ADDENDUM 2 - CSP 7976 Neighborhood 7A
Purchasing Department 901-B Texas St. Denton, TX 76209 (940) 349-7100
www.dentonpurchasing.com
ADDENDUM #2
CSP 7976
Neighborhood 7A – 2019 Bond
Issue Date: October 11, 2022 Response due Date and Time (Central Time): Wednesday, October 19, 2022, 2:00 P.M. C.S.T
CSP 7976
ADDENDUM #2
Item 1 SECTION 00 42 44 PROPOSAL FORM 1. Replace with the attached revised Section 00 42 44 Proposal Form
Item 2 CLARIFICATIONS
1. Pay item 9 had incorrect units. The attached revised proposal form has the correct units.
2. The 5" Type B PG64-22 Asphalt Base Course called for in pay item 23 is not included in this project, but shall be replaced by an equal quantity of 6" Type A Grade 1-2 Flexible Base Subgrade to be used for full depth paving repair in the alley portions of the project. 3. Pay items 24 and 25 referenced specification items incorrectly. The correct specification
reference for each of these items is 32 12 16. The included revised proposal form has the
corrected specification numbers. 4. Pay items 26 and 27 indicated thickness of sidewalk that is different than the City standard details. The attached revised proposal form has the correct thicknesses. 5. The typical cross section on Oakwood drive plan sheet 1.1 is incorrect and should read
"6" Type B PG64-22 Asphalt Base Course," rather than "7" Type B….” This will be
corrected on the conformed construction plans. 6. The geotechnical report is attached to this addendum.
Attachments: Revised Section 00 42 44 Proposal Form Geotechnical Report
NO OTHER CHANGES AT THIS TIME.
Please acknowledge addendum on page 3 of
Section 00 41 01 of the Project Manual when submitting a
proposal.
To: From:
RFP: 7976
ENG
PMO:220007-1
Item No.Spec. Section
No.Description UOM BID QTY Unit Price Extended Price
1 01 70 00 Mobilization LS 1 $ $
231 25 14 Erosion and Sediment Controls LS 1 $ $
3 01 57 13 SWPPP LS 1 $ $
434 71 13 Barricades, Signs and Traffic Controls LS 1 $ $
5 34 71 13 Portable Changeable Message Boards WK 32 $ $
601 58 13 Project Signs EA 8 $ $
7 31 10 00 ROW Preparation STA 122 $ $
802 41 15 Remove Existing Concrete SY 990 $ $
9 02 41 15 Remove Existing Concrete Curb LF 10,548 $ $
10 02 41 15 Remove Existing Asphalt SY 29,842 $ $
11 31 23 16 Unclassified Excavation CY 12,537 $ $
12 32 16 00 6" Concrete Curb & Gutter LF 6,828 $ $
13 32 16 00 Concrete Surmountable Curb & Gutter LF 3,720 $ $
14 32 16 00 Concrete Ribbon Curb LF 490 $ $
15 32 16 00 Concrete Curb Transition LF 15 $ $
16 32 16 00 Concrete Apron SY 263 $ $
17 32 16 00 Concrete Valley Gutter SY 297 $ $
18 32 16 00 6" Concrete Driveway SY 611 $ $
19 32 16 00 8" Concrete Driveway SY 55 $ $
20 32 11 23 12" Type A Grade 1‐2 Flexible Base Subgrade SY 26,834 $ $
21 32 12 16 3" Type C PG64‐22 Asphalt Surface Course SY 4,064 $ $
22 32 12 16 2" Type D PG64‐22 Asphalt Surface Course SY 25,339 $
23 32 11 23 6" Type A Grade 1‐2 Flexible Base Subgrade SY 787 $ $
24 32 12 16 6" Type B PG64‐22 Asphalt Base Course SY 16,445 $ $
25 32 12 16 7" Type B PG64‐22 Asphalt Base Course SY 8,933 $ $
26 32 16 00 4' ‐ 5' Concrete Sidewalk (5" Fiber Reinforced) SY 713 $ $
27 32 16 00 8' Concrete Sidewalk (6" w/#3s @ 18" OC) SY 52 $ $
28 32 16 00 5' wide Curb Ramp EA 12 $ $
29 33 42 11 18" RCP Class IV LF 84 $ $
30 33 42 33 10' Standard Curb Inlet EA 1 $ $
31 33 42 23 18" Pre‐cast SET EA 2 $ $
32 32 93 00 4" Topsoil SY 4,153 $ $
33 32 93 00 Common Bermuda Solid Sod SY 4,153 $ $
34 02 41 14 Remove Existing 8" Sewer Line LF 764 $ $
35 02 41 14 Remove Existing 6" Sewer Line LF 36 $ $
36 02 41 14 Remove Existing Sewer Manhole EA 4 $ $
37 02 41 14 Abandon and Grout Existing 10" Sewer Line LF 463 $ $
38 02 41 14 Abandon and Grout Existing 8" Sewer Line LF 1,205 $ $
39 02 41 14 Cut and Plug Existing Sewer Line EA 3 $ $
40 33 31 14 8" SDR‐26 Pressure Rated PVC Sanitary Sewer LF 365 $ $
41 33 31 14 8" SDR‐26 PVC Sanitary Sewer LF 2,605 $ $
42 33 31 14 6" SDR‐26 PVC Sanitary Sewer LF 36 $ $
901-B Texas Street
Denton, TX 76209
OFFEROR'S APPLICATION - UNIT PRICE PROPOSAL
STREET ADDRESS
CITY, STATE
CONTACT
PHONE
EMAILPROJ.:
Paving Improvements
Sewer and Water Improvements
GENERAL ITEMS
SECTION 00 42 44 - UNIT PRICE PROPOSAL FORM - CSP
Cori Power/Purchasing Dept.
Neighborhood 7A - 2019 Bond
City of Denton - Capital Projects COMPANY NAME
Item No.Spec. Section
No.Description UOM BID QTY Unit Price Extended Price
43 33 05 07 16" Steel Casing with 1/2" wall thickness LF 20 $ $
44 33 31 16 Sanitary Sewer Service Connection EA 79 $ $
45 33 05 61 4' Diameter Sanitary Sewer Manhole EA 11 $ $
46 33 05 61 5' Diameter Sanitary Sewer Manhole EA 1 $ $
47 33 32 11 Bypass Pumping LS 1 $ $
48 02 41 14 Remove Existing 8" Water Line LF 988 $ $
49 02 41 14 Remove Existing Fire Hydrant EA 8 $ $
50 02 41 14 Cut and Plug Existing Water Line EA 7 $ $
51 02 41 14 Abandon Existing Water under Railroad LS 1 $ $
52 33 14 11 8" DR‐14 PVC Water Main LF 4,330 $ $
53 33 14 11 6" DR‐14 PVC Water Main LF 155 $ $
54 33 05 07 16" Steel Casing with 1/2" wall thickness LF 40 $ $
55 33 14 40 Fire Hydrant Assembly EA 10 $ $
56 33 14 17 1" Water Service Connection EA 85 $ $
57 33 14 10 Ductile Iron Water Fittings LB 1,878 $ $
58 33 14 20 8" Gate Valve EA 16 $ $
59 33 14 25 8" Tapping Sleeve & Valve EA 3 $ $
60 33 14 25 8"x6" Tapping Sleeve & Valve EA 1 $ $
61 33 05 05 Trench Safety LF 7,491 $ $
$
$ TOTAL PROPOSAL:
TOTAL BASE PROPOSAL:
Neighborhood 7A - 2019 Bond
Geotechnical Engineering Report
Denton Neighborhood 7A
Street Reconstruction
Denton, Texas
March 2, 2022
D&S ENGINEERING LABS, LLC Denton Neighborhoods
7A Street Reconstruction
Denton, Texas
G21-2294
TABLE OF CONTENTS
1.0 PROJECT DESCRIPTION ............................................................................................. 1
2.0 PURPOSE AND SCOPE ................................................................................................ 1
3.0 FIELD AND LABORATORY INVESTIGATION ............................................................... 2
3.1 General .................................................................................................................... 2
3.2 Laboratory Testing .................................................................................................... 3
3.2.1 Overburden Swell Tests ................................................................................... 3
3.2.2 Soluble Sulfate Testing .................................................................................... 4
4.0 SITE CONDITIONS ........................................................................................................ 4
4.1 Stratigraphy .............................................................................................................. 4
4.2 Groundwater ............................................................................................................. 7
5.0 ENGINEERING ANALYSIS ............................................................................................ 7
5.1 Estimated Potential Vertical Movement (PVM) ......................................................... 7
6.0 PAVEMENT RECOMMENDATIONS .............................................................................. 7
6.1 General .................................................................................................................... 7
6.2 Behavior Characteristics of Expansive Soils beneath Pavement .............................. 7
6.3 Subgrade Strength Characteristics ........................................................................... 8
............................................................................................... 9
........................10
6.4 Pavement Design and Recommendations ...............................................................11
6.5 Flexible Pavement Design and Recommendations ..................................................13
............................................................................................13
........................................................................13
7.0 OTHER CONSTRUCTION ............................................................................................14
7.1 Surface Drainage .....................................................................................................14
7.2 Earthwork Preparation for Utility Line Installation .....................................................14
7.3 Excavations and Excavation Difficulties ...................................................................16
7.4 Construction Dewatering .........................................................................................17
8.0 LIMITATIONS ................................................................................................................17
APPENDIX A – BORING LOGS AND SUPPORTING DATA
APPENDIX B – GENERAL DESCRIPTION OF PROCEDURES
1
GEOTECHNICAL INVESTIGATION
DENTON NEIGHBORHOOD 7A STREET RECONSTRUCTION
DENTON, TEXAS
1.0 PROJECT DESCRIPTION
This report presents the results of the geotechnical investigation conducted for planned
reconstruction of various residential streets, as well as the replacement of water and
sanitary sewer lines, which are all located in Denton, Texas. The project consists of eleven
street segments totaling approximately 11,000 linear feet, as well as 10,300 linear feet of
water and sewer lines. We expect that new pavement grades will be within 12 inches of
existing grades. We understand it is preferable for the roadway improvements to consist
of a surface layer of Hot Mixed Asphaltic Concrete (HMAC). Below are photographs of
recent conditions of the site:
2.0 PURPOSE AND SCOPE
The purpose of this investigation was to:
• Identify the subsurface stratigraphy and groundwater conditions present at the
site.
• Evaluate the physical and engineering properties of the subsurface soil strata for
use in the geotechnical analyses.
• Provide geotechnical recommendations for use in design and construction of the
proposed pavement improvements.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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Denton, Texas
G21-2294
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The scope of this investigation included:
• Drilling and sampling a total of twenty-two (22) borings across the various project
sites to depths of 6 to 10 feet below existing surface grades. The borings on each
project roadway segment were conducted at an approximate spacing of about
500 feet (P1-1 through P11-2).
• Laboratory testing of selected soil and bedrock samples obtained during the field
investigation.
• Preparation of a Geotechnical Report that includes:
o Recommendations for the design and construction of pavements.
o Recommendations for earthwork and subgrade modifications.
o Recommendation for excavations.
