REPORT GEOTECHNICAL INVESTIGATION PROPOSED …

REPORT GEOTECHNICAL INVESTIGATION

PROPOSED RESIDENCE LOTS 2 & 3, BLOCK 1 WASHINGTON HEIGHTS ANNEX SEC 1

8419 SUNNYHILL ST, HOUSTON, TEXAS 77088

All-Terra Project No.: AE18-702

PREPARED FOR:

Land Assemblage Redevelopment Authority 601 Sawyer, 4th Floor

Houston, Texas 77007

PREPARED BY:

August 20, 2018

All-Terra Engineering, Inc. 6200 Rothway, Suite 140

Houston, Texas 77040 713.574.2371 (Phone)

713.574.2372 (Fax)

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TABLE OF CONTENTS

1.0 INTRODUCTION AND SUMMARY ......................................................................... 1

1.1 Introduction ........................................................................................................... 11.2 Summary of Findings ........................................................................................... 2

1.2.1 Subsurface Soil Strata ................................................................................. 21.2.2 Groundwater Conditions .............................................................................. 3

1.3 Summary of Recommendations .......................................................................... 31.3.1 Recommended Slab-on-Grade Floor .......................................................... 3

i. Foundation Design .................................................................................... 3ii. PTI Slab-On-Grade Design Parameters ................................................... 3iii. Slab-on-Grade ........................................................................................... 4

2.0 FIELD INVESTIGATION .......................................................................................... 6

3.0 LABORATORY TESTING ....................................................................................... 6

4.0 SUBGRADE PREPARATION ................................................................................. 6

4.1 Clearing, Stripping, and Proofrolling .................................................................. 74.2 Fill Placement ........................................................................................................ 74.3 Vapor Retarder ...................................................................................................... 9

5.0 FOUNDATION MAINTENANCE.............................................................................. 9

6.0 CONSTRUCTION CONSIDERATIONS ................................................................. 11

7.0 CLOSING REMARKS ........................................................................................... 12

PLATES

Plate No. 1 – Vicinity Map

Plate No. 2 – Locations of Borings

Plate Nos. 3 - 4 – Boring Logs (Boring Nos. B-1 and B-2)

Plate No. 5 – Key to Symbols Used in Boring Log

REPORT GEOTECHNICAL INVESTIGATION

PROPOSED RESIDENCE LOTS 2 & 3, BLOCK 1 WASHINGTON HEIGHTS ANNEX SEC 1

8419 SUNNYHILL ST, HOUSTON, TEXAS 77088

1.0 INTRODUCTION AND SUMMARY

1.1 Introduction

This report presents the results of the geotechnical investigation that will support the design and construction of proposed residence in Houston, Texas. The site location for the proposed residence is shown in Plate No. 1.

The objectives of this geotechnical investigation were to define the subsurface soils and groundwater conditions at the site of the proposed project and provide geotechnical design data and parameters for foundations that may be used to support the loads from the structure.

This geotechnical investigation was performed by All-Terra Engineering, Inc. for LARA in City of Houston in accordance with our Proposal No. APE18-589 dated May 31, 2018.

The purposes of this geotechnical investigation were to:

• define the subsurface soil and groundwater conditions at the proposed residence, and

• provide data, parameters, and recommendations that will support the design and construction of the proposed project.

The scope of work for this geotechnical investigation consisted of the following activities:

• Drill and sample a total of 2 geotechnical borings to depths of 15 feet and 20 feet beneath the existing surface as shown on the attached Plate No. 2.

• Obtain relatively undisturbed samples from the borings with continuous samples being taken from the ground surface to a depth of 10 feet and at 5-foot intervals thereafter.

• Measure groundwater levels in the borings during drilling and immediately after the completion of drilling.

• Backfill the borings with soil cuttings after obtaining the groundwater level measurements.

