asphaltic Concrete. Recommended pavement thickness for light duty and heavy duty paved

areas utilizing HMAC are shown on Table 4.



Table 4. Flexible Pavement Thickness

FLEXIBLE PAVEMENT SYSTEM

Light Duty Heavy Duty

Hot Mixed Asphaltic Concrete (HMAC) thickness 2.0 in 2½” in

Compacted Granular Base Material (Crushed Limestone) 12.0 in 14.0 in

Moisture Conditioned Subgrade 6.0 in 8.0 in

6.1.1. Subgrade Preparation

a. The initial step in subgrade preparation is to strip and remove from the

construction area all top soil, organics, non-engineered fill, and any deleterious

materials to a minimum depth of 6 inches below the existing ground surface.

After stripping operations are completed within the proposed pavement areas,

additional excavation should be performed, where necessary to achieve the

design subgrade elevation shown on Table 4.

b. Moisture Conditioned Subgrade – The soil subgrade should be scarified

to a depth of shown on Table 4, moisture conditioned, and recompacted to at

least 95 percent of the maximum dry density as determined by ASTM D 698. The

Stratum 1, CLAY (CH), should be moisture conditioned to between optimum and

+4 percent of optimum. Care should be exercised such that the treated subgrade

does not dry out or become saturated prior to pavement construction. The

pavement subgrade should be thoroughly proofrolled with a rubber-tired vehicle

(fully loaded water or dump truck) immediately prior to placement of base

material. Particular attention should be paid to areas along curbs and adjacent to

landscape islands and storm drain inlets. Placement of the moisture conditioned

subgrade should extend at least 12 inches beyond curbs.



c. Fills should be compacted in 8 inches (loose lifts, maximum) and meet

the Texas Department of Transportation's current Standard Specifications Item

132, Embankment, Density Control.

d. Scarify and recompact the exposed subgrade under controlled density

procedures to the depth recommended in Table 4 of this report or to a minimum

of 6 inches, whichever is greater. Compaction of the subgrade shall be to a

minimum of 95 percent and less than 100 percent of its maximum dry density

when determined in accordance with TxDOT procedure TEX 114-E. The

subgrade shall be no less than its optimum moisture to no greater than 4

percentage points above its optimum moisture content at time of testing. This

moisture content shall be maintained until the first lift of base is placed.

6.1.2. Base Course

a. Base material shall be composed of crushed limestone base meeting all

of the requirements of 2004 TxDOT Item 247, Type A or B, Grade 1 or 2; and

shall have no more than 15 percent of the material passing the No. 200 sieve.

b. Thickness of the base course shall be a minimum as recommended in

Table 4. Fill should be compacted in 8 inches (loose lifts, maximum) and meet

the Texas Department of Transportation's current Standard Specifications Item

132, Embankment, Density Control.

c. Base course compaction shall be at least 95 percent of its maximum dry

density as determined by TxDOT procedure TEX 113-E but shall not exceed 100

percent. The moisture content during compaction and testing shall be maintained

within 3 percent of optimum moisture content. Density control by means of field

density determination shall be exercised.

d. After compaction, testing and curing of the base material, the surface

should be primed using a MC-30 prime coat or an approved equal.



6.1.3. Material Specifications (HMAC)

The asphaltic concrete surface course shall be plant mixed, hot laid Type

C or D surface meeting the master specifications requirements of 2004 TXDOT

Standard Specifications Item 341, Item SS 3224 (2011) and specific criteria for

the job mix formula. The mix shall be compacted between 91 and 95 percent of

the maximum theoretical density as measured by TEX-227-F. The asphalt

cement content by percent of total mixture weight shall fall within a tolerance of

±0.3 percent asphalt cement from the specific mix. In addition, the mix shall be

designed so 75 to 85 percent of the voids in the mineral aggregate (VMA) are

filled with asphalt cement. The grade of the asphalt cement shall be PG 64-22 or

higher performance grade. Aggregates known to be prone to stripping shall not

be used in the hot mix. If such aggregates are used, measures shall be taken to

mitigate this concern. The mix shall have at least 70 percent strength retention

when tested in accordance with TEX-531-C.

Pavement specimens, which shall be either cores or sections of asphaltic

pavement, will be tested according to Test Method TEX-207-F. The nuclear

density gauge or other methods which correlate satisfactorily with results

obtained from Project pavement specimens may be used when approved by the

Engineer. Unless otherwise shown on the plans, the Contractor shall be

responsible for obtaining the required pavement specimens at their expense and

in a manner and at locations selected by the Engineer.

