HomeMy WebLinkAboutContract 57676-PM2CSC No. 57676-PM2
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CONSTRUCTION CONTRACT
TABLE OF CONTENTS
Page No.
RECITALS - ……….......................................................................................... 4
ARTICLE 1 – DEFINITIONS ......................................................................................... 4
ARTICLE 2 – CONSTRUCTION ................................................................................... 5
ARTICLE 3 – CONTRACT PRICE AND PAYMENT .................................................. 6
ARTICLE 4 – CONTRACT DOCUMENTS .................................................................. 7
ARTICLE 5 – SURVEYS, STAKES, AND PERMITS .................................................. 7
ARTICLE 6 – EXAMINATION OF JOB SITE.............................................................. 9
ARTICLE 7 – TESTING, INSPECTIONS AND CORRECTION OF WORK .............. 9
ARTICLE 8 – CHANGES IN WORK .......................................................................... 10
ARTICLE 9 – TIME FOR COMPLETION: EXTENSIONS OF TIME ...................... 10
ARTICLE 10 – USE OF LAND BY OWNER .............................................................. 12
ARTICLE 11 – TRAFFIC CONTROL AND CLEAN UP ........................................... 12
ARTICLE 12 – SUBCONTRACTORS ........................................................................ 12
ARTICLE 13 – PROTECTION AND CHARACTER OF WORKMEN ...................... 13
ARTICLE 14 – PROTECTION OF PROJECT ............................................................. 14
ARTICLE 15 – INDEMNITY AGREEMENT ............................................................. 14
ARTICLE 16 – INSURANCE TO BE MAINTAINED BY CONTRACTOR ............. 15
ARTICLE 17 – NO WAIVER ....................................................................................... 17
ARTICLE 18 – WARRANTY....................................................................................... 17
ARTICLE 19 – TERMINATION OF CONTRACTOR BY OWNER ......................... 17
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TABLE OF CONTENTS, Continued
Page No.
ARTICLE 20 – OTHER CONTRACTORS .................................................................. 19
ARTICLE 21 – ATTORNEY’S FEES .......................................................................... 19
ARTICLE 22 – NOTICES ............................................................................................. 20
ARTICLE 23 – ASSIGNMENTS .................................................................................. 20
ARTICLE 24 – GENERAL PROVISIONS .................................................................. 20
ARTICLE 25 – NON-DISCRIMINATION .................................................................. 21
ARTICLE 26 – TAXES ................................................................................................. 22
ARTICLE 27 – BOOKS AND RECORDS ................................................................... 22
ARTICLE 28 – BOYCOTTING ISRAEL & ANTI-TERRORISM VERIFICATION . 22
ARTICLE 29 – ETHICS ................................................................................................ 23
ARTICLE 30 – ENVIRONMENTAL PROTECTION ................................................. 23
SIGNATURE PAGE .................................................................................................... 24
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TABLE OF CONTENTS, Continued
LIST OF EXHIBITS
EXHIBIT A IMPROVEMENTS
EXHIBIT B CONTRACT DOCUMENTS
EXHIBIT C SPECIFICATIONS
EXHIBIT D ESTIMATED QUANTITIES AND UNIT COSTS
EXHIBIT E SPECIAL CONDITIONS
EXHIBIT F INVOICING INSTRUCTIONS
EXHIBIT G SURVEY STAKING PROVIDED BY OWNER
EXHIBIT H PROHIBITION ON BOYCOTTING ISRAEL
EXHIBIT I FORM 1295
EXHIBIT J GEOTECHNICAL REPORT
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CONSTRUCTION CONTRACT
THIS CONSTRUCTION CONTRACT, referred to as “Contract,” dated as of the date
on the Contract Signature Page by and between the “Owner” designated on the Contract
Signature Page and the “Contractor” designated on the Contract Signature Page is entered into
with reference to the following recitals:
A. Owner holds title to the land shown in the “Contract Documents” (as that term is
hereinafter defined). The land described is referred to as the “Premises”.
B. Owner desires to have improvements constructed on portions of the Premises.
The Improvements consist of the improvements described on Exhibit A to this
Contract.
C. Owner desires to engage Contractor and Contractor desires to be engaged as an
independent contractor to perform the Work hereinafter described.
NOW, THEREFORE, in consideration of the mutual promises contained herein the parties
hereto agree as follows:
ARTICLE 1 – DEFINITIONS
1.1 Whenever used in this Contract the following terms shall have the meaning hereinafter
set forth:
1.1.1 “Improvements” shall mean the improvements to be constructed by Contractor
pursuant to this Contract as described in Exhibit A.
1.1.2 “Work” shall mean the labor, material, and service required by the Contractor to
construct the Improvements.
1.1.3 “Contract Documents” shall mean and include the following documents to the
extent that the documents have been prepared:
(i) This Construction Contract;
(ii) The approved project drawings, specifications, general conditions and
special conditions specifically referenced in this Construction Contract.
(The special conditions, if any, are attached hereto as Exhibit E and
incorporated herein by reference.)
(iii) All addenda and modifications incorporated into or otherwise expressly
made a part of any of the documents enumerated above before execution
of this Contract; and
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(iv) Any modification, change order or written order for a change made or
issued pursuant to the terms and conditions of this Contract.
An enumeration of the Contract Documents appears in Exhibit B to this Contract.
The Specifications are attached hereto as Exhibit C and incorporated herein by
reference.
1.1.4 “Engineer” shall mean the Design Engineer of Record and his authorized
representatives.
1.1.5 “Governing Public Authority” shall mean the governmental authority such as:
District, Town, City, County, State and/or Federal government having jurisdiction
over the Project whether it being public or private to include any and all of the
Project’s parts thereof.
1.1.6 “Subcontractor” shall mean any independent contractor having a direct contract
with Contractor to furnish equipment, materials, or labor, labor and materials, or
labor and equipment for the Improvements.
1.1.7 “Construction Manager” shall mean the person designated by Owner, who shall
be the Owner’s agent for making decisions or giving approvals at the Project Site
which may be necessary or prudent for the smooth flow of the Work. All notices
required to be given by Contractor to Owner in this Contract shall be deemed
properly delivered to Owner when delivered to Construction Manager and
Contractor shall be entitled to rely on Construction Manager’s instruction and
approvals. Owner shall have the right to change the Construction Manager at any
time.
1.1.8 “Progress Payment” shall mean any installation of the Contract price payable to
Contractor in the manner specified herein.
1.1.9 “Project Site” shall mean those portions of the Premises reasonably required for
Contractor’s use in constructing the Improvements.
ARTICLE 2 – CONSTRUCTION
2.1 Contractor shall furnish and/or perform, or, subject to Owner’s right to approve any
subcontractor as hereinafter set forth, cause to be furnished and/or performed, all labor,
materials and equipment, of every kind and description necessary to construct the
Improvements in a first-class and good workmanlike manner in strict accordance with the
requirements and provisions of the Contract Documents.
2.2 Contractor shall prepare and submit, after instructions from Owner to commence, an
estimated progress schedule for constructing the Improvements to be approved by the
Construction Manager and Owner.
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2.3 Contractor agrees to cooperate with the Construction Manager, as Owner’s agent. The
Construction Manager is authorized to give instructions, on Owner’s behalf, to facilitate
the smooth flow of work.
2.4 All drawings, specifications, descriptions, plats, field notes, reports, designs, samples and
other documents or materials compiled or furnished by Contractor in the course of or as a
result of performing the Work shall be the property of Owner and may be used by Owner
for any purpose whatsoever at Owner’s sole risk and expense.
ARTICLE 3 – CONTRACT PRICE AND PAYMENT
3.1 Unit Price. Owner shall pay Contractor for each item of the Work a unit price, as shown
in Exhibit D, attached to this Contract. These unit prices shall be considered inclusive of
all work. This work consists of delivery of the Contractual Improvements complete.
3.2 Progress Payments. Contractor may submit monthly progress billings for “Progress
Payments” for one hundred percent (100%) of the value of the portion of the Work
performed (excluding stored materials) during each monthly period, by following the
format and procedure set forth in Exhibit F, Invoicing Instructions. Progress billings
shall be submitted to the Construction Manager by the 25th day of the month. Subject to
the provisions of this Article, ten percent (10%) of all Progress Payments shall be
retained by Owner until Contractor’s scope of work has been completed and accepted by
the Owner and the Governing Public Authority. Such statement shall be categorized
according to the code and unit item listing set forth on Exhibit D attached to this
Contract. Such statement shall show the retained percentage. Subject to the aforesaid,
Progress Payments will be made within twenty (20) days following Owner’s receipt of
Contractor’s statement. Progress Payments for Improvements shall not be construed as
evidence of acceptance of any part of Contractor’s work. Contractor agrees to furnish, if
and when required by Owner, payroll affidavits, receipts, vouchers, releases or claims for
labor and material by Contractor and/or by subcontractors or other persons performing
work or furnishing materials to Contractor or any subcontractor, all in form of content of
satisfactory to Owner.
3.3 Withholding of Payment. Owner may withhold from any Progress or other payment due
Contractor under the terms of this Contract such amount as in the reasonable judgment of
Owner shall be necessary to protect Owner from loss because of (i) defective work not
remedied, (ii) lien claims filed, or evidence presented to Owner indicating a reasonable
probability that such claims will be filed, by persons or entities who supplied labor,
materials, or equipment used in the construction of the Improvements, (iii) failure of
Contractor properly to pay subcontractors and persons supplying labor, materials, or
equipment for use in the construction of the Improvements, (iv) damage caused by
Contractor or its subcontractor, (v) reasonable evidence that the work cannot be
completed for the unpaid balance due of the Contract Price, (vi) failure of Contractor to
substantially comply with the material terms of this Contract. When the above causes
have been removed, payment shall be made for the amount withheld because of them.
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3.4 Final Payment. Final payment, constituting the entire unpaid balance of the Contract
price shall be made by Owner to Contractor when (i) the Contractor’s Work has been
fully performed and accepted by both the Governing Public Authority, Owner, and
Engineer; and (ii) Contractor has furnished to Owner a final affidavit, in the form
attached hereto, that payrolls, bills for materials and equipment, payments due to
subcontractors, and other indebtedness connected with the Work for which the Owner or
the Owner’s property might be responsible or encumbered, have been paid or otherwise
satisfied. Contractor agrees to obtain lien waivers from all Subcontractors on the project.
ARTICLE 4 – CONTRACT DOCUMENTS
4.1 The Contract Documents are intended to complement each other and any items required
by any one such document shall be deemed to be required by all such documents. Any
word used in the Contract Documents, or any of them, which has a well-known technical
or trade meaning shall be deemed to have been used in such document or documents in
accordance with such meaning. In the event of any conflict between different provisions
of the Contract Documents, Contractor shall advise Owner of such conflict and Owner
shall direct Contractor how to proceed with regard to the matter about which there is such
conflict. Contractor shall maintain one complete set of the Contract Documents at the
Job Site which shall be available to the Construction Manager at all times and upon
which the Contractor shall record all change and field adjustments.
4.2 Contractor understands and acknowledges that the detailed information contained in the
Contract Documents is shown or stated therein with as much accuracy as could be
obtained at the time such documents were prepared but that the exact accuracy of such
detailed information is not guaranteed and the exact locations, measurements, and levels
of the various items shown on the Contract Documents will be governed by the physical
requirements of the Premises and the Improvements.
4.3 Contractor shall carefully examine all drawings and specifications for the Improvements
before commencing the construction hereof and promptly notify Owner in writing of any
observed discrepancies in such documents before commencing construction, but
Contractor shall not be responsible for verifying the accuracy or completeness of such
drawings and specifications prepared by Owner’s engineers, architects or others.
ARTICLE 5 – SURVEYS, STAKES, AND PERMITS
5.1 Unless otherwise provided in the Contract Documents, Owner, at its own cost and
expense, shall furnish all land surveys of the Premises required for the performance of
this Contract, including surveys showing the general location of any easements or public
utility lines on the Premises. Owner shall install points, bench marks, and stakes on the
ground which are described in detail in Exhibit G, “Survey Staking Provided by Owner”
and incorporated herein by reference. Contractor shall give Construction Manager at
least twenty-four (24) hours prior notice of any such staking required by Contractor.
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5.2 Contractor shall be responsible for all layouts not described in Exhibit G and shall protect
and preserve the established reference points and shall make no changes of relocation or
said points without the prior written approval of Owner.
5.3 Contractor shall be liable for the destruction or loss of any such benchmarks, reference
points, or stakes caused by the negligent or intentional act or omission of Contractor or
Contractor’s employees, agents or representatives.
5.4 Contractor shall secure all permits from Governing Public Authority at his expense for
the proper execution of the Work. Inspection fees, if any, shall be paid by the Owner.
5.5 Contractor shall not enter property adjacent to the Premises for any purpose without
obtaining written permission to do so from the owner of such adjacent property, and shall
provide written notice or evidence of same to Owner. Contractor shall be responsible for
the preservation of all public property, wetlands, floodplains, trees, monuments,
structures, fences, and improvements, along or adjacent to any street and/or right-of-way,
from damages from Contractor’s Work and shall use every precaution necessary to
prevent damage of all monuments and property marks until an authorized agent of Owner
has witnessed or otherwise referenced their location and shall not remove them until
directed. Locations or utilities shown in the Contract Documents are general locations
only and Contractor shall be responsible for determining the precise location of any and
all utilities on the Premises prior to commencing the Work. Contractor shall also be
responsible for calling for locations and locating existing utilities not documented or
shown on plans. In the event Contractor shall disturb any landscaped or hardscaped areas
while performing the Work, Contractor shall return those areas to their original condition
prior to the Work being fully performed. Rectification of damage or destruction to the
landscaping or hardscaped areas forming part of the adjacent properties shall be at
Contractor’s sole cost and expense.
5.6 Contractor shall at all times so conduct the Work as to insure the least possible
obstruction to traffic and inconvenience to the general public and the residents in the
vicinity of the Work, and to insure the protection of persons and property. Roads or
streets shall not be closed to the public except with permission of the proper authorities.
Fire hydrants and water valves on or adjacent to the Work shall be kept accessible to fire-
fighting equipment at all times. Temporary provisions shall be made by Contractor to
insure the use of sidewalks and the proper functioning of all gutters, sewer inlets,
drainage ditches and irrigation ditches, which shall not be obstructed. Contractor is to
advise Owner should any roads, streets, or other existing improvements require closure.
5.7 Contractor shall provide and maintain such sanitary accommodations for the use of its
employees and those of its subcontractors as may be necessary to comply with the
requirements and regulations of the local and state departments of health and Owner.
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ARTICLE 6 – EXAMINATION OF JOB SITE
6.1 Contractor has by careful examination ascertained (i) the nature and location of the
Improvements, (ii) the surface conformation of the ground on which the Improvements
are to be constructed, (iii) the character, quality, and quantity of the materials, equipment
and facilities necessary to complete the Improvements, and (iv) the general and local
observable conditions pertaining to the Improvements. Contractor enters this Contract
solely because of the results of such examination and not because of any representations
pertaining to the Improvements or the completion thereof made to Contractor by Owner
or any agent of Owner and not contained in this Contract. Owner agrees that subsurface
or other presently unknown conditions may be encountered during performance of the
Work which may result in extension of time for completion and increase in compensation
due Contractor. Contractor agrees to notify Owner promptly in writing upon
encountering any such condition. Contractor will advise Owner in writing of the extent
of the time delays and provide revised schedules of anticipated completion dates.
ARTICLE 7 – TESTING, INSPECTIONS AND CORRECTION OF WORK
7.1 Should the Owner, the Contract Documents, or any law, ordinance, or Governing Public
Authority require that any portion of the Work be tested or inspected, Contractor shall
give notice to Owner (or Governing Public Authority if the Governing Public Authority
is the inspecting body) when such portion is ready for such testing, inspection, or
approval, or, if the testing, inspection or approval is to be made or given by a person
other than Owner, of the time, place, and date when such testing, inspection or approval
is to be made or given. Should any portion of the Work be covered up before inspection
has taken place, the Contractor, at Contractor’s sole cost and expense, shall uncover such
portion of the Work for inspection as required by Owner or Governing Public Authority.
7.2 Owner or Governing Public Authority may request reexamination of any portion of the
Work and Contractor must uncover such Work. Should such portion of the Work be
found on such reexamination not to conform to the Contract Documents, Contractor shall
bear the full cost of uncovering and replacing such portion. Should such portion of the
Work on such reexamination be found to conform to the Contract Documents, Owner
shall pay all costs of uncovering and replacing such portion.