• Perform geotechnical laboratory tests on soil samples recovered during drilling in order to determine the engineering properties of the site soils. Laboratory testing will include: Atterberg limits tests, moisture content tests, percent soil finer than the No. 200 sieve

Project No. AE18-702

August 20, 2018 2

tests, unconfined compression tests, and dry density of soils. Soil classification was performed in accordance with the guidelines of ASTM D 2487 and ASTM D 2488.

• Prepare boring logs based on the results of the laboratory tests and visual soil classifications.

• Characterize the site subsoil and groundwater conditions.

• Perform engineering analyses as necessary to provide foundation recommendations that may be used for the design of the proposed structures.

• Prepare a report that presents the data, findings, and recommendations of the geotechnical investigation.

1.2 Summary of Findings

The pertinent findings of this geotechnical investigation for design and construction of the proposed residence are provided below.

1.2.1 Subsurface Soil Strata The subsurface soil strata at the boring locations within the proposed residence are described by the laboratory test results and the boring logs for Boring Nos. B-1 and B-2 as shown in Plate Nos. 3 and 4.

Data from the 2 geotechnical borings drilled suggest that the upper 20 feet of the overburden soils are composed of two major layers as described below.

Layer Depth *

(ft) Soil Description

1 0 – 6 FAT CLAY (CH), very stiff, light gray and reddish brown, 10 feet to 13 feet

3 0 – 20 LEAN CLAY (CL), hard, light gray yellowish brown and reddish brown with ferrous nodules, 13 feet to 20 feet

* Measured below the ground surface at the time of our field exploration activities. Classification In accordance with the Unified Soil Classification System (ASTM D 2487)

Layer Soil Type PI(s) SPT Soil Expansivity

Soil Strength, tsf

2 FAT CLAY (CH) 54 – High 2.5 – 4.5

3 LEAN CLAY (CL)

15 – 30 – Moderate 1.25 – 3.0


August 20, 2018 3

1.2.2 Groundwater Conditions Groundwater was not encountered during drilling of the geotechnical borings. The bore holes were backfilled with soil cuttings after the completion of drilling. It is possible that seasonal variations will cause fluctuations in the water level data obtained at the time of our field investigation. Long term monitoring of the groundwater level data within the proposed development is beyond the scope of our study. It should be noted that recommendations contained in this report are based on groundwater depths at the time of this geotechnical investigation and that an accurate determination of the true groundwater levels may require several days or even months of observations.

1.3 Summary of Recommendations

The recommendations, as summarized below, are provided for use in the design and construction of the proposed residence.

1.3.1 Recommended Slab-on-Grade Floor The subgrade soils at the proposed residence consist of non to highly expansive clays.

These soils are sensitive to moisture conditions and may become soft or compressible when

wet. Earthwork activities within these soils may be difficult if undertaken after a period of

wet weather or if wet weather occurs as earthwork is being performed. Site drainage and

control of surface water is essential during and after construction.

i. Foundation Design We understand that the preferred foundation system for the proposed residence will be

post-tensioned slab-on-grade as it would be exposed to the vagaries of the nature. The

floor slab should be supported on properly prepared building pads. Alternatively, a

conventional slab may be constructed.

ii. PTI Slab-On-Grade Design Parameters The Post-Tensioning Institute (PTI) provides design standards for post-tensioned slabs-

on grade. PTI parameters are selected based on the predominant soil type, the type of

clay mineral, and percentage of clay. The PTI slab design parameters are provided.

According to PTI 2nd Edition, edge moisture variation distance estimates (em) were

calculated based on a climatic factor known as Thornthwaite Moisture Index (Im).

According to PTI 3rd Edition, the em estimates were calculated based on soil and climatic

properties including an unsaturated diffusion coefficient as a primary factor. The

differential movement estimates (ym) were obtained from the tables provided in PTI 2nd

Edition design manual based on em and other soil characteristics. The ym values for PTI

3rd Edition were calculated based on soil characteristics using the computer program

VOLFLOW 1.5. The actual soil movements are affected by soil moisture conditions that

are also influenced by non-climatic factors such as vegetation, slope, drainage, irrigation,


August 20, 2018 4

downspouts, and leaking water lines. Precautions should be taken to ensure that proper

surface drainage is maintained during and after construction to keep uniform moisture in

the foundation soils.