6.2. Recommendations for Concrete Pavement

Recommended concrete pavement thickness for the various paved areas

utilizing Portland cement concrete is shown on Table 5.



Table 5. Flexible Pavement Thickness

RIGID PAVEMENT SYSTEM

Light Duty Heavy Duty

Reinforced Concrete 5.0 in 6.0 in

Compacted Granular Base Material (Crushed Limestone) 12.0 in 12.0 in

6.2.1. Subgrade and Foundation Soil Preparation - see recommendations

on the preceding section on HMAC pavement.

6.2.2. Material Specifications Concrete shall meet requirements for Item 360, Concrete Pavement, of

the TxDOT's Standard Specifications. The concrete for paving shall develop a

minimum compressive strength of 4,000 psi (28-day compressive strength).

Temperature and Shrinkage Reinforcing shall consist of #3 rebar spaced at 10”

on centers, each way.

Control joints shall be 12 to 15 feet on centers each way. The reinforcing

steel should not run continuous through the joints. Smooth doweled expansion

joints with bituminous fiber or red wood filler should be installed at contact with

fixed structures. Frequent use of control joints will improve the performance of

the concrete pavement. In particular, control joints should be constructed

wherever the concrete pavement abuts a structural element subject to a different

magnitude of movement; such as: light poles, retaining walls, building

foundations, or manholes.

Based on projects with similar vehicular loading, we recommend that

dowels be provided at transverse joints within the slabs located in the travel

lanes of heavily loaded vehicles. Additionally, curbs and/or pans should be tied to

the slabs. The dowels and tie bars will help minimize the risk for differential

movements between slabs to assist in more uniformly transferring axle loads to

the subgrade.



It is recommended that the control joints be sealed with a rubberized

asphalt or silicate joint sealer. The material proposed for use for joint sealer shall

be submitted to the Engineer a minimum of 10 days prior to its use. After

construction, the control joints should be inspected periodically and resealed, if

necessary.



7. Report Limitations

The scope of this report is limited to the design of post-tension foundations

for residential/light commercial buildings and for specific application to this

project. Subsurface variations across the site are likely and may not become

evident until excavation is performed. If during construction, fill, soil, rock or water

conditions appear to be different from those described herein, this office should

be advised at once so reevaluation of the recommendations may be made.

The foundation design parameters presented do not account for

uncontrollable conditions such as plumbing leaks, improper subgrade preparation

or improper fill material, presence of large trees close to the foundation or

improper maintenance of the yard around the perimeter of the slab. The

conclusions and recommendations contained in this report are based upon

applicable standards of our practice in this geographic area at the time this report

was prepared. No other warranty, expressed or implied, is made.



8. Summary of Laboratory Results

Boring Depth (ft.) MC LL PI - #200

B5 2’ 25% --- --- ---

4’ 25% 68 49 94%

8’ 20% --- --- ---

12’ 23% 67 49 ---

15’ 22 --- --- ---

Boring Depth (ft.) MC LL PI - #200

B3 5’ 26% 78 55 96%

MC: Moisture Content;

LL: Liquid Limit;

PI: Plasticity Index;

-#200: Percentage Passing ASTM C136, #200 Sieve.



Field Test Procedures

Standard Penetration Test (SPT)

This test consists of driving the split spoon sampler (SS) into the ground using a

standard weight slide hammer (140 lb. hammer) with 30 inches of fall. The sampler is

driven 6 inches into the ground and then the number of blows to advance the sampler

an additional 18 inches is counted. The amount of blows necessary to advance the

sampler the last 12” is designated SPT value or N-value. The N-value provides an

indication of the relative density of the subsurface soil and is used in empirical

geotechnical correlation to estimate relative density and shear strength of the soils

(Table I). The procedure follows ASTM D3441 – ASTM D1586.

Table I. Correlation between the SPT N-value, Friction Angle and Relative Density

N-value Density Relative Density (%) Friction Angle

< 4 Very Loose <20 <30

4-10 Loose 20-40 30-35

10-30 Compact 40-60 35-40

30-50 Dense 60-80 40-45

> 50 Very Dense >80 >45



Laboratory Tests

Laboratory tests were performed on selected samples to aid in soil classification and to

evaluate physical properties of the soils, which may affect the geotechnical aspects of

project design and construction. A description of the laboratory testing program is

presented below.

Sieve Analysis

Sieve analyses were performed to evaluate the gradation characteristics of the material

and to aid in soil classification. Tests were performed in general accordance with ASTM

Test Method C 136 and D 2487.