3.0 FIELD AND LABORATORY INVESTIGATION
3.1 General
The borings were advanced utilizing truck-mounted drilling equipment outfitted with
continuous hollow stem augers. Undisturbed samples of cohesive soils and
weathered bedrock strata were obtained using 3-inch diameter tube samplers, which
were advanced into the soils in 1-foot increments by a continuous thrust of a hydraulic
ram located on the drilling equipment. After sample extrusion, a hand penetrometer
measurement was performed on each cohesive soil sample to provide an estimate of
soil stiffness.
Subsurface materials were also tested and sampled in general accordance with the
Standard Penetration Test (ASTM D1586). During this test, disturbed samples of
subsurface material is recovered using a nominal 2-inch O.D. split-barrel sampler.
The sampler is driven into the soil strata with an automatic hammer utilizing the
energy equivalent of a 140-pound hammer falling freely from a height of 30 inches
and striking an anvil located at the top of the drill string. The number of blows required
to advance the sampler in three consecutive 6-inch increments is recorded, and the
number of blows required for the final 12 inches is noted as the “N”-value. The test is
terminated at the first occurrence of either of the following: 1) when the sampler has
advanced a total of 18 inches; 2) When the sampler has advanced less than one
complete 6-inch increment after 50 blows of the hammer; 3) when the total number
of blows reaches 100; or 4) if there is no advancement of the sampler in any 10-blow
interval.
All samples obtained were extruded in the field, placed in plastic bags to minimize
changes in the natural moisture condition, labeled to indicate the appropriate boring
number and depth, then placed in protective, cardboard boxes for transportation to
the laboratory. The approximate locations of borings advanced at the site are shown
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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Denton, Texas
G21-2294
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on the boring location map included in Appendix A. The specific depths, thicknesses,
and descriptions of the strata encountered are presented on the individual Boring Log
illustrations, which are also provided in Appendix A. The approximate surface
elevations for the boring locations were estimated from the NCTCOG topographic
map website (dfwmaps.com) which provides elevations at 2-foot intervals. Strata
boundaries shown on the boring logs are approximate.
3.2 Laboratory Testing
Laboratory tests were performed to identify the relevant engineering characteristics
of the subsurface materials encountered and to provide data for developing
engineering design parameters. The subsurface materials recovered during the field
exploration were initially logged by the drill crew and were later described by a Staff
Engineer in the laboratory. These descriptions were later refined by a Geotechnical
Engineer based on results of the laboratory tests performed. All recovered soil
samples were classified and described in part using the Unified Soil Classification
System (USCS) and other accepted procedures.
In order to determine soil characteristics and to aid in classifying the soils, index
property and classification testing was performed on selected samples, as requested
by the Geotechnical Engineer. These Index property and classification tests were
performed in general accordance with the following ASTM or TxDOT testing
standards:
• Moisture Content ASTM D2216
• Atterberg Limits ASTM D4318
• Percent of Particles Finer Than the No. 200 Sieve ASTM D1140
Additional tests were performed to aid in evaluating volume change, and chemical
characteristics, including:
• Overburden Swell Tests
• Soluble Sulfate Test TEX-145-E
The results of these tests are presented at the corresponding sample depths on the
appropriate Boring Log illustrations or summary tables, Appendix A. The results of
the ASTM tests are presented at the corresponding sample depths on the appropriate
Boring Log illustrations. The index property and classification testing procedures are
also described in more detail in Appendix B (General Description of Procedures).
Selected samples of the near-surface cohesive materials were subjected
to overburden swell tests. For this test, a sample is placed in a
consolidometer and is subjected to the estimated in-situ overburden
D&S ENGINEERING LABS, LLC Denton Neighborhoods
7A Street Reconstruction
Denton, Texas
G21-2294
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pressure. The sample is then inundated with water and allowed to swell.
Moisture contents are determined both before and after completion of the
test. Test results are recorded as the percent swell, with initial and final
moisture content.
Sulfate tests were performed on select soil samples obtained from the
exploratory borings. The results of these tests are presented in Appendix
A. In general, a sulfate level less than 3,000 ppm is considered to have an
acceptably low potential for sulfate-induced heave when soils are treated
with calcium-based materials (lime, cement, and other calcium-rich
materials). The results of sulfates tests performed on representative
recovered near-surface soil samples from the various roadway segments
indicate very low to very high sulfate content ranging generally
from 113ppm to 2,518 ppm in soils and 8,347ppm in the weathered shale.
In our opinion, this level of sulfate content along the alignment presents a
low risk for sulfate-induced heave and that cement treated RAP may be
provided with care not to include weathered shale.
4.0 SITE CONDITIONS
4.1 Stratigraphy
Based upon our observation of the boring samples and a review of the Geologic Atlas
of Texas, Sherman Sheet, this site is located at the contact of the Grayson Marl and
Main Street Limestone formation and the Woodbine Formation. The contact is
expected to be highly variable with some intermixing of the two geological formations.
Grayson Marl and Main Street Limestone generally consisting of weathered shale and
fresh shale, limestone and residual clay soils. The subsurface materials of the
Woodbine Formation often have little consistency and uniformity in deposition. The
deposition of the sand, sandy clay, clay, sandstone, and shale layers can be very
erratic and highly variable.
It should be noted that the soils at the site can have relatively low to medium Plasticity
Indices, typically ranging from 25 to 27; however, medium to high free swell values
were measured ranging from 4.5 to 11.9 percent. Additionally, the Woodbine
geological formation can contain very hard sandstone boulders or “erratics” which
often require coring to penetrate. Shelby tube refusal was noted at 7 and 9 feet in
Borings P2-2 and P10-2, respectively. A hard zone was encountered in Borings P3-
1, P3-2, P3-3, P5-1, and P5-2 at depths of about 6 to 9.5 feet with Standard
Penetration Test values of 1 to 5.75 inches for 50 blows. Where it is anticipated that
excavation will be deeper than the hard zones as described above it may be prudent
to core the material prior to construction and perform unconfined compressive tests.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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Asphalt pavements were present at the ground surface in all the borings. The asphalt
had thicknesses ranging from about 2 to 7 inches. Base materials with thicknesses
ranging from about 1 to 22 inches were present beneath the pavement sections.
Grayson Marl and Main Street Limestone
Generally, borings situated on the west side of Highland Park Road are within the
Grayson Marl and Main Street Formation apart from Boring P11-1 and P11-2. These
borings had subsurface materials resembling the deposition of the Woodbine
Formation.
The pavement sections within the borings are underlain by residual fat and lean clay
soils with the exception of P1-1, P4-2, and P9-4. The clay soils present within the
borings are generally stiff to very stiff in condition, are various shades of brown and
gray in color, and contain varying amounts of calcareous nodules, ferrous nodules,
iron oxide stains, sandstone fragments, and shale seams. The clay soils extend to
the top of weathered shale strata at depths of about 2 to 8 feet within the borings.
For Borings P4-2 and P9-4, clayey sand soils are present beneath the pavement
section. The sandy soils present within the borings are loose in consistency, brown
and orange in color, and contain varying amounts of ferrous nodules, sandstone
seams, and iron oxide stains. The clayey sand soils extend to the top of weathered
shale strata at a depth of 7 feet in Boring P9-4 and continue through the maximum
depth drilled in Boring P4-2 of about 10 feet.
The overburden soils within borings are underlain with weathered shale bedrock
strata. The weathered shale strata are generally very soft in rock hardness, are
various shades of brown and gray in color, contain varying amounts ferrous nodules,
calcareous nodules, gypsum, and iron oxide laminations, and are calcareous in
nature. The weathered shale bedrock strata extend to the maximum depth explored
of about 10 feet within the borings.
Woodbine Formation
Generally, borings that are located on the east side of Highland Park Road are
situated within the Woodbine Formation.
The pavement sections within the borings are underlain by residual clay and sand
soils. The clay soils present within the borings are generally stiff to very stiff in
condition and the sand soils present within the borings are generally loose to very
dense in consistency. Both soils are various shades of brown, gray, red, orange, and
white in color and contain varying amounts of calcareous nodules, ferrous nodules,
iron oxide stains, sandstone fragments, and shale seams. The clay and sand soils
extend to the top of weathered shale strata at depths of about 2 to 9 feet within
Borings P2-1, P2-2, P3-2, P8-1, P10-1, P10-2, and P11-1, and continue through the
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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termination depths of about 6 to 10 feet below existing grades in Borings P3-1, P3-3,
P5-1, P5-2, P6-1, P7-1, and P11-2.
The weathered shale strata encountered in these borings are generally very soft in
rock hardness, are various shades of brown, orange, and gray in color, contain
varying amounts ferrous nodules, calcareous nodules, sand and silt seams, and iron
oxide stains and laminations, and are calcareous in nature. The weathered shale
strata continue through the maximum depths drilled of about 10 feet.
Table 1: Pavement sections and subsurface conditions
Boring
No. Street Name Starting Ending
Thickness of
Asphalt Surfacing
(inches)
Thickness
of Base
(inches)
Depth to
Weathered
Shale (feet)
P1-1 Azalea Street Laurel Street Highland
Park Road
2 22* 2
P1-2 2 10* 3
P2-1
Bernard
Parvin Street Roselawn
Drive
3.5 3 9
P2-2 3.5 2.5 2
P3-1
Acme Street Parvin Street
7 2 NE
P3-2 4 1 5
P3-3 3.5 3 NE
P4-1 Camellia
Street
Highland
Park Road Laurel Street 2.25 9.75 8
P4-2 3 9 NE
P5-1 Leslie Willowwood
Street Dudley Street 2.5 5 NE
P5-2 3.5 3.5 NE
P6-1
Oakwood
Drive
Willowwood
Street
Westwood
Drive 3 21* NE
P7-1 Westwood
Drive
Mercedes
Road 6 6 NE
P8-1 Mercedes
Road East 4 20 5
P9-1
Public Alley Laurel Street Highland
Park Road
3 9 4
P9-2 2 10 2
P9-3 2 10 4
P9-4 2 10 7
P10-1 Underwood
Street
N Texas
Boulevard
Kendolph
Drive
3.25 3 3
P10-2 2.5 6 3
P11-1 Wisteria
Street Laurel Street Highland
Park Road
2.5 4 6
P11-2 3.5 5 NE
NE – Not Encountered, * – cement treated
Subsurface conditions at each boring location are described in detail on the individual
boring log illustrations presented in Appendix A.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
7A Street Reconstruction
Denton, Texas
G21-2294
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4.2 Groundwater
In Borings P1-2 and P6-1, groundwater was encountered at 6 feet during drilling and
dry upon completion. Groundwater seepage was not encountered within any of the
remaining borings during drilling operations. Although not encountered, groundwater
levels may be anticipated to fluctuate with seasonal and annual variations in rainfall
and may also change as a result of local development.
5.0 ENGINEERING ANALYSIS
5.1 Estimated Potential Vertical Movement (PVM)
Potential Vertical Movement (PVM) was evaluated utilizing different methods for
predicting movement, as described in Appendix B, and based on our experience and
professional opinion.
At the time of our field investigation, the surficial soils at this site were found to be in
a highly variable moisture condition ranging from wet to dry, becoming dry with depth.
Based on the results of our analysis, the sites are generally estimated to possess a
Potential Vertical Movement (PVM) on the order of up to 4.5 inches at the soil
moisture conditions existing at the time of the field investigation. If the near-surface
soils are allowed to dry appreciably to significant depth prior to or during construction,
the potential for post-construction vertical movement will increase. However, for
Underwood Street, a Potential Vertical Movement (PVM) on the order of 6 inches is
estimated at the dry soil moisture conditions existing at the time of the field
investigation. Please note that dry, average and wet are relative terms based on
moisture content and plasticity.