PTI Slab Design Parameters (Borings B-1 and 2)

Design Parameter Recommended Values

PTI 2nd Edition PTI 3rd EditionPredominant Soil Type Clay ClayClay Mineral Illite IllitePercentage of Clay (<0.002mm) 40% 40% Thornthwaite Moisture Index (Im)

+20 +20

Depth to Constant Soil Suction 7 feet 9 feetWet Suction Profile (pF) ---- 2.9Dry Suction Profile (pF) ---- 4.5Constant Soil Suction (pF) 3.35 3.35Moisture Velocity (assumed) 0.7 in/month 0.7 in/monthEdge Moisture Variation Distance (em)

Center Lift (Shrink) 4.6 feet 7.2 feetEdge Lift (Swell) 5.3 feet 4.5 feet

Differential Soil Movement (ym)Center Lift (Shrink) 0.90 inch 1.0 inchEdge Lift (Swell) 0.6 inch 0.7 inch

Effective PI 40 40Allowable bearing pressure*, psf 1,200 1,200Minimum Grade Beam Width 12 inch 12 inch

* The depth of the footing should be 18-in. below final grade or 12-in. below existing grade, whichever is deeper.

iii. Slab-on-Grade A slab-on-grade has a greater risk of movement and resultant distress than a PTI slab.

A slab-on-grade may be constructed if the increased risk of soil related slab movement is

tolerable. Project Structural Engineer should choose the best alternative based on

his/her expertise and experience in the locality.

Slab Design Parameters. A conventionally reinforced, slab-on-grade may be designed

according to the Portland Cement Association (PCA) method or other method selected by

the structural engineer. PCA slab design parameters are presented in the following Table.


August 20, 2018 5

Slab Design Parameters

Design Parameter Recommended Value

Net Allowable Bearing Pressure (natural or fill soils)

Total Load Dead Plus Sustained Live Load

1.5 kips/feet2 ; FS = 2.0 1.0 kips/feet2 ; FS = 3.0

Modulus of Subgrade Reaction, k 100 lb/inch3

Thickened sections or grade beams to provide support of interior columns or wall loading not supported by drilled piers are addressed by the ACI 318R-05 and the Army/Air Force Technical Manual.

Use of the recommended maximum allowable net foundation bearing pressures provides for a safety factor of at least 3 against a bearing capacity failure of a slab-on-grade footing under axial compression dead loads plus sustained live loads, a safety factor of at least 2 against a bearing capacity failure of a spread footing foundation under axial compression dead loads plus sustained and transient live loads, a maximum total settlement of each footing less than 1 inch, and a maximum differential settlement between footings less than 0.5 inch.

Footings should be prepared by excavating the overburden soils to the final foundation grade elevation, compacting the foundation subgrade soils to an in-place dry density equal to at least 95% of the maximum dry density at a moisture content within ± 2% of the optimum moisture content as determined by ASTM D 698. A tamping plate hand compactor or other suitable impact compactor should be used to perform the compaction. Without proper compaction of the spread footing/grade beam foundation soils, settlement of the shallow spread/grade beam footings could exceed 1 inch.

The foundation excavations should be observed by a representative of All-Terra Engineering, Inc. or qualified personnel prior to steel or concrete placement to assess that the foundation materials are capable of supporting the design loads and are consistent with the materials discussed in this report. Soft, loose, or unstable soil zones encountered at the bottom of the footing excavations should be removed and replaced with properly compacted structural fill as directed by the geotechnical engineer.

