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Terradyne Project No.: D191241 September 12, 2019
Geotechnical Engineering Services Report
Proposed Assisted Living
The Residences at Alsbury
SW Alsbury Boulevard & Ridgehill Drive
Burleson, Texas
Jones Gillam Renz Architects, Inc.
730 N. Ninth Street
Salina, Kansas 67401
September 12, 2019
Jones Gillam Renz Architects, Inc.
120 E Main Street
Salina, Kansas 67401
Attn: Mr. Jeffery Gillam
Re: Geotechnical Engineering Services Report
Proposed Assisted Living - The Residences at Alsbury
SW Alsbury Boulevard & Ridgehill Drive
Burleson, Texas
Terradyne Project No.: D191241
Dear Mr. Gillam:
Terradyne Engineering, Inc. has completed a soil and foundation engineering report at the above
referenced project site. The results of the exploration are presented in this report.
We appreciate and wish to thank you for the opportunity to service you on this project. Please do not
hesitate to contact us if we can be of additional assistance during the Construction Materials Testing
and Quality Control phases of construction.
Respectfully Submitted,
Terradyne Engineering, Inc.
Clayton Torrance, E.I.T. Shawn Wilson, P.E. Staff Engineer Vice President
Texas Firm Registration No. F-6799
Terradyne Engineering, Inc. D191241
TABLE OF CONTENTS
Page No.
EXECUTIVE SUMMARY .............................................................................................................i
1.0 PROJECT AUTHORIZATION AND SCOPE OF SERVICES ...............................................1
2.0 PROJECT AND SITE DESCRIPTION ....................................................................................1
2.1• Project Description ......................................................................................................1
2.2• Site Location and Description ......................................................................................2
3.0 SUBSURFACE CONDITIONS ................................................................................................2
3.1• Field and Laboratory Testing ......................................................................................2
3.2• Subsurface Conditions .................................................................................................2
3.3• Groundwater .................................................................................................................3
4.0 EVALUATION AND RECOMMENDATIONS ...................................................................3
4.1• Vertical Movements ....................................................................................................3
4.2• Site Preparation ............................................................................................................5
4.3• Foundation Recommendations .....................................................................................7
4.3.1• Shallow Foundations ....................................................................................7
4.3.2• Drilled Pier Foundations ...............................................................................9
4.3.3• Floor Slab .....................................................................................................10
4.4• Fill Materials ................................................................................................................10
4.5• Seismic Considerations ...............................................................................................11
4.6• Lateral Loads ...............................................................................................................11
4.7• Additional Considerations and Recommendations .....................................................12
4.8• Pavement Recommendations ......................................................................................13
4.8.1• Subgrade Soil Preparation ............................................................................13
4.8.2• Pavement Design ..........................................................................................14
5.0 CONSTRUCTION CONSIDERATIONS.................................................................................15
6.0 REPORT LIMITATIONS ..........................................................................................................16
APPENDIX Boring Location Plan
Boring Logs
Key to Log of Boring
i
Terradyne Engineering, Inc. D191241
EXECUTIVE SUMMARY
The soil conditions at the site of the proposed Assisted Living, The Residences at Alsbury, at
Alsbury Boulevard in Burleson, Texas were explored by drilling 14 test borings to depths of about
10 to 35 feet, due to auger refusal. Laboratory tests were performed on selected specimens to
evaluate the engineering characteristics of various soil strata encountered in our borings.
The results of our exploration, laboratory testing and engineering evaluation indicate the soils
underlying this site have moderate to high swell potential. Potential vertical movement ranging
between three (3) and four and one-half (4½) inches was estimated at the existing grade level for
dry moisture conditions.
The proposed building structure may be supported by shallow foundations, as requested by the
project structural engineer. The proposed building structure may be supported by a monolithic
slab on grade foundation, either conventionally reinforce or post-tensioned. The grade beams or a
matt type slab foundation bearing at a minimum depth of 2 feet below adjacent surface grade may be
designed for allowable net bearing pressures of 1,500 pounds per square foot. A slab foundation
bearing at a minimum depth of 10-inches below final grade may be designed for allowable net bearing
pressures of 1,500 pounds per square foot.
Groundwater seepage was not encountered in our borings at the time of our field exploration.
Detailed descriptions of subsurface conditions and foundation design recommendations are
included in this report.
This summary does not contain all the information that is included in the full report. The report
should be read in its entirety to obtain a more complete understanding of the information provided.
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1.0 PROJECT AUTHORIZATION AND SCOPE OF SERVICES
The services of Terradyne Engineering, Inc. were authorized on August 7th, 2019 by Mr. Jeffery
Gillam, Jones Gillam Renz Architects, Inc. by approving our proposal No: DP191102 dated June 4,
2019.
Our scope of services included drilling a total of 14 soil test borings at the site. Four (4) borings were
in the pavement area to a depth of approximately 10 feet to 15 feet; six (6) borings within the building
footprint to a depth of 25, 30, and 40 feet; two (2) borings near the retaining walls to a depth of 30
and 40 feet; two (2) borings within the detention ponds to a depth of 20 feet below the existing ground
surface, limited laboratory testing of select soil samples to evaluate pertinent physical properties, and
to perform engineering analysis to develop foundation and pavement design criteria.
The scope of services did not include an environmental assessment for determining the presence or
absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water, groundwater,
or air on or below, or around this site. Any statements in this report or on the boring logs regarding
odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes.
Prior to development of this site, an environmental assessment is advisable.
2.0 PROJECT AND SITE DESCRIPTION
2.1 Project Description
The proposed project consists of an Assisted Living Complex, The Residences at Alsbury, having a
footprint area of approximately 44,949 square feet with associated paving, detention ponds and
retaining walls. Based on information provided by the client, it is understood that the proposed
buildings will consist of a story structure with wood framed load bearing walls. Structural loading
information was not available at the time of writing this report, we have therefore, assumed maximum
wall loads will be less than 2 kips per linear foot. Based on information provided by the project
structural engineer Mr. Mike Falbe, it is understood that the proposed building structure has no
columns. It is further understood that Mr. Falbe intends to support the building on a matt type slab
foundation without the use of any grade beams.
The foundation recommendations presented in this report are based on the available project
information, project location, and the subsurface materials described in this report. If any of the noted
information is incorrect, please inform Terradyne in writing so that we may amend the
recommendations presented in this report, if appropriate and, if desired by the client. Terradyne will
not be responsible for the implementation of its recommendations when it is not notified of changes
in the project.
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2.2 Site Location and Description
The site for the proposed project is located at southwest Alsbury Boulevard in Burleson, Texas.