6.0 PAVEMENT RECOMMENDATIONS
6.1 General
The pavement design recommendations provided herein are derived from the
subgrade information that was obtained from our geotechnical investigation, design
assumptions based on project information, our experience with similar projects in this
area, and on the guidelines and recommendations of the American Concrete
Pavement Association (ACPA). It is ultimately the responsibility of the Civil Engineer
of Record and/or other design professionals who are responsible for pavement design
to provide the final pavement design and associated specifications for this project.
WinPAS 12 software based on AASHTO 1993 from ACPA was used to obtain the
pavement thickness.
6.2 Behavior Characteristics of Expansive Soils beneath Pavement
Near-surface soils at this site are considered to have potential for volume change with
changes in soil moisture content. The moisture content can be “stabilized” to some
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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Denton, Texas
G21-2294
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degree in these soils by covering them with an impermeable surface, such as
pavement. However, if moisture is introduced by surface or subsurface water, poor
drainage or the addition of excessive irrigation after periods of no moisture, or if
moisture is removed by desiccation from vegetation (especially trees), the soils can
swell or shrink causing distress to pavements in contact with the soil in the form of
cracks.
The edges of pavements are particularly prone to moisture variations; therefore,
these areas often experience the most distress (cracking, displacement, etc.). When
cracks appear on the surface of the pavement, these openings can allow moisture to
enter the pavement subgrade, which can lead to further weakening of the pavement
section as well as accelerated failure of the pavement surface.
In order to minimize the potential impacts of expansive soil on paved areas and to
improve the long-term performance of the pavement, we have the following
recommendations:
• Design a crowned or sloped pavement which provides maximum drainage
away from the pavement. A minimum slope of 5 percent within the first 5 feet
is considered ideal.
• Subgrade treatments intended to reduce the soil’s potential for vertical
movement or to increase the subgrade stability should extend to at least 18
inches beyond the back of curbs or edges of pavements. Asphalt pavements
are prone to deteriorate at the pavement edge if heavy traffic travels close to
the edge. Consideration may be given to using a reinforced concrete curb to
strengthen the asphalt edge or provide traffic painted lane lines.
6.3 Subgrade Strength Characteristics
The results of sulfates tests performed on representative recovered near-surface soil
samples from the various street segments indicate very low to very high sulfate
content ranging generally from 113ppm to 2,518 ppm in soils and 8,347ppm in the
weathered shale. For this reason, cement treatment of the underlying soils is not
recommended. One option is for the existing asphalt pavement and underlying base
to be reclaimed for the road reconstruction (Reclaimed Asphalt Pavement or RAP)
and treated with cement to provide a new base layer for the proposed new pavement.
Based on the results of our investigation, it is our opinion that cement treatment of
the recycled material will provide an effective subgrade improvement over the length
of the roadway alignments. To that end, we have the following subgrade preparation
recommendations. We recommend that a California Bearing Ratio (CBR) value of 3
be used for the native subgrade in the pavement design with a corresponding resilient
modulus of 4,100 psi. For compacted cement treated RAP, we recommend using a
resilient modulus of 30,000 psi and a layer coefficient of 0.2.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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• Remove all asphalt pavement and aggregate base and stockpile for re-
use as grade raise fill and cement treated RAP. We anticipate a typical
stripping depth of about 5 to 24 inches for the asphalt and base. Care
should be exercised not to excavate appreciably (>10%) the underlying
soils nor mix any of those soils with the stockpiled asphalt and base.
• Perform any cut operations or scalping as needed to reach final
subgrade. We anticipate that excavation of overburden soils can be
accomplished with conventional earthwork equipment and methods.
• After stripping and performing necessary cuts, the exposed subgrade
should be proof rolled. Proof rolling should consist of rolling the entire
pavement subgrade in mutually perpendicular directions with a heavily
loaded, tandem-axle dump truck weighing at least 25 tons or other
approved equipment capable of applying similar loading conditions. Any
soft, wet, or weak soils that are observed to rut more than about 1/2-inch
or pump excessively (exhibiting “waving” action) during proof rolling
should be removed and replaced with well-compacted, on-site clayey
material or allowed to dry as outlined below. The proof rolling operation
should be performed under the observation of a qualified geotechnical
engineer. D&S would welcome the opportunity to perform these services
for this project.
• Following proof rolling, the upper one foot should be scarified and
recompacted. The scarified fill should be compacted to at least 95
percent of the maximum dry density, as determined by ASTM D698
(standard Proctor), and at a moisture content that is between the
optimum moisture content and three percentage points above optimum
moisture content, as determined by the same test (>0 to <3% above
optimum). At the time of our field investigation, the surficial soils at this
site were found to be in a variable moisture condition. Wet soils will need
to be dried and dry soils will need to be watered to become in compliance.
For Underwood Street we recommend reducing the existing PVM on the
order of 6 inches to 4.5 inches by undercutting the subgrade a further
foot and moisture conditioning as described below.
• In areas to receive fill, fill may be derived from on-site clayey soils or may
be imported or reclaimed untreated pulverized RAP material. For the
reclaimed untreated pulverized RAP material, the material should be
pulverized to a grading as described in Section 6.3.2. The fill should be
placed in maximum 6-inch compacted lifts, compacted to at least 95
percent of the maximum dry density, as determined by ASTM D698
(standard Proctor), and placed at a moisture content that is 0 to 3
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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percentage points above the optimum moisture content, as determined
by the same test. Wet soils will need to be dried and dry soils will need to
be watered to become in compliance. Prior to compaction, each lift of fill
should first be processed throughout its thickness to break up and reduce
clod sizes and blended to achieve a material of uniform density and
moisture content. Once blended, compaction should be performed with a
heavy tamping foot roller. Once compacted, if the surface of the
embankment is too smooth, it may not bond properly with the succeeding
layer. If this occurs, the surface of the compacted lift should be roughened
and loosened by discing before the succeeding layer is placed.
• Water required to bring the fill material to the proper moisture content
should be applied evenly through each layer. Any layers that become
significantly altered by weather conditions should be reprocessed in
order to meet recommended requirements. On hot or windy days, the use
of water spraying methods may be required in order to keep each lift
moist prior to placement of the subsequent lift. Furthermore, the
subsurface soils should be kept moist prior to placing the pavement by
water sprinkling or spraying methods.
• Fill materials should be placed on a properly prepared subgrade as
outlined above. The combined excavation, placement, and spreading
operation should be performed in such a manner as to obtain blending of
the material, and to assure that, once compacted, the materials, will have
the most practicable degree of compaction and stability. Materials
obtained from on-site should be mixed and not segregated.
• Soil imported from off-site sources should be tested for compliance with
the recommendations herein and approved by the project geotechnical
engineer prior to being used as fill. Imported materials should consist of
lean clays (maximum Plasticity Index of 30) that are essentially free of
organic materials, sulfate, and particles larger than 4 inches in their
maximum dimension.
• Field density and moisture content testing should be performed at the
rate of one test per lift per 100 linear feet of road and one test per lift per
100 linear feet of utility trenches.
• We recommend that the milled asphalt pavements and base materials be
replaced on top of the completed subgrade and mixed and pulverized,
with an estimated five (5) percent cement. The actual percentage to be
used should be sufficient to achieve a minimum 7-day cured unconfined
compressive strength of 100 pounds per square inch.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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• Cement should be applied such that mixing operations can be completed
during the same working day.
• The cement may be placed by the slurry method (meaning that the
cement should be mixed with water in trucks or in tanks and applied as a
thin water suspension or slurry).
• After mixing, the RAP-cement mixture should be tested for sufficient
pulverization and mixing in accordance with TxDOT Item 275. The
material shall meet the following requirements when tested dry by
laboratory sieves:
o Minimum passing 1¾" sieve: 100%
o Minimum passing ¾” sieve: 85%
o Minimum passing No. 4 sieve: 60%
• After sufficiently re-mixed, the RAP and cement mixture should be
compacted to a minimum of 98% of Standard Proctor (ASTM D698) and
to a moisture content that is within two percent of optimum moisture (+/-
2%), as determined by the same test. Compaction should be completed
within 2 hours after the application of water to the mixture of soil and
cement.
• Cure for at least 3 days by “sprinkling” as described in TxDOT Item 204.
• In order to reduce the potential for reflective cracking up through the
asphalt pavement, the cement treated RAP should be rolled with a
vibratory roller 1 to 2 days after final compaction to create a network of
imperceptible to hairline cracks (microcracking). Cure for at least 2 days
by “sprinkling” as described in TxDOT Item 204 after completion of
microcracking.
• Field density and moisture content testing should be performed at the
rate of one test per lift per 100 linear feet of road and one test per lift per
100 linear feet of utility trenches. These tests are necessary to determine
if the recommended moisture and compaction requirements have been
attained.
6.4 Pavement Design and Recommendations
Specific axle loading and traffic volume characteristics have not been provided at this
time. For the purposes of this design, we have used NCTCOG data to determine
Average Daily Traffic (ADT) of each project road segment. ADT for roadways and
roadways around the proposed reconstruction are presented in Table 2 below:
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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G21-2294
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Table 2: ADT Values of the Roadways
Streets Borings ADT (year)
Azalea, Camelia, Public
Alley and Wisteria P1, P4, P9, P11 245 (2019) Highland Park
Road, say 500
Bernard (A), Bernard (B) P2, P3 1402 (2019)
Leslie P5 188 (2019)
Oakwood Drive P6, P7, P8 2448 (2014) McCormick
Street, say 1500
Underwood P10 149 (2014)
WinPAS 12 software recommends ADT for residential roads ranging from 50 to 800
and collectors from 700 to 5,000. We have concentrated our pavement
recommendations based on an ADT of 1500 for Oakwood Drive and Bernard Street
and 500 for the remaining streets.
The following assumptions have been made in the calculation of traffic loading:
• Design Life: 20 years
• Average Daily Traffic (ADT): 1500 and 500
• Equivalent Single Axle Loads (ESAL’s): 565,369 and 188,456
• Directional Distribution Factor: 50%
• Design Lane Distribution Factor: 100%
• Growth Rate: 2.0%
• Percent Trucks: 5.0%
• Truck Factor (ESALs/Truck): 1.7
In determination of thickness of asphalt and cement treated RAP we used WinPAS
12 software, and the following assumptions were made. Considering that the
residential streets are city streets, we have assumed a reliability factor of 90%. If a
higher value of reliability is required, the required overall section will increase.
• Reliability: 90%
• Overall Standard Deviation: 0.45
• Subgrade Resilient Modulus: 4,100 psi
• Drainage Coefficient: 1.0
• Initial Serviceability: 4.2
• Terminal Serviceability: 2.25
• Layer coefficient, Asphalt Cement Concrete: 0.44
• Layer coefficient, Cement Treated RAP: 0.20
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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G21-2294
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Please contact this office if significant deviations from the assumptions above are
anticipated.
Minimizing subgrade saturation is an important factor in maintaining subgrade
strength. Water should not be allowed to pond on or adjacent to the pavement that
could saturate the pavement and lead to premature pavement deterioration. We
recommend that all pavement surfaces be sloped to provide rapid surface drainage.