7.3 Contractor shall promptly correct any portion of the Work that has been damaged or not
performed in accordance with this Contract. If Contractor fails to make such corrections
or fails to carry out the Work in accordance with this Contract, then Owner may give
Contractor written notice to do so; and if Contractor fails within a seven (7) day period
after receipt of such written notice to commence and continue correction and
performance with diligence and promptness, then Owner may, without prejudice to other
remedies Owner may have, correct such deficiencies or perform such Work; in such case
an appropriate Change Order shall be issued deducting from payments then or thereafter
due to Contractor the cost of correcting such deficiencies or performing such Work. If
payments then or thereafter due to Contractor are not sufficient to cover such amounts,
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Contractor shall pay the difference to Owner. Contractor shall be required to pay such
difference immediately upon written demand by Owner.
ARTICLE 8 – CHANGES IN WORK
8.1 Without invalidating this Contract and without notice to any surety or sureties on any
bond or bonds required by Contractor, Owner may order modifications in the Work or
may order additional work not shown in the Contract Documents to be performed by
Contractor and such modifications or additional work may entitle Contractor to extra
compensation. Such modifications or extra work shall be authorized by a written Change
Order, signed by Owner, such written Change Order to be executed prior to such
modifications or extra work being commenced.
8.2 If modifications in the Work or additional work not shown on the Contract Documents
are authorized pursuant to Paragraph 8.1 above, such additional work or modification
shall be performed by Contractor and the cost thereof added to the Contract Price and
paid by Owner upon completion of such additional work or modification.
ARTICLE 9 – TIME FOR COMPLETION: EXTENSIONS OF TIME
9.1 Owner shall give Contractor written notice to proceed and Contractor shall complete the
work in the number of working days specified on the Exhibit D of the Contract.
Contractor shall provide Owner a schedule prior to commencing work. Contractor shall
commence work on the Improvements in accordance with schedule and shall, unless
delayed by one of the causes stated in Paragraph 9.4, below, and documented as
mentioned in Paragraph 9.5 below, work diligently and substantially continuously until
completion of the Improvements.
9.2 A working day is defined as a calendar day not including Saturdays, Sundays, or those
legal non-days as specified in the list prepared by the Owner for contract purposes, in
which weather or conditions not under the control of the Contractor shall permit the
performance of the principal units of work underway for a continuous period of not less
than seven (7) hours between 7:00 a.m. and 6:00 p.m. A principal unit of work shall be
that unit which controls the completion time of the Contract. Nothing in this definition
shall be construed as prohibiting the Contractor from working on Saturdays if he so
desires and permission of the Governing Public Agency has been granted. If Saturday or
Sunday work is permitted, working time shall be charged on the same basis as weekdays.
Where the working time is expressed as calendar days or a specific date, the concept of
working days shall no longer be relevant to the contract.
9.3 Substantial Completion date shall be defined in this contract and/or any of its
accompanying exhibits as the stage in the progress of the Work when the Work or
designated portion thereof is sufficiently complete in accordance with the Contract
Documents so that the Owner can occupy or utilize the Work for its intended use.
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9.4 Either party, Contractor or Owner, may be excused for delays in the performance of this
Contract caused by any intentional acts or gross neglect of the other, by any acts of any
public enemy, by any acts of any governmental agency, by war or war defense
conditions, by fires, by unusual delays in transportation, by labor disputes, or by any
other cause resulting in delay of the Work which is beyond such party’s reasonable
control. Each party shall use due diligence to avoid any such delay or default and to
resume performance under this Contract as promptly as possible after any such delay.
9.5 The completion date may only be changed for a delay of one of the causes mentioned in
Paragraph 9.4. Any claim for an extension in the completion date by Contractor shall be
based on written notice and supporting data delivered to Owner within thirty (30) days of
the occurrence of the delaying event giving rise to the claim. Owner may allow
Contractor an additional period of time to ascertain and collect more accurate data;
however, all claims for adjustment of the Completion Date shall be determined by
Owner.
9.6 The completion date will be extended in an amount equal to time lost due to delays
beyond the control of Contractor, if a claim is made therefore and approved by Owner, as
provided in Paragraph 9.5, which approval will not be unreasonably withheld or delayed.
9.7 Liquidated Damages for Failure to Complete on Time: The time of completion is the
essence of this Contract. For each calendar day that any work shall remain uncompleted
after the time specified in the Proposal and the Contract, or the increased time granted by
the Owner, or as equitably increased by additional work or materials ordered after the
Contract is signed, the sum per day given in the following schedule, unless otherwise
specified in the Special Conditions, shall be deducted from the monies due the
Contractor.
Amount of Contract ($)
Amount of Liquidated
Damages ($)
Less than
5,000.00
60.00
Per Day
5,000.00 to 14,999.99 80.00 Per Day
15,000.00 to 24,999.99 100.00 Per Day
25,000.00 to 49,999.99 120.00 Per Day
50,000.00 to 99,999.99 250.00 Per Day
100,000.00
250,000.00
500,000.00
to
to
to
249,999.99
499,999.99
999,999.99
500.00
750.00
1,000.00
Per Day
Per Day
Per Day
More than 1,000,000.00 1,250.00 Per Day
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The sum of money thus deducted for such delay, failure, or non-completion is not to be
considered as a penalty, but shall be deemed, taken, and treated as reasonable liquidated
damages, per calendar day that the Contractor shall be in default after the time stipulated
on the Contract for completing the Work. The said amounts are fixed and agreed upon
by and between Owner and Contractor because of the impracticability and extreme
difficulty of fixing and ascertaining the actual damages the Owner in such event would
sustain; and said amounts are agreed to be the amount of damages which the Owner
would sustain and which shall be retained from the monies due, or that may become due,
the Contractor under this contract; and if said monies be insufficient to cover the amount
owing, then the Contractor or his surety shall pay any additional amounts due.
ARTICLE 10 – USE OF LAND BY OWNER
10.1 During construction of Improvements, Owner shall have the right to use such portion(s)
of the Premises as may from time to time be deemed safe for such use by the
Construction Manager. The use by Owner of any such portion(s) of the Premises shall
not (i) constitute an acceptance by Owner of any Improvements which may have been
constructed on such portion of the Premises by Contractor, (ii) affect in any way the dates
and times when payments become due to Contractor from Owner under this Contract, or
(iii) prejudice Owner’s rights under this Contract. The Improvements shall be deemed
completed only when all Work under this Contract has been fully performed and a notice
of completion of the Improvements has been duly accepted in writing by Owner and
Governing Public Authority which acceptance will not be unreasonably withheld or
delayed.
ARTICLE 11 – TRAFFIC CONTROL AND CLEAN UP
11.1 Whenever the performance of the Work under this Contract creates a condition which
could be hazardous to the public, Contractor shall take all necessary precautions and
provide adequate means to protect those who must pass through, over, or adjacent to the
Work. Contractor will notice Owner in writing of such risk.
11.2 During the performance of this Contract, Contractor shall keep all property adjacent to
the Premises free of all accumulated rubbish and waste materials caused by Contractor’s
operations in performing this Contract. On completion of the Improvements, Contractor
promptly shall remove all such rubbish and waste materials, structures and all equipment
used by it in performing this Contract from the Premises and adjacent property. If the
Contractor fails to maintain and clean the Premises, the Owner may use the procedure
provided in Paragraph 7.3 and the cost shall be charged against the Contractor.
ARTICLE 12 – SUBCONTRACTORS
12.1 Before subcontracting any portion of the Work, Contractor shall deliver to Owner a
written list of the names of all persons and entities intended to be employed by
Contractor as Subcontractors to work on Improvements.
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12.2 Should Owner have any objections to the employment of any person or entity named on
the list of Subcontractors delivered to Owner pursuant to the foregoing paragraph, Owner
shall serve written notice of such objection on Contractor within five (5) business days
after the delivery of such list and Contractor shall substitute another person or entity
acceptable to Owner in place of the person or entity to whom such objection was made.
12.3 Contractor shall not employ any person or entity as a Subcontractor on the Improvements
that has been objected to by Owner. Failure of Owner to serve written notice on
Contractor pursuant to Paragraph 12.2 of any objections it may have to any person or
entity named on the list of Subcontractors within five (5) business days after the delivery
of such list to Owner shall constitute approval by Owner of the employment of such
person or entity as a Subcontractor on the Improvements.
12.4 Contractor shall be as fully responsible to Owner for the acts and omissions of its
Subcontractors and of persons either directly or indirectly employed by such
Subcontractors as Contractor is for the acts and omissions of persons directly employed
by Contractor.
12.5 Nothing contained in this Article or in any of the Contract Documents shall create a
contractual relationship of any kind between any Subcontractor and Owner.
ARTICLE 13 – PROTECTION AND CHARACTER OF WORKMEN
13.1 Contractor shall take all necessary precautions for the safety of persons employed to
work on the Improvements and shall without limiting the generality of the foregoing (i)
comply with all applicable provisions of any federal, state, county, or municipal safety
laws, ordinances, regulations, or building codes, to prevent injury to such persons while
on, about, or adjacent to the Premises, (ii) properly erect and maintain at all times such
safeguards for the protection of persons employed to work on the Improvements as the
conditions and progress of the Work may require and (iii) conspicuously post such signs
as may be necessary to warn persons employed to work on the Improvements of all latent
hazards known to and created by Contractor existing on the Premises.
13.2 Contractor shall at all times be responsible for the conduct and discipline of Contractor’s
employees and/or any Subcontractor or persons employed by Subcontractors. All
workmen must have sufficient knowledge, skill, and experience to perform properly the
work assigned to them. Any supervisor, foreman, or workmen employed by Contractor
or any Subcontractor who does not perform his work in a skillful manner or appears to be
incompetent or to act in a disorderly or intemperate manner shall, at the written request of
Owner, be discharged immediately and shall not be employed again in any portion of the
Work without the approval of Owner.
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ARTICLE 14 – PROTECTION OF PROJECT
14.1 Contractor shall furnish and install at its own cost and expense such material and devices
as are customarily furnished by similar contractors in the industry to protect the
Improvements or any part thereof from damage or destruction by rain, wind, or the
elements prior to full and final completion of the Improvements. Contractor shall be
responsible for such protection of the Improvements until acceptance by Owner.
14.2 In the event of an emergency endangering life or property, Contractor shall perform any
work and shall furnish and install any materials and equipment necessary or prudent
during the emergency. In all cases Contractor shall notify Owner of the emergency as
soon as practicable, but it shall not wait for instructions before proceeding to properly
protect both life and property. Unless caused by Contractor, its employees, agents or
Subcontractors, Contractor shall be entitled to reasonable compensation from Owner for
such materials or equipment furnished during any such emergency.
ARTICLE 15 – INDEMNITY AGREEMENT
15.1 Contractor shall indemnify and hold harmless Owner, Construction Manager, and
Engineer their agents, successors and assigns (“indemnitees”) from and against any and
all claims, and liabilities, of any nature, kind or description, including, without limitation,
court costs, attorneys’ fees, costs of investigation, directly or indirectly arising out of,
caused by, or resulting from (in whole or in part) the performance of Contractor’s work
or the acts or omissions of Contractor’s employees, agents, Subcontractors or
representatives. THIS INDEMNITY OBLIGATION SHALL INCLUDE SUCH
CLAIMS, DAMAGES OR CAUSES OF ACTION, THAT MAY BE CAUSED OR
ALLEGED TO BE CAUSED IN PART BY THE NEGLIGENCE OR OTHER ACT OR
OMISSION OF OWNER, CONSTRUCTION MANAGER, ENGINEER, OR ANY
OTHER INDEMNITEE. WHERE SUCH CLAIMS, DAMAGES, LOSSES AND
EXPENSES ARE BROUGHT BY AN EMPLOYEE OR BORROWED SERVANT OF
CONTRACTOR, AND SUCH CLAIMS ARE BARRED FROM BEING BROUGHT
AGAINST CONTRACTOR UNDER APPLICABLE WORKERS COMPENSATION
LAWS OR PROPORTIONAL RESPONSIBILITY LAWS OR A JURY ISSUE IS
REQUESTED BUT NOT GRANTED ON THE ISSUE OF CONTRACTOR’S
CONTRIBUTORY NEGLIGENCE, SUCH CLAIMS SHALL BE DEEMED TO ARISE
ONLY IN PART FROM THE NEGLIGENCE OF INDEMNITEES AND
SUBCONTRACTOR AGREES TO INDEMNIFY THE CONTRACTOR, THE OWNER
AND ALL INDEMNITEES FROM THE CONSEQUENCE OF THEIR OWN
CONTRIBUTORY NEGLIGENCE. This indemnification shall not be subject to
limitation by any policy of workers compensation or other insurance or damages payable
or paid under any policy of insurance carried by Contractor. The indemnity set forth
above includes any claims, liabilities, fines, and/or remedial action required, including
attorney’s fees, including strict liability arising out of any actual or alleged injury to
persons or property or contamination of the environment, whether from pollution, or
otherwise and whether or not prosecuted by a governmental entity. Such indemnity
includes any representation or action required in connection with any administrative
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proceedings arising out of actual or alleged damage to the environment, including, but
not limited to, notification that any indemnitee may be a potentially responsible party for
any actual or alleged damage to the environment. The obligation for indemnity shall
survive termination of this Contract.
THE INDEMNITY SET FORTH ABOVE SHALL INCLUDE, WITHOUT
LIMITATION, ANY AND ALL PENALTIES IMPOSED ON ACCOUNT OF THE
VIOLATION OF ANY LAW OR REGULATION, CAUSED OR ALLEGED TO BE
CAUSED IN WHOLE OR IN PART BY CONTRACTOR’S WORK.
CONTRACTOR SHALL (I) AT ITS OWN COST AND EXPENSE AND RISK,
DEFEND ALL SUITS, ACTIONS OR OTHER LEGAL PROCEEDINGS THAT
MAY BE BROUGHT OR INSTITUTED BY A THIRD PERSON AGAINST
OWNER, CONSTRUCTION MANAGER, ENGINEER, THEIR AGENTS OR
SERVANTS ON ANY SUCH CLAIM, DEMAND, OR CAUSE OF ACTION OR
SUCH THIRD PERSON OR TO ENFORCE ANY SUCH PENALTY, (II) PAY
AND SATISFY ANY JUDGMENT OR DECREE THAT MAY BE RENDERED
AGAINST OWNER, CONSTRUCTION MANAGER, OR ENGINEER THEIR
AGENTS OR SERVANTS IN ANY SUCH SUIT, ACTION, OR OTHER LEGAL
PROCEEDINGS AND (III) REIMBURSE OWNER, CONSTRUCTION
MANAGER, OR ENGINEER THEIR AGENTS AND SERVANTS FOR ANY AND
ALL REASONABLE LEGAL EXPENSES INCURRED BY ANY OF THEM IN
CONNECTION THEREWITH.
ARTICLE 16 – INSURANCE TO BE MAINTAINED BY CONTRACTOR
16.1 Contractor, at its own expense, shall procure and maintain in full force and effect during
the performance of this Agreement and for one year thereafter, except as noted below, the
following policies of insurance:
16.1.1 Statutory Workers Compensation Insurance and Employer’s Liability Insurance
with a minimum of $100,000 per occurrence.
16.1.2 Broad Form Comprehensive General Liability including Completed Operations,
Products Liability Premises and Operations, Contractual Liability, Personal Injury
XCU, Broad Form Property Damage, Contractors’ Protective, with a combined
single limit of not less than $1,000,000 for each occurrence.
16.1.3 Comprehensive Automobile Liability Insurance for all motor vehicles operated by
or for Contractor, owned and non-owned, with a combined single limit of not less
than $1,000,000.
16.2 During the express warranty period referred to in this Contract, Contractor agrees to
maintain said Comprehensive General Liability Insurance, including Completed
Operations and Products Liability coverage.
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16.3 Prior to commencement of the Work described in this Contract, Contractor agrees to
deliver to Owner and to Construction Manager, without expense to Owner or
Construction Manager, a Certificate (on an ACORD form confirming coverage) from
Contractor’s insurance companies which shall certify, when applicable, the following:
16.3.1 That each said policy is then in full force and effect and the expiration date and
limits thereof.
16.3.2 That each said policy shall not be canceled or materially changed without ten (10)
days prior written notice to Owner or Construction Manager.
16.3.3 That each the Owner, the Construction Manager, and the Engineer is named as
additional insured under each policy.
16.3.4 That such insurance shall expressly provide that “It is understood and agreed that
the Owner, the Construction Manager, and the Engineer may have or may procure
for its own account non-contributing insurance without notice to this insurance
company and without prejudice to this insurance. Any such insurance procured
by the Owner shall not be called upon for contribution with the insurance afforded
by this policy. This policy shall be considered primary insurance as to Owner, the
Construction Manager, and the Engineer in connection with the Work of the
insured arising out of or in connection with its Contract with Owner.”
16.3.5 That the parties to the described policies of insurance hereby agree to irrevocably
waive subrogation, claim, or recovery against the Owner, the Construction
Manager, and the Engineer in connection with the work certified.
16.4 All of the insurance required to be procured and maintained by Contractor pursuant to
Paragraph 16.1 shall be issued by insurance companies acceptable to Owner.