The proposed site is located at the intersection of SW Alsbury Boulevard and Ridgehill Drive. The
ground surface slopes up to the southwest, with a vertical relief of about 20 to 30 feet, based on
visual observations.
The foundation recommendations presented in this report are based on the available project
information, project location, and the subsurface materials described in this report. If any of the noted
information is incorrect, please inform Terradyne in writing so that we may amend the
recommendations presented in this report if appropriate and if desired by the client. Terradyne will
not be responsible for the implementation of its recommendations when it is not notified of changes
in the project.
3.0 SUBSURFACE CONDITIONS
3.1 Field and Laboratory Testing
The site subsurface conditions were explored with 14 soil test borings advanced to depths of about 10
to 35 feet, due to auger refusal, below the existing ground surface. The approximate boring locations
are indicated on the Boring Location Plan enclosed in the Appendix. Copies of the Logs of Borings
are also enclosed in the Appendix.
The borings were advanced utilizing continuous flight auger drilling methods and soil samples were
routinely obtained during the drilling process. Drilling and sampling techniques were accomplished
generally in accordance with ASTM procedures. Select soil samples were tested in the laboratory to
determine material properties for our evaluation. Laboratory testing was accomplished generally in
accordance with ASTM procedures.
3.2 Subsurface Conditions
As shown on the Dallas Sheet of the Geologic Atlas of Texas, the site is located in an area where
Cretaceous Age deposits of Grayson Marl and Main Street Limestone (Kgm) undivided are located
near the surface. Mostly Grayson Marl; consists of mostly calcareous clay and marl, blocky,
yellowish gray and medium gray. Some 0.25 to 1-foot limestone beds in upper one-third. Main
Street Limestone; medium grained, chalky, some 6 to 8 foot units of calcareous shale, thin bedded
to massive, yellowish gray, weathers light gray to white.
Clayey Sand was encountered at the ground surface and extended to depth of approximately 3 feet
in two of fourteen borings. Brown clay was encountered at the ground surface and extended to depths
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ranging between 13 to 20 feet in twelve of fourteen borings. In two borings this clay was encountered
at a depth of 3 feet extended to a depth of about 15 feet. Laboratory plasticity tests indicated that
samples of this clay have liquid limits ranging from 45 to 73 and plasticity indices ranging from
26 to 53. Light brown weathered marl was encountered below the clay in eleven of fourteen
borings and extended to depths ranging between 15 and 20 feet. Dark gray marl was encountered
below the weathered marl in ten of fourteen borings and extended to final boring termination depth
of 20 to 35 feet.
The above subsurface description is of a generalized nature to highlight the major subsurface
stratification features and material characteristics. The boring logs included in the appendix should
be reviewed for specific information at individual boring locations. These records include soil/rock
descriptions, stratifications, penetration resistances, and locations of the samples and laboratory test
data. The stratifications shown on the boring logs represent the conditions only at the actual boring
locations. Variations may occur and should be expected between boring locations. The stratifications
represent the approximate boundary between subsurface materials and the actual transition may be
gradual and indistinct. Water level information obtained during field operations is also shown on
these boring logs. The samples, which were not altered by laboratory testing will be retained for 30
days from the date of this report and then will be discarded.
3.3 Groundwater
Ground water was not encountered in the borings during drilling. Groundwater levels fluctuate
seasonally as a function of rainfall, proximity to creeks, rivers and lakes, the infiltration rate of the
soil, seasonal and climatic variations and land usage. Therefore, at a time of the year different from
the time of drilling, there is the possibility of a considerable change in the recorded levels or the
occurrence of water where not previously encountered. The groundwater levels presented in this
report are the levels that were measured at the time of our field activities. We recommend that the
Contractor determine the actual groundwater levels at the site at the time of the construction
activities.
4.0 EVALUATION AND RECOMMENDATIONS
4.1 Vertical Movements
High plasticity clay soils encountered in the borings have potential for volume change with
changes in moisture content. The volume change is normally evidenced by the heaving and
cracking of concrete floor slabs. Based on TXDOT method TEX-124-E and our experience with
the shrink/swell characteristics of similar soils, the Potential for Vertical Rise (PVR) is estimated
to range between three (3) and four and one-half (4½) inches, depending on location, for slab on
grade construction at existing grades.
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If a non-seasonal moisture source becomes available, such as a plumbing or drainage leak or poor
surface drainage, swell in excess of the estimated PVR may occur. Therefore, it is recommended that
positive drainage away from the building should be provided. If positive drainage is not provided,
water will pond around or below the building and excessive total and differential movements may
occur.
The estimated PVR values are based on the current site grades. If cut and fill operations are
performed, the PVR values could change significantly. If the existing grade is to be raised to attain
finish grade elevation, select structural fill should be placed in lifts and properly compacted as
recommended under Fill Materials section of this report.
Remedial measures associated with swelling soils typically consist of either using a structurally
suspended floor slab system utilized in conjunction with drilled pier foundation system or reducing
the swell potential by removing some of the high plasticity soils and replacing them with low swell
potential select fill materials. Removing top six (6) feet of existing soils and replacing with select fill
is estimated to reduce the PVR to the order of about one (1) inch. Any additional fill required to
achieve final grade should consist of select fill materials.
Moisture conditioning of the existing subgrade soils, by removing and re-compacting a certain
depth of the existing subgrade soils below the final grade with a cap of select fill can also reduce
the swell potential to acceptable limits. Moisture conditioning of the top 12 feet depth of subgrade
is estimated to reduce the PVR to the order of about one (1) inches. A one and one half (1½) foot
thick cap of select fill should be placed on top of the moisture conditioned soils to prevent drying
during construction. As an alternative to removal and replacement of the existing clay soil,
injection of soil stabilization chemicals has been used in the area to reduce the swell potential of
the clay soils.
The performance of a grade supported floor slab or a shallow foundation system can be
significantly influenced by yard maintenance, recessed landscaping additions near the building,
utility leaks and any other free water sources, and deep-rooted trees and shrubs. Deep-rooted trees
and shrubs located near the structure, within an approximate distance equal to about their ultimate
mature height, could cause foundation settlement due to ground shrinkage as a result of long-term
moisture absorption of the roots. It is also imperative that moist soil conditions be maintained
within 10 feet of the foundation perimeter during prolonged periods of dry weather to prevent deep
desiccation crack development and associated settlement due to ground shrinkage. Providing
flatwork around the buildings will help in reducing moisture variation under the buildings. In areas
where flatwork does not abut the building, a moisture barrier may be provided at a shallow depth
below the ground surface to prevent moisture variation below the building.