Positive surface drainage away from the edge of the paved areas should be
maintained.
6.5 Flexible Pavement Design and Recommendations
For this project, hot mix asphaltic concrete (HMAC) pavement should conform to
current TxDOT or NCTCOG standards.
Based on the assumptions outlined in Section 6.4 above and our experience
and engineering judgment regarding the site conditions and soil types present,
full-depth HMAC for all streets should consist of at least 2 inches of Type C or
D surface course over 4 inches of Type B base course as specified by TxDOT,
or the minimums required by the City/County if more stringent. The full-depth
asphalt should be placed over a minimum of 6 inches of cement treated
RAP. However, for a residential road we typically recommend an asphalt
thickness of 6 to 7 inches over 6 inches of cement treated RAP based on
the traffic count. For a residential collector road, we typically recommend
an asphalt thickness of 6 to 8 inches over 6 to 8 inches of cement treated
RAP based on the traffic count.
Pavements should include a regular maintenance schedule to identify and
seal cracks that may develop in the pavement surface to prevent water
passing through the asphalt to the base or subgrade materials.
The following is recommended for HMAC:
• HMAC should be placed and compacted to contain between 5 and 9
percent of air voids.
• The target density for asphalt lifts should be 91 to 95 percent of the
Maximum Theoretical Specific Gravity as determined by laboratory
testing.
The following tests should be performed:
• In place field density tests to establish a rolling pattern.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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G21-2294
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• One extraction and gradation test per day’s HMAC placement.
• Two cores to verify thickness and density per 5,000 feet of road placed.
7.0 OTHER CONSTRUCTION
7.1 Surface Drainage
Proper drainage is critical to the performance of the paved areas. Positive surface
drainage should be provided that directs water away from pavement edges. Where
possible, we recommend that a slope of at least 5 percent be provided for the first 5
feet away from pavement edges. The slopes should direct water away from the
pavement and should be maintained throughout construction and the life of the
pavement.
7.2 Earthwork Preparation for Utility Line Installation
The minimum trench width should allow adequate access on each side of the pipe for
compaction of embedment under the pipe haunches. It is anticipated that the
minimum practical clearance between the pipe and the trench wall would be about 18
inches to allow for at least some mechanical compaction below the mid-height of the
pipe. Excavations greater than 5 feet in height/depth should be in accordance with
OSHA 29CFR 1926, Subpart P. The site soils should be assumed to be Type “C” soil.
In general, the pipe should not bear directly on hard unyielding layers, if present. For
conditions where bedrock is exposed, we recommend a minimum of 12 inches of
embedment below the bottom of the pipe. The embedment support should be uniform
and free of large rocks and debris. The embedment material must be placed without
voids. The embedment material should not consist of a corrosive soil.
A granular embedment material is typically preferred to satisfy these requirements.
A durable crushed stone with a maximum particle size of about 1 inch should be
considered for this purpose. This type of embedment material would be suitable for
pipe support and would generally be easy to compact in confined areas such as within
the haunch zone. The embedment should extend above the bottom of the pipe,
preferably to at least the mid-height of the pipe. Above the mid-height of the pipe, a
compacted select fill or granular material is recommended. A select fill would consist
of a clayey sand or sandy clay, classified as SC or CL according to the Unified Soil
Classification System, with 35 to 65 percent passing the No. 200 sieve and a plasticity
index between 5 and 15. This material should extend to at least 12 inches above the
top of the pipe. These embedment soils should be placed in lifts with each lift
compacted to a degree of compaction consistent with the pipe design. We anticipate
that this degree of compaction would be on the order of 90 to 95 percent of the
standard Proctor maximum dry density (ASTM D698). The compaction should occur
at soil moisture contents near the optimum moisture level (optimum 3 percent). If
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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G21-2294
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smaller compaction equipment is used, the loose lift thickness should not exceed six
inches.
The trench width may be narrower where flowable fill (self-compacting) is used as the
embedment and to a minimum of 12 inches above the pipe. The flowable fill to the
side of the pipe and trench wall should be consistent with the pipe design and be a
minimum of 9 inches or wider as required for construction access. Flowable fill
concrete is a self-compacting cementitious slurry consisting of a mixture of fine
aggregate or filler, water, and cementitious material which is used as a fill or backfill
in lieu of compacted-soil backfill. This mixture is capable of filling all voids in irregular
excavations and hard to reach places, is self-leveling, and hardens in a matter of a
few hours without the need for compaction in layers. Flowable fill is sometimes
referred to as controlled density fill (CDF), controlled low strength material (CLSM),
lean concrete slurry, and unshrinkable fill. Flowable fill has a high slump with a
minimum design compressive strength of 100 psi strength in 28 days. Pipe flotation
should be considered when using flowable fill. Plastic utility pipe is typically less dense
than flowable fill and may cause pipe flotation during pouring the flowable fill. In these
cases, the pipes must be anchored to prevent flotation. Some common anchoring
systems would be sandbags, rebar and concrete collars and other proprietary
anchoring systems. With whatever anchoring system is chosen testing a short
section to check that the utility pipe stays at planned grade would be prudent. The
anchoring system should remain in place until the flowable fill has set.
At a minimum, backfill materials above the select or granular soils or flowable fill
should be free of rock fragments and clods larger than 4 inches and deleterious
materials. Backfill for shallow (less than 10 feet) utility lines should consist of on-site
clayey material and should be placed in accordance with the following
recommendations. However, weathered shale should be wasted and not reused as
backfill. Imported fill materials should have no less than 35 percent material passing
a No. 200 mesh sieve and a Plasticity Index of no more than 30. The on-site clayey
fill soil should be placed in maximum 6-inch compacted lifts, compacted to a minimum
of 95 percent of the maximum dry density, as determined by ASTM D698 (standard
Proctor), and placed at a moisture content that is at least the optimum moisture
content, as determined by that same test. We also recommend that the utility trenches
be visually inspected during the excavation process to ensure that undesirable fill that
was not detected by the test borings does not exist at the site. This office should be
notified immediately if any such fill is detected. Backfill for deeper (more than 10 feet)
utility lines should be compacted to a minimum of 98 percent of the maximum dry
density, as determined by ASTM D698 (standard Proctor), and placed at a moisture
content that is at least the optimum moisture content, as determined by that same
test. Utility excavations should be sloped so that water within excavations will flow to
a low point away from the active construction where it can be removed from before
backfilling. Compaction of bedding material should not be water-jetted. Compacted
backfill above the utilities should be on-site clayey soil to limit the percolation of
surface water.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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For situations where the new pipes will lie beneath a future street pavement the
potential for post-construction settlements of the backfill will require special
consideration regarding selection of backfill types, degree of compaction, or a
combination of these. The on-site clayey fill soil should be placed in maximum 6-inch
compacted lifts, compacted to a minimum of 100 percent of the maximum dry density,
as determined by ASTM D698 (standard Proctor), and placed at a moisture content
that is at least the optimum moisture content, as determined by that same test. In
general, if on-site clayey soils are used for backfilling and if these clays are
compacted to 100 percent of the standard Proctor maximum dry density, total backfill
settlements on the order of 1 percent of the backfill thickness should be expected.
For a properly compacted backfill thickness of 10 feet, this would correspond to a
total settlement of the backfill surface of about 1.2 inches. We estimate that one-third
of this settlement would occur during the backfill construction and the remainder
would occur over a period of several years. The potential for post-construction
settlements could be reduced by using a higher quality backfill such as select fill,
flowable fill, or mixing cement with the backfill.
Field density and moisture content testing should be performed at the rate of one test
per lift per 100 linear feet of utility trenches.
7.3 Excavations and Excavation Difficulties
Excavations greater than 5 feet in height/depth should be in accordance with OSHA
29CFR 1926, Subpart P. Temporary construction slopes should incorporate
excavation protection systems or should be sloped back. Where the excavation does
not extend close to building lines, these areas may be laid back. Where space allows,
temporary slopes should be sloped at 1.5 horizontal to 1 vertical (1.5H: 1V) or flatter.
Where excavation slopes greater than five (5) feet in height cannot be laid back, these
areas will require installation of a temporary retention system or shoring to protect the
existing construction, restrain the subsurface soils and maintain the integrity of the
excavation. We recommend that monitoring points be established around the
retention system and that these locations be monitored during and after the
excavation activities to confirm the integrity of the retention system.
The slopes and temporary retention system should be verified by and designed by
the contractor's engineer and should not be surcharged by traffic, construction
equipment, or permanent structures. The slopes and temporary retention system
should be adequately maintained and periodically inspected to ensure the safety of
the excavation and surrounding property.
Temporary construction slopes should incorporate excavation protection systems or
should be sloped back. Excavations performed during utility construction operations
including directional drilling in soil should not be difficult and should not require the
use of special construction equipment.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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G21-2294
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It should be noted that the Woodbine geological formation can contain dense and
irregular shaped masses of very hard well cemented sandstone and concretions that
can occur at random throughout the formation where often coring equipment is
needed to penetrate the very hard sandstone. Shelby tube refusal was noted at 7 and
9 feet in Borings P2-2 and P10-2, respectively. A hard zone was encountered in
Borings P3-1, P3-2, P3-3, P5-1, and P5-2 at 6 to 9.5 feet with Standard Penetration
Test values of 1 to 5.75 inches for 50 blows. Difficult excavation should be anticipated
below the referenced depths. Appropriate hard rock excavation equipment will be
required. Such heavy equipment should be of a sufficient size and weight to excavate
through the hard layers to reach the desired bearing stratum. All parties should have
contingency plans in place in the event such hard materials are encountered during
construction. Where it is anticipated that excavation will be deeper than the hard
zones as described above it may be prudent to core the material prior to construction
and perform unconfined compressive tests.
7.4 Construction Dewatering
In Borings P1-2 and P6-1, groundwater was encountered at 6 feet during drilling and
dry upon completion. Groundwater seepage was not encountered within any of the
remaining borings during drilling operations. However, groundwater levels may be
anticipated to fluctuate with seasonal and annual variations in rainfall and prudence
would suggest that groundwater control may be needed following a period of heavy
rainfall as the need arises. If required, it is anticipated a sump and pump dewatering
process would be one effective solution for this site. A certain amount of flexibility is
important in the dewatering process. Although a geotechnical study has been made,
the scope of the study did not include an evaluation of construction dewatering
requirements, therefore some unanticipated subsurface conditions could exist related
to construction dewatering.
8.0 LIMITATIONS
The professional geotechnical engineering services performed for this project, the findings
obtained, and the recommendations prepared were accomplished in accordance with
currently accepted geotechnical engineering principles and practices.
Variations in the subsurface conditions are noted at the specific boring locations for this
study. As such, all users of this report should be aware that differences in depths and
thicknesses of strata encountered can vary between the boring locations. Statements in
the report as to subsurface conditions across the site are extrapolated from the data
obtained at the specific boring locations. The number and spacing of the exploration
borings were selected to obtain geotechnical information for the design and construction
of residential pavements. If there are any conditions differing significantly from those
described herein, D&S should be notified to re-evaluate the recommendations contained
in this report.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
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Denton, Texas
G21-2294
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Recommendations contained herein are not considered applicable for an indefinite period
of time. Our office must be contacted to re-evaluate the contents of this report if
construction does not begin within a one-year period after completion of this report.