When any required insurance, due to the attainment of a normal expiration date or
renewal date, shall expire, the Contractor shall supply both the Owner, the Construction
Manager, and the Engineer with certificates of insurance and amendatory riders or
endorsements that clearly evidence the continuation of all coverage in the same manner,
limits of protection, and scope of coverage as was provided by the previous policy. In the
event any renewal or replacement policy, for whatever reason obtained or required, is
written by a carrier other than that with whom the coverage was previously placed, or the
subsequent policy differs in any way from the previous policy, the Contractor shall also
furnish the Owner, the Construction Manager, and the Engineer with a certified copy of
the renewal or replacement policy unless the Owner provides the Contractor with prior
written consent to submit only a Certificate of Insurance for any such policy. All renewal
and replacement policies shall be in form and substance satisfactory to the Owner, the
Construction Manager, and the Engineer and written by carriers acceptable to the Owner.
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Certificates of insurance required herein shall provide a statement confirming
coverage of the Owner, of the Construction Manager, and of the Engineer as an
additional insured. Certificates issued “for informational purposes only” and
“which confer no rights on the certificate holder”, such as ACORD 24, will not be
accepted.
If the Contractor fails to purchase and maintain, or require to be purchased and
maintained, any insurance required herein, the Owner may, but shall not be obligated to,
upon five (5) days written notice to the Contractor, purchase such insurance on behalf of
the Contractor and shall be entitled to be reimbursed by the Contractor upon demand.
ARTICLE 17 – NO WAIVER
17.1 Neither (i) payment to Contractor by Owner of the full Contract price for any portion of
the Work, nor (ii) acceptance of the Improvements by Owner or any governmental
agency having appropriate jurisdiction shall relieve Contractor of liability for defective
materials or workmanship used in the construction of the Improvements or failure to
construct the Improvements according to the requirements of the Contract Documents or
Change Orders. Acceptance by Contractor of any payment provided for in the Contract
Documents shall be a representation by Contractor to Owner that the portion of the Work
required by the Contract Documents to be performed before such payment became due,
has been completed by Contractor in accordance with the Contract Documents or Change
Orders.
ARTICLE 18 – WARRANTY
18.1 Except as provided in any special guarantees contained in the Contract Documents or any
guarantees by the manufacturers of any materials used in the construction of the
Improvements, Contractor shall remedy any defects due to faulty materials or
workmanship and shall pay for any damage to other work resulting therefrom which shall
appear within the longer of (i) one (1) year after the date of completion of the particular
phase of work, or (ii) the maintenance period required by the appropriate Governing
Public Authority if the Improvements are to be dedicated to public use.
ARTICLE 19 – TERMINATION OF CONTRACT BY OWNER
19.1 Should Contractor commit any of the acts of default described in Paragraph 19.2 and
should such act remain uncured for a period of ten (10) days after Owner gives written
notice thereof to Contractor and Contractor has failed to take substantial actions during
such ten (10) day period to cure such act of default, Owner may, without prejudice to any
other rights or remedies given Owner by law, equity or the Contract Documents (i)
terminate the services of Contractor under this Contract, (ii) take possession of the
Improvements and all materials located on the Premises for which Owner has made
payable to the Contractor, (iii) complete the Improvements by whatever method Owner
may deem expedient.
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19.2 It shall be deemed to be and constitute an act of default by Contractor if Contractor
should:
19.2.1 File a petition in bankruptcy, or if a petition is filed against Contractor and such
petition is not dismissed within 60 days of its filing.
19.2.2 Make a general assignment for the benefit of Contractor’s creditors.
19.2.3 Allow a receiver of Contractor’s assets to be appointed because of Contractor’s
insolvency.
19.2.4 Refuse or fail, except as provided in Article 9 hereof entitled “TIME FOR
COMPLETION: EXTENSIONS OF TIME,” to supply enough properly-skilled
workmen or proper materials to complete the Improvements in the time specified
in this Contract.
19.2.5 Fail to make prompt payments to Subcontractors, laborers, or materialmen for
labor performed on, or materials or equipment used in, construction of the
Improvements.
19.2.6 Disregard any law or ordinance relating to the Improvements or the completion
thereof; or
19.2.7 Otherwise commit a substantial violation of any material provision of the
Contract Documents.
19.3 If, on completion of the Improvements by Owner, the expenses incurred by Owner in
completing the Improvements, including any compensation paid by Owner for
supervisorial services in completing the Improvements, exceed the unpaid balance of the
Contract Price, such excess shall promptly be paid by Contractor to Owner, and if there is
any excess of the unpaid balance of the Contract price above such expenses in completing
the Improvements, such excess shall promptly be paid by Owner to Contractor.
19.4 Should services of Contractor under this contract be terminated by Owner pursuant to
Paragraph 19.1 before completion of the Improvements, Contractor shall promptly,
within ten (10) days after service of written notice on Contractor to do so, remove all its
equipment and supplies from any property owned or controlled by Owner. Should
Contractor fail to so remove its equipment and supplies, Owner may remove the same
and store them at the cost and expense of Contractor.
19.5 In addition to Owner’s other rights and remedies under this Contract or available to
Owner at law or in equity, Owner may elect to terminate this Contract for any or no
reason as follows:
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19.5.1 This Contract may be canceled and terminated at the option of Owner at any time
during the term of the Contract upon thirty (30) days written notice to the
Contractor (“Notice of Cancellation”). In the event of such cancellation, the
Contractor shall present to the Construction Manager within ten (10) days after
Notice of Cancellation, a claim for final payment consisting of the actual amount
due based upon the unit prices for Work set forth on Exhibit D completed through
the thirty (30) day cancellation period.
19.5.2 Payment of such amount plus all retainage shall be made to Contractor within
twenty (20) days after the claim for payment is sent to the Construction Manager
and the Contractor shall have no other claim against the Owner for such amount
and agrees to execute a final lien release.
ARTICLE 20 – OTHER CONTRACTORS
20.1 Owner reserves the right to enter into other contracts with other contractor(s) to perform
other types of work on the Premises. Contractor shall allow Owner, and any such other
contractor(s), reasonable opportunity to store equipment and materials of Owner and such
other contractor(s) on the Premises, and to execute and perform such contracts, and
Contractor shall properly connect and coordinate the Work with that of Owner and other
such contractor(s).
20.2 Where the successful performance of the Contractor’s Work is dependent on the proper
performance of work under another contract let by Owner in connection with the
Improvements, Contractor shall observe the completed work performed under such other
contract and promptly serve written notice on Owner of any observed defects therein
which will interfere with the successful performance of the Contractor’s Work.
20.3 Owner and other contractors shall each be responsible for any costs of repairing any
damages each has caused to the Improvements.
ARTICLE 21 – ATTORNEY’S FEES
21.1.1 Should any litigation be commenced between the parties hereto concerning the
Improvements, any provision of the Contract Documents, or the rights and obligations of
either in relation thereto, the prevailing party in such litigation proceedings shall be
entitled, in addition to such other relief as may be granted, to a reasonable sum as and for
its attorneys’ fees in such litigation proceeding.
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ARTICLE 22 – NOTICES
22.1 Unless otherwise specifically provided herein, all notices, demands or other
communication given hereunder shall be in writing and shall be deemed to have been
duly given as of personal delivery, or if mailed, as of the second business day after
mailing by United States registered or certified mail, return receipt requested, postage
prepaid, addressed as follows:
If to Owner, to: DRH – HWY 114, LLC.
6751 North Freeway,
Fort Worth, Texas 76131
Tel: 817-230-0800
If to Contractor, to: Independent Utility Construction, Inc.
5109 Sun Valley Drive
Fort Worth, TX 76119
Tel: 817-478-4444
or to such other address or to such other person as any party shall designate to the others
for such purpose in the manner hereinabove set forth. Delivery to Construction Manager
shall be deemed delivery to Owner.
ARTICLE 23 – ASSIGNMENTS
23.1 This Contract is for the personal services of Contractor and Contractor shall not assign
this Contract, without the prior written consent of Owner, which consent shall be in Owner’s
sole discretion and may be unreasonably or arbitrarily withheld. Any such assignment
without Owner’s prior written consent shall be null and void and deemed to be an act of
default hereunder.
ARTICLE 24 – GENERAL PROVISIONS
24.1 The Contract Documents contain the entire agreement between the parties relating to the
transactions contemplated hereby and all prior or contemporaneous agreements,
understandings, representations and statements, oral or written, are merged herein.
24.2 No modification, waiver, amendment, discharge or change of this Contract shall be valid
unless the same is in writing and signed by the party against which the enforcement of
such modification, waiver, amendment, discharge or change is or may be sought.
24.3 Time is of the essence of each obligation of each party hereto.
24.4 The use herein of (i) the neutral gender includes the masculine and the feminine and (ii)
the singular number indicates the plural, whenever the context so requires.
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24.5 Captions in this Contract are inserted for convenience of reference only and do not
define, describe or limit the scope or the intent of this Contract or any of the terms hereof.
24.6 All exhibits referred to herein and attached hereto are a part hereof.
24.7 All terms of this Contract shall be binding upon and inure to the benefit of and be
enforceable by the parties hereto and their respective legal representatives, successors and
assigns; nothing in the foregoing provision shall be construed to alter the Article entitled
“Assignments.”
24.8 This Contract shall be construed and enforced in accordance with the laws of the State of
Texas.
24.9 This Contract may be executed in any number of counterparts, each of which shall be
deemed to be an original, but all of which together shall constitute one and the same
instrument.
ARTICLE 25 – NON-DISCRIMINATION
25.1 Contractor hereby certifies that the Work performed, produced, and/or furnished under
this Contract has been or will be performed, produced, and/or furnished in full and
complete compliance with all applicable federal and state laws and regulations and
amendments thereto, insofar as they relate to non-discrimination in employment
including, among others, the Fair Labor Standards Act (29 U.S.C. Section 201 et seq.);
the Equal Pay Act (29 U.S.C. Section 206, et seq.); Executive Order No. 11246 (Equal
Employment Opportunity) effective October 24, 1965, and all regulations of the
Secretary of Labor promulgated thereunder; Section 503 of the Rehabilitation Act of
1973 (29 U.S.C. Section 793) and 41 C.F.R. section 60-741.4 and Executive Order
117589; the Vietnam Era Veterans Readjustment Assistance Act of 1984 (38 U.S.C.
Section 2021, et seq.) and 41 C.F.R. Section 60-250.4 and Executive Order 11701;
Executive Order 11625 regarding utilization of minority business enterprises; Section 7
of the Defense Acquisition Regulation and Parts 1-7 of the Federal Procurement
Regulations; Section 7-104.36(b) of the Armed Services Procurement Regulations
(ASPR) setting forth the minority business enterprises subcontractor program clause;
Section 7-104.14(a) of the ASPR regarding utilization of small business concerns;
Section 1.805 of the ASPR regarding labor surplus area concerns; Section 7.104.14(b)
and 7-104.20(b) of the ASPR regarding small business and labor surplus subcontractors;
Executive Order 12138 regarding utilization of female-owned business enterprises.
Contractor certifies that it does not and will not maintain any facilities it provides for its
employees in the segregated manner, or permit the employees to perform their services at
any location under its control where segregated facilities are maintained. Contractor
agrees to execute, upon Owner’s request, Owner’s standard form of Certificate of
Compliance with the United States Government’s laws and regulations governing equal
employment opportunity, the employment of the handicapped, and the employment of
veterans of the Vietnam era, which Certificate of Compliance, as it may be reasonably
revised, upon execution by Contractor shall become a part hereof without further
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reference thereto. Contractor further agrees that, upon Owner’s request, Contractor will
obtain identical certificates from proposed Subcontractors prior to the award of
subcontracts if such subcontracts are not exempt from the provisions of the aforesaid
laws and regulations and that Contractor will retain certifications in its files. Contractor
recognizes its responsibilities under the Immigration and Naturalization Act as recently
amended and agrees to comply in all respects with the requirements of the Act as
amended in so far as Contractor’s employees are concerned.
ARTICLE 26 – TAXES
26.1 Contractor shall pay all federal, state, and local taxes including, but not limited to, sales,
privilege, use, contracting, and excise taxes owing by Contractor in connection with
payments made to Contractor for Contractor’s performance under this Contract.
26.2 If Owner subsequently pays any sales, privilege, use, contracting, or excise taxes as an
Owner-Builder or Prime Contractor because of the sale or off-site improvements
performed or because the property benefitted by such off-site improvements, Contractor
will request refunds from the taxing authority of any taxes which it paid and for which
Contractor would not have been liable if Owner had been Owner-Builder or Prime
Contractor. Contractor shall also, provided Owner paid such tax amounts previously to
Contractor, at Owner’s election, pay such refunds to Owner, credit refunds to Owner’s
account or execute a waiver of the right to a refund.
ARTICLE 27 – BOOKS AND RECORDS
27.1 Contractor agrees to make, keep and maintain, in accordance with generally accepted
accounting principles and practices consistently applied from year to year, complete
books, records, invoices and records of payments relating to the Work while it is being
performed.
27.2 For the purposes of audit Owner shall have the right to examine either directly or through
its authorized representatives or agents, after at least three (3) days prior notice, during
business hours and for a reasonable length of time, the books, records, and accounts of
Contractor insofar as they are pertinent to this Contract. Owner’s right to inspection shall
not apply to the Contractor’s trade secrets or other proprietary information designated
and/or asserted as such.
ARTICLE 28 –BOYCOTTING ISRAEL AND ANTI-TERRORISM VERIFICATION
28.1 HOUSE BILL 89 VERIFICATION. By signing and entering into this Agreement,
Contractor verifies, pursuant to the Government Code Section 2270.001, it does not
boycott Israel and will not boycott Israel during the term of this Agreement.
28.2 ANTI-TERRORISM VERIFICATION. Contractor hereby represents and warrants that
at the time of this Agreement neither Contractor, nor any wholly-owned subsidiary,
majority-owned subsidiary, parent company or affiliate of Contractor: (i) engages in
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business with Iran, Sudan, or any foreign terrorist organization as described in Chapters
806 or 807 of the Texas Government Code, or Subchapter F of Chapter 2252 of the Texas
Government Code; or (ii) is a company listed by the Texas Comptroller under Sections
806.051, 807.051, or 2252.13 of the Texas Government Code. The term “foreign
terrorist organization” has the meaning assigned to such term in Section 2252.151 of the
Texas Government Code.
ARTICLE 29 –ETHICS
29.1 Form 1295 Filing: By signing and entering into this Agreement, Contractor agrees to
comply with House Bill 1295 which added section 2252.908 of the Government Code.
The law states that a governmental entity or state agency may not enter into certain
contracts with a business entity unless the business entity submits a disclosure of
interested parties to the governmental entity or state agency at the time the business entity
submits the signed contract to the governmental entity or state agency. Form 1295 Must
be filed online at www.ethics.state.tx.us/File. Exhibit I
ARTICLE 30 – ENVIRONMENTAL PROTECTION
30.1 Environmental Compliance: Contractor shall comply with applicable laws, regulations,
orders and guidance administered by the U.S. Environmental Protection Agency, the
Texas Commission on Environmental Quality (TCEQ) and any local agency(s) with
jurisdiction. The matters covered by this paragraph include, without limitation,
discharges of waste to air, water, or land, solid waste disposal and management of
“hazardous substances”.
30.2 Compliance with TPDES: All work shall be performed in accordance with the terms and
conditions of the general Texas Pollutant Discharge Elimination System (TPDES) permit
and the Storm Water Pollution Prevention Plan specific to this project. The Owner will
be considered the Operator for the project. By signature of this Contract, the Contractor
certifies:
The Contractor shall be required to maintain all erosion control devices during the Work.
The Contractor shall also immediately repair any erosion control devices damaged in the
course of the Work. The Contractor shall adhere to all EPA, TCEQ, and MS4 regulations
and requirements pertaining to his activities during the term of this contract.
30.3 Jurisdictional Waters of the U.S.: Contractor shall respect all designated “Waters of the
U.S.” or “Wetlands” at or near the project during his course of construction. No vehicles,
machinery, materials storage, fill, or excavation shall occur in these areas unless specified
on the plans. If Contractor is unsure of “Jurisdictional Area”, he shall notify the Owner’s
representative for clarification.
OWNER: DRH — HWY 114, LLC.
Date: � � `� � �� ��
: / _,; �
�
Name: �, ���Q,r
Title: gS�rr�wf ✓".�c�, PR{�.f�6�
Witness or Attest: ��... �
CONTRACTOR: Independent Utility
Construction, Inc.
Date: ' �j ' ��
By:
Name: Q�,�,Ir(� �L') � �
Title: �1�� (.l� �
Witness or Attest: �,�'�- '�-
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EXHIBIT A
IMPROVEMENTS
Street Lights Improvements for Liberty Trails Phase 5, as shown on the City of Fort Worth
approved plans prepared by Pape-Dawson Engineers, Inc., dated March 2022, and all issued
revisions thereafter.