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The following design recommendations have been developed on the basis of the previously described
project characteristics and subsurface conditions encountered. If there are any changes in these
project criteria, including project location on the site, a review must be made by Terradyne to
determine if any modifications in the recommendations will be required. The findings of such a
review should be presented in a supplemental report.
4.2 Site Preparation
To reduce the potential for moisture induced movement of the site soils, it is important that
consideration is given to reducing the potential for moisture changes of the site soils. As a minimum,
positive drainage away from the building should be provided. If positive drainage is not provided,
water will pond around or below the building and excessive total and differential movements may
occur.
Initially, all topsoil and deleterious materials, including any dumped soils, trees, tree roots and any
existing foundation and utilities must be removed from the areas proposed for construction. After
stripping and excavating to the proposed subgrade level, as required and prior to placing fill, the
exposed subgrade should be proof-rolled with a tandem axle dump truck or similar rubber tired
vehicle. Soils, which are observed to rut or deflect excessively under the moving load, should be
undercut and replaced with properly compacted fill. The proof-rolling and undercutting activities
should be witnessed by a representative of the geotechnical engineer and should be performed
during a period of dry weather. After proof-rolling, the subgrade soils should be scarified and re-
compacted to between 93 to 98 percent of the standard Proctor maximum dry density ASTM D698,
in the moisture range of at least 5% or more above optimum, for a depth of at least 8 inches below
the surface.
After subgrade preparation and observation have been completed, fill placement may begin. The
first layer of fill material should be placed in a relatively uniform horizontal lift and be adequately
keyed into the stripped and scarified subgrade soils.
Option 1: Undercut the building subgrade to a depth of six (6) feet below the proposed floor slab
subgrade elevation. The exposed subgrade should then be proof-rolled, scarified and re-compacted as
described above. After subgrade preparation, a minimum of six (6) feet depth of select fill should be
used to achieve final grade, additional fill required to achieve final grade should also consist of select
fill.
Select fill materials should be free of organic or other deleterious materials, have a maximum particle
size less than two (2) inches, and have a liquid limit less than 35 and plasticity index between 5 and
15. Select fill should be compacted to at least 95 percent of standard Proctor maximum dry density as
determined by ASTM Designation D 698.
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Select fill should be placed in maximum lifts of eight (8) inches of loose material and should be
compacted within the moisture range of 2% below optimum to 4% above the optimum moisture
content value. Undercut and select fill should extend five (5) feet beyond the building perimeter,
however the top one and one-half (1½) feet depth of select fill should extend only to the building
perimeter and top one and one-half (1½) feet depth of fill outside the building perimeter should
consist on on-site clay fill.
Option 2: Undercut the building subgrade to a depth of twelve (12) feet below the proposed final
grade. After preparing the exposed subgrade as described above, backfill to a depth of one and
one-half (1½) foot below the proposed floor slab subgrade elevation using on-site excavated soils.
This on-site fill should be compacted to between 93 to 98 percent of the standard Proctor maximum
dry density ASTM D698, in the moisture range of at least 5% or more above optimum.
The top and one-half (1½) feet depth of fill should consist of select fill materials as described in
option 1 above and compacted to at least 95 percent of standard Proctor maximum dry density as
determined by ASTM Designation D 698 in the moisture range of 2% below optimum to 4% above
the optimum moisture content value. Undercut and backfill of moisture conditioned fill should
extend horizontally at least ten feet beyond the perimeter of the building. Select fill should extend
only to the building perimeter and all fill outside the building perimeter should consist on on-site
clay fill.
All Fill should be placed in maximum lifts of 8 inches of loose material. Each lift of compacted-
engineered fill should be tested by a representative of the Geotechnical engineer prior to placement
of subsequent lifts.
Option 3: Chemical Injection - As an alternative to removal and replacement of the existing clay
soil, injection of soil stabilization chemicals has been used in the area to reduce the swell potential
of the clay soils. The injection process uses an acid based solution to exchange ions on the clay
particles which reduce the clay’s ability to attract water. The typical process uses a depth of inject
of 10 feet. However, the injection can be done to other depths if appropriate. Vendors doing this
injection work have indicated to us that the swell in the zone that is injected will be reduced to
about one (1) percent or less. The chemical injection should extend horizontally at least ten feet
beyond the perimeter of the building. Our recommendations for this project are based on the upper
ten (10) feet of soil being injected and the injection process reducing the swell potential to about
one (1) percent. After injection, test borings would need to be drilled in the building areas and
samples collected for swell testing to confirm that the reduction in swell is sufficient. If the project
criteria is not met the contractor will need to conduct additional passes to meet the requirements.
After acceptance testing, top 8-inches of the subgrade should be scarified and compacted to at least
95 percent of standard Proctor maximum dry density as determined by ASTM Designation D 698
in the moisture range of at or above the optimum moisture content value. The top one (1) foot of
subgrade should consist of select fill materials as described in option 1 above and compacted to at
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least 95 percent of standard Proctor maximum dry density as determined by ASTM Designation
D 698 in the moisture range of 2% below optimum to 4% above the optimum moisture content
value. Select fill should extend only to the building perimeter and all fill outside the building
perimeter should consist on on-site clay fill.
A below surface moisture barrier, consisting of minimum 6 mil polyethylene sheeting, should be used
outside the building perimeter. This is recommended in areas, where flatwork does not abut against
the building perimeter. The moisture barrier should be placed 12-inches below the surface and should
extend a minimum of 8 feet beyond the perimeter of the building slab and foundation and should
slope away from the building at minimum 5 percent slope.
Where the option of a structurally suspended floor slab is utilized, detailed site preparation
activities may not be required and the existing soils can remain in place, additionally any fill
required to achieve final subgrade elevation may consist of on-site or similar soils.
4.3 Foundation Recommendations
If some differential movement can be tolerated, a monolithic slab on grade supported on modified
subgrade, may be considered as one option for building foundation. If the referenced movements
are not acceptable, consideration should be given to supporting the building structure on a drilled
pier foundation system with a structurally suspended floor slab.
4.3.1 Monolithic Slab on Grade Foundations
The foundation system may consist of a monolithic slab on grade or a stiffened mat type slab
foundation reinforced with conventional and/or post-tensioned reinforcing, provided that expected
total and differential movements can be tolerated. The foundation should be designed with exterior
and interior grade beams to provide adequate rigidity to the foundation system to sustain the
vertical soil movements expected at this site.