The scope of services provided herein does not include an environmental assessment of
the site or investigation for the presence or absence of hazardous materials in the soil,
surface water, or groundwater.
All contractors referring to this geotechnical report should draw their own conclusions
regarding excavations, construction, etc. for bidding purposes. D&S is not responsible for
conclusions, opinions or recommendations made by others based on these data. The
report is intended to guide preparation of project specifications and should not be used as
a substitute for the project specifications.
Recommendations provided in this report are based on our understanding of information
provided by the Client to us regarding the scope of work for this project. If the Client notes
any differences, our office should be contacted immediately since this may materially alter
the recommendations.
This report has been prepared for the exclusive use of our client for specific applications
to the project discussed and has been prepared in accordance with generally accepted
geotechnical engineering practices. No warranties, express or implied, are intended or
made. Site safety, excavation support, and dewatering requirements are the responsibility
of others. In the event that changes in the nature, design, or location of the project as
outlined in this report are planned, the conclusions and recommendations contained in
this report shall not be considered valid unless D&S reviews the changes and either
verifies or modifies the conclusions of this report in writing.
APPENDIX A - BORING LOGS AND SUPPORTING DATA
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.TENTATIVE BORING LOCATION PLAN
DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTION G1
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.TENTATIVE BORING LOCATION PLAN
DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP1 –Azalea Street, P4 –Camelia Street, P9 –Public Alley, P11 –Wisteria Street
G2
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.TENTATIVE BORING LOCATION PLAN
DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP2 –Bernard Street (A), P3 –Bernard Street (B)G3
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.TENTATIVE BORING LOCATION PLAN
DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP3 –Bernard Street (B), P5 –Leslie Street G4
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.TENTATIVE BORING LOCATION PLAN
DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP6 –Oakwood Drive (A), P7 –Oakwood Drive (B),P8 –Oakwood Drive (C)
G5
**BORING LOCATIONS ARE INTENDED FOR GRAPHICAL REFERENCE ONLY**
N.T.S.
DENTON TEXAS
SHEET NO.TENTATIVE BORING LOCATION PLAN
DENTON NEIGHBORHOOD 7A –STREET RECONSTRUCTIONP10 –Underwood Street G6
KEY TO SYMBOLS AND TERMS
CONSISTENCY: FINE GRAINED SOILS
CONDITION OF SOILS
SECONDARY COMPONENTS
WEATHERING OF ROCK MASS
TCP (#blows/ft)
< 8
8 - 20
20 - 60
60 - 100
> 100
Relative Density (%)
0 - 15
15 - 35
35 - 65
65 - 85
85 - 100
SPT (# blows/ft)
0 - 2
3 - 4
5 - 8
9 - 15
16 - 30
> 30
UCS (tsf)
< 0.25
0.25 - 0.5
0.5 - 1.0
1.0 - 2.0
2.0 - 4.0
> 4.0
CONSISTENCY OF SOILSLITHOLOGIC SYMBOLS
CONDITION: COARSE GRAINED SOILS
QUANTITY DESCRIPTORS
RELATIVE HARDNESS OF ROCK MASS
SPT (# blows/ft)
0 - 4
5 - 10
11 - 30
31 - 50
> 50
Description
No visible sign of weathering
Penetrative weathering on open discontinuity surfaces,
but only slight weathering of rock material
Weathering extends throughout rock mass, but the rock
material is not friable
Weathering extends throughout rock mass, and the rock
material is partly friable
Rock is wholly decomposed and in a friable condition but
the rock texture and structure are preserved
A soil material with the original texture, structure, and
mineralogy of the rock completely destroyed
Designation
Fresh
Slightly weathered
Moderately weathered
Highly weathered
Completely weathered
Residual Soil
Description
Can be carved with a knife. Can be excavated readily with
point of pick. Pieces 1" or more in thickness can be broken
by finger pressure. Readily scratched with fingernail.
Can be gouged or grooved readily with knife or pick point.
Can be excavated in chips to pieces several inches in size
by moderate blows with the pick point. Small, thin pieces
can be broken by finger pressure.
Can be grooved or gouged 1/4" deep by firm pressure on
knife or pick point. Can be excavated in small chips to
pieces about 1" maximum size by hard blows with the point
of a pick.
Can be scratched with knife or pick. Gouges or grooves 1/4"
deep can be excavated by hard blow of the point of a pick.
Hand specimens can be detached by a moderate blow.
Can be scratched with knife or pick only with difficulty.
Hard blow of hammer required to detach a hand specimen.
Cannot be scratched with knife or sharp pick. Breaking of hand
specimens requires several hard blows from a hammer or pick.
Trace
Few
Little
Some
With
Designation
Very Soft
Soft
Medium Hard
Moderately Hard
Hard
Very Hard
< 5% of sample
5% to 10%
10% to 25%
25% to 35%
> 35%
Condition
Very Loose
Loose
Medium Dense
Dense
Very Dense
Consistency
Very Soft
Soft
Medium Stiff
Stiff
Very Stiff
HardARTIFICIALAsphalt
Aggregate Base
Concrete
Fill
SOILROCKLimestone
Mudstone
Shale
Sandstone
Weathered Limestone
Weathered Shale
Weathered Sandstone
CH: High Plasticity Clay
CL: Low Plasticity Clay
GP: Poorly-graded Gravel
GW: Well-graded Gravel
SC: Clayey Sand
SP: Poorly-graded Sand
SW: Well-graded Sand
!
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9
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9
0.2683038
1.25
3.0
4.0
4.5+
3.5
4.5+
4.5+
4.5+
660.9 ft
659.0 ft
651.0 ft
96.2
26.5
26.2
27.9
25.8
19.9
0.2 ft
2.0 ft
10.0 ft
ASPHALT; 2 inches
BASE; 22 inches; cement treated
SHALE; highly to completelyweathered; very soft; light brown, light
gray; trace gypsum; occasional ironoxide laminations; calcareous
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
B
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P1-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 661 feet
GPS COORDINATES: N33.193285, W97.157117
PROJECT NUMBER: G21-2294
59 23 36
3.0
2.0
3.5
3.25
4.5+
4.5+
4.5+
4.5+
4.5+
664.8 ft
664.0 ft
662.0 ft
655.0 ft
22.8
24.6
24.9
22.3
26.6
0.2 ft 1.0 ft
3.0 ft
10.0 ft
ASPHALT; 2 inches
BASE; 10 inches; cement treated
FAT CLAY (CH); very stiff; light
brown, light gray; trace ferrous andcalcareous nodules; calcareous
SHALE; highly to completely
weathered; very soft; light brown, lightgray; frequent iron oxide laminations;calcareous
End of boring at 10.0'
Notes:-seepage at 6 feet during drilling
-dry upon completion
AUB
S
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P1-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 665 feet
GPS COORDINATES: N33.191437, W97.157148
PROJECT NUMBER: G21-2294
31 15 16
0.51.0
2.0
2.5
1.0
0.5
1.0
3.0
2.5
3.0
676.8 ft 676.5 ft
668.0 ft
667.0 ft
10.0
14.7
12.8
21.9
24.7
0.3 ft 0.5 ft
9.0 ft
10.0 ft
ASPHALT; 3.5 inches
BASE; 3 inches
CLAYEY SAND (SC); brown, light
brown, orange, white; trace iron oxidestains; medium grained
SHALE; highly to completely
weathered; very soft; gray; tracecalcareous nodules
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AUS
S
S
S
S
S
S
S
S
S
31
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P2-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 677 feet
GPS COORDINATES: N33.189984, W97.141790
PROJECT NUMBER: G21-2294
47 17 304.5+4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
662.3 ft 662.0 ft
660.5 ft
655.5 ft
15.0
17.1
16.9
17.2
18.6
0.3 ft 0.5 ft
2.0 ft
7.0 ft
ASPHALT; 3.5 inches
BASE; 2.5 inches
LEAN CLAY (CL); very stiff; brown;
trace ferrous nodules, calcareousnodules, iron oxide stains, and sand;occasional shale seams
SHALE; highly to completelyweathered; very soft; light brown, gray;trace calcareous nodules and iron
oxide stains
-Shelby Tube refusal at 7 feet
End of boring at 7.0'
Notes:
-dry during drilling-dry upon completion
AUS
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P2-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 662.5 feet
GPS COORDINATES: N33.188184, W97.141811
PROJECT NUMBER: G21-2294
NP NP NP
696.4 ft 696.3 ft
693.0 ft
687.5 ft
9.5
8.2
9.7
6.9
9.1
0.6 ft 0.8 ft
4.0 ft
9.5 ft
ASPAHLT; 7 inches
BASE; 2 inches
SILTY SAND (SM); red-brown,
brown; trace to few sandstonefragments
SAND; dense to very dense; red,orange; trace sandstone fragments;trace clay
End of boring at 9.5'
Notes:
-dry during drilling-dry upon completion
B
B
B
B
N
N
11, 18, 39
24, 44,
50=2.0"
30
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P3-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 697 feet
GPS COORDINATES: N33.194518, W97.141758
PROJECT NUMBER: G21-2294
31 17 14
4.5+
2.5
2.0
2.0
2.5
3.0
0.5
688.7 ft 688.6 ft
686.0 ft
684.0 ft
680.4 ft
24.5
21.6
9.9
25.7
0.3 ft 0.4 ft
3.0 ft
5.0 ft
8.6 ft
ASPHALT; 4 inches
BASE; 1 inch
SANDY LEAN CLAY (CL); stiff to
very stiff; brown, red; trace iron oxidestains and sandstone fragments
SAND; red, orange, white; trace
shale shale seams
SHALE; highly to completelyweathered; very soft; light gray, gray;occasional sand seams
End of boring at 8.6'
Notes:-dry during drilling-dry upon completion
AUB
S
S
S
S
S
S
S
N 23, 50=1.0"
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P3-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 689 feet
GPS COORDINATES: N33.192933, W97.141802
PROJECT NUMBER: G21-2294
20 12 84.5+0.5
0.5
687.8 ft 687.5 ft
683.0 ft
678.5 ft
12.5
4.0
12.3
8.3
7.0
0.3 ft 0.5 ft
5.0 ft
9.5 ft
ASPHALT; 3.5 inches
BASE; 3 inches
CLAYEY SAND (SC); medium dense
to dense; orange, dark brown; someiron oxide stains
SAND; medium dense to very dense;red, orange, light gray; tracesandstone fragments
End of boring at 9.5'
Notes:
-dry during drilling-dry upon completion
AUS
S
S
N
N
N
N
17, 23, 33
10, 11, 10
13, 22, 33
10, 32,
50=5.75"
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P3-3
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 688 feet
GPS COORDINATES: N33.191380, W97.141787
PROJECT NUMBER: G21-2294
56 22 34
2.75
3.5
3.0
3.0
3.0
4.0
4.5+
4.5+
647.6 ft
646.8 ft
639.8 ft
637.8 ft
22.5
21.0
20.4
20.1
15.4
0.2 ft 1.0 ft
8.0 ft
10.0 ft
ASPHALT; 2.25 inches
BASE; 9.75 inches
FAT CLAY (CH); very stiff; dark
brown; trace sandstone fragments,iron oxide stains, and calcareousnodules
SHALE; highly to completely
weathered; very soft; light brown;occasional iron oxide laminations;
calcareous
End of boring at 10.0'
Notes:
-dry during drilling-dry upon completion
AU
AU
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P4-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 647.8 feet
GPS COORDINATES: N33.193734, W97.158067
PROJECT NUMBER: G21-2294
0.139
37
17
19
22
18
3.25
4.5
4.25
4.5
4.5+
4.5+
4.5+
4.5+
4.0
650.7 ft
650.0 ft
641.0 ft
99.8
20.4
20.6
17.1
14.2
14.8
0.3 ft 1.0 ft
10.0 ft
ASPHALT; 3 inches
BASE; 9 inches