After opening, footing excavations should be observed and concrete placed as quickly as possible to avoid exposure of the footing bottoms to wetting and drying. Surface run-off water should be drained away from the excavations and not be allowed to pond. The foundation concrete should be placed during the same day the excavation is made. If it is required that footing excavations be left open for more than one day, they should be protected to minimize evaporation or entry of moisture.


August 20, 2018 6

2.0 FIELD INVESTIGATION

For this geotechnical investigation, a total of 2 geotechnical borings were drilled and sampled on July 12, 2018 at the locations shown in Plate No. 2. Drilling, sampling, and testing were performed in accordance with applicable ASTM procedures using conventional auger drilling methods. Soil sampling during the drilling of the geotechnical borings consisted of continuous sampling to a depth of 10 feet and sampling at 5-foot intervals thereafter, with relatively undisturbed samples being obtained.

Relatively undisturbed samples were obtained by hydraulically forcing sections of 3-inch O.D. tubing (Shelby tube) into the subsoils. The tube samples were extruded in the field, sealed with foil, and placed into airtight plastic bags. Estimates of the unconfined compressive strengths of the cohesive soils were obtained with calibrated pocket penetrometer readings being taken on the tube samples.

Soil samples were transported to our laboratory for purposes of performing laboratory tests on selected samples.

3.0 LABORATORY TESTING

For the geotechnical study, a laboratory testing program was conducted to obtain engineering properties for use in performing engineering analyses and to aid field soil classifications. The following laboratory tests were performed:

LABORATORY TEST TEST STANDARD

Moisture Content of Soils ASTM D 2216

Percent Soil Particles Passing a No. 200 Sieve ASTM D 1140

Liquid Limit, Plastic Limit, and Plasticity Index of Soils ASTM D 4318

Unconfined Compressive Strength of Cohesive Soils ASTM D 2166

The number of tests and the test results are presented in the attached boring logs. Tests were performed in accordance with applicable ASTM procedures and methods and soil classifications were completed in accordance with the procedures and guidelines of ASTM D 2487 and ASTM D 2488.

4.0 SUBGRADE PREPARATION

To accommodate a post-tensioned slab-on-grade, subgrade preparation will be needed.

Site preparation and leveling will be required in the building area for drainage control and

architectural finishing.


August 20, 2018 7

4.1 Clearing, Stripping, and Proofrolling

Trees and shrubs, if any, within the proposed building areas should be removed, and their stumps grubbed to their full depth. Fill soils may be used to backfill grub holes. The fill should be properly compacted. Proofrolling should be performed to identify any soft or weak soils within the building pad.

The contractor should establish and maintain positive site drainage throughout the

construction period. Surface soils are sensitive to moisture. Wet soil conditions may interfere

with construction during and following rainy weather. If the surface soils become unable to

support construction activity, or rut and pump under equipment traffic, construction should

not proceed until the surface conditions have been remediated. Remediation typically

involves disking, drying, and recompaction during dry weather; excavation and replacement;

or treatment with a chemical additive. Chemical treatment (stabilization) of the building pad

subgrade before fill placement is effective in creating a firm subgrade on which construction

may proceed if construction commences during a wet period.

The exposed subgrade should be stripped to at least a 4-inch depth to determine the

competent soil subgrade. Actual stripping depths may vary across the site. The contractor

should proofroll the exposed subgrade using a rubber-tired vehicle weighing about 20 tons

such as a dump truck, a maintainer, or pneumatic equipment. A compactor or bulldozer, or

similar tracked vehicle is not acceptable for proofrolling. Proofrolling should extend at least 5

feet beyond the building limits. The geotechnical engineer or an experienced soil technician

should observe proofrolling operations to delineate areas that require remediation, if any.

The existing onsite fill soils could be utilized after being processed and compacted tto an in-

place dry density equal to at least 95% of the maximum dry density at a moisture content

within ± 2% of the optimum moisture content as determined by ASTM D 698.