Grade beams or a slab foundation bearing on properly compacted select fill, may be designed using
a net allowable bearing capacity of 1500 pounds per square foot. The grade beams should have a
minimum width of 10 inches, even if the actual bearing pressure is less than the design value. In
areas where flatwork does not abut the building perimeter, consideration should be given to
providing deep perimeter grade beams (3-feet or more), so they can act as a vertical moisture
barrier. If soft or loose soils are encountered at the design bearing level, they should be undercut
to stiff or dense soils and the excavation backfilled with low swell potential fill or concrete.
It is important that the beams be excavated, bearing soils observed by the geotechnical engineer or
his representative, formwork and reinforcing steel and/or cables installed, and concrete placed as
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quickly as possible. Extreme care should be taken to prevent the weakening of the foundation
bearing materials because of prolonged atmospheric exposure, construction activity disturbance or
an increase in moisture content. Leaving foundation excavations open overnight is not
recommended. If foundation excavations are to remain open for more than one day, they should
be adequately protected to reduce evaporation or entry of moisture.
A moisture barrier of polyethylene sheeting or similar material should be placed between the slab
and the subgrade soils to retard moisture migration through the slab. It should be understood, by
all parties, that a soil-supported foundation system will experience movement with time, however,
with proper design, construction and maintenance, the magnitude of the movement can be kept to
a manageable level.
Foundation design criteria for use with Post tensioned Foundation Design based on Post
Tensioning Institute’s (PTI) manual are given in Table 1 below. Also included in the table below
is information for use in conventionally reinforced slab-on grade foundation.
TABLE 1 – 3rd Edition PTI Values
Effective
Plasticity
Index
Edge moisture variation
distance, em (feet)
Differential movement
ym (inches)
Center Lift Edge Lift Center Lift Edge Lift
Modified Subgrade Per
Option 1 of Site
Preparation section of this
report (6 feet select fill).
20 9.0 4.5 1.1 1.5
Modified Subgrade Per
Option 2 or of Site
Preparation section of this
report - 12 foot deep
moisture conditioning with
1½ -foot select fill cap
or Option 3
10 foot chemical injection
with 1 foot select fill cap).
42 7.0 3.6 2.3 3.5
If drilled piers are used below the beams of a soil supported, monolithic slab-on-grade, the piers
should not be rigidly connected to the beams in case heave occurs
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If potential movements associated with a soil supported floor slab are not acceptable, it is
recommended that drilled pier foundations be utilized to support the building structure with a
structurally suspended floor slab.
4.3.2 Drilled Pier Foundations
If it is desired to limit potential movements due to shrinking and swelling of the site soils as well as
due to existing fill, it may be desirable to support the building structure on drilled pier foundations.
Straight shaft piers should be founded in the underlying gray marl, with a minimum penetration of 4
feet into the gray marl. The piers will utilize a combination of end bearing and skin friction within the
gray marl to develop load carrying capacity. Piers founded in the referenced materials may be
proportioned assuming a maximum allowable end bearing capacity of 20,000 pounds per square foot
based on dead load plus design live load considerations. The piers may also be designed for an
allowable skin friction value of 2,000 pounds per square foot in axial compression for the portion of
the pier in contact with the gray marl. Top 2 foot of embedment into the gray marl should be neglected
for skin friction resistance. In no case should piers be designed with a shaft diameter less than 12
inches. Piers should have a minimum clear spacing at least equal to or larger than twice the diameter
of the end bearing area of the largest adjacent pier.
Settlements of the order of ½ inch with differential settlements (between adjacent piers) on the order
of ¼ inch should be considered. The piers should be reinforced for their full depth to resist potential,
tensile forces, which may develop due to swelling of the site soils, and due to structural loads. Uplift
forces due to swelling soils can be approximated by assuming an uplift adhesion value of 1600 pounds
per square foot over the perimeter of the shaft for a depth of 10 feet. Uplift resistance will be provided
by the dead load on the pier and by skin friction resistance within the limestone. Resistance to uplift
can be calculated using an allowable skin friction value of 1,400 psf for the portion of the pier in
contact with the gray limestone.
It is recommended that the design and construction of drilled piers should generally follow methods
outlined in the manual titled Drilled Shafts: Construction Procedures and Design Methods
(Publication No: FHWA-IF-99-025, August 1999).
Detailed inspection of pier construction should be made to verify that the piers are vertical and
founded in the proper bearing stratum, and to verify that all loose materials have been removed prior
to concrete placement. Temporary casing must be used where necessary to stabilize pier holes and to
control water inflow.
Any accumulated water must be removed prior to the placement of concrete. A hopper and tremie
should be utilized during concrete placement to control the maximum free fall of the wet concrete to
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less than five feet unless the mix is designed so that it does not segregate during free fall and provided
the pier excavation is dry.
If the pier hole has been cased, sufficient concrete should remain in the casing as the casing is
withdrawn to prevent any discontinuities from forming within the concrete section. Concrete placed
in drilled piers should be placed at slumps between six to eight inches. Concrete, which is placed in
piers at a slump less than six inches, increases the potential for honeycombing. Concrete used in piers
should be designed to achieve the required strength at the higher slumps as referenced above. For
any given pier, excavation, placement of steel and concreting should be completed within the same
workday. Where water inflow or caving soils are encountered, excavation of piers and placement of
concrete within a very short time frame will frequently aid in proper pier construction.
Structurally supported grade beams, pier caps if required, and floor slab should be isolated from the
subgrade soils by providing a minimum 10-inch positive void beneath the floor slab, grade beams and
pier caps. Void forms will not be required for pier supported monolithic slab on grade foundation
system. Voids can be produced using compressible cardboard carton forms specially manufactured
for this purpose. Care should be exercised so that the forms are not crushed, damaged or saturated
prior to placement of the concrete. In addition, barriers that will not rapidly decay should be placed
or constructed along the sides of the cardboard carton forms to prevent soil intrusion into the void
after the carton forms decay.
4.3.3 Floor Slab
It is recommended that the floor slabs utilized with the drilled pier foundation consist of a structurally
suspended slab. Structurally supported slab and grade beams should be isolated from the subgrade
soils by providing a minimum 10-inch positive void beneath the slab and the grade beams. Using
cardboard carton forms specially manufactured for this purpose can produce these voids. Care should
be exercised so that the forms are not crushed, damaged, or saturated prior to placement of the
concrete. In addition, barriers that will not rapidly decay should be placed or constructed along the
sides of the cardboard carton forms to prevent soil intrusion into the void after the carton forms decay.
4.4 Fill Materials
Fill should be free of organic or other deleterious materials and should have a maximum particle
size of 3 inches. Low swell potential select fill should have a maximum liquid limit of 35 and
plasticity index between 5 and 15.