CLAYEY SAND (SC); brown, dark
brown, light brown; trace ferrous andcalcareous nodules; some iron oxidestains; occasional sandstone seams
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
S
48
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P4-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 651 feet
GPS COORDINATES: N33.191889, W97.158090
PROJECT NUMBER: G21-2294
4.5482226
4.5+4.25
4.5+
4.5+
4.5+
696.8 ft
696.4 ft
692.0 ft
691.1 ft
114.7
16.0
16.4
13.6
9.9
7.0
0.2 ft 0.6 ft
5.0 ft
5.9 ft
ASPHALT; 2.5 inches
BASE; 5 inches
LEAN CLAY (CL); very stiff; brown,
light gray, orange, red; tracesandstone fragments; occasional sandlaminations
SAND; very dense; red-brown, lightgray; medium grained
End of boring at 5.9'
Notes:-dry during drilling
-dry upon completion
AUS
S
S
S
S
N 24, 50=4.0"
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P5-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/8/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/8/2022
GROUND ELEVATION: Approx. 697 feet
GPS COORDINATES: N33.195503, W97.142830
PROJECT NUMBER: G21-2294
5.6411625
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
684.8 ft 684.5 ft
680.0 ft
675.5 ft
126.1
12.2
11.8
11.9
12.4
7.1
0.3 ft 0.5 ft
5.0 ft
9.5 ft
ASPHALT; 3.5 inches
BASE; 3.5 inches
SANDY LEAN CLAY (CL); very stiff;
brown, light gray, orange, red; someiron oxide stains; trace to few ferrousnodules; occasional sand and silt
laminations
SAND; dense to very dense; red,orange, dark brown; trace clay
End of boring at 9.5'
Notes:
-dry during drilling-dry upon completion
S
S
S
S
S
S
N
N
34, 21, 21
11, 39,
50=4.5"
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P5-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/8/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/8/2022
GROUND ELEVATION: Approx. 685 feet
GPS COORDINATES: N33.193773, W97.142961
PROJECT NUMBER: G21-2294
NP NP NP
4.5
1.0
3.5
2.5
1.0
1.0
1.0
655.9 ft
654.2 ft
651.2 ft
646.2 ft
7.8
17.7
17.1
19.2
19.6
0.3 ft
2.0 ft
5.0 ft
10.0 ft
ASPHALT; 3 inches
BASE; 21 inches; cement treated
SAND; light brown, orange
CLAYEY SAND (SC); loose tomedium dense; brown, light brown,orange, light gray; trace sandstone
fragments and shale
End of boring at 10.0'
Notes:-seepage at 6 feet during drilling
-dry upon completion
AU
S
S
S
S
N
S
S
S
3, 6, 6
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P6-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/8/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/8/2022
GROUND ELEVATION: Approx. 656.2 feet
GPS COORDINATES: N33.197543, W97.147288
PROJECT NUMBER: G21-2294
0.8682147
4.0
2.5
4.0
4.0
2.5
3.0
4.0
1.5
1.0
668.5 ft
668.0 ft
666.0 ft
659.0 ft
98.1
22.1
25.9
8.0
6.9
5.7
0.5 ft 1.0 ft
3.0 ft
10.0 ft
ASPHALT; 6 inches
BASE; 6 inches
FAT CLAY (CH); stiff to very stiff;
brown, orange; trace to few ferrousnodules; trace iron oxide stains;occasional sand seams
CLAYEY SAND (SC); gray, orange,brown, light brown; trace iron oxidestains
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
S
26
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P7-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/8/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/8/2022
GROUND ELEVATION: Approx. 669 feet
GPS COORDINATES: N33.197542, W97.145873
PROJECT NUMBER: G21-2294
5.8771859
4.0
1.5
1.0
2.5
0.5
2.0
2.0
3.5
3.5
686.7 ft
685.0 ft
682.0 ft
677.0 ft
93.530.9
29.4
30.1
26.9
28.5
0.3 ft
2.0 ft
5.0 ft
10.0 ft
ASPHALT; 4 inches
BASE; 20 inches
FAT CLAY (CL) ; medium stiff to verystiff; orange, light brown, light gray;
trace iron oxide stains
SHALE ; high to completelyweathered; very soft; gray, light gray,orange-brown; some iron oxide stains;
trace calcareous deposits
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P8-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/8/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/8/2022
GROUND ELEVATION: Approx. 687 feet
GPS COORDINATES: N33.197491, W97.144515
PROJECT NUMBER: G21-2294
36 16 202.25
2.5
2.5
1.5
4.5+
4.5+
4.5+
4.5+
4.5+
654.7 ft
654.0 ft
651.0 ft
645.0 ft
17.9
14.4
18.7
22.8
17.2
0.3 ft 1.0 ft
4.0 ft
10.0 ft
ASPHALT; 3 inches
BASE; 9 inches
SANDY LEAN CLAY (CL); stiff to
very stiff; light brown; trace ferrousnodules; few to little sandstonefragments
SHALE; highly to completelyweathered; very soft; light brown;some ferrous nodules and calcareous
deposits; calcareous
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
S
43
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
Legend: S-Shelby Tube N-Standard Penetration T-Texas Cone Penetration C-Core B-Bag Sample - Water Encountered
REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P9-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 655 feet
GPS COORDINATES: N33.192861, W97.157614
PROJECT NUMBER: G21-2294
0.9642044
1.5
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
657.8 ft
657.0 ft
656.0 ft
648.0 ft
91.3
23.1
27.4
27.7
21.0
18.6
0.2 ft 1.0 ft
2.0 ft
10.0 ft
ASPHALT; 2 inches
BASE; 10 inches
LEAN CLAY (CL); very stiff; gray,
light gray; trace ferrous nodules
SHALE; highly to completelyweathered; very soft; light brown, light
gray; trace iron oxide stains andferrous nodules; calcareous
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P9-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 658 feet
GPS COORDINATES: N33.190974, W97.157618
PROJECT NUMBER: G21-2294
57 17 40
2.0
3.0
2.5
4.25
4.5+
4.5+
4.5+
4.5+
4.5+
666.8 ft
666.0 ft
663.0 ft
657.0 ft
18.1
20.8
23.8
23.4
25.3
0.2 ft 1.0 ft
4.0 ft
10.0 ft
ASPHALT; 2 inches
BASE; 10 inches
FAT CLAY (CH); very stiff; light
brown, light gray; trace ferrous andcalcareous nodules; occasional shaleseams
SHALE; highly to completelyweathered; very soft; light brown, lightgray; trace iron oxide stains and
calcareous nodules; calcareous
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AUB
S
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P9-3
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 667 feet
GPS COORDINATES: N33.193715, W97.156651
PROJECT NUMBER: G21-2294
39 19 20
3.25
1.0
1.0
1.25
1.0
2.0
2.0
4.5+
4.5+
670.8 ft
670.0 ft
664.0 ft
661.0 ft
34.3
14.8
18.6
29.1
15.9
0.2 ft 1.0 ft
7.0 ft
10.0 ft
ASPHALT; 2 inches
BASE; 10 inches
CLAYEY SAND (SC); brown, orange;
trace ferrous nodules and iron oxidestains
SHALE; highly to completelyweathered; very soft; light brown, lightgray; some iron oxide stains and
calcareous nodules; calcareous
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
S
26
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P9-4
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: Markevian Smith (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Jeremy Manzala (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 671 feet
GPS COORDINATES: N33.191814, W97.156670
PROJECT NUMBER: G21-2294
11.9441727
4.5+4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
689.8 ft 689.5 ft
687.0 ft
680.0 ft
119.5
15.7
13.4
11.8
10.1
11.2
0.3 ft 0.5 ft
3.0 ft
10.0 ft
ASPHALT; 3.25 inches
BASE; 3 inches
SANDY LEAN CLAY (CL); very stiff;
orange, red, brown; some iron oxidestains and ironstone fragments
SHALE; highly to completely
weathered; very soft; light gray,orange, brown; trace to few calcareousdeposits and ironstone fragments;
some iron oxide stains
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AUS
S
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P10-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 690 feet
GPS COORDINATES: N33.203376, W97.153662
PROJECT NUMBER: G21-2294
35 16 19
4.5+4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
4.5+
692.7 ft
692.2 ft
690.0 ft
684.0 ft
20.3
12.8
14.8
14.8
33.5
0.3 ft 0.8 ft
3.0 ft
9.0 ft
ASPHALT; 2.5 inches
BASE; 6 inches
SANDY LEAN (CL); very stiff;
orange, light brown
SHALE; highly to completelyweathered; very soft; light brown,orange, light gray; some iron oxide
stains and sand; trace calcareousnodules; occasional silt seams
-Shelby Tube refusal at 9 feet
End of boring at 9.0'
Notes:
-dry during drilling-dry upon completion
AU
S
S
S
S
S
S
S
S
S
63
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P10-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/7/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/7/2022
GROUND ELEVATION: Approx. 693 feet
GPS COORDINATES: N33.203391, W97.152074
PROJECT NUMBER: G21-2294
NP NP NP
4.5+0.5
0.5
0.5
0.5
0.5
2.5
4.5+
4.5+
4.5+
669.8 ft
669.5 ft
664.0 ft
660.0 ft
11.1
7.8
8.6
9.4
19.9
0.2 ft 0.5 ft
6.0 ft
10.0 ft
ASPHALT; 2.5 inches
BASE; 4 inches
SILTY SAND (SM); red, brown, light
brown; trace to few sandstonefragments
SHALE; highly to completelyweathered; very soft; light gray, lightbrown; some iron oxide stains;
calcareous
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AUS
S
S
S
S
S
S
S
S
S
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P11-1
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/9/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/9/2022
GROUND ELEVATION: Approx. 670 feet
GPS COORDINATES: N33.192805, W97.156195
PROJECT NUMBER: G21-2294
0.8341420
4.5+
4.5+
4.0
4.5+
4.5+
2.5
0.5
0.5
665.7 ft 665.3 ft
661.0 ft
656.0 ft
115.2
19.3
15.6
13.8
11.4
14.1
0.3 ft 0.7 ft
5.0 ft
10.0 ft
ASPHALT; 3.5 inches
BASE; 5 inches
SANDY LEAN CLAY (CL); very stiff;
brown, orange, red, light gray; tracecalcareous nodules
SAND; medium dense; gray, red,orange, brown
End of boring at 10.0'
Notes:-dry during drilling
-dry upon completion
AU
S
S
S
S
S
S
S
S
N 12, 15, 10
14
Swell(%)LL(%)PL(%)PI
TotalSuction(pF)
Hand
Pen. (tsf)orSPT
orTCP
BORING LOG
GraphicLog DUW(pcf)
Unconf.Compr.Str (ksf)
Depth(ft)
0
5
10
15
20
25
30
35
Atterberg Limits
Clay(%)
PAGE 1 OF 1
MC(%)
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REC
(%)RQD
(%)
SampleType
Hand
Pen. (tsf)orSPT
orTCP
P11-2
Passing
#200Sieve
(%)
CLIENT: Teague Nall and Perkins, Inc
LOCATION: Denton, TXPROJECT: Denton Neighborhood 7A Street Reconstruction
DRILLED BY: James Taylor (D&S)
START DATE: 2/9/2022 DRILL METHOD: Cont. Push
LOGGED BY: Ismael Hernandez (D&S)
FINISH DATE: 2/9/2022
GROUND ELEVATION: Approx. 666 feet
GPS COORDINATES: N33.190904, W97.156209
PROJECT NUMBER: G21-2294
P1-1 3-4 26.2 31.0 394 0.2
P4-2 3-4 20.6 24.8 390 0.1
P5-1 2-3 16.4 20.0 261 4.5
P5-2 4-5 11.9 16.2 525 5.6
P7-1 2-3 25.9 27.7 263 0.8
P8-1 2-3 30.9 34.6 260 5.8
P9-2 3-4 27.7 32.5 390 0.9
P10-1 2-3 13.4 23.9 260 11.9
P11-2 2-3 15.6 16.6 260 0.8
Boring
Number Depth
feet Vertical Swell, %Final Moisture
Content, %
Initial Moisture
Content, %
Applied Pressure,psf
SWELL TEST RESULTS
CLIENT: Teague Nall and Perkins, IncPROJECT: Denton Neighborhood 7A Street Reconstruction
PROJECT NUMBER: G21-2294 LOCATION: Denton, TX
P1-1 3-4 SHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light gray 8347
P2-2 1-2 LEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brownLEAN CLAY (CL); very stiff; brown 882
P3-2 0.5-1.5 SANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, redSANDY LEAN CLAY (CL); stiff to very stiff; brown, red 336