After successful proofrolling and remediation of soft areas, select fill may be placed to the

finished subgrade elevation for the post-tensioned slab. Earthwork for building pads should

extend at least 5 feet beyond the limits of the building pad to assure that the edges of the

buildings are sufficiently prepared.

4.2 Fill Placement

We understand that the existing fill soils and roots in top 1 foot be removed and replaced with select fill within the building area and 5 feet of the building perimeter.


August 20, 2018 8

Select fill, if used, should consist of lean clay or sandy lean clay, free of roots, organics, and

deleterious materials. The select fill should have at least 50% passing the No. 200 sieve

and have a PI between 12 and 20, with a liquid limit between 20 and 40.

Fill placement should meet the following criteria:

1. Place select fill in maximum 8-inch thick loose lifts.

2. Moisture condition the select fill during placement and compaction within 1% dry to

3% wet of the optimum moisture content. The actual band of moisture within which

compaction can be achieved should be determined once the moisture-density relation

for the structural fill has been developed.

3. Compact each lift to at least 95% of the standard (Proctor) maximum dry density

(ASTM D 698).

4. Test each 6-inch thick lift of select fill at a frequency of one in-place density and

moisture test for each 2,000 feet2 or less with a minimum of three tests per lift. The

geotechnical engineer’s representative should perform testing.

5. A leveling course of sand is often used above the structural fill. Sand is a pathway for

moisture that may result in expansion of the underlying structural fill or natural clay.

The leveling course should be limited to 2 inches or eliminated.

6. Bedding and backfill for all utility trenches within the pad and located within 10 feet of

the building pad should be cement stabilized sand. Cement stabilized sand should

meet the requirements of Item 400.6 of the TxDOT Specifications (Cement Stabilized

Backfill), or equivalent. A testing frequency of one in-place density and moisture test

for each 75 linear feet of utility trench or a minimum of three tests per lift should be

specified.

7. A bentonite seal or plug of similar material should be placed within utility trenches

where the trenches exit the slab footprint. The seals should be located at least 5 feet

outside of the building and should be at least 2-foot in length; bentonite should not be

placed under grade beams. The bentonite seal will prevent infiltration of water into

the utility bedding and backfill from water sources located outside of the building

footprint.


August 20, 2018 9

Post-tensioned slab-on-grade construction should proceed as soon as possible after the

building pad has been prepared to prevent changes in the density and moisture conditions. If

inclement weather results in wet soil that will not permit access to the site by concrete trucks,

concrete placement should be delayed until the soil has dried and a firm subgrade is present

that will support concrete truck traffic. If a period of extended dry weather occurs between

completion of the building pad and concrete slab placement, subgrade soil to 6 in. depth

should be moisture adjusted to at least its optimum moisture content.

4.3 Vapor Retarder

A vapor retarder not less than 10 mils thick should be placed under the concrete floor slab

on ground to reduce the transmission of water vapor from the supporting soil through the

concrete slab. For slabs exposed to ambient conditions of temperature and humidity, a

vapor retarder also reduces the amount of water that will condense on the slab during

periods of high relative humidity. Local practice is to place the concrete floor directly on the

vapor retarder. The vapor retarder should function as a slip-sheet to reduce subgrade drag

friction. The vapor retarder should be installed according to ASTM E 1643.

5.0 FOUNDATION MAINTENANCE

Differential movements usually result from non-uniform changes in soil moisture that may

result from climatic and non-climatic factors. Design methods for slab-on-grade construction

consider only climatic factors and are based on average climatic conditions being present

before construction and throughout the structure life. Maintaining balanced soil moisture

conditions throughout the life of the structure reduces the potential for differential

movements.

Factors unrelated to climate may result in soil movements that may be greater than those

resulting only from climatic influence. The presence or absence of many non-climatic factors

is generally beyond the direct influence of the design team. The non-climatic factors are

often manifested during the structure life.