Select fill should be placed in maximum 8-inch loose lifts and compacted to a minimum of 95
percent of the maximum dry density as determined by ASTM D 698 (Standard Proctor). The
moisture content at the time of compaction should be in the range of 2 percent below optimum to
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4 percent above the optimum value as defined by ASTM D 698. The on-site moisture conditioned
fill should be compacted to between 93 to 98 percent of the standard Proctor maximum dry density
ASTM D698, in the moisture range of at least 5% or more above optimum. The referenced
moisture content and density should be maintained until construction is complete.
4.5 Seismic Considerations
Based on the 2012 International Building Code, Table 1613.3.2 Site Class Definitions read in
conjunction with and Table 20.3-1, chapter 20 of ASCE 7. The site soils can be characterized as
Site Class C.
4.6 Lateral Earth Pressure
Some retaining walls may be needed at this site. The equivalent fluid density values were evaluated
for various backfill materials. These values are presented in Table 2.
TABLE 2 – Lateral Pressure Parameters
Backfill Material Equivalent Fluid Density, PCF
Active Condition At Rest Condition Passive Condition
a. Crushed Limestone 40 60 530
b. Clean Sand 40 60 360
c. Select Fill (PI ≤ 15) 65 85 265
These equivalent fluid densities do not include the effect of seepage pressures, surcharge loads
such as construction equipment, vehicular loads or future storage near the walls.
If the basement wall or cantilever retaining wall can tilt forward to generate “active earth pressure”
condition, the values under active condition shall be used. For rigid non-yielding walls which are
part of the building, the values” at rest condition” shall be used. The compactive effort shall be
controlled during backfill operations. Over compaction can produce lateral earth pressures in
excess of at rest magnitudes. Compaction levels adjacent to below-grade walls shall be maintained
between 95 and 98 percent of standard Proctor (ASTM D698) maximum dry density.
The backfill behind the wall shall be drained properly. The simplest drainage system consists of a
drain located near the bottom of the wall. The drain collects the water that enters the backfill and
this may be disposed of through outlets along the base of the wall. To ensure that the drains are
not clogged by fine particles, they shall be surrounded by a granular filter. Despite a well-
constructed toe drain, substantial water pressure may develop behind the wall if the backfill
Geotechnical Report: Proposed Assisted Living - The Residences at Alsbury
SW Alsbury Boulevard, Burleson, Texas 12
Terradyne Engineering, Inc. D191241
consists of clays or silts. A more satisfactory drainage system, consisting of a back drain of 12
inch to 24 inches width gravel may be provided behind the wall to facilitate to drainage.
The maximum toe pressure for wall footings founded a minimum depth of 24 inches into the on-
site clay soils shall not exceed 1,500 pounds per square foot. Horizontal loads acting on shallow
foundations are resisted by friction along the foundation base and by passive pressure against the
footing face, which is perpendicular to the line of applied force. For lateral loads, the coefficient of
friction between the base of the footing and the subgrade soils is 0.32. The ultimate passive earth
pressure, in psf, can be computed by using an equivalent fluid pressure of 240 pcf/ft.
4.7 Additional Considerations and Recommendations
The following information has been developed after review of numerous problems concerning
foundations throughout the area. It is presented here for your convenience. If these features are
incorporated in the overall design and specifications for the project, performance of the project will
be improved.
1. Prior to construction, the area to be covered by buildings should be prepared so that water
will not pond beneath or around the buildings after periods of rainfall. In addition, water
should not be allowed to pond on or around pavements.
2. Roof drainage should be collected and transmitted by pipe to a storm drainage system or to
an area where the water can drain away from buildings and pavements without entering the
soils supporting buildings and pavements.
3. Sidewalks should not be structurally connected to buildings. They should be sloped away
from buildings so that water will be drained away from structures.
4. Paved areas and the general ground surface should be sloped away from buildings on all
sides so that water will always drain away from the structures. Water should not be allowed
to pond near buildings after the floor slabs and foundations have been constructed.
5. Backfill for utility lines that are located in pavement, sidewalk and building areas should
consist of low swell potential fill. The backfill should be compacted as described in the "Fill
Material" section of this report. Lesser lift thickness may be required to obtain adequate
compaction.
6. Care should be exercised to make sure that ditches for utility lines do not serve as conduits
that transmit water beneath structures or pavements. The top of the ditch should be sealed to
inhibit the inflow of surface water during periods of rainfall.
Geotechnical Report: Proposed Assisted Living - The Residences at Alsbury
SW Alsbury Boulevard, Burleson, Texas 13
Terradyne Engineering, Inc. D191241
7. Flower beds and planting areas should not be constructed along building perimeters.
Constructing sidewalks or pavements adjacent to buildings would be preferable. If required,
flower beds and planting areas could be constructed beyond the sidewalks away from the
buildings. If it is desired to have flower beds and planting areas adjacent to a building, the
use of above grade concrete box planters, or other methods which reduce the likelihood of
large changes in moisture content of soils adjacent to or below structures should be
considered.
8. Water sprinkling systems should not be located where water will be sprayed onto building
walls and subsequently drain downward and flow into the soils beneath foundations.
9. Trees in general, should not be planted closer to a structure than the mature height of the tree.
A tree planted closer to a structure than the recommended distance may extend its roots
beneath the structure, allowing removal of subgrade moisture and/or causing structural
distress.
10. Utilities which project through slab-on-grade floors, particularly where expansive soils or
soils subject to settlement are present, should be designed with some degree of flexibility
and/or with a sleeve to reduce the potential for damage to the utilities should movement
occur.
4.8 Pavement Recommendations
4.8.1 Subgrade Soil Preparation
Initially, all topsoil including any deleterious materials must be removed from the areas proposed for
pavement construction. After stripping and excavating to the proposed pavement subgrade level, and
prior to placing fill, the exposed subgrade should be proof-rolled with a tandem axle dump truck or
similar rubber tired vehicle. Soils, which are observed to rut or deflect excessively under the moving
load, should be undercut and replaced with properly compacted fill. The proof-rolling and
undercutting activities should be witnessed by a representative of the geotechnical engineer and
should be performed during a period of dry weather. The pavement subgrade soils should then be
scarified and compacted to at least 95 percent of the standard Proctor maximum dry density ASTM
D698, in the moisture range of optimum to 4% above optimum, for a depth of at least six (6) inches
below the surface.