Atterberg Limits

Atterberg Limits tests were performed to aid in soil classification and to evaluate the

plasticity characteristics of the material. Additionally, test results were correlated to

published data to evaluate the shrink/swell potential of near-surface site soils. Tests

were performed in general accordance with ASTM Test Method D 4318. Atterberg

Limits refer to the following:

Liquid Limit (LL): water content corresponding to the behavior change between

the liquid and plastic states of silt or clay.

Plastic Limit (LL): water content corresponding to the behavior change between

the plastic and semisolid states of silt or clay.

Shrinkage Limit (SL): water content corresponding to the transition from semisolid

to solid state of silt or clay.

Moisture Content

Moisture content tests were performed to evaluate moisture-conditioning requirements

during site preparation and earthwork grading. Moisture content was evaluated in

general accordance with ASTM Test Method D 2216.



Moisture-Density

Standard proctor tests were performed on bulk soil samples to evaluate maximum dry

density and optimum moisture content. Test procedures were in general accordance

with ASTM Test Method D 2937.



REFERENCES

1. American Concrete Institute (ACI) 302.1R-04, Guide for Concrete Floor and Slab

Construction.

2. American Society of Civil Engineers (ASCE), Texas Section, Guidelines for the

Evaluation and Repair of Residential Foundations, Version 1, January 1, 2003.

3. American Society of Civil Engineers (ASCE), Texas Section, Recommended Practice

for The Design of Residential Foundations, Version 1, January 1, 2003.

4. Post-Tensioning Institute. Design of Post-Tensioned Slabs-on-Ground.3rd ed. USA,

with 2008 Addendum, Post-Tension Institute, Phoenix, Arizona.

5. Geologic Atlas of Texas, Austin Sheet, Bureau of Economic Geology, The University

of Texas at Austin. 1981.

6. Guidebook to the Geology of Travis County. The Student Geology Society. The

University of Texas, 1977.


Figure 1. Site geographic location.

Figure 2. Site Geology. Source: Geologic Atlas of Texas, Austin Sheet, Bureau of Economic Geology,

The University of Texas at Austin.

Figure 3. Approximate Bore Locations.

B-5

B-4

B-2

B-3

B-1

B-6

Figure 4. Site Pictures

B-PROJECT NAME: 6301 Moonglow Drive DATE:

Austin, TX 78724 PROJECT #:

DEPTH (FT)

SYM

BOL

SAM

PLES

DESCRIPTION NMC (%)

LIQ

UID

LIM

IT

(LL)

PLAS

TICI

TY

INDE

X (P

I)

_ CLAY (CL)_ Light olive brown__

5_ 16 43 28_ DRILLING TERMINATED @ 5FT

___

10_____

15_____

20_____

25_____

30_

DEPTH TO COMPLETION: 5'-0"GROUND WATER: N/A TECHNICIAN: RS

A: AUGER SAMPLESS: SPLIT SPOONST: SHELBY TUBE SAMPLE

1LOG OF BORING

143425/22/2015

SOIL PROFILE

WATER CONTENT (%)

SS 12

10 30 50 70

AUSTIN - BELTON-TEMPLE-SAN ANTONIO-DALLAS-FT. WORTH-CORPUS CHRISTI



DEPTH (FT)

SYM

BOL

SAM

PLES

DESCRIPTION NMC (%)

LIQ

UID

LIM

IT

(LL)

PLAS

TICI

TY

INDE

X (P

I)

_ CLAY (CH)_ Light olive brown__

5__ DRILLING TERMINATED @ 5FT

___

10_____

15_____

20_____

25_____

30_



LOG OF BORING 25/22/2015

14342

SOIL PROFILE

WATER CONTENT (%)

SS 34

10 30 50 70




DEPTH (FT)

SYM

BOL

SAM

PLES

DESCRIPTION NMC (%)

LIQ

UID

LIM

IT

(LL)

PLAS

TICI

TY

INDE

X (P

I)


5_ 26 78 55_ DRILLING TERMINATED @ 5FT

___

10_____

15_____

20_____

25_____

30_




14342

SOIL PROFILE

WATER CONTENT (%)

SS 18

10 30 50 70




DEPTH (FT)

SYM

BOL

SAM

PLES

DESCRIPTION NMC (%)

LIQ

UID

LIM

IT

(LL)

PLAS

TICI

TY

INDE

X (P

I)



___

10_____

15_____

20_____

25_____

30_




14342

SOIL PROFILE

WATER CONTENT (%)

SS 24

10 30 50 70




DEPTH (FT)

SYM

BOL

SAM

PLES

DESCRIPTION NMC (%)

LIQ

UID

LIM

IT

(LL)

PLAS

TICI

TY

INDE

X (P

I)