EXHIBIT B
CONTRACT DOCUMENTS
The Contract Documents consist of the following:
1. This contract and all exhibits.
2. Plans for the Construction of Water, Sewer, Paving, Drainage, & Street Light
Improvements to Serve Liberty Trails, Phase 5, prepared by Pape-Dawson Engineers,
Inc., dated March 2022 and all issued revisions thereafter.
EXHIBIT C
SPECIFICATIONS
1. All street light improvements shall be performed in accordance with the City of Fort
Worth and Owner’s geotechnical engineer’s recommendations, construction plans, and
technical specifications.
2. All work dedicated to the City of Fort Worth shall be performed in accordance with City
of Fort Worth Standard Construction Details and Specifications or to North Central Texas
Council of Governments (NCTCOG) Specifications and Standard Details as dictated by
City of Fort Worth. Questions regarding City standards and specifications or North
Central Texas Council of Governments Specifications and Standard Details should be
referred to the City of Fort Worth.
3. If a specification or construction detail is not provided for any portion of the Contractor’s
Work, the Contractor shall notify the Construction Manager/Owner’s
representative/Engineer of Record immediately before commencing said Work.
EXHIBIT D
ESTIMATED QUANTITIES AND UNIT COSTS, PERFORMANCE BOND,
PAYMENT BOND, CONTRACTOR INSURANCE
00 42 43
DAP - BID PROPOSAL
Page 1 of 1
SECTION 00 42 43
Developer Awarded Projects - PROPOSAL FORM
UNIT PRICE BID
Bidder's Application
Project Item Information Bidder's Proposal
Bidlist Item Specification Unit of Bid
Description Unit Price Bid Value
No Section No. Measure Quantity
UNIT V: STREET LIGHTING IMPROVEMENTS
1 2605.3015 2" CONDT PVC SCH 80 (T) 26 05 33 LF 646 $20.57 $13,288.22
2 3441.1410 NO 10 Insulated Elec Condr 34 41 10 LF 1938 $1.83 $3,546.54
3 3441.3002 Rdwy Illum Assmbly TY 8,11,D-25, and D- 34 41 20 EA
30 33 $2,372.00 $78,276.00
4 3441.1633 Install Type 33B Arm 34 41 20 EA 33 $266.00 $8,778.00
5 3441.3301 Rdwy Illum Foundation TY 1,2, and 4 34 41 20 EA 33 $1,502.00 $49,566.00
6 3441.3050 Furnish/Install LED Lighting Fixture (70 watt 34 41 20
ATBO Cobra Head) EA 33 $343.00 $11,319.00
7 3441.4003 Furnish/Install Alum Sign Ground Mount 34 41 30 EA 9 $908.00 $8,172.00
TOTAL UNIT V: STREET LIGHTING IMPROVEMENTS $172,945.76
Bid Summary
UNIT V: STREET LIGHTING IMPROVEMENTS $172,945.76
Total Construction Bid $172,945.76
This Bid is submitted by the entity named below:
I
BIDDER: BY: I<i �ar 1��olfc
!ndepcn,.t��ir f tilir, � .--=;u� .�. Li�� �r
ilU9 Sun �'alle� Ur
Fort �Yorth, TX 76] I�� TTTLE: Presiden� �
DATE: 3;?c �n�Z
Contractor agrees to complete WORK for FINAL ACCEPTANCE within
CONTRACT commences to run as provided in the General Conditions.
END OF SECTION
CTTY OF FORT WORTH
STANDARD CONSTRUCTION SPECIFICATION DOCUIVIENTS - DEVELOPER AWARDED PROJECTS
Fortn Version May 22, 2019
30 working days after the date when the
22-0324 - Liberty Trails Phase 5 Street Light_Proposal
EXHIBIT E
SPECIAL CONDITIONS
1. EXCAVATION/COMPACTION SPECIFICATION: All earthwork shall be performed
in accordance with the City of Fort Worth and Owner’s geotechnical engineer’s
recommendations and specifications for this project. All excavation quantities shall be
defined as in place material (bank yards not truck yards).
2. GOVERNING PUBLIC AUTHORITY SPECIFICATION: All work dedicated to the
Governing Public Authority shall be performed in accordance with their Standard
Construction Details and Specifications. Questions regarding Governing Public
Authority standards and specifications should be referred to the City. If a specification is
not provided for any portion of the Contractor’s Work, the Contractor shall notify the
Engineer immediately before commencing said Work.
3. OBSTRUCTIONS: Relocation of franchise poles and underground franchise utilities,
and similar items will be performed by Owner, except where otherwise indicated. The
Contractor shall coordinate and plan his work around such relocation or removal.
4. WATER FOR CONSTRUCTION: All water required shall be furnished by the
Contractor at his expense. Water shall be clean and potable.
5. EXCAVATION/BALANCE: The Earthwork Contractor shall keep the Engineer
informed of the work in progress during the excavation phase of construction, so
Engineer can make grading adjustments, if necessary. The intent is to complete the site
in a balanced cut/fill condition, unless haul on or haul off has been previously approved
or anticipated. Earthwork Contractor shall not leave the site until his work has been field
surveyed for verification. It is the Contractor’s responsibility to contact the Engineer for
field verification.
6. WET UTILITY EXCAVATION/TRENCH SPOILS: The Wet Utility Contractor shall
haul excess utility spoils to an area onsite or an adjacent site as determined by the
Construction Manager and/or Owner’s Representative. All spoil material shall be defined
as in place spoils (bank yards not truck yards). Spoil relocation shall be incidental to
utility construction.
7. EXCAVATION/TRENCH SPOILS (OTHER THEN WET UTILITY SPOILS): Excess
spoil material from all construction, including but not limited to franchise utilities and
retaining walls, shall be wasted on site or on adjacent site in areas determined by the
Construction Manager and/or Owner’s Representative. Contractors will not disburse any
spoils until Construction Manager and/or Owner’s Representative issues written
instructions as to where spoils shall be placed. Spoils shall contain no rocks larger than 4”
in diameter. Contractors are responsible for their spoils. All spoil distribution will be
considered incidental to construction. All spoils material shall be defined as in place
spoils (bank yards not truck yards).
8. GRADING TOLERANCES: The Earthwork Contractor shall grade the streets and alleys
to within 0.10 feet of the plan grades prior to utility construction. The Owner’s Surveyor
shall provide verification of street subgrades after each Contractor’s work. All lot pads
shall be graded to within 0.3 feet of plan grades.
9. DEWATERING: Dewatering, if required, is not included as a separate pay item and
shall be included subsidiary to the bid items. Contractor shall make determination of
extent of dewatering necessary to complete the project in accordance with the plans and
specifications.
10. INLETS: The Utility Contractor shall pour storm sewer inlets in two stages. The first
stage shall be poured prior to paving and shall not extend above pavement subgrade.
Paving Contractor shall block out for inlets when placing concrete pavement. Utility
Contractor shall pour inlet tops (second stage) and blockouts after concrete pavement has
been placed. Utility Contractor shall be responsible for providing inlet protection against
damage during paving operations.
11. ADJUSTMENT OF UTILITIES: It shall be the responsibility of the Utility Contractor to
perform any necessary final grade adjustments to all appurtenances (valve stacks,
manhole rims, fire hydrants, etc.) and for pouring any blockouts required by the
governing public authority. The Utility Contractor shall be responsible for providing
false manhole bottoms, if required, and inlet protection during paving operations. The
cost to perform this work shall be incidental to the bid items.
12. INSPECTION FEES: The Owner shall be responsible for paying all inspection fees
required by the governing public authority. Contractor shall be responsible for any fees
related to inspector overtime and re-inspections.
13. PERMIT FEES: Contractor shall be responsible for all permit fees, which may include,
but not limited to, batch plant permits, grading permits; water meters for construction,
driveway permits, wall permits, fence permits, and other similar construction permits.
14. TESTING: The Utility and Paving Contractor shall pay and be responsible for
coordinating all testing required to complete his work and acceptance by the Governing
Public Authority and the specifications. All independent laboratories must be approved
by the Owner and the Governing Public Authority. One set of reports shall be sent to the
engineer.
15. DENSITY TESTING DURING EARTHWORK PHASE: The Owner shall pay for all
testing during the earthwork phase of the project, to include providing 79G letter. The
Earthwork Contractor shall work with the testing laboratory in scheduling the tests at the
proper times as recommended by the Owner’s geotechnical engineer or City
representative. One set of the report shall be sent to the Engineer.
16. CLEANUP: Each Contractor shall be responsible for making a final cleanup of his work
before final acceptance by the Owner. This cleanup shall include removal of all
objectionable rocks, debris, concrete, asphalt, or other construction materials; and in
general, preparing the premises in an orderly manner and appearance.
17. CONCRETE BATCH PLANT: The Paving Contractor shall be responsible for securing
all local, state, and federal permits required for assembly and operation of a concrete
batch plant. This includes, but is not limited to TCEQ air permit, EPA/TCEQ/MS4
Storm Water Pollution Prevention Plan permit. The Paving Contractor shall pay all fees
associated with the permitting and operation of the batch plant. The Paving Contractor
shall furnish copies of all permits to the Owner.
18. STORM WATER POLLUTION PREVENTION: The Owner shall prepare a Storm
Water Pollution Prevention Plan for the project and install or have installed as per
contract, erosion control devices as necessary to comply with the plan and
EPA/TCEQ/MS4 guidelines. The Owner shall provide inspections as required by the
plan and EPA/TCEQ/MS4. It shall be the responsibility of the Contractor to protect all
erosion control devices. Any erosion control damaged shall be immediately repaired at
the Contractor’s expense. Contractor shall be responsible for protection of fuel and other
hazardous substances at the site. It is the Contractor’s obligation to secure any and all
additional required permits and adhere to all requirements as set forth by, but not limited
to, the EPA, TCEQ, and MS4 agencies. The Contractor shall clean streets of all materials
upon demand of SWPPP inspector or Owner’s representative to maintain the project in
good standing with EPA/TCEQ/MS4.
19. TREES: Contractor shall protect all trees unless authorized for removal by Owner.
Owner shall back charge any tree damaged by the Contractor at a rate of $150 per caliper
inch. The Contractor shall not store equipment, vehicles, or materials beneath any tree on
the premises.
20. TREE DISPOSAL: Contractor is responsible for the disposal of all trees removed by
their work. Tree disposal shall be included in all bid items, unless specified in the bid
proposal. Trees shall be disposed of offsite, unless otherwise agreed upon in writing.
21. RECORD DRAWINGS: The Contractor shall furnish and deliver to the Engineer record
drawings (i.e. “as- built” plans) showing any and all field changes. The drawings shall be
provided to Engineer prior to issuance of final Contractor payment. In lieu of record
drawings, if no changes have occurred, Contractor shall submit a written document on
Contractor’s letterhead, signed by Contractor Owner or Officer stating that the project
was built according to Engineer’s plans with no changes to project.
22. BONDS: Contractor is responsible to pay for, and must provide all necessary bonding as
required by the Owner, the City, and State.
23. HOUSE BILL 89 VERIFICATION. By signing and entering into this Agreement
Constructor verifies pursuant to the Government Code Section 2270.001 if does not
boycott Israel and will not boycott Israel during the term of this Agreement.
24. ANTI-TERRORISM VERIFICATION. Contractor hereby represents and warrants that at
the time of this Agreement neither Contractor, nor any wholly-owned subsidiary majority
-owned subsidiary, parent company or affiliate of Contractor (i) engages in business with
Iran, Sudan, or any foreign terrorist organization as described in Chapters 806 or 807 of
the Texas Government Code or Subchapter F of Chapter 2252 of the Texas Government
Code; or (ii) is a company listed by the Texas Comptroller under Sections 806.051.
807.051, or 2252.13 of the Texas Government Code. The term “foreign terrorist
organization” has the meaning assigned to such term in Section 2252.151 of Texas
Government Code.
EXHIBIT F
INVOICING INSTRUCTIONS
1. Invoices must include the Project Name, Invoice Date, Pay Application Number and be
separated by line items shown on Exhibit D of this Contract.
2. Retainage and cumulative billing data must be included on the invoice.
3. Original notarized partial and final lien releases in a format approved by the Owner must
be submitted with all invoices.
4. One (1) original invoice shall be submitted to the Construction Manager/Owner’s
Representative and one (1) copy to the Engineer. The Construction Manager/Owner’s
Representative shall forward the invoice to the Owner with a recommendation for
approval. The Construction Manager/Owner’s Representative will notify the Contractor
of any discrepancies in billing prior to forwarding to the Owner.
5. Invoices shall be submitted by the 25th day of each month.
EXHIBIT G
SURVEY STAKING PROVIDED BY OWNER
A one-time survey staking shall be provided by the Owner’s Surveyor, which will include the
following:
1. Set initial construction control.
2. Stake lot corners for franchise utility construction.
P1tQHl6[T[aN �IV BQYCC�TTIh'C3 �SRAEL AND CDIVTRACTING WITH T.ERR�RIST
ORGANIZATTaNS VERIFICATIQN
This �erification is ��ereby in�orporated into the terms af the Cant�-act by and between Qwner for
i .�'E'.��..� i �'�'r � ti'�
Brankfieid Water Cantro] and Impro�ement llistrict of Dentan Caunty and �
entered into tf�:s the �ay of ��, 2422. 4L � ��
.i.�•cl��'��.� rrt- Ll-� 1 � t
1.UI ��'�(t,�.�Y�, in �onj�nctian with the execUtion of the above-referenced Contraci and
in a�cordan�e with Chaptcr 2270 af tf�e Texas Go�ernment Code, effecti�e Sept. ] 2017, does
hereby agree, �onfirm, and �erify that it:
A. ❑oes not Soycott Israel; and
S. V�ill nQt T3oycott Israel during lhe ter�r► ❑f the contract
"Boycatt Israel" has the meaning given ta it in Cha��ter $QS ❑f Subtitle R, TitIc 8 of the Texas
Go�ernment Cade. As af the effecti�e date �f the siatute, the terrn means "refusing ta deal
with, #enninating business acti�ities with, or ❑therwise taking any actian ihat is intended to
p�nali�e, inflict economic haran ❑n, flr limit commercial reiations specifically with Israel, or
witf� a person o�- entity daing business in israel or in an Israeli-�Qntrolled territory, bt�t does noi
incfude an action make for ordinary business purposes."
l.�Z Contractor hereby certifies that it is not a entity that cantracts with ❑r prQvides supplies ar
services to a foreign terrorist organi�ation, as def'sned hy Section 2252.I 5 i{2}, Texas
Ga�ernment Code, and has not been iderlti#'ied as a �ompany known to ha�e contracts with ar
pro�ide suppli�s �r servi�es ta a foreign terrorist organi�ation as identified ❑n a list prepared
and maintained under Se�tion $06.d51, $07.051, or 2252. ] 53, Texas Go�ernment Co�e.
1.03 C4ntractor herchy acknowledges and agrees that this �e�-if�ation is a material term of the
contract and Clwner is expressly relyin� on this �erificatian in agreeing ta cnter into the
cantract with Contractor.
I.U4 T� THE MAX�MUM EXTENT PERMITTED SY LAW, C�NTRACTDR AGIt��;S T�
INDEMI�IIFV, pEFENI? AND H�LD HARMLFSS aWNER I'R�M ALL CLAIMS,
CALTSES qF ACTI�h', LEGAL PR�CEEDINGS, DAMAGES, �DS7'S, FEES AND
EXPENSES ARIST�G aUT OF �R RELATED TQ AN A�TUAI, aR ALLEGETl
MISREPRESE�TATIDN BY C�NTRACTQR PR�VtD HEREUNDER.
Contractor Signature
State of Texas
��
Couniy of 1 �,Y �i�.i��
B ore me, a notary public,
�� � �,'� �-� �
on this day personally appeared
known to me to be the person whose name is
subscribed to the foregoing document and, being by me first duly sworn, declared th t h atements
therein contained in Parab aph 1.01 A and B and Paragraph 1 e true and �orrec .
(Pers
.��"""��, CHRISTINA GARCIA
��`�^� p`e%� Notar Public, State of Texas
_z;' :�= v
=�s'�'r= Comm. Expires 12-20-2024
�'.;;o��„`'.` Notary 1D 130940785
Notary Public's Signature
Receipt and incorporation into the above-referenced contract hereby agreed to and acknowledged by:
<..
/
Owner Signature
EXHIBIT I
FORM 1295
CERTIFICATE OF INTERESTED PARTIES FORM 1295
OFFICE USE ONLY
Complete Nos. 1- 4 and 6 if there are interested parties.
Complete Nos. 1, 2, 3, 5, and 6 if there are no interested parties.
1 Name of business entity filing form, and ihe city, state and country of the business
entity's place of business.
Independent Utility Construction, Inc.
2 Name of governmental entity or state agency that is a party to the contract for
which the form is being tiled.