After subgrade preparation and observation have been completed, fill placement if required may
begin. The fill may consist of on-site or similar soils. The first layer of fill material should be placed
in a relatively uniform horizontal lift and be adequately keyed into the stripped and scarified subgrade
soils. After subgrade preparation and observation have been completed, fill placement if required may
Geotechnical Report: Proposed Assisted Living - The Residences at Alsbury
SW Alsbury Boulevard, Burleson, Texas 14
Terradyne Engineering, Inc. D191241
begin. The fill may consist of on-site or similar soils. The first layer of fill material should be placed
in a relatively uniform horizontal lift and be adequately keyed into the stripped and scarified subgrade
soils.
Fill materials should be free of organic or other deleterious materials and have a maximum particle
size less than three (3) inches. Fill should be compacted to at least 95 percent of standard Proctor
maximum dry density as determined by ASTM Designation D 698. Fill should be placed in maximum
lifts of eight (8) inches of loose material and should be compacted within the range of optimum to 4%
above optimum moisture content value.
Lime stabilization is recommended under the fire lanes/heavy duty pavements. The subgrade
should be lime stabilized with a minimum of six (6) percent (of dry weight) of the hydrated lime.
The actual percentage of lime should, however, be determined at the time of construction (through
laboratory lime series testing procedures) after the pavement subgrade has been graded to final
grade. Lime stabilization should reduce the plasticity index of the on-site soils to below 15. Lime
stabilization should be accomplished in accordance with the applicable provision of NCTCOG
specifications. Prior to lime stabilization, and after the pavement subgrade has been graded to final
grade, the soluble sulphate content of the subgrade soils should be tested. Lime stabilization under
rigid pavement sections for Fire Lanes/heavy duty pavements may be avoided by increasing the
thickness of the concrete section by 1-inch.
The lime stabilized subgrade soils should be compacted to at least 95 percent of the maximum dry
density as determined by ASTM D 698. The moisture content at the time of compaction should be
in the range of optimum to four percent above the optimum value as defined by ASTM D 698.
Utility trench excavation, construction traffic, desiccation and wet weather conditions may disturb the
pavement subgrade. As such the pavement subgrade should be evaluated at the time of pavement
construction. If subgrade disturbance has occurred, the pavement subgrade should be reworked and
compacted. The pavement subgrade at final elevation should be tested within 72 hours prior to
placement of paving concrete.
4.8.2 Pavement Design
The design thickness of a pavement will depend on the magnitude of axle loads and the number of
load repetitions. Parking and drive areas will be constructed at locations around the buildings. We
understand that the drives and fire lanes will be subjected to maximum average daily traffic (ADT)
of about 300 vehicles per day. A small percentage of the daily traffic may consist of moving vans,
delivery trucks or trash dump trucks and the remainder will consist of passenger automobiles and
pick-ups. The fire lanes may also be subjected to occasional use by City Fire Trucks. The pavement
is to be designed for a life expectancy of 20 years. Light Duty pavement sections are recommended
Geotechnical Report: Proposed Assisted Living - The Residences at Alsbury
SW Alsbury Boulevard, Burleson, Texas 15
Terradyne Engineering, Inc. D191241
for passenger vehicle parking areas and the Heavy Duty pavement sections are recommended for
fire lanes and drive areas.
RIGID PAVEMENT DESIGN THICKNESS
Light Duty Heavy Duty
Portland Cement Concrete
(3600 psi) 5.0 inches 6.0 inches*
Subgrade or Subbase Lime Stabilized Subgrade as Discussed Previously
Lime stabilization under rigid pavement sections for Fire Lanes/heavy duty pavements may be avoided by
increasing the thickness of the concrete section by 1-inch.
The concrete should have a minimum compressive strength of 3,600 psi at 28 days. The concrete
should also be designed with 5 1 percent entrained air to improve workability and durability.
Proper finishing of concrete pavements requires the use of appropriate construction joints to reduce
the potential for cracking. Construction joints should be designed in accordance with current
Portland Cement Association guidelines. Joints should be sealed to reduce the potential for water
infiltration into pavement joints and subsequent infiltration into the supporting soils. The design
of steel reinforcement should be in accordance with accepted codes, Minimum reinforcement
consisting of #3 bars placed at 18” centers is recommended.
Large front-loading trash dump trucks frequently impose concentrated front-wheel loads on
pavements during loading. This type of loading typically results in rutting of the pavement and
ultimately, pavement failures. Therefore, we recommend that the pavement in trash pickup areas and
loading dock areas should consist of a minimum 7-inch thick, reinforced concrete slab.
5.0 CONSTRUCTION CONSIDERATIONS
It is recommended that Terradyne be retained to provide observation and testing of construction
activities involved in the foundations and pavements, earthwork, and related activities of this project.
Terradyne cannot accept any responsibility for any conditions, which deviated from those, described
in this report, nor for the performance of the foundations and pavements if not engaged to also provide
construction observation and testing for this project.
The upper fine-grained soils encountered at this site may be sensitive to disturbances caused by
construction traffic and changes in moisture content. During wet weather periods, increases in the
moisture content of the soil can cause significant reduction in the soil strength and support capabilities.
In addition, soils, which become wet may be slow to dry and thus significantly retard the progress of
grading and compaction activities. It will, therefore, be advantageous to perform earthwork and
foundation construction activities during dry weather.
Due to the plastic nature of on-site soils, some of which may be left in place, consideration should be
given to these soils to reduce their shrink/swell potential. Simply stated, clays expand or shrink by
Geotechnical Report: Proposed Assisted Living - The Residences at Alsbury
SW Alsbury Boulevard, Burleson, Texas 16
Terradyne Engineering, Inc. D191241
absorbing or losing moisture. Controlling the moisture content variation of a soil will therefore reduce
its variation in volume. During construction, a positive surface drainage scheme should be
implemented to prevent ponding of water on the subgrade. The pavement subgrades should not be
allowed to dry out during construction. Drainage from the building’s roof/gutter system should not
be allowed to drain and/or pond behind the pavement curbs.
6.0 REPORT LIMITATIONS
The analysis and recommendations submitted in this report are based upon the data obtained from
the fourteen borings drilled at the site. This report may not reflect the exact variations of the soil
conditions across the site. The nature and extent of variations across the site may not become
evident until construction commences. If variations appear evident, it will be necessary to re-
evaluate our recommendations after performing on-site observations and tests to establish the
engineering significance of any variations. The project geotechnical engineer should review the
final plan for the proposed building so that he may determine if changes in the foundation
recommendations are required. The project geotechnical engineer declares that the findings,
recommendations or professional advice contained herein have been made and this report prepared
in accordance with generally accepted professional engineering practice in the fields of
geotechnical engineering and engineering geology. No other warranties are implied or expressed.