P4-1 3-4 FAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brownFAT CLAY (CH); very stiff; dark brown 400
P5-1 3-4 LEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, redLEAN CLAY (CL); very stiff; brown, light gray, orange, red 113
P5-2 3-4 SANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, redSANDY LEAN CLAY (CL); very stiff; brown, light gray, orange, red 211
P7-1 1-2 FAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orangeFAT CLAY (CH); stiff to very stiff; brown, orange 460
P8-1 3-4 FAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light grayFAT CLAY (CL) ; medium stiff to very stiff; orange, light brown, light gray 113
P9-2 2-3 SHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light gray 2518
P9-3 3-4 SHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light graySHALE; highly to completely weathered; very soft; light brown, light gray 733
P10-2 1-2 SANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brownSANDY LEAN (CL); very stiff; orange, light brown 136
P11-1 1-2 SILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brownSILTY SAND (SM); red, brown, light brown 569
SOLUBLE SULFATE CONTENT RESULTS
TEX 145-E
Boring Number:Soluble Sulfate
Content (ppm)Soil DescriptionDepth (feet):
PROJECT: Denton Neighborhood 7A Street Reconstruction
LOCATION: Denton, TXCLIENT: Teague Nall and Perkins, Inc
PROJECT NUMBER: G21-2294
APPENDIX B - GENERAL DESCRIPTION OF PROCEDURES
D&S ENGINEERING LABS, LLC Denton Neighborhoods
7A Street Reconstruction
Denton, Texas
G21-2294
1
ANALYTICAL METHODS TO PREDICT MOVEMENT
INDEX PROPERTY AND CLASSIFICATION TESTING
Classification testing is perhaps the most basic, yet fundamental tool available for predicting
potential movements of clay soils. Classification testing typically consists of moisture content,
Atterberg Limits, and Grain-size distribution determinations. From these results a general
assessment of a soil’s propensity for volume change with changes in soil moisture content can be
made.
Moisture Content
By studying the moisture content of the soils at varying depths and comparing them with the results
of Atterberg Limits, one can estimate a rough order of magnitude of potential soil movement at
various moisture contents, as well as movements with moisture changes. These tests are typically
performed in accordance with ASTM D2216.
Atterberg Limits
Atterberg limits determine the liquid limit (LL), plastic limit (PL), and plasticity index (PI) of a soil.
The liquid limit is the moisture content at which a soil begins to behave as a viscous fluid. The
plastic limit is the moisture content at which a soil becomes workable like putty, and at which a clay
soil begins to crumble when rolled into a thin thread (1/8” diameter). The PI is the numerical
difference between the moisture constants at the liquid limit and the plastic limit. This test is typically
performed in accordance with ASTM D4318.
Clay mineralogy and the particle size influence the Atterberg Limits values, with certain minerals
(e.g., montmorillonite) and smaller particle sizes having higher PI values, and therefore higher
movement potential.
A soil with a PI below about 15 to 18 is considered to be generally stable and should not experience
significant movement with changes in moisture content. Soils with a PI above about 30 to 35 are
considered to be highly active and may exhibit considerable movement with changes in moisture
content.
Fat clays with very high liquid limits, weakly cemented sandy clays, or silty clays are examples of
soils in which it can be difficult to predict movement from classification testing alone.
Grain-size Distribution
The simplest grain-size distribution test involves washing a soil specimen over the No. 200 mesh
sieve with an opening size of 0.075 mm (ASTM D1140). This particle size has been defined by the
engineering community as the demarcation between coarse-grained and fine-grained soils.
Particles smaller than this size can be further distinguished between silt-size and clay-size particles
by use of a Hydrometer test (ASTM D422). A more complete grain-size distribution test that uses
sieves to relative amount of particles according is the Sieve Gradation Analysis of Soils (ASTM
D6913). Once the characteristics of the soil are determined through classification testing, a number
of movement prediction techniques are available to predict the potential movement of the soils.
Some of these are discussed in general below.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
7A Street Reconstruction
Denton, Texas
G21-2294
2
TEXAS DEPARTMENT OF TRANSPORTATION METHOD 124-E
The Texas Department of Transportation (TxDOT) has developed a generally simplistic method to
predict movements for highways based on the plasticity index of the soil. The TxDOT method is
empirical and is based on the Atterberg limits and moisture content of the subsurface soil. This
method generally assumes three different initial moisture conditions: dry, “as-is”, and wet.
Computation of each over an assumed depth of seasonal moisture variation (usually about 15 feet
or less) provides an estimate of potential movement at each initial condition. This method requires
a number of additional assumptions to develop a potential movement estimate. As such, the
predicted movements generally possess large uncertainties when applied to the analysis of
conditions under pavements.
POTENTIAL VERTICAL MOVEMENT
A general index for movement is known as the Potential Vertical Rise (PVR). The actual term PVR
refers to the TxDOT Method 124-E mentioned above. For the purpose of this report the term
Potential Vertical Movement (PVM) will be used since PVM estimates are derived using multiple
analytical techniques, and not just TxDOT methods.
Vertical movement of clay soils under pavements resulting to soil moisture changes can result from
a variety causes, including poor site grading and drainage, improperly prepared subgrade, trees
and large shrubbery located too close to structures, utility leaks or breaks, poor subgrade
maintenance such as inadequate or excessive irrigation, or other causes.
PVM is generally considered to be a measurement of the change in height of a foundation from the
elevation it was originally placed. Experience and generally accepted practice suggest that if the
PVM of a site is less than one inch, the associated differential movement will be minor and
acceptable to most people.
TEXAS DEPARTMENT OF TRANSPORTATION METHOD 101-E
This method describes three procedures for preparation of soil and flexible base samples for soil
constants and particle size analysis, compaction and triaxial, and sieve analysis of road-mixed
material.
TEXAS DEPARTMENT OF TRANSPORTATION METHOD 401-A
This method involves sieve analysis and is used to determine the particle size distribution of mineral
fillers and coarse and fine aggregates for Portland cement concrete.
TEXAS DEPARTMENT OF TRANSPORTATION METHOD 116-E
This method determines the resistance of aggregate in flexible base material to disintegration in
the presence of water. The test provides a measure of the ability of the material to withstand
degradation in the road base and detects soft aggregate that is subject to weathering. The result
of this test is the Wet Ball Mill (WBM) value.
D&S ENGINEERING LABS, LLC Denton Neighborhoods
7A Street Reconstruction
Denton, Texas
G21-2294
3
SPECIAL COMMENTARY ON CONCRETE AND EARTHWORK
UTILITY TRENCH EXCAVATION
Trench excavation for utilities should be sloped or braced in the interest of safety. Attention is drawn
to OSHA Safety and Health Standards (29 CFR 1926/1910), Subpart P, regarding trench
excavations greater than 5 feet in depth.
FIELD SUPERVISION AND DENSITY TESTING
Construction observation and testing by a field technician under the direction of a licensed
geotechnical engineer should be provided. Some adjustments in the test frequencies may be
required based upon the general fill types and soil conditions at the time of fill placement.
It is recommended that all site and subgrade preparation, proofrolling, and pavement construction
be monitored by a qualified engineering firm. Density tests should be performed to verify proper
compaction and moisture content of any earthwork. Inspection should be performed prior to and
during concrete placement operations.
14805 Trinity Boulevard, Fort Worth, Texas 76155
Geotechnical 817.529.8464 Corporate 903.420.0014
www.dsenglabs.com
Texas Engineering Firm Registration # F‐12796
Oklahoma Engineering Firm Certificate of Authorization CA 7181
D&S Engineering Labs, LLC Addendum 1 – Denton Neighborhood 7A Street Reconstruction
Denton, Texas
G21-2294
2
treat the subgrade soils with cement or hydrated lime depending on the PI of the
typical soils to be encountered. For PI’s greater than about 15, lime is generally
preferred. For soils that are predominantly sandy with PI’s less than about 15, cement
is generally preferred. For these project corridors, PI’s within the upper soils that were
predominantly sandy were found to range from Non-Plastic to 22, within the upper
soils that were predominantly clayey PI’s were found to range from about 20 up to 59,
while PI’s within weathered shale strata ranged from 38 to 44.
In addition to PI’s, the potential for sulfate induced heaving must be considered
methods for subgrade improvement/treatment. Subgrade materials in some areas of
Texas have experienced sulfate-induced heave after treatment with calcium-based
additives such as lime, cement, cement kiln dust and other calcium-rich materials.
Sulfates can occur in any type of soil, particularly soils with high plasticity, but also
can occur in granular soils found in arid regions. The results of sulfate tests performed
on representative recovered near-surface soil samples from the various roadway
segments indicate very low to very high sulfate content ranging generally from
113ppm to 2,518 ppm in soils and 8,347ppm in the weathered shale.
In general, a sulfate level less than 3,000 parts per million (ppm) is considered to be
an acceptably low potential for sulfate induced heaving and conventional lime/cement
treatment is adequate. A sulfate concentration from 3,000 ppm to 8,000 ppm is
considered to have a moderate to high risk for both lime and cement treatment. A
sulfate concentration greater than 8,000 ppm is considered too high for lime or
cement stabilization.
Based on a review of city standards, the results of this investigation, and the
considerations discussed above, we recommend that predominantly clayey
subgrades in the project corridors with sulfate levels below 8,000 ppm be stabilized
utilizing a modified lime-treatment method. For lime treatment an extended mellowing
time and a mellowing moisture content at 2 percent above optimum is recommended.