Non-climatic factors that affect soil moisture include trees (present and removed) and

landscaping, inadequate or altered drainage during the structure life, and the availability of

moisture from unplanned sources such as roof drains, air conditioning drains, or below-

grade utility or irrigation system leaks. Non-climatic factors and their potential effects on

structure performance are discussed in the following paragraphs.


August 20, 2018 10

Trees and Landscaping

Trees and other landscaping have dynamic effects on soil moisture content. As a tree or

other landscaping grows and matures, an increasing amount of moisture is needed to

sustain its growth. If sufficient moisture in unavailable from infiltration of water from the

surface, either through rainfall or irrigation, the moisture within the soil becomes the

available source resulting in decreases in the soil moisture content and soil shrinkage

adjacent to trees. The lower moisture contents generally are observed throughout the area

of influence of the tree's root system. The lateral extent where moisture changes occur is

generally taken as canopy width of the tree.

A uniform reduction in moisture usually does not occur; the changes in moisture content are

often greatest near the tree and decrease with distance from the tree. The vertical extent of

moisture changes caused by trees is not well defined since little information is known about

the suction potential of trees in the area. From forensic investigations, the depth of influence

appears to extend below 6 feet to 8 feet and may extend to 12-foot to 15-foot depths for

large, mature trees. Trees should be located a distance away from the foundation at least

equal to the mature height of the tree. Tree selection should consider the water capacity

needed to sustain a mature tree. Irrigation systems may not be effective in supplying

sufficient water for growth.

Drainage

Improper drainage can have significant negative effects on structure performance,

especially if the structure were constructed during or immediately after a dry period. The

following are general notes concerning proper drainage considerations:

• Positive drainage away from the structure must be designed, constructed, and

maintained throughout the structure life.

• Landscaping systems must maintain the positive drainage away from the structure

and not permit water to impound adjacent to the structure.

• Downspouts from roof drainage systems should be designed to discharge water

away from, and preferably 5 feet from, the foundation.

• Drainage through drainpipes to the storm sewer is preferred for all roof drains.

Splash blocks are not effective in draining water away from the foundation and should

not be used.


August 20, 2018 11

• Water drains should be tied into the storm sewer and not allowed to drain along the

face of the building with discharge at the building foundation.

6.0 CONSTRUCTION CONSIDERATIONS

The recommendations provided below should be followed with regard to the construction of the proposed residence addressed in this report:

• Excavations for foundations should be clean and free of all loose materials prior to the placement of concrete. Concrete should be placed at the foundation areas immediately upon forming, reinforcing steel placement, cleaning, and inspection.

• To facilitate cleaning and inspection of piers, it is suggested that drilled pier shafts have a minimum diameter of 18 inches.

• Concrete should have a 4 to 6-inch slump and be placed in 1 continuous placement.

• Concrete may be allowed to drop freely in dry drilled pier excavations containing 1 inch or less of water.

• If casing is required, the casing should be removed as concrete is being placed. The casing should be removed in a manner that precludes the surrounding soil from invading the fresh concrete. This requires a vertical, smooth removal of the casing while maintaining the bottom of the casing below the top of the concrete a distance sufficient enough to offset the surrounding material pressure.

• Construction operations should be monitored by a qualified representative of the geotechnical engineer.

• Materials testing should be performed so as to ensure that acceptable materials and construction methods are provided by the contractor.


August 20, 2018 12

7.0 CLOSING REMARKS

All-Terra Engineering, Inc. has performed a geotechnical investigation and provided data,

analyses, and recommendations pertaining to the construction of the proposed residence at

8419 Sunnyhill St, Parcel No. 0361150010002 in Houston, Texas. This report has been

prepared for the exclusive use of LARA in City of Houston in accordance with generally

accepted soil and foundation engineering practices. No other warranty, expressed or implied,

is made.