Brookfield Water Control & Improvement District of Denton County
3 Provide the identification number used by the governmental entity or state agency to track or identify the contract,
and provide a description of the goods or services to be provided under the contract.
Liberty Trails Phase 5/ Pape-Dawson project# 611112-05
4
Name of Interested Party
City, State, Country Nature of Interest (check applicable}
(place of business)
Controlling Intermediary
Richard Wolfe Fort Worth, Texas, USA X
Clifton Morgan Wolfe Fort Worth, Texas, USA X
Molly Wolfe Fort Worth, Texas, USA X
5 Check only if there is NO Interested Parfy. ❑
6 AFF � swear, or affirm. er penalty of perjury. that the above di ^ ire is true and correct.
�O�(�YPV�/� CHRISTINA GARCIA
♦ l►�,..., B � 9
i°:�: �= Notary Public, State of Texas
%`��. '�� Comm. Expires 12-20-T024
%.��F'oF'�`� "Sign orized ag ntraciing business entiiy
,,,�„�� Not�ry ID 1309�0785
�r-
Swom to and suhscribed before e. by, e. said Richard Wolfe in�s the � �th day
o� Ma . 20 2 , t certify which, witness my i�and and seal of oifice.
_ y
1i1��-�'L. ��- Christina Garcia Admistrative Assistant
ignature of officer administering oath Prinled name of ofiicer administering oath Title of officer administering oath
ADD ADDITIONAL PAGES AS NECESSARY
Form orovlded ay Texas -tnics Commission www.2[hics.state.ix.us Adopi2d 10,-5i2015
EXHIBIT I
GEOTECHNICAL REPORT
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GEOTECHNICAL ENGINEERING REPORT
LIBERTY TRAILS PHASE 5
FORT WORTH, TEXAS
Prepared For.•
D.R. Horton - DFW West Division
6751 North Freeway
Fort Worth, Texas 76131
Attn: Mr. Steve Howard
December 2021
PROJECT NO. 21-24902
www.roneengineers.com
����
ENG INEERIF�G
December 17, 2021
Mr. Steve Howard
D.R. Horton — DFW West Division
6751 North Freeway
Fort Worth, Texas 76131
Re: Geotechnical Engineering Report
Liberty Trail Phase 5
North of John Day Road and SH 114
Fort Worth, Texas
Rone Report No. 20-24902
Dear Mr. Howard:
GEOTECHNICAL ENGINEERING
EARTHWORKS CONTROL
ENVIRONMENTAL CONSULTING
CONSTRUCTION MATERIAL TESTING
Rone Engineering Services, Ltd. (Rone) is pleased to submit the Geotechnical Engineering
Report for the above referenced project. The geotechnical engineering services performed for
this study were carried out in general accordance with Rone Proposal No. P-30130-21, dated
January 13, 2021.
This report presents engineering analyses and recommendations for site grading, foundations,
and pavements with respect to known project and site characteristics. Results of field exploration
and laboratory testing are provided in the appendix of the report.
We appreciate the opportunity to be of service to you on this project and look forward to providing
additional Geotechnical Engineering and Construction Materials Testing services as the project
progresses through the final design and construction phases. Please contact us if you have any
questions or if we can be of further assistance.
Respectfully submitted,
. �� �r--� �'
A. Reza Savabi, P.E.
Senior Geotechnical Engineer
Texas Engineering Firm License No. F-1572
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Eric M. Hollabaugh, P.E.
Senior Geotechnical Engineer
DALLAS � FORT WORTH � AUSTIN � HOUSTON
� --- . -- �__,___ — ___� _-a_ ___------�.--- --_ `— _ —._ .__ _ � .
3201 NE LooP 820, Su�TE 180 � FORT WORTH, TExAs 76137 � TE�: 817.717.1040
— - - -- - --- — - - _ 1
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Paqe
1 INTRODUCTION .....................................................................................................................1
2 PURPOSES AND SCOPE OF STUDY ....................................................................................1
3 FIELD OPERATIONS AND LABORATORY TESTING ...........................................................2
4 GENERAL SITE CONDITIONS ...............................................................................................2
4.1 Site Geology ....................................................................................................................................... 2
4.2 Subsurface Soil Conditions ................................................................................................................. 3
4.3 Groundwater .......................................................................................................................................3
5 ANALYSIS AND RECOMMENDATIONS ................................................................................4
5.1 Seismic Site Class .............................................................................................................................. 4
5.2 Potential Vertical Rise ......................................................................................................................... 4
5.3 Excavation Safety Considerations ...................................................................................................... 4
5.4 Foundation Recommendations ........................................................................................................... 5
5.5 Subgrade Preparation ......................................................................................................................... 6
5.6 Subgrade Fill ....................................................................................................................................... 7
5.7 Pavement Design Recommendations ................................................................................................ 7
5.7.1 General Discussion ..................................................................................................................... 7
5.7.2 Subgrade Support ....................................................................................................................... 8
5.7.3 Pavement Thickness ................................................................................................................... 8
5.7.4 Pavement Subgrade Preparation ................................................................................................ 9
6 SITE PREPARATION AND FILL PLACEMENT ....................................................................10
6.1 General ............................................................................................................................................. 10
6.2 Site Preparation ................................................................................................................................ 11
6.3 Select Fill .......................................................................................................................................... 13
6.4 Moisture and Density Testing ........................................................................................................... 13
6.5 Site Grading ...................................................................................................................................... 14
6.6 Utility Backfill .....................................................................................................................................14
6.7 Construction Observations ............................................................................................................... 15
7 STUDY CLOSURE ................................................................................................................15
8 COPYRIGHT 2021 RONE ENGINEERING SERVICES, LTD . ...............................................16
APPENDIX A
VICINITYMAP ..............................................................................................................
GEOLOGYMAP ...........................................................................................................
BORINGLOCATION DIAGRAM ...................................................................................
PVRPARAMETER DIAGRAM ......................................................................................
LOGSOF BORING .......................................................................................................
KEY TO CLASSIFICATIONS AND SYMBOLS .............................................................
UNIFIED SOIL CLASSIFICATION SYSTEM ................................................................
SWELLTEST RESULTS ..............................................................................................
Plate
............................................ A.1
............................................ A.2
............................................ A.3
.......................................... A.3a
.................................... A.4-A.36
.......................................... A.37
.......................................... A.38
.......................................... A.39
APPENDIX B
Paqe
FIELDEXPLORATION .............................................................................................................................................. B.1
LABORATORYTESTING .......................................................................................................................................... B.2
APPENDIX C
Paqe
IMPORTANT INFORMATION ABOUT THIS GEOTECHNICAL ENGINEERING REPORT ...................................... C.1
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GEOTECHNICAL ENGINEERING REPORT
1 INTRODUCTION
The proposed project is located north of the intersection of John Day Road and State Highway
114 (SH 114) in Fort Worth, Texas. The Liberty Trails Phase 5 will consist of developing 144
single-family residential lots, with associated utilities and paved streets.
Based on topographic information provided by the client, the site generally slopes downward from
the northwest to the southeast, with elevations ranging from approximately 775 feet to 754 feet.
Based on proposed grading plans, we understand that up to approximately 3 feet of cut and 7
feet of fill will be required to achieve final grades within the proposed building pads. At the time
of our field exploration, the site generally consisted of an open grass-covered field. Based on
grading plans provided to us, several retaining walls are planned at the site. Global stability
analysis of these retaining walls is outside the scope of this report; however, Rone would be
pleased to provide a proposal for these services upon request.
A site vicinity map and geology map are attached as Plates A. � and A.2, respectively. The general
location and orientation of the site are shown on the Boring Location Diagram, Plate A.3, in
Appendix A of this report.
2 PURPOSES AND SCOPE OF STUDY
The principal purposes of this study are to review available information on the general subsurface
conditions at the site and to develop geotechnical recommendations for the design and
construction of foundations and pavements for Phase 5 of the Liberty Trails community. To
accomplish its intended purposes, the study was conducted in the following phases:
• Sample borings were drilled to evaluate the subsurface conditions at the boring locations, and to
obtain soil and rock samples;
• Laboratory tests were conducted on selected samples recovered from the borings to estimate the
pertinent engineering characteristics of the foundation materials; and
• Engineering analyses were performed using field and laboratory data to develop foundation and
pavement design recommendations.
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3 FIELD OPERATIONS AND LABORATORY TESTING
Subsurface conditions for Phase 5 of the proposed development were determined with a total of
33 borings performed to the depths of approximately 20 feet below the existing ground surface.
The borings were located in the field by Rone personnel using an aerial photograph of the site
and measuring from available site features. The latitude and longitude of the boring locations
were measured using a hand-held GPS unit. Ground surFace elevations at the boring locations
were interpolated from topographic information provided by the client. The provided locations
and elevations are accurate only to the extent implied by the technique used in their determination.
The approximate boring locations are shown on Plate A.3, Boring Location Diagram. Sample
depth, description of soils, and classification (based on the Unified Soil Classification System) are
presented on the Logs of Boring. Keys to terms and symbols used on the logs are also included.
Laboratory soil tests were performed on selected samples recovered from the borings to confirm
visual classification and determine the pertinent engineering properties of the soils encountered.
Classification test results are presented on the Logs of Boring.
4 GENERAL SITE CONDITIONS
4.1 Site Geology
Based on the subsurface conditions encountered in the borings and the Geologic Atlas of Texas,
Dallas Sheet, the site appears to be located within the undivided Fort Worth Limestone and Duck
Creek Formation (mapped as Kfd). The USGS Mineral Resources On-Line Spatial Data
reference contains the following description of this formation:
The Fort Worth Limestone is generally light to medium gray, and weathers to a yellow brown. It
often contains marine fossils and is generally overlain by medium gray to yellow-brown calcareous
clay. The Duck Creek formation generally consists of highly active residual clay underlain by
medium gray to yellow-gray limestone.
Please note that the geologic mapping was originally performed using aerial photography. Local
variations and anomalies do occur.
Libe PAGE �2
�������;,���.�.�,
4.2 SubsurFace Soil Conditions
The various strata encountered in the borings and their approximate depths and thickness are
shown on the Logs of Boring. The stratification boundaries shown on the Logs of Boring represent
the approximate locations of changes in types of soil and rock; in-situ, the transition between
material types may be gradual and indistinct. A brief summary of the stratigraphy indicated by
the borings is given below.
Based on the soil boring and laboratory data, the soils at this site generally consist of native lean clay
(CL), fat clay (CH), sandy lean clay (CL), sandy fat clay (CH), and clayey sand (SC) containing
various amounts of sand, gravel, calcareous nodules, and ferrous nodules extending to depths in
the borings of approximately 5 to 12 feet below the existing ground surface. Underlying the clays,
the borings generally encountered tan weathered limestone and/or gray limestone to the boring
termination depth of approximately 20 feet.
The plasticity index (PI) of the cohesive samples tested varied from 10 to 63, indicating low to
high soil plasticity. A high plasticity index is generally associated with an increased potential for
the active clayey soils to shrink and swell with changes in moisture content. In situ moisture levels
ranged from approximately 10 percent below to 11 percent above their measured plastic limits,
indicating a wide range of existing subgrade moisture conditions.
4.3 Groundwater
Free water was not encountered in borings during drilling or at drilling completion. The scope of
work did not include long-term observations of ground water or perched water conditions. In
addition, it is difficult to accurately predict the magnitude of subsurface water fluctuations that
might occur following periods of drought or rainfall. Groundwater can be encountered above any
of the less permeable soil or rock at this site, creating a temporary perched water condition,
particularly during wet periods of the year. Groundwater levels should be expected to fluctuate
throughout the year with variations in precipitation, runoff, the water levels in nearby surface water
features, and other factors not evident at the time of the field services.
These observations have been made during the course of the field exploration, as indicated on
the Logs of Boring. A groundwater study has not been performed. Long-term observations would
Liberty Trails Phase 5
F��JN�
1:.1�'�N11
be necessary to more accurately evaluate the groundwater levels and fluctuations. Rone would
be pleased to provide groundwater level monitoring as an additional scope of services, if desired.
5 ANALYSIS AND RECOMMENDATIONS
5.1 Seismic Site Class
The site class for seismic design is based on several factors that include soil profile (soil or rock),
shear wave velocity, density, relative hardness, and strength, averaged over a depth of 100 feet.
The borings for this project did not extend to a depth of 100 feet; we have assumed the soil and
rock conditions below the termination depth of the borings to be similar to those encountered at
the termination depth of the borings. Based on Section 1613.3.2 of the 2018 International Building
Code and Table 20.3-1 of ASCE 7-10, we recommend using Site Class C(Stiff Soil/Soft Rock)
for seismic design.
5.2 Potential Vertical Rise
The estimated Potential Vertical Rise (PVR) using the TxDOT method, based on a 12-foot deep
active zone and the depth to weathered limestone, is estimated to range from less than 1 inch to
approximately 4 inches for subgrade soils in a dry moisture condition. Soil moisture levels do not
remain constant over time. If the soils in these areas are allowed to dry appreciably, prior to
and/or during construction, ground movements could exceed the estimated values when the soils
are subsequently given free access to water.
For this project, we recommend that foundations be designed based on a PVR of approximately
1 to 4 inches. Details regarding subgrade treatment are presented in Section 5.4 Foundation
Recommendations and Section 5.5 Subgrade Preparation.
5.3 Excavation Safety Considerations
Please note that in accordance with Texas State Law, the design and maintenance of excavation
safety systems is the sole responsibility of the contractor. Please reference Occupational Safety
and Health Administration (OSHA) Standards 29 CFR —1926 Subpart P for guidance in the design
of such systems. All excavations should be sloped, shored, or shielded in accordance with OSHA
requirements.
Project No. 21-24902 Liberty Trails Phase 5 J
RtJN�,�.,. �,,,,.,.,
5.4 Foundation Recommendations
Based on the conditions encountered in the borings, the proposed site grading, and the
anticipated loading conditions, the proposed residences may be supported on slab foundations
bearing on tested and approved native soils, moisture conditioned fill, select fill, or weathered
limestone. Foundation design recommendations are provided below.
The proposed residences may be supported on ground-supported foundations consisting of a
conventionally reinforced beam and slab system or a post-tensioned slab foundation system,
provided the estimated floor movements can be tolerated. Foundations should be designed with
exterior and interior grade beams adequate to provide sufficient rigidity to the foundation system
to tolerate the vertical soil movements expected at this site.
A net allowable soil bearing pressure of 2,000 pounds per square foot (psf) may be used for
design of all grade beams bearing in native soils or select fill. A net allowable soil bearing
pressure of 1,500 pounds per square foot (psf) may be used for design of all grade beams bearing
in moisture conditioned fill. The allowable bearing pressure may be increased to 5,000 psf in
weathered limestone. Grade beams should bear at least 18 inches below final grade.
Relatively shallow weathered limestone was encountered in some of the borings at this site. If
weathered limestone is encountered in only a portion of the foundation excavation at the planned
bearing elevation, the excavation should be extended such that the entire foundations is bearing
on weathered limestone at the lower elevation. As an alternative, excavations can be extended
at least 6 inches into the weathered limestone, and the excavated limestone can be compacted
back into the excavation up to the bearing elevation to help reduce the "hinge" condition
associated with the transition from soil to rock.
The bottom of the beam trenches should be free of any loose or soft material prior to the
placement of the concrete. All grade beams and floor slabs should be adequately reinforced to
minimize cracking as normal movements occur in the foundation soils. Moist soil conditions should
be maintained beneath and at least 5 feet beyond slab foundations during their service life.
The Post-Tensioning Institute (PTI) parameters are calculated based on the method described in
the most recent edition of the PTI manual for designing slab-on-grade foundation systems.
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Recommended PTI foundation design parameters for a PVR value of 1 and 4 inches and a
Thornthwaite Moisture Index (TMI) of minus five (-5) are as follows:
Table 1: PTI Criteria
Parameter
Edge Moisture Variation
Distance, e,,, (feet)
Differential Soil Movement, ym
(inches)
Condition
Center Lift
Edge Lift
Center Lift
Edge Lift
1 inch
7.5
3.4
0.8
1.2
1.5
4 inches
7.5
3.4
1.7
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A moisture barrier should be used beneath slab foundations. The combination of wet conditions
and growth of mold and mildew can create a persistent slip hazard.
The PTI method incorporates numerous design assumptions associated with the derivation of
variables needed to estimate the soil design criteria. The PTI method of predicting differential soil
movement is applicable when soil moisture conditions are controlled solely by the climate on well-
graded building pads (i.e. proper drainage, no percolation of water in unlined landscaped areas,
no utility water leaks, or other free water sources). Soil moisture typically increases within the
subgrade beneath concrete slabs, particularly when the space above the floor slab is enclosed
and air-conditioned. As soil moisture increases, the soils may swell. The PTI design method is
intended to provide stiffened foundation systems that can perform well under typical natural
changes in soil moisture. The differential foundation movements resulting from seasonal soil
moisture content changes are typically much lower than movements that can occur due to free
water sources near or beneath the structure, which are not directly addressed by the PTI design
method.