Mellowing is the process whereby the lime reacts with the sulfate rich soil. A single
lime application is recommended. After the mellowing period, the lime treated soil
should be reworked to bring the moisture content down close to optimum and achieve
95% of the maximum dry density.
For subgrades with sulfate concentrations above 8,000 ppm, subgrades consisting of
predominantly sandy soils, and/or areas where weathered shale strata are present at
finished subgrade elevation, we recommend that TxDOT flexible base be utilized in
lieu of a subgrade stabilization method.
Based on these recommended subgrade improvement methods and the minimums
required by city standards, the recommended alternative pavement sections for
Residential Collector roadways and All Other Residential Roadways are presented in
Tables 3 and 4.
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Table 3: Alternative Pavement Section - Residential Collector (Bernard, Oakwood)
Three Inches (3") Type D Surface Course Asphalt, over
Six Inches (6") Type B Base Course Asphalt, over
Twelve Inches (12") Lime-Stabilized Subgrade (Modified) OR TxDOT Type A Grade 1-2 Flex-Base*
*Geo-grid and filter fabric to be placed between the finished subgrade and flex-base layer
Table 4: Alternative Pavement Section – All Other Residential (Azalea, Camelia, Wisteria,
Leslie, Underwood, Public Alley)
Three Inches (2") Type D Surface Course Asphalt, over
Six Inches (6") Type B Base Course Asphalt, over
Twelve Inches (12") Lime-Stabilized Subgrade (Modified) OR TxDOT Type A Grade 1-2 Flex-Base*
*Geo-grid and filter fabric to be placed between the finished subgrade and flex-base layer
These pavement sections were evaluated utilizing the WinPAS 12 software based on
the ADT data and design parameters and assumptions outlined in section 6.4 of this
report. Based on this evaluation, the city’s minimum pavement sections presented in
Table 3 and 4 are considered to meet and/or exceed the pavement section
requirements determined in WinPAS 12 for Residential Collector and All Other
Residential roadway segments evaluated for this project.
Hot mix asphaltic concrete (HMAC) pavement for the pavement sections
recommended above should conform to current TxDOT standards.
Recommendations for HMAC provided under sections 6.5.1 and 6.5.2 (from the
original project geotechnical report) should be considered to apply to these alternative
sections, outside of the specific pavement section materials and thicknesses.
Recommendations for lime stabilization, as well as an alternative flexible base
section, are provided in the following sections.
6.6.1 Soil Preparation
• Remove all asphalt pavement and aggregate base and stockpile the base
for possible re-use. We anticipate a typical stripping depth of about 5 to
24 inches for the asphalt and base.
• Perform any cut operations or scalping as needed to reach final
subgrade. We anticipate that excavation of overburden soils can be
accomplished with conventional earthwork equipment and methods. The
area of the over-excavation subgrade should extend a minimum of 1.5
feet beyond the back of curbs or edges of pavements.
• After stripping and performing necessary cuts, the exposed subgrade
should be proof rolled. Proof rolling should consist of rolling the entire
pavement subgrade in mutually perpendicular directions with a heavily
loaded, tandem-axle dump truck weighing at least 25 tons or other
approved equipment capable of applying similar loading conditions. Any
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soft, wet, or weak soils that are observed to rut more than about 1/2-inch
or pump excessively (exhibiting “waving” action) during proof rolling
should be removed and replaced with well-compacted, on-site clayey
material or allowed to dry as outlined below. The proof rolling operation
should be performed under the observation of a qualified geotechnical
engineer. D&S would welcome the opportunity to perform these services
for this project.
• Following proof rolling but prior to the placement of any fill materials, the
upper one foot of the exposed subgrade should be scarified and
recompacted. The scarified fill should be compacted to at least 95
percent of the maximum dry density, as determined by ASTM D698
(standard Proctor), and at a moisture content that is between the
optimum moisture content and three percentage points above optimum
moisture content, as determined by the same test (>0 to <3% above
optimum). At the time of our field investigation, the surficial soils at this
site were found to be in a variable moisture condition. Wet soils will need
to be dried and dry soils will need to be watered to become in compliance.
For Underwood Street we recommend reducing the existing PVM on the
order of 6 inches to 4.5 inches by undercutting the subgrade a further foot
and moisture conditioning as described below.
• In areas to receive fill, fill may be derived from on-site clays (but not
weathered shale) or may be imported. The fill should be placed in
maximum 6-inch compacted lifts, compacted to at least 95 percent of the
maximum dry density, as determined by ASTM D698 (standard Proctor),
and placed at a moisture content that is 0 to 3 percentage points above
the optimum moisture content, as determined by the same test. Wet soils
will need to be dried prior to recompaction to become into compliance.
Prior to compaction, each lift of fill should first be processed throughout
its thickness to break up and reduce clod sizes and blended to achieve a
material of uniform density and moisture content. Once blended,
compaction should be performed with a heavy tamping foot roller. Once
compacted, if the surface of the embankment is too smooth, it may not
bond properly with the succeeding layer. If this occurs, the surface of the
compacted lift should be roughened and loosened by discing before the
succeeding layer is placed.
• Water required to bring the fill material to the proper moisture content
should be applied evenly through each layer. Any layers that become
significantly altered by weather conditions should be reprocessed in
order to meet recommended requirements. On hot or windy days, the use
of water spraying methods may be required in order to keep each lift
moist prior to placement of the subsequent lift. Furthermore, the
subsurface soils should be kept moist prior to placing the pavement by
water sprinkling or spraying methods.
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• Fill materials should be placed on a properly prepared subgrade as
outlined above. The combined excavation, placement, and spreading
operation should be performed in such a manner as to obtain blending of
the material, and to assure that, once compacted, the materials, will have
the most practicable degree of compaction and stability. Materials
obtained from on-site should be mixed and not segregated.
• Soil imported from off-site sources should be tested for compliance with
the recommendations herein and approved by the project geotechnical
engineer prior to being used as fill. Imported materials should consist of
lean clays or clayey sands with a Plasticity Index of between 6 and 30, a
minimum of 30% of the material passing a No. 200 mesh sieve, and that
are essentially free of organic materials, sulfates, and particles larger
than 4 inches in their maximum dimension.
• Field density and moisture content testing should be performed at the
rate of one (1) test per lift per 100 linear feet of roadway.
6.6.2 Lime Treatment
Once the subgrade is prepared in accordance with the recommendation
outlined in the preceding section, we have the following recommendations
for preparation of the lime-treated subgrade:
• Treat the prepared subgrade in accordance with TxDOT Item 260 to a
depth of 12 inches using an estimated seven (7) percent hydrated lime
by dry weight measure of the subgrade soil (about 63 pounds of lime per
square yard of treated area). However, the final amount of lime used
should be determined once subgrade preparation is nearly complete. The
amount of lime used should be sufficient to reduce the Plasticity Index of
the soil to 15 or below (Atterberg Lime series) or to increase pH of the
soil-lime mixture to 12.4 (pH series). To account for error, an additional 1
to 2 percent lime should be added to these test quantities.
• Hydrated lime should be applied such that mixing operations can be
completed during the same working day. The hydrated lime should be
placed by the slurry method, meaning that the hydrated lime should be
mixed with water in trucks or in tanks and applied as a thin water
suspension or slurry. The distributor truck or tank should be equipped
with an agitator, which will maintain the lime and water in a uniform
mixture. The material and hydrated lime should be thoroughly mixed by
a rotary mixer or other device to obtain a homogeneous, friable mixture
of material and lime that is free from clods or lumps larger than about golf
ball size. After initial mixing, roll the mixed material with a suitable type
and size of equipment to lightly compact the treated subgrade and
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somewhat “seal-in” moisture to minimize moisture loss during the curing
period.
• For this site, a curing period of 72 to 120 hours is recommended. During
the curing period, the material should be kept moist (at least 2 percent
above optimum is recommended). After the specified “mellowing
duration”, the soil-lime mixture should be remixed and tested for sufficient
pulverization and mixing in accordance with TxDOT Item 260. After the
required curing time, the material should be uniformly mixed using a
rotary mixer capable of reducing the size of the particles so that, when all
non-slaking particles retained on a no. 4 sieve are removed, the
remainder of the material shall meet the following requirements when
tested dry by laboratory sieves:
o Minimum passing 1-3/4" sieve: 100%
o Minimum passing No. 4 sieve: 60%
• After sufficiently re-mixed, the soil and lime mixture should be reworked
to bring the moisture content down close to but above optimum and
compacted to a minimum of 95 percent of standard Proctor (ASTM D
698).
• During the curing period, the material should be kept moist, and in no
case should the subgrade surface be allowed to dry for more than 12
hours between surface moistenings/wettings.
• To reduce the potential for subgrade soil moisture changes at the edges
of pavements, the lime treated subgrade should extend a minimum of 1.5
feet beyond the back of curbs or edges of pavements.
• Field density and moisture content testing should be performed at the
rate of one (1) test per lift per 100 linear feet of roadway.
6.6.3 Aggregate Base
In areas of the project corridors with high sulfate concentrations, predominantly
sandy subgrades, and/or the presence of weathered shale strata at finished
subgrade elevation, we recommend that a minimum of 12 inches of aggregate
flex-base be placed the prepared subgrade in accordance with the following
recommendations prior to placing the pavement. Additionally, we recommend
that a geotextile filter fabric and a geogrid be placed between the prepared
subgrade and the flex-base layer.
• Prior to the placement of geotextile, geogrid, or flex-base, the exposed
subgrade beneath pavement areas should be scarified and reworked to
a depth of 12 inches, moisture added or removed as required, and the
subgrade soils recompacted to a minimum of 95 percent of the maximum
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dry density of the materials obtained in accordance with ASTM D698
(standard Proctor test) and at a moisture content that is between the
optimum moisture content and three percentage points above optimum
moisture content, as determined by the same test (>0 to <3% above
optimum). The rework, geotextile, geogrid, and aggregate base should
extend at least 1.5 feet beyond the back of curbs or edges of pavements.
• Following rework of the finished subgrade, place a geotextile fabric on
top of the reworked subgrade soils followed by a geogrid. The geotextile
may be Mirafi 500x or approved equivalent. Geogrid may be Tensar TX-
5 Triaxial Geogrid, or approved equivalent. The geogrid should extend to
the limits of the aggregate base. Below the geogrid in lieu of grade raise
clayey fill aggregate base may also be used. We recommend that the
geogrid panels overlap either side by side or end to end by a minimum of
2 feet.
• The aggregate base should be placed over the geogrid to a depth of 12
inches. Aggregate base should be TxDOT Type A and meet the
gradation, durability, and plasticity requirements of TxDOT Item 247
Grade 1-2 or better (2014). Aggregate base material should be uniformly
compacted in maximum 6-inch compacted lifts to a minimum of 95% of
the maximum standard Proctor dry density (ASTM D698) and placed at
a moisture content that is sufficient to achieve density.
• Field density and moisture content testing should be performed at the
rate of one (1) test per lift per 100 linear feet of roadway. These tests are
necessary to determine if the recommended moisture and compaction
requirements have been attained.
Closing
We appreciate the opportunity to provide this service to you. We anticipate that this information
will be sufficient for your needs at this time. Please feel free to contact D&S Engineering Labs
should you have any questions or concerns with respect to the contents of this addendum.