This report is valid until site conditions change due to disturbance (cut and fill grading) or changes
to nearby drainage conditions or for three (3) years from the date of this report, whichever occurs
first. Beyond this expiration date, Terradyne shall not accept any liability associated with the
engineering recommendations in the report, particularly if the site conditions have changed. If this
report is desired for use for design purposes beyond this expiration date, we highly recommend
drilling additional borings so that we can verify the subsurface conditions and validate the
recommendations in this report.
This report has been prepared for the exclusive use of our client for the specific application to the
proposed The Residences at Alsbury located on SW Alsbury Blvd. and Ridgehill Drive in
Burleson, Texas.
APPENDIX
*Terradyne drill rigs are equipped with a GPS tracking system which provides us with latitude and longitudinal co-ordinates of sites.
Site Location
Proposed Assisted Living The
Residences at Alsbury, Alsbury Boulevard & Ridgehill Drive
Burleson, Johnson County, Texas
TERRADYNE EULESS, TEXAS
Prepared By: CMT
Scale: See Scale Bar
Project # D191241
Verified By: Google Earth
Date: April 2019
Figure # 1-A
*Boring locations are approximate.
Boring Location Plan
Proposed Assisted Living The
Residences at Alsbury, Alsbury Boulevard & Ridgehill Drive
Burleson, Johnson County, Texas
TERRADYNE EULESS, TEXAS
Prepared By: CMT
Scale: Not to Scale
Project # D191241
Base Plan By: JGR Architects
Date: April 2019
Figure # 1-B
B-1
B-2
B-3
B-4
B-5
B-6 B-7
B-8
B-9
B-10
B-11
B-12
B-13
B-14
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-1
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 33 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
18
PI,
%
35
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
76
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
9
22
19
14
16
16
13
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, hard, moist, brown (CH)
FAT CLAY, hard, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE, due to auger refusal at 33'
LL, %
53
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=39
N=35
N=65
N=55
N=50/1"
N=50/0.5"
T=3"
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Figure 2
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-2
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD, Tube
Location See Figure 1-B
Total Depth of Borehole 35 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
20
PI,
%
47
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
95
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
14
18
18
18
18
21
12
12
8
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, hard, moist, brown (CH)
FAT CLAY, very stiff to hard, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE, due to auger refusal at 35'
LL, %
67
PP
(ts
f)
4.5+
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=21
N=59
N=80
N=50/3"
T=4"
T=3"
T=2"
C:\U
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d A
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Als
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Figure 3
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-3
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 34 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
PI,
%
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
13
20
17
18
17
21
13
11
11
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, hard, moist, brown (CH)
FAT CLAY, hard, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE, due to auger refusal at 34'
LL, %
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=35
N=46
N=71
N=79
N=83
N=50/1"
T=5"
T=2"
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Figure 4
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-4
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 30 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
21
PI,
%
49
UC
, tsf
Pas
sing
#20
0 S
ieve
, %98
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
13
21
23
19
19
20
13
10
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, hard, moist, brown (CH)
FAT CLAY. hard, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE
LL, %
70
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=12
N=34
N=61
N=67
N=75
N=50/1"
T=3"
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Als
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Figure 5
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-5
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT
Location See Figure 1-B
Total Depth of Borehole 33 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%19
PI,
%
35
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
97
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
11
15
17
19
19
20
13
10
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, hard, moist, brown (CH)
FAT CLAY, hard, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE, due to auger refusal at 33'
LL, %
54
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=21
N=24
N=36
N=46
N=50/4"
N=50/1.5"
T=4"
C:\U
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d A
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Als
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Figure 6
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-6
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 25 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
20
PI,
%
53
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
77
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
17
23
17
18
18
10
10
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, stiff to very stiff, moist, brown (CH)
LEAN CLAY, hard, moist, brown (CL)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE, due to auger refusal at 33'
LL, %
73
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=14
N=16
N=46
N=90
T=4"
T=2"
C:\U
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Pro
pose
d A
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ted
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he R
esid
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s at
Als
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Figure 7
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-7
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 25 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
16
PI,
%
29
UC
, tsf
Pas
sing
#20
0 S
ieve
, %93
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
12
11
12
23
15
15
10
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, hard, moist, brown (CH)
LEAN CLAY, hard, moist, brown (CL)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE
LL, %
45
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=33
N=54
N=47
N=50/1"
N=50/3"
T=4"
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Figure 8
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-8
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 25 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
15
PI,
%
26
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
49
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
10
13
15
18
19
12
8
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
CLAYEY SAND, dense, moist, brown (SC)
FAT CLAY, very stiff to hard, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE
LL, %
41
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=50
N=25
N=41
N=80
T=6"
T=4"
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Figure 9
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-9
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 20 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
18
PI,
%
46
UC
, tsf
Pas
sing
#20
0 S
ieve
, %59
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
13
12
15
19
14
10
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, very stiff, moist, brown (CH)
SANDY FAT CLAY, very stiff, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE
LL, %
64
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=26
N=17
N=29
N=50/5"
T=4"
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Figure 10
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-10
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT, THD
Location See Figure 1-B
Total Depth of Borehole 20 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
17
PI,
%
52
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
83
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
15
16
18
19
15
14
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, very stiff to stiff to very stiff, moist, brown (CH)
WEATHERED MARL, light brown
MARL, gray
END OF BOREHOLE
LL, %
69
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=18
N=15
N=25
N=50/4"
T=4"
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Figure 11
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-11
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT
Location See Figure 1-B
Total Depth of Borehole 15 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
18
PI,
%
37
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
97
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
12
19
19
24
17
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY, very stiff to hard, moist, brown (CH)
WEATHERED MARL, light brown
END OF BOREHOLE
LL, %
55
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=23
N=60
N=32
N=50/5"
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Figure 12
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-12
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT
Location See Figure 1-B
Total Depth of Borehole 10 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
16
PI,
%
41
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
85
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
12
12
15
17
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, very stiff, moist, brown (CH)
FAT CLAY, hard, moist, brown (CH)
END OF BOREHOLE
LL, %
57
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=22
N=39
N=43
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Figure 13
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-13
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT
Location See Figure 1-B
Total Depth of Borehole 10 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
17
PI,
%
27
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
7
14
15
18
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
CLAYEY SAND, very dense, moist, brown (SC)
FAT CLAY, hard, moist, light brown (CH)
END OF BOREHOLE
LL, %
44
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=50
N=23
N=58
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Figure 14
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Log of Boring B-14
Date(s) Drilled August 29, 2019
Drilling Method Continuous Flight Auger
Drill Rig Type B-34
Groundwater Level and Date Measured Not Encountered
Borehole Backfill Natural Soils
Sampling Method(s) Auger, SPT
Location See Figure 1-B
Total Depth of Borehole 10 feet bgs
Approximate Surface Elevation Existing Ground Surface
PL,
%
PI,
%
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
16
15
14
19
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION
FAT CLAY WITH SAND, very stiff, moist, brown (CH)
FAT CLAY, very stiff to hard, moist, brown (CH)
END OF BOREHOLE
LL, %
PP
(ts
f)
Dep
th (
feet
)
0
5
10
15
20
25
30
35
40
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
N=17
N=20
N=31
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Figure 15
Sheet 1 of 1
Project: Proposed Assisted Living The Residences at
Project Location: Alsbury Boulevard, Burleson, Johnson County, Texas
Terradyne Project Number: D191241
Key to Log of Boring
PL,
%
PI,
%
UC
, tsf
Pas
sing
#20
0 S
ieve
, %
REMARKS AND OTHER TESTSG
raph
ic L
og
Wat
er C
onte
nt, %
Dry
Uni
t Wei
ght,
pcf
MATERIAL DESCRIPTION LL, %
PP
(ts
f)
Dep
th (
feet
)
Sam
ple
Typ
e
N=
blow
s/ft
(SP
T)
T=
inch
es/1
00 b
low
s (T
HD
)
1 2 3 4 5 6 7 8 9 10 11 12 13 14
COLUMN DESCRIPTIONS
1 Depth (feet): Depth in feet below the ground surface.2 Sample Type: Type of soil sample collected at the depth interval
shown.3 N=blows/ft (SPT) T=inches/100 blows (THD): N: Number of blows
to advance SPT sampler 12 inches or distance shown, ORT:Penetration in inches of THD Cone for 100 blows