5.5 Subgrade Preparation
When considering the various subgrade preparation options, it is important to keep in mind that
the subsurface conditions which resulted in the estimated PVR values may not be uniformly
present beneath each structure. Some allowance for variable support should be incorporated into
the foundation designs for structures at this site. The preparation of a uniform pad beneath each
structure is a crucial aspect of site development. To help provide a uniform pad, the depth of fill
. - . � • � � - ------- -�
Design PVR Value
3 inches
7.5
3.4
1.3
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beneath an individual structure should be uniform within the building footprint, to the extent
possible.
5.6 Subgrade Fill
Over-excavation is not required to perform moisture conditioning; however, all fill placed within
the proposed building pads should be placed following the soil preparation and placement
procedures and requirements presented in this report. The controlled fill should extend at least 5
feet outside the perimeter of the proposed structures or other perimeter features sensitive to
differential movement.
Any deleterious materials or rock fragments greater than approximately 4 inches in diameter
encountered within the soils should be removed. The subgrade that will receive fill should be
scarified to a depth of 6 inches and compacted to 95 to 100 percent of the material's standard
Proctor dry density (ASTM D698) at a moisture content above optimum. In order to achieve a
more uniform soil moisture profile, fill should be placed in maximum 10-inch loose lifts and
compacted to a similar density and moisture content.
Fill placement in the building pad and pavement subgrades should be monitored and tested on a
full-time basis by Rone Engineering to confirm conditions are as anticipated and to confirm the fill
is suitable and placed with the proper moisture content and degree of compaction. Density tests
should be performed on each lift of reworked clay.
5.7 Pavement Design Recommendations
This report includes recommendations for rigid pavements. Maintenance requirements over the
life of rigid pavements are typically much lower than flexible pavements, and many consider the
long-term appearance of rigid pavements an advantage. Rigid pavements tend to be more
durable and require less maintenance after construction, and rehabilitation/reconstruction of the
pavement section is not typically considered a part of the pavement life cycle.
5.7.1 General Discussion
Based on the subsurFace conditions encountered in our borings, the anticipated traffic loading
conditions, and our local experience, we recommend the proposed pavement consist of jointed
Liberty Trails Phase 5
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reinforced concrete pavement (JRCP) supported by lime-treated subgrade. Recommendations
for pavements and subgrade treatment are described in the following sections.
5.7.2 Subgrade Support
Laboratory test results published correlations with index soil properties, and experience with
similar materials were used to estimate a design California Bearing Ratio (CBR) value
approximately 3, which was correlated to a resilient modulus, MR, of approximately 4,100 psi.
This value correlates with, yet is slightly lower than, numerous resilient modulus values measured
in TxDOT projects performed in similar soil types in the Dallas/Fort Worth area.
5.7.3 Pavement Thickness
During pavement design, subgrade conditions must be considered along with expected traffic
use/frequency, pavement type, and design life. Based on laboratory test results and local design
experience, the information in the following table was used in our analysis. If actual traffic counts
are available, we can recalculate the design sections based on actual traffic values.
Table 2: Pavement and Design Parameters
Item
Roadway Designation
Design life
Initial serviceability, po
Terminal serviceability, pr
Concrete modulus of rupture, S'�
Concrete modulus of elasticity, E�
Reliability, R
Standard deviation, So
Load transfer coefficient, J
Drainage coefficient, Cd
Annual ESAL's
Traffic growth
Percent trucks
Lane distribution factor
Composite modulus of subgrade reaction, k
Value
Collector Streets I Residential Streets
25 years
4.5
2.25 2.0
620 psi
4,000,000 psi
90%
0.39
3.0
1.0
100,000
2%
2%
1.0
220 pci
85%
25,000
0%
1%
1.0
150 pci
Liberty Trails Phase 5
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The pavement thickness determinations were performed in general accordance with the
"AASHTO Guide for the Design of Pavement Structures 1993 edition" using the WinPAS 12
software from ACPA. Based on the analyses, we recommend the following pavement sections:
Table 3: Recommended Pavement Sections
Thickness (inches)
Material
Collector Streets Residential Streets
Jointed Reinforced Concrete � 8
Lime-Treated Subgrade � 6
:
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The concrete pavement should have between 4 and 6 percent entrained air. We recommend
3,600 psi compressive strength concrete be used to provide a 530-psi modulus of rupture. Hand-
placed concrete should have a maximum slump of 6 inches. A sand leveling course should not
be permitted beneath pavements. All steel reinforcement, dowel spacing/diameter, and pavement
joints should conform to local municipal standards.
5.7.4 Pavement Subgrade Preparation
All topsoil, vegetation, and any unsuitable materials should be removed. The pavement subgrade
should be proofrolled with a fully loaded (40,000 Ibs.), tandem-axle dump truck or similar
pneumatic-tire equipment to locate areas of unsuitable subgrade. In areas to be cut, the proofroll
should be performed after the final grade is established. In areas to be filled, the proofroll should
be performed prior to placement of engineered fill and after subgrade construction is complete.
Areas of loose or soft subgrade encountered in the proofroll should be removed and replaced with
engineered fill, or moisture conditioned (dried or wetted, as needed) and compacted in place.
The existing soils are plastic and can undergo volume change when subjected to moisture
variations. If moisture levels in the upper soils decrease, they may shrink and cracks may
develop. If the moisture levels of these materials increase, they could swell and lose strength.
Shrinkage, swelling, or strength loss could be detrimental to the proper function of the pavement.
Lime treatment of clay subgrade is recommended for all concrete pavements to provide more
uniform subgrade support and improve these soil's strength characteristics.
Project No. 21-24902 Liberty Trails Phase 5 �
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Lime treatment should be perFormed in accordance with Item 260, current Standard Specifications
for Construction of Highways, Streets, and Bridges, Texas Department of Transportation
(TxDOT). We recommend that the actual percentage of lime required be confirmed by collecting
soil sample(s) once pavement subgrade elevation is attained. A lime series should be perFormed
on the samples collected and the results should be used to determine the actual percentage of
lime required. Lime treating the upper 6 inches of the subgrade soils will not significantly reduce
the normal shrinking and swelling of the subgrade that occurs with seasonal moisture variation.
Some vertical movements of the pavements should be expected.
Grading and compaction of pavement subgrade should follow the recommendations in Section
6 Site Preparation and Fill Placement below. The final grades should facilitate proper drainage
to reduce access of surface water to the subgrade materials.
Water can be introduced beneath the pavement through granular materials used for aggregate
bases and utility line embedment, and can cause differential movement in the pavement.
Aggregate base or a granular leveling course should not be used beneath pavements. To reduce
the risk of moisture access and possible swelling, consideration could be given to substituting
clay plugs for granular embedment material around all utilities at the edges of the pavement.
6 SITE PREPARATION AND FILL PLACEMENT
The following recommendations for site preparation and fill placement may contain elements that
do not appear to apply to the presently known conditions at the project site. These items have
been included based on our experience that unforeseen obstacles can be encountered, and
progress can be delayed while written guidance is prepared. While we cannot cover every
possible circumstance, we have attempted to address the most frequently occurring issues in this
report section.
6.1 General
All grade-supported slabs should be designed to accommodate anticipated potential movements
as presented in the "Potential Vertical Rise" section of this report.
Liberty Trails Phase 5 P A G E � 10
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Every attempt should be made to limit the extreme wetting or drying of the subsurFace soils
because swelling and shrinkage of these soils will result. Standard construction practices of
providing good surFace water drainage should be used. All grading should provide positive
drainage away from the paving and should prevent water from collecting near the edge of
pavements and structures. Also, ditches or swales should be provided to carry the run-off water
both during and after construction. Lawn areas should be watered moderately, without allowing
the clay soils to become too dry or too wet. Roof runoff should be collected by gutters and
downspouts, and should discharge away from the building or into storm drains.
Backfill for utility lines or along the perimeter beams should consist of site-excavated soil. If the
backfili is too dense or too dry, it will swell, and a mound will form along the trench line. If the
backfill is too loose or too wet, it will settle, and a depression will form along the trench line.
Backfill shouid be compacted as recommended in the "Site Preparation and Fill Placement"
section of this report.
If granular material is used for embedment in utility trenches, we recommend placing a clay plug
as a replacement for the granular embedment at the location where the city line is located, at the
location where the utility enters the structure, and at other connections. The intent is to prevent
free moisture from passing through the granular embedment and entering the soil beneath the
structure.
Root systems from trees and shrubs can draw a substantial amount of water from the clay soils
at this site, causing the clays to dry and shrink. This could cause settlement beneath grade-
supported slabs such as floors, walks, and paving. Trees and large bushes should be located a
distance equal to at least their anticipated mature height away from grade slabs.
6.2 Site Preparation
Preparation of the site for any future construction should include the removal and proper disposal
of any obstructions that would hinder construction. These obstructions include all abandoned
structures, foundations, debris, water wells, septic tanks, and loose material. It is the intent of
these recommendations to provide for the removal and disposal of all obstructions not specifically
provided for elsewhere by the plans and specifications.
Liberty Trails Phase S _ P A G E � 11
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In general, we recommend that all active utilities that would extend beneath the buildings, and are
not intended to provide service to the structure, be rerouted around the building footprint. Any
abandoned lines should be removed and disposed of properly. All abandoned utilities within the
buildings that are not removed represent a risk to future building perFormance; if the lines are
abandoned in place, they must be fully grouted and capped so that the pipes do not provide a
ready conduit for water.
Utility excavation and/or subgrade treatment may encounter shallow weathered limestone which
can be difficult to excavate. The selected contractor should have experience in construction and
excavation within this material. It should be noted that this study did not include evaluating the
ease or difficulty of excavation of the subsurFace materials at this site. The contractor should use
his own experience in the area when forming conclusions regarding appropriate means and
methods to accomplish the planned construction.
All concrete, trees, stumps, brush, abandoned structures, roots, vegetation, rubbish and any other
undesirable matter should be removed and disposed of properly. It is the intent of these
recommendations to provide a loose surface with no features that would tend to prevent uniform
compaction by the equipment to be used.
All areas to be filled should be disced or bladed until uniform and free from large clods. Soils
should be brought to the proper moisture content and compacted as indicated in the Fill
Placement Criteria table below. Fill that will be 10 feet or deeper below final grades should be
compacted to 97 to 100 percent of its maximum dry density at a moisture content within the range
of 0 to 3 percent above optimum (ASTM D698).
Table 4: Fill Placement Criteria
Plasticity
Item Description Requirement
On-site soils General grading None
Imported general General grading LL < 60
fill
Building pad I House pads I None
subgrade
Compaction
Standard
ASTM D698
ASTM D698
ASTM D698
Density
Requirement
95°/a to 100°/a of
maximum dry
density
95% to 100% of
maximum dry
density
95°/a to 100% of
maximum dry
Moisture
Requirement
Optimum moisture to
4% above optimum
moisture
Optimum moisture to
4% above optimum
moisture
Above optimum
moisture
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'�ibe�tyTrails Phase 5 P A G E � 12
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Plasticity Compaction
Item Description Requirement Standard
Select fill (soils) Structural fill 5<_ PI _< 15; LL <- 35 ASTM D698
Select fill (crushed Per TxDOT Item 247,
rock or concrete) Structural fill Type A or D Grade 1-2, ASTM D698
3or5
Deep fill General grading LL < 60 ASTM D698
10 feet or deeper
Lime treated Pavement support PI _< 15 ASTM D698
subgrade
Pavement base � Pavement
Per TxDOT Item 247, Current TxDOT
Type A, D Grade 1-2 TEX 113-E
or 5 requirements
Density Moisture
Requirement Requirement
95% to 100% of Above optimum
maximum dry moisture
density
95% to 100% of Minus 2% to Plus 2°/a
maximum dry of optimum moisture
density
100% of maximum Minus 2% to Plus 2%
dry density of optimum moisture
95% to 100% of Above optimum
maximum dry moisture
density
95°/a to 100°/a of Per TxDOT
maximum dry TEX 113-E
density
6.3 Select Fill
While select fill is not required for this development, we anticipate that select fill may be used for
miscellaneous fill during construction. If select fill is used, it should consist of a clean, natural soil
meeting the criteria recommended above. The fill should have a moisture content within the
specified range, be placed in loose lifts less than 9 inches thick, and compacted as indicated.
Lime-treated, on-site soils may also be used as select fill, provided the PI of the treated material
meets the specifications for select fill. The quantity of lime needed to achieve the PI requirement
for select fill is not known. The actual percentage of lime should be determined once soils have
been stockpiled and sampled.
Crushed limestone or recycled concrete can also be used as select fill. The crushed limestone
or recycled concrete should meet the criteria listed in the Fill Placement Criteria table. The
material should have a moisture content within the specified range, be placed in loose lifts less
than 9 inches thick, and compacted as indicated in the table.
6.4 Moisture and Density Testing
Field moisture and density tests should be made by the geotechnical engineer or his
representative. Tests should be taken in each layer of the compacted material below the
disturbed surface. If the materials fail to meet the specified moisture and/or density, the course
should be reworked as necessary to obtain the specified criteria.
Liberty Trails Phase 5 '� P A G E � 13
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Proper moisture content and compaction must be maintained until placement of the overlying lift,
or construction of overlying flatwork. Failure to maintain the moisture content and compaction
could result in excessive soil movement that can have a detrimental effect on structures supported
on or above the fill. The contractor should provide some means to control the moisture content
and compaction (such as water hoses, water trucks, etc.). Maintaining subgrade moisture and
compaction is always critical, but will require extra effort during warm, windy, and/or sunny
conditions. Density and moisture testing is recommended to provide some indication that
adequate earthwork is being performed; however, the quality of the fill is the sole responsibility of
the contractor. Satisfactory testing is not a guarantee of the quality of the contractor's earthwork
operations.
6.5 Site Grading
Site grading operations should be performed in accordance with the recommendations provided
in this report. Grading plans and construction operations should strive to achieve positive
drainage around all sides of the proposed structures. Inadequate drainage around structures
supported on-grade will likely cause excessive vertical movement to occur.
6.6 Utility Backfill
If granular material is used for embedment in utility trenches, we recommend placing a clay plug,
as a replacement for the granular embedment, at the location where the city line is located, at the
location where the utility enters or passes beneath the pavement, and at other connections. The
intent is to prevent free moisture from passing through the granular embedment and entering the
soil beneath the pavement.
On-site clayey soils should be used as backfill. These materials should be placed in maximum
6-inch lifts and properly compacted to between 95 and 100 percent of the maximum dry density,
as determined by Standard Moisture Density Relation test (ASTM D698), and at a moisture
content of at least two percent (min +2°/o) above the soil's optimum moisture content. In instances
where utility lines are more than 10 feet deep, the backfill below 10 feet should be compacted to
100 percent of the maximum dry density, as determined by Standard Moisture Density Relation
test (ASTM D698), and at a moisture content of within two percent (-2 to +2%) of the soil's
optimum moisture content.
i�"'� PAGE �14
Liberty Trails Phase 5 -
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Compacted clay fill will typically experience settlement on the order of 1 to 2 percent of the fill
thickness. This should be considered when designing utility lines beneath pavements, flatwork
or any structure.
6.7 Construction Observations
In any geotechnical study, the design recommendations are based on a limited amount of
information about the subsurface conditions. In the analysis, the geotechnical engineer must
assume the subsurface conditions at the site are similar to the conditions encountered in the
borings; however, during construction, anomalies in the subsurface conditions are often revealed.
The potential for the presence of varied geologic formations and significantly different support
conditions at this site, which could result in changes in our design recommendations, increases
the risk of damaging soil movements at this site. Therefore, it is recommended that Rone
Engineering Services, Ltd. be retained to observe earthwork and foundation construction, and
perform materials evaluation and testing during the construction phase of the project. This
enables the geotechnical engineer to stay abreast of the project and to be readily available to
evaluate unanticipated conditions, to conduct additional tests if required and, when necessary, to
recommend alternative solutions to unanticipated conditions. Until these construction phase
services are perFormed by the project geotechnical engineer, the recommendations contained in
this report on such items as final foundation bearing elevations, final depth of undercut of
expansive soils for non-expansive earth fill pads, and other such subsurface-related
recommendations should be considered preliminary.
We recommend that construction phase observation and materials testing commence by the
project geotechnical engineer at the outset of the project. Experience has shown that the most
suitable method for procuring these services is for the owner to contract directly with the project
geotechnical engineer. This results in clear, direct lines of communication among the owner, the
owner's design engineers, and the geotechnical engineer.