In the event that changes are made in the nature, design, or location of the proposed project,

the conclusions and recommendations contained in this report shall not be considered valid

unless the changes are reviewed and the findings and recommendations of this report are

modified or verified in writing. The analyses and recommendations presented in this report are

based upon data obtained from 2 geotechnical borings that were drilled on July 12, 2018. The

nature and extent of variations within the subsurface materials may not become evident until

after construction excavation is initiated. If significant variations in the subsurface materials are

encountered during construction, it may be necessary to re-evaluate the recommendations

provided in this report.

PLATES

VICINITY MAP

PROJECT NAME: PROPOSED RESIDENCE AT 8419 SUNNYHILL ST, HOUSTON, TX

SCALE: NOT TO SCALE DATE: PROJECT No.: AE18-702August 20, 2018

PLATE 1

SITE LOCATION

All-Terra Engineering, Inc.

BORING LOCATION MAP:


SCALE: NOT TO SCALE DATE: PROJECT No.: AE18-702

PLATE 2

August 20, 2018


B2

B1

SUNNYHILL ST

14

13

14

18

17

19

16

21

77

49

42

23

19

18

77

88

FAT CLAY WITH SAND (CH), very stiff to hard, dark gray to lightgray, yellowish brown, w/ calcareous nodules and ferrous nodules

LEAN CLAY (CL), stiff to very stiff, light gray, yellowish brown,reddish brown, w/ clacareous nodules and ferrous nodules

Bottom of borehole at 20.0 feet.

3

4.5

2.5

2.25

1.25

2.5

2.75

1.75

54

30

24

NOTES Parcel No. 0361150010002

GROUND ELEVATION

LOGGED BY Geo Exp.

DRILLING METHOD Augering

DRILLING CONTRACTOR Geo Exp., Inc. GROUND WATER LEVELS:

CHECKED BY Raghu Dass

DATE STARTED 7/12/18 COMPLETED 7/12/18

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

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PAGE 1 OF 1BORING NUMBER B-1

CLIENT Land Assemblage Redevelopment Authority

PROJECT NUMBER AE18-702

PROJECT NAME Proposed 86 LARA Lots

PROJECT LOCATION LTS 2 & 3 BLK 1, 8419 Sunnyhill St, Houston ,TX

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All-Terra Engineering, Inc.6200 Rothway St, Suite 140Houston, Texas 77040Telephone: 713-574-2371Fax: 713-574-2372

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PLATE 3

16

14

13

16

18

19

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27

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LEAN CLAY (CL), stiff to very stiff, dark gray, llight gray, yellowishbrown, reddish brown

- sandy, 2-feet to 4-feet

- with clacareous nodules and ferrous nodules, 2-feet to 15-feet

Bottom of borehole at 15.0 feet.

2.5

3

3

2.75

1.25

2

4

12

20

114

2.8

NOTES Parcel No. 0361150010002

GROUND ELEVATION

LOGGED BY Geo Exp.

DRILLING METHOD Augering

DRILLING CONTRACTOR Geo Exp., Inc. GROUND WATER LEVELS:

CHECKED BY Raghu Dass

DATE STARTED 7/12/18 COMPLETED 7/12/18

AT TIME OF DRILLING ---

AT END OF DRILLING ---

AFTER DRILLING ---

HOLE SIZE 3 inches

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PAGE 1 OF 1BORING NUMBER B-2

CLIENT Land Assemblage Redevelopment Authority

PROJECT NUMBER AE18-702

PROJECT NAME Proposed 86 LARA Lots

PROJECT LOCATION LTS 2 & 3 BLK 1, 8419 Sunnyhill St, Houston ,TX

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All-Terra Engineering, Inc.6200 Rothway St, Suite 140Houston, Texas 77040Telephone: 713-574-2371Fax: 713-574-2372

AxisB2010

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PLATE 4

KEY TO LOG TERM


SCALE: NOT TO SCALE DATE: PROJECT No.: AE18-702

PLATE 5

August 20, 2018


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