4 PP (tsf): The Relative Consistency of the soil, measured by PocketPenetrometer in tons/square foot
5 Graphic Log: Graphic depiction of the subsurface materialencountered.
6 MATERIAL DESCRIPTION: Description of material encountered. May include consistency, moisture, color, and other descriptivetext.
7 Water Content, %: Water content of the soil sample, expressed aspercentage of dry weight of sample.
8 Dry Unit Weight, pcf: Dry weight per unit volume of soil samplemeasured in laboratory, in pounds per cubic foot.
9 Passing #200 Sieve, %: The percent fines (soil passing the No.200 Sieve) in the sample.
10 LL, %: Liquid Limit, expressed as a water content11 PL, %: Plastic Limit, expressed as a water content.12 PI, %: Plasticity Index, expressed as a water content.13 UC, tsf: Unconfined compressive strength.14 REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.
FIELD AND LABORATORY TEST ABBREVIATIONS
SPT: Standard Penetration TestTHD: Texas Dept. of Transportation Cone Penetrometer TestLL: Liquid Limit, percent
PL: Plastic Limit, percentPI: Plasticity Index, percentPP: Pocket PenetrometerUC: Unconfined compressive strength test, Qu, in ksf
TYPICAL MATERIAL GRAPHIC SYMBOLS
Fat CLAY, CLAY w/SAND, SANDY CLAY (CH)
Lean CLAY, CLAY w/SAND, SANDY CLAY (CL)
Marl
Clayey SAND (SC)
Weathered Marl
TYPICAL SAMPLER GRAPHIC SYMBOLS
Grab Sample
Rock Core
2-inch-OD unlined splitspoon (SPT)
THD Cone
Shelby Tube (Thin-walled,fixed head)
OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting)
Minor change in material properties within astratum
Inferred/gradational contact between strata
? Queried contact between strata
GENERAL NOTES
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may begradual. Field descriptions may have been modified to reflect results of lab tests.2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representativeof subsurface conditions at other locations or times.
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Figure B-1
Sheet 1 of 1
STANDARD REFERENCE NOTES FOR BORING LOGS
I. Sampling & Testing Symbols or Abbreviations:
II. Correlations of Penetration Resistance to Soil Properties:
Relative Density of Sand and Sandy Silt Consistency of Clay and Clayey Silt
Relative Density SPT N-value Stiffness SPT N-value
(qualitative measure)
Unconfined Compressive Strength
(tsf)
Very loose 0 to 4 Very soft 0 to 3 Under 0.25
Loose 5 to 10 Soft 4 or 5 0.25 – 0.5
Medium dense 11 to 30 Medium stiff 6 to 10 0.5 – 1.0
Dense 31 to 50 Stiff 11 to 15 1.0 – 2.0
Very Dense > 50 Very stiff 16 to 30 2.0 – 4.0
Hard > 30 4.0 – 8.0
III. Unified Soil Classification Symbols:
GP - Poorly Graded Gravel SP - Poorly Graded Sand ML - Low Plasticity Silt GW - Well Graded Gravel SW - Well Graded Sand MH - High Plasticity Silt GM - Silty Gravel SM - Silty Sand CL - Low to Medium Plasticity Clay GC - Clayey Gravel SC - Clayey Sand CH - High Plasticity Clay OH - High Plasticity Organics OL - Low Plasticity Organics
IV. Rock Quality Designation index (RQD): V. Natural moisture content: “Dry” No apparent moisture, crumbles easily
RQD: Description of Rock Quality: “Moist” Damp but no visible water (if all natural fractures) “Wet” Visible water 0-25 % Very poor 25-50 % Poor 50-75 % Fair 75-90 % Good 90-100% Excellent
VI. Grain size terminology: VIII. Descriptive terms or symbols:
Cobble: 3-inches to 12-inches “Mottled”: occasional/spotted presence of that color
Gravel: #4 sieve size (4.75 mm) to 3-inches “- […]”: identifies change in soil characteristics
Coarse sand: #10 to #4 sieve size LL: Liquid Limit (moisture content as % of dry weight)
Medium sand: #40 to #10 sieve size PL: Plastic Limit (moisture content as % of dry weight)
Fine sand: #200 to #40 sieve size WOH: Weight of hammer
Silt or clay: smaller than #200 sieve size “with […]”: item identified within that sample only
“REC”: Rock core recovery %
VII. Descriptive terms for soil composition: IX. Plasticity of cohesive soil:
(function of PI and clay mineral types)
“Trace” . . . . . . . . . . . . . . . . 1 to 9% Plasticity Index (PI): Plasticity:
“Some” . . . . . . . . . . . . . . . . 10 to 29% 0 to 20 Low
(with suffix –y, e.g. sandy, clayey …) . . . . 30 to 49% 20 to 30 Medium
30 + High
ST Shelby Tube
SS Split-Spoon Sampler
RC Rock core
A Auger
SPT Standard Penetration Test
PT Percussion Tube
TC Texas Cone
Figure 16