_ CLAY (CH)_ A light olive brown 25__ A

5_ 25 68 49___ A …light olive brown_ 20

10___ A_ 23 67 49_ ...light olive brown

15_ 22_ DRILLING TERMINATED @ 15FT

___

20_____

25_____

30_

DEPTH TO COMPLETION: 15'-0"GROUND WATER: N/A TECHNICIAN: RC


SS 33


14342

SOIL PROFILE

WATER CONTENT (%)

SS 28

SS 26

10 30 50 70




DEPTH (FT)

SYM

BOL

SAM

PLES

DESCRIPTION NMC (%)

LIQ

UID

LIM

IT

(LL)

PLAS

TICI

TY

INDE

X (P

I)

_ CLAY (CH)_ A light olive brown__ A

5____ A …light olive brown_

10___ A__ ...light olive brown


___

20_____

25_____

30_

DEPTH TO COMPLETION: 15'-0"GROUND WATER: N/A TECHNICIAN: RC


SS 41


14342

SOIL PROFILE

WATER CONTENT (%)

SS 37

SS 36

10 30 50 70


NAMES

GWWell-graded Gravels, Gravel-Sand mixtures, Little or no fines.

NON-PLASTIC

PI = 0

GPPoorly-graded gravels, Gravel-Sand mixtures, Little or no fines

LOW 1<PI<20

GM Silty Gravels, Gravel-Sand-Silt Mixtures MEDIUM 20<PI<30

GC Clayey Gravels, Gravel-Sand-Clay Mixtures HIGH PI>30

SW Well-Graded Sands, Gravelly Sands, Little or no fines

SP Poorly Graded Sands, Gravely Sands, little or no fines

SM Silty Sands, Sand-Silt Mixtures LL LIQUID LIMIT

SC Clayey Sands, Sand-Clay Mixtures PL PLASTIC LIMIT

ML

Inorganic Silts and Very Fine Sands, Rock Flour, Silty or Clayey Fine Sands or Clayey Silts with Slight Plasticity

PIPLASTICITY

INDEX

CLInorganic Clays of Low to Medium, Gravely Clays, Sandy Clays, Silty Clays, Lean Clays

MCMOISTURE CONTENT

OL Organic Silts and Organic Silty Clays of Low Plasticity

MH Inorganic Silts

CH Inorganic Clays of High Plasticity, Fat Clays

OH Organic Clays of Medium to High Plasticity, Organic Silts

MAJOR COMPONENTS PARTICLE SIZE

N (BLOWS PER FT)

RELATIVE DENSITY

N (BLOWS PER FT)

RELATIVE DENSITY BOULDERS > 12IN

0-4 VERY LOOSE <2 VERY SOFT COBBLES 3 IN TO 12 IN

4-10 LOOSE 2-4 SOFT GRAVEL #4 SIEVE TO 3 IN

10-30 MEDIUM 4-8 MEDIUM SAND #200 SIEVE TO #4 SIEVE

30-50 DENSE 8-15 STIFF SILT OR CLAY PASSING #200 SIEVE

15-30 VERY STIFF

>30 HARD

SANDS CLAYS

> 50 VERY DENSE

NOMENCLATURE

SANDS WITH FINES

FIN

E G

RA

INED

SO

ILS

M

ore

than

50%

pas

ses

on #

200

Siev

e SILTS AND CLAYS Liquid Limit (LL) 50% or Less

SILTS AND CLAYS Liquid Limit (LL) greater than

50%

STRENGHT TERMS GRAIN SIZE TERMINOLOGY

UNIFIED SOILS CLASSIFICATION SYSTEMPLASTICITY DESCRIPTION

MAJOR DIVISIONS GROUP SYMBOLSC

OA

RSE

GR

AIN

ED S

OIL

S

M

ore

than

50%

reta

ined

on

#200

Sie

ve GR

AVE

LS

50

% o

r mor

e re

tain

ed o

n #4

Sie

ve

CLEAN GRAVELS

GRAVELS WITH FINES

SAN

DS

50

% o

r mor

e pa

sses

#4

Siev

e CLEAN SANDS

AUSTIN 13801 Avenue K Austin, TX 78728 (512) 251-1044

BELTON/TEMPLE 2016 S. Hwy. Blvd. Belton, TX 76513 (254) 939-0888


TX 78240 (210) 657-2741

DALLAS/FT. WORTH 4100 McLean Street

Haltom City, TX 76117 (817) 577-9444

CORPUS CHRISTI 561 South Padre Island

Corpus Christi, TX 78405 (361) 816-1451

restoration temple of deliverence

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