7 STUDY CLOSURE
The analyses, conclusions, and recommendations contained in this report are based on site
conditions as they existed at the time of the field exploration and further on the assumption that
the exploratory borings are representative of the subsurface conditions throughout the site; that
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is, the subsurFace conditions everywhere are not significantly different from those disclosed by
the borings at the time they were completed. If during construction, different subsurface
conditions from those encountered in our borings are observed, or appear to be present in
excavations, we must be advised promptly so that we can review these changed conditions and
reconsider our recommendations where necessary. If there is a substantial lapse of time between
submission of this report and the start of the work at the site, if conditions have changed due
either to natural causes or to construction operations at or adjacent to the site, or if structure
locations, structural loads, or finished grades are changed, we urge that we be promptly informed
and retained to review our study to determine the applicability of the conclusions and
recommendations, considering the changed conditions and/or time lapse.
We recommend that Rone Engineering Services, Ltd. be retained to review those portions of the
plans and specifications for this particular project that pertain to earthwork and foundations as a
means to determine whether the plans and specifications are consistent with the
recommendations contained in this report. In addition, we are available to observe construction,
particularly the compaction of structural fill, backfill, and/or the construction of foundations as
recommended in the report, and such other field observations as might be necessary.
This study has been completed for the exclusive use of the client and their designated agents for
specific application to design of this project. We have used that degree of care and skill ordinarily
exercised under similar conditions by reputable members of our profession practicing in the same
or similar locality. No warranty, expressed or implied, is made or intended.
8 COPYRIGHT 2021 RONE ENGINEERING SERVICES, LTD.
This document, including all text and graphics, are copyrighted materials that are the property of
Rone Engineering Services, Ltd. except as otherwise noted. This document may not be used, in
whole or in part, without the express written permission of Rone Engineering Services, Ltd.
Liberty Trails Phase 5 P A G E � 16
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Log Project No.
B_� 21_24g02 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 � O��
Lot 16, Block 18 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04709° N While Drilling Not Observed 2-1-21
Longitude At Boring Completion Not Observed o �
97.37692° W End of Day Not Measured o � � a
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N i- fV � N C � C
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Q E a�° Stratum Description � z � � �_� a y� _��'
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� W Approximate Surface Elevation = 775.0 feet � O cn a� a<n LL-PL-PI � cn o � c�
FAT CLAY (CH) - dark brown to tan, with trace gravel
3.25 35
2.50 92 66-17-49 28 0.5 81
5 4.25 20
769.0
SANDY LEAN CLAY (CL) - tan to light gray, with
limestone pieces
4.5+ 64 45-17-28 18
12-3-50/4" � 5
1
763.0
WEATHERED LIMESTONE - tan
� 5012"
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�
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� 2 � 755.0 50/2"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 776.6 Feet
E Approximate Grading = 1.6 Feet Fill
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Material boundanes are a roximate� in situ lransifions ma 6e radual.
� Driller: Plat@ A.4
F Drilling Method: Continuous Flight Augers
Log Project No.
B_2 21_2q,gp2 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 R O N E
Lo t 1 0, B ioc k 1 9 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04708° N While �rilling Not Observed 2-1-21
Longitude At Boring Completion Not Observed r-
97.37612° W End of Day Not Measured � °' N
o a� �; .� Q'
Ul N � N d a-N. C IIl C
� C d N O ,p •_ O j 'O .�
O H C d'v=� V � y Z ..�� J N � C U1
a E Q�° Stratum Description � z ~ °' _� °'
�, �. > v°' ° �v > a � m � uE
m � o
� N � °1 �� a a�i a1°i m v �0 3 Z` � o
N W Approximate Surtace Elevation = 777.0 feet � O cn a� a u� LL-PL-PI � cn o � c�
FAT CLAY (CH) - dark brown to tan, with trace gravel
2.25 26
3.50 20
773.0
CLAYEY SAND (SC) - tan, with limestone pieces 12-12-12
5 N=24 48 46-17-29 10
3-7-9 � 8
N=16
12-50/4" 73 40-15-25 14
� 767.0
WEATHERED LIMESTONE - tan
� 50/2.5"
� i 5014"
�
15
U
.�
U
N
O
�
L
O
�
� 50/'/z'
� 2 � 757.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 776.0 Feet
� Approximate Grading = 1.0 Foot Cut
0
v
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m
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aai
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01
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Material boundaries are a roximale; in situ lransilions ma be radual.
N Driller: Plat@ A.�J
� Drilling Method: Continuous Flight Augers
Log Project No.
B_3 21_2q,gp2 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 '
�ot 6, Block 19 Fort Worth, Texas RO N E
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04707° N While Drilling Not Observed 2-1-21
�ongitude At Boring Completion Not Observed � �
97.37533° W End of Day Not Measured o = a Q
o rn w; r
y �- N � N C � C
n. � c a °1N o .o= � � .ao
� � � � � � � J y _ C N
� E � ° Stratum Description � z ~ °' °� �" ` � �'
�. p C � \ C y=
fl- � a f0 � N � N"O N N a N � O a
0 � � °1 �a .n a a�, af0i m.° �0 3 �' c o
� W Approximate Surface Elevation = 780.0 feet � O �n n. � a�n LL-PL-PI � �n o � c�
SANDY CLAY (CL) - dark brown to tan, with
calcareous nodules 4 5+ 2�
4.5+ 25
5 4.5+ 60 38-18-20 15 0.0 94
23-32-28 9
N=60
772.0
LEAN CLAY (CL) - tan to light gray, with limestone
pieces � $_,� 7_20
N=37 93 42-16-26 19
1
768.0
WEATHERED LIMESTONE - tan
� � 5011"
� 50/Y<"
°' 15
U
.�
U
N
O
m
L
O
�
s 50/Y�'
� 2 � 760.0 50/Y<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 777.0 Feet
E Approximate Grading = 3.0 Feet Cut
0
�
m
m
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m
m
a
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a
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L
N
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C
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Material boundaries are a roximate� in situ �ransitions ma he radual.
� Driller: PI1t@ A.6
� Drilling Method: Continuous Flight Augers
Log Project No.
B-4 21-24902 Liberty Trails Phase 5
Boring Loca[ion N. of John Day Road and SH 114 '�
�ot 2, Block 1s Fort Worth, Texas RO N E
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04706° N While Drilling Not Observed 2-1-21
Langitude At Boring Completion Not Observed � �
97.37454° W End of Day Not Measured � °.: a
o rn d .� n'
�. N L' N C � C
a� �c a �� o .°'n`= o �d ao
� H � � V � c w
w � v ° Stratum Description J z ~ � � � � Q J � � �_ � �
a°', �, a > `v ° �:a .�+m N _ � oa
w
° �� W � a a v af6i c`�a d �0 3 Z` c o
Approximate Surfiace Elevation = 779.0 feet � o cn a� a cn LL-PL-PI � cn ❑ � c�
SANDY CLAY (CL) - dark brown to tan, with 1.50 34
calcareous nodules and limestone pieces
6-8-8 �
N=16
3-2-3 58 29-17-12 14
N=5
5 8-18-19 �
N=37
37-43-50/6" 52 35-15-20 9
7-12-20 17
N=32
1
767.0
WEATHERED LIMESTONE - tan
� � 50/1"
� 50/'%'
�' 15
�
U
.�
U
N
O
�
L
O
�
� 50�� n
� 2 � 759.0 50/'/z'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 777.2 Feet
o Approximate Grading = 1.8 Feet Cut
�
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7
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C
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Matenal boundanes are a roximate; in siW transitions ma be radual.
� Driller: Plat@ A.%
� Drilling Method: Continuous Flight Augers
Log Project No.
B-5 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 'J
�ot 2, B►ock 2s Fort Worth, Texas R O N E
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04705° N While Drilling Nat Observed 2-1-21
�ongitude At Boring Completion Not Observed o �
97.37377° W End of Day Not Measured � °' N
o rn ;; .� o'
T$ vo a, �� o ,n� o m �o
� o�= v•- v E Z �� v 3 � N
w�° �° Stratum Description � z � ���� Q y a�_ � Q
�
� T � j �� � �� .N> N m = v�
� �� W �.n a a�, aftl, c`�a .�' �0 3 �' c o
Approximate Surface Elevation = 777.5 feet � O u� a� a cn LL-PL-PI � �n o � c.�
FAT CLAY (CH) - dark brown to light brown, with
limestone seams 4.00 28
3.50 79 59-21-38 22
9-17-12 15
N=29
5
42-19-12 76 54-23-31 16
N=31
14
1
766.5
WEATHERED LIMESTONE - tan
� � 50/1.5"
0
� � 5 50/1 ��
U
.�
U
N
O
m
L
O
N
� 5��3�4 �
� 2 � 757.5 50/Yz'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 774.8 Feet
o Approximate Grading = 2.7 Feet Cut
�
m
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m
a�i
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L
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Material boundanes are a roximale in siW lransilions ma be radual.
� Driller: Plate A.$
� Drilling Method: Continuous Flight Augers
Log Project No.
B-6 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 '
Lot 6, Block 2s Fort Worth, Texas R O N E
Lalitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04704° N While Drilling Not Observed 2-3-21
Longitude At Boring Completion Not Observed � �
97.37314° VU End of Day Not Measured � °' N
o rn v t °'
a� y a °' y o �' " � 'v o
� c a •- � a ._
o H c �� V E" Z ;;� v cvi
s � � ° Stratum Description � z � � �' � � a � � � �� � �'
a �, a ro � � ° � 'a 'N a� y - � o
a
� �� W �.�'n a a�i a�°i m.� �0 3 �` c o
Approximate Surface Elevation = 770.0 feet � O <n a� a v� LL-PL-PI � �n o � c�
FAT CLAY (CH) - dark brown to light brown, with
limestone seams 4.00 31
4.50 92 70-25-45 30 0.5 86
14-8-7 � 6
N=15
5 765.0
LEAN CLAY (CL) - light brown, with limestone pieces � 9 �$
N-2� 96 41-15-26 13
763.0
WEATHERED LIMESTONE - tan
i 50��„
50/1 "
1
� 5011.75"
� i 5oi�„
�
15
U
.�
U
N
O
O]
L
O
N
a 50/'/z �
� 2 � 750.0 50/Y<"
� Boring Terminated at Approximately 20 Feet
y Proposed Elevation = 769.3 Feet
o Approximate Grading = 0.7 Feet Cut
a
�
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Material boundanes are a roximate in situ transitions ma he radual.
� Driller: PIBte A.9
� Drilling Method: Continuous Flight Augers
Log Project No.
B-7 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 R O N E
�o t 1 0, B �oc k 2 s Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04704° N While Drilling Not observed 2-3-21
Longitude At Boring Completion Not Observed � �
97.37250° W End of Day Not Measured � °" n
o ai d .� n'
y � N 41 Y C � C
Q. � C a " N O ,n . O N -C •O
,�+ O � C j O U N.+ Z y£ U � N N
� �° � ° Stratum Description � z ~ � °� °� �' � �= � °
� �
a �, a m `� ° m'v ' n a� a y - � o°-
� �� W R.n a a�i af°, m� �� 3 �' = o
Approximate Surface Elevation = 766.0 feet � O u� a� a cn LL-PL-PI � cn � � c�
FAT CLAY (CH) - dark brown to light brown, with
limestone seams 3.50 37
4.50 87 86-29-57 29
5 4.5+ 15
760.0
CLAYEY SAND (SC) - tan to light brown, with
limestone pieces 4.50 37 53-21-32 12 0.1 101
9-16-24
N=40
1
754.0
WEATHERED LIMESTONE - tan
� 50/YZ'
� i 50�,�4 �
�' 15
�
U
C
U
N
O
m
L
O
�
�
= 50/Y�'
� 2 � 746.0 50/'/4'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 767.9 Feet
o Approximate Grading = 1.9 Feet Fill
�
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Material boundaries are a roximate' in situ transitions ma 6e radual.
N °��"er: Plate A.10
� Drilling Method: Continuous Flight Augers
Log Project No.
B-$ 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 R O N E
De ten tion Area, B loc k 3 0 F o r t W o r t h, T e X a s
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04704° N While Drilling Not observed 2-3-21
�ongitude At Boring Completion Not Observed � �
97.37186° W End of Day Not Measured o � a a
o rn t; t
°' '� a °' N o °1 " o 'a°1, o
a � _ .o •- � a ._
� o� c >•° V �" Z �; � y _ c uyi
Q£ Q�° Stratum Description z °� �_ °'
J f0 � a� �o aJ y o � ��
m �` > `m °' ° m 'v 'm > '� m = c°� E
o � m °1 �.n a a�i af°, �°1 �0 3 �` c o
N W Approximate Surfiace Elevation = 761.0 feet � O cn a� a cn LL-PL-PI � cn o � c�
FAT CLAY (CH) - dark brown to light brown, with
limestone seams 3.50 34
2.50 30
5 4.5+ 85 85-28-57 30 1.0 84
755.0
SANDY CLAY (CL) - light brown to tan, with �$,� 2
limestone seams N-2p � �
17-25-25 66 35-14-21 10
N=50
1
750.0
WEATHERED LIMESTONE - tan
� 50/'/2'
� i 50�,�„
°7 15
U
C
U
N
O
m
r
O
N
a 50I'/e��
� 2 � 741.0 50/Y<"
� Boring Terminated at Approximately 20 Feet
w
E
0
�
a�
m
m
�
�
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>
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O
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7
t
N
61
O
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Material boundaries are a roximale; in situ transitians ma be radual.
N Driller: Plat@ A.� �
F Drilling Method: Continuous Flight Augers
Log Project No.
B-9 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 RO N E
Lot 15, Block 31 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04704° N While Drilling Not Observed 2-3-21
Longitude At Boring Completion Not Observed a �
97.37111° W End of Day Not Measured � °� n
o rn �; r �"
� �- N i' N C 01 G
a � � C a �y p ��= � � 'O.�
� O F-�' C �'++�- V � Z �� y _ C N
a � Q �° Stratum Description � z ~ � � °� � _ � �
� `o � 5 ' a .� ` = a
� >, � �d mv 'a> .� d = c°�E
�� N W �.n a a�ia�di mv o 3 �' co
Approximate Surface Elevation = 764.0 feet � O <n a� a cn LL-PL-PI � cn o � c�
FAT CLAY (CH) - dark brown to light brown, with
limestone seams 4.50 29
4.5+ 16
5 4.50 82 52-18-34 17 -0.1 109
758.0
LEAN CLAY (CL) - light brown, with limestone pieces 10-15-17
N=32 �0
24-50/2" 80 40-16-24 15
� 754.0
WEATHERED LIMESTONE - tan
r 50/'/2'
� i 50�,�„
°' 15
�
U
.0
U
O 747.0
m LIMESTONE - gray
r
0
a�
� 50/Y<"
� 2 � 744.0 50/Y<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 765.9 Feet
o Approximate Grading = 1.9 Feet Fill
�
�
m
`m
aai
N
a
.�
>
�
`m
�
m
0
U
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O
C
a
�
.�
y
�
0
rn
c
.Q
Material boundaries are a roximale� in situ transitions ma he radual.
� Driller: PIatG A.� 2
� Drilling Method: Continuous Flight Augers
Log Project No.
B-10 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 �O ��
Lot 2, Block 33 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04704° N While Drilling Not Observed 2-4-21
�ongitude At Boring Completion Not Observed � �
97.37054° W End of Day Not Measured � °" y
o rn �; .t n'
� � � N d � C .� C
G. � � G. N O ,fl ._ O N -a O
�,3 � � C j O U N.. Z y� U � N N
s E � ° Stratum Description � Z ~ � � °� J � . _ �
.. � °_ �a a w � _ �
� A�> :'u�i H cm ui> `� v = uE
o �� W �.n a a, d m.v �0 3 Z` c o
Approximate Surface Elevation = 766.0 feet � O cn a� a cn LL-PL-PI � <n � � c�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules and limestone pieces 4.5+ 25
4.00 93 47-18-29 17 117
5 4.00 16
4.5+ g1 46-18-28 14
14-17-16 15
N=33
1
755.0
WEATHERED LIMESTONE - tan
r 50/'/z'
� i 50���<�
�' 15
�
U
.�
U
O �4J.O
� LIMESTONE - gray
r
0
a�
� 50/'/4'
� 2 � 746.0 50/Yz'
� Boring Terminated at Approximately 20 Feet
w Proposed Elevation = 766.7 Feet
o Approximate Grading = 0.7 Feet Fill
a
m
ia
m
aai
N
�
@
>
�
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�
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0
U
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O
C
�
�
.0
N
m
O
�1
C
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Material 6oundaries are a roximale; in situ transitions ma be radual.
N Driller: Plat@ A.� 3
F Drilling Method: Continuous Flight Augers
Log Project No.
8-11 21-24902 Liberty Trails Phase 5
N. of John Day Road and SH 114 �
Boring Location R O N E
Lot 12, Block 18 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04652° N While Drilling Not Observed 2-1-21
Longitude At Boring Completion Not Observed a �
97.37693° W End of Day Not Measured o � = a
o a�
� Vj y N �� C IIl C
a� � a n o �" ° � .a °
� � F-' C y O V �•+ Z a�+ J al � N N
w£� y Stratum Description � z ~ °' ��
� � �
a �, a m �� ° �'v 'u � a N � = o°'
�� N W @a a a�iaf°, �v �0 3 Z' co
Approximate Surface Elevation = 770.0 feet � O <n a� a cn LL-PL-PI � cn o � c�
SANDY CLAY (CL) - dark brown to tan, with
limestone pieces 3.25 27
3.00 25
5 1.75 51 42-19-23 12 -0.2 109
4.50 15
762.0
LEAN CLAY (CL) - tan to light gray, with limestone
pieces � 2_9_� $
N-2� 73 41-16-25 13
� 760.0
WEATHERED LIMESTONE - tan
� i 5oi���
� 50/Yz'
�' 15
U
�C
U
N
O
O1
�
O
N
� 50/'/2'
� 2 � 750.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 773.0 Feet
o Approximate Grading = 3.0 Feet Fill
a
a�
�
�
�
�
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a
c
0
�
0
c
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�
L
N
m
O
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C
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Material boundaries are a roximate; in situ, lransitions ma be radual.
� Driller: Plat@ A.�4
� Drilling Method: Cantinuous Flight Augers
Log Project No.
8-12 21-24902 Liberty Trails Phase 5
N. of John Day Road and SH 114 �
Boring Location R O N E
Lot 16, Block 20 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04651° N While Drilling Not Observed 2-1-21
Longitude At Boring Completion Not Observed � �
97.37614° W End of Day Not Measured = °.; N
o rn ;: L °'
� N N C � L
� °_ � � � a " Y ° '° t� 3 m 'v�
o H � �� V � Z a;J v _ c�n
r � � ° Stratum Description � z � � � �� Q � a � � �
a�, a ca `d � av � _ � on'
� � N W �.n a~. a�i af°i �.°�_' 0 3 Z' c o
Approximate Surface Elevation = 774.0 feet � O cn a� a u� LL-PL-PI � <n o � t�
SANDY CLAY (CL) - dark brown to tan, with
limestone pieces 3.00 13
7-8-6 59 11
N=14
8-13-19 14
5 N=32
5-10-15 18
N=25
766.0
LEAN CLAY (CL) - tan to light gray, with limestone
pieces 14-24-50/4" 83 39-15-24 13
1
762.0
WEATHERED LIMESTONE - tan
o i 50�,���
a 50/Yi'
°' 15
�
U
.0
U
�
O
m
N
.�.
O
N
= 50/'/<"
� 2 � 754.0 50/Yz'
� Boring Terminated at Approximately 20 Feet
w Proposed Elevation = 775.4 Feet
o Approximate Grading = 1.4 Feet Fill
�
�
m
`m
a�i
�
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.@
>
�
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c
0
�
0
C
�
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L
N
m
O
m
C
.o
Matenal houndanes are a roximale in siW, transitions ma be radual.
N Driller: Plat@ A.� �J
� Drilling Methad: Continuous Flight Augers
Log Project No.
B-13 21-24902 Liberty Trails Phase 5
N. of John Day Road and SH 114 �
Boring Location R O N E
�ot 20, Block 2o Fort Worth, Texas
Lati[ude Water Level Observations (feet) Date E N G I N E E R I N G
33.04650° N While Drilling Not observed 2-1-21
Longitude At Boring Completion Not Observed o �
97.37534° W End of Day Not Measured � °' N
o rn ;; .� °"
Ul N y N d.�N. � al C
fl. �
= a N O ,p ._ O N -a O
�' O � C �.O U E""' Z N J � � N N
a E Q �° Stratum Description � z ~ � � �a � � � � �
d u�i E > °=y H � m u�i> a N d = u E
� N W �.n a a,a, m�' �0 3 �' co
Approximate Surface Elevation = 776.0 feet � O u� a� a cn LL-PL-PI � cn o � c..�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules and limestone pieces 3.00 25
4.50 84 47-18-29 19
9-15-19 �
N=34
5
14-32-15 g
N=47
10-24-28 78 45-21-24 15
N=52
16-5015.5" 2�
1
765.0
WEATHERED LIMESTONE - tan
� 50/2.5"
� i 50/1"
�
15
U
C
U
N
O
�
.�C
O
N
= 50/Yi'
� 2 � 756.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 776.4 Feet
E Approximate Grading = 0.4 Feet Fill
0
v
a�
m
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aai
N
�
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N
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N
m
O
�
C
0
Malerial houndaries are a roximate; in siW transitions ma be radual.
� Driller: Plat@ A.� 6
� Drilling Methad: Continuous Flight Augers
Log Project No.
B-14 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 RO N E
�ot 24, Block 2o Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04649° N While Drilling Not Observed 1-29-21
�ongitude At Boring Completion Not Observed o �
97.37455° W End of Day Not Measured � °' N
o ai �; .� o'
y �- N � N C � C
� _ �. "' N O .a �' O Ul a O
n �
� o � c � ° � �� Z �� v � c u�'i
r � � ° Stratum Description � z °' °� � � �- °'
� T a � `md ° va 'n> a N v = c°�E
o N� W �.n a a�i af°i m°1 �� 3 �' c o
Approximate Surface Elevation = 776.0 feet � O tn a� a cn LL-PL-PI � <n o � c..�
SANDY CLAY (CL) - dark brown to tan, with
calcareous nodules 4.5+ 20
3-4-12 63 25-15-10 12
N=16
17-20-25 12
5 N=45
770.0
LEAN CLAY (CL) - tan to light gray, with limestone �5-11-14
pieces N-25 90 37-14-23 9
17-22-30 � �
N=52
1
764.0
WEATHERED LIMESTONE - tan
a 50/2" 17
� i 50��„
�
15
U
C
U
N
O
Ol
L
O
N
a 50/3"
� 2 � 756.0 50/2"
� Boring Terminated at Approximately 20 Feet
w Proposed Elevation = 776.7 Feet
E Approximate Grading = 0.7 Feet Fill
0
a
�
m
m
�
w
a
.�
>
�
a`�
v
C
U
�
O
C
�
7
L
N
01
O
m
C
0
Malerial boundaries are a roximate� in silu transitions ma be radual.
N Driller: Plat@ A.� %
� Drilling Method: Cantinuous Flight Augers
Lag Project No.
8-15 21-24902 Liberty Trails Phase 5
N. of John Day Road and SH 114 �
Boring Location R O N E
Lot 13, Block 27 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04648° N While Drilling Not Observed 2-5-21
�ongitude At Boring Completion Not Observed o �
97.37378° V11 End of Day Not Measured o L °" a
o rn � s
N i- N y N C � C
°' c a �' N o .n }' o '��w -a o
$ � F- C N O U �� Z �_j N r_+ C N
w � � ° Stratum Description � z ~ °' °� �' � �'
.. �� �� Q � � � �
� T a > r u�l F- C fa6 1Np > N N C�.1 �
� � E �' @.o a v a, m.°1 �0 3 �' c o
N W Approximate Surface Elevation = 770.0 feet � O cn a� a�n LL-PL-PI � cn o � c�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules 4,5+ 15
4.5+ 83 43-17-26 14 2.5 115
5 765.0 28-32-50/5" 11
WEATHERED LIMESTONE - tan
i 50�3�<�
50/'/z'
1
757.0
LIMESTONE - gray
r 50/Y<"
� i 5oi�i„
�
15
U
�C
U
N
O
O1
.�C
O
N
� �J����2 �
� 2 � 750.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 774.2 Feet
E Approximate Grading = 4.2 Feet Fill
0
�o
a�
m
`m
aai
�
�
.�
>
d
�
a
G
O
_[
O
C
a
�
.c
m
rn
0
m
C
.o
Material houndaries are a roximate• in situ transitions ma 6e radual.
� Driller: Plate A.� $
� Drilling Method: Continuous Flight Augers
Log Project No.
B-16 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 �O ��
Lot �7, Block 27 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04648° N While Drilling Not Observed 2-5-21
Longitude At Boring Completion Not Observed a �
97.37314° W End of Day Not Measured o � a a
o rn w t
y i- N y N C � C
� G a � "��' � � = O ' � O
O � C � � V � �' � J � _ C N
y�� ° Stratum Description � z � � � �� a s� _ ��
a T a m —
a
� o . m � o
o N � °�' �� a a�, v�.°�_' 0 3 �' c o
N W Approximate Surface Elevation = 761.5 feet � O cn a� n. cn LL-PL-PI � cn o � c�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules 4 5+ g
4.5+ 92 42-18-24 13
17-23-21 17
N=44
5
37-50/4" 74 37-15-22 11
755.0
WEATHERED LIMESTONE - tan
� 5011 "
50/'/z'
1
748.5
LIMESTONE - gray
� 50/Y<"
� i 5oi�i„
�
15
U
C
U
N
O
�
.0
O
�
� rJ0���2 �
� 2 � 741.5 50/Y<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 768.7 Feet
E Approximate Grading = 7.2 Feet Fill
0
�
a�
m
m
�
m
�
.�
>
�
�
v
c
0
.n
a
c
v
�
s
m
rn
0
rn
C
0
Material boundaries are a roximate; in situ, transitions ma be radual.
N Driller: Plat@ A.�9
� Drilling Method: Continuous Flight Augers
Log Project No.
B_� 7 21_24gp2 Liberty Trails Phase 5
N. of John Day Road and SH 114 ��
Boring Location R O N E
Lot 21, Biock 27 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04648° N While Drilling Not Observed 2-3-21
Longitude At Boring Completion Not Observed o �
97.37249° W End of Day Not Measured o = a a
o rn a; -�
y i N � N C � C
a � = a °1N o .o= � � .00
$ o � � v
�� V �'� Z ;; � y _ c �n
w -° � ° Stratum Description � z ~ � °' °�a � a �_ �
� �� � Q w � _
a � � io � v ° � :D 'N a� ,� — � o a
Q � .
m W �.n a a�iai m� 0 3 �' co
� Approximate Surface Elevation = 765.0 feet � O cn a� a cn LL-PL-PI � cn o � c)
FAT CLAY (CH) - dark brown, with calcareous
nodules 3.00 36
4.5+ 86 80-24-56 29
761.0
LEAN CLAY (CL) - light gray, with limestone seams
5 4.5+ 15
4.5+ 87 41-16-25 17 0.0 113
5014" 4
1
�
12
°' 15 750.0
� WEATHERED LIMESTONE - tan
U
�C
U
N
O
Q1
L
O
N
� 50/'/2'
� 2 � 745.0 50/'/<"
Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 767.3 Feet
� Approximate Grading = 2.3 Feet Fill
0
a
m
�
m
aai
�
v
.�
>
�
a`�
-o
C
O
d
O
C
a
�
.�
�
m
0
rn
c
.o
Material boundaries are a roximate; in siW transitions ma be radual.
N Driller: Plate A.20
� Drilling Method: Continuous Flight Augers
Log Project No.
B_� 8 21_24g�2 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 ��
Lot 12, Block 30 Fort Worth, Texas � O
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04647° N While Drilling Not Observed 2-4-21
�ongitude At Boring Completion Not Observed � �
97.37186° W End of Day Not Measured o � a a
o rn �; -�
y � N � � � � C
d � a �; � o � ._ o � .D o
n �
$ o � � �° V � Z �;J d _ cuyi
� �° � ° Stratum Description � z ~ °' °� � � � °'
� o� e � _ �
Q>` °" > y°' ° av '�n> a .`� d � c�iE
N � °' �� a a�i a1Di m°1 0 3 �' c o
N W Approximate Surface Elevation = 765.0 feet � O cn a� a<n LL-PL-PI � tn o � c�
FAT CLAY (CH) - dark brown, with calcareous
nodules 2.00 31
4.5+ 94 92-29-63 25 0.3 111
5 4.5+ 20
759.0
LEAN CLAY (CL) - light gray, with limestone pieces
4.00 16 107
4.5+ 78 42-18-24 18 0.1 102
� 754.5
WEATHERED LIMESTONE - tan
r 50/'/4'
� i 5o���z�
m
15
� 749.0
� LIMESTONE - gray
0
m
L
O
N
� 50/YZ'
� 2 � 745.0 50l'/<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 765.4 Feet
� Approximate Grading = 0.4 Feet Fill
0
�
m
�
m
d
w
a
.�
>
�
a`�
�
c
0
�
0
c
�
�
.c
N
OI
O
m
C
0
Material boundanes are a roximate• in silu, transilions ma be radual.
y Driller: Plat@ A.2�
� Drilling Method: Continuous Flight Augers
Log Project No.
B-1 g 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 '
Lot 11, Block 31 Fort Worth, Texas R O N E
Latitude Water Level Obselvations (feet) Date E N G I N E E R I N G
33.04648° N While Drilling Not Observed 2-3-21
Longitude At Boring Completion Not Observed o �
97•3711'I° W End of Day Not Measured � °' v
o rn �; -� �'
� N y L � C
a� = a °' y o �"= o a, a,o
� ° �" = v � v E � '.�°'' :-� � � � w
w E � ° Stratum Description � z � � �' _� a y � _ _ �
� u � > w� � �� ��> N �, � ��
0 m m �.fl a a,d �a°1 �0 3 �' =o
� W Approximate Surface Elevation = 760.0 feet � O tn a� a cn LL-PL-PI � u� o � t�
LEAN CLAY (CL) - dark brown to light brown, with q 5+ 21
calcareous nodules
4-5-3 77 32-17-15 15
N=8
6-11-50/6" 10
5
754.0
SANDY CLAY (CL) - dark brown to tan, with 23-40-42
limestone seams N_$2 61 35-16-19 8
752.5
WEATHERED LIMESTONE - tan
i 50�,,,
50l'/�'
1
r 50/Yz'
� i 50���<�
�' 15
�
� 744.0
� LIMESTONE - gray
0
m
r
0
a�
� 501Yi'
� 2 � 740.0 50IY4'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 761.9 Feet
E Approximate Grading = 1.9 Feet Fill
0
a
a�
m
`m
a�i
�
a
@
>
�
`m
a
c
0
.n
0
c
�
�
.�c
N
m
0
rn
c
0
Material boundaries are a roximate in situ transitions ma be radual.
N °��"er: Plate A.22
� Drilling Method: Continuous Flight Augers
Log Project No.
8-20 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 '
Lot 12, Block 32 Fort Worth, Texas R O N E
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04647° N While Drilling Not Observed 2-4-21
�ongitude At Boring Completion Not Observed o �
97.37054° W End of Day Not Measured o � a a
o rn ;; r
N �- N � N C � C
a� c a .°�' � o a= o � � o
$ � v« E �.,� v w c u�i
� � � ° Stratum Description � z ~ °' °� �' ` �
� o� e a � �•_
°a' uTi E > m u°1i t�— c� vi "> a �' m = c°� E
� m Q1 �.n a a, a, ca °1 �0 3 �' c o
N W Approximate Surface Elevation = 761.0 feet � O c� a� a cn LL-PL-PI � �n o � c�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules and limestone pieces 4 �Q 22
4.5+ 80 39-17-22 14 0.4 113
5 4.5+ 18
29-39-33 75 31-15-16 7
N=72
753.0
WEATHERED LIMESTONE - tan
i 5��3�4 �
50/Yi'
1
� 50/1.25"
� i 50I0.5"
� � 5 745.5
•� LIMESTONE - gray
U
N
O
01
L
O
Q)
� 50!'/z'
� 2 � 741.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
w Proposed Elevation = 762.1 Feet
E Approximate Grading = 1.1 Feet Fill
0
a
�
m
m
�
N
a
.@
>
�
`m
�
G
O
�
O
C
�
7
.�
�
rn
0
rn
C
0
Material boundaries are a roximale� in silu transilions ma be radual.
� Driller: Plate A.23
F Drilling Method: Continuous Flight Augers
Log Project No.
B-21 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 ��
Lot 8, Biock 18 Fort Worth, Texas � �
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04595° N While Drilling Not observed 1-29-21
�ongitude At Boring Completion Not Observed o �
97.37693° W End of Day Not Measured � a' N
o rn w; .� a'
y �- CV y N C O7 C
c a, °' N a �•`—' � � v.�
$ 0 F � y O V E Y Z a�+ J Ul f, C N
� E � ° Stratum Description � z � � � � � a � � _ � �'
a �, a ca yd ° aa 'wm N — � oa
o � E °�' �� a a�i a10i �.° �� 3 �` c o
� W Approximate Surface Elevation = 768.0 feet � O cn a� a cn LL-PL-PI � cn ❑ � c�
FAT CLAY (CH) - dark brown to tan, with calcareous
nodutes 3.00 29
2.50 88 74-28-46 39 82 3,060
9-12-18 � 2
5 N=30
762.0
WEATHERED LIMESTONE - tan
i 5��3�4 �
5��Y4
1
754.5
LIMESTONE - gray
� 50/YZ'
� i 5����<�
�
15
U
C
U
N
O
m
r
O
N
� 50/'/<"
� 2 � 748.0 50/Y4'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 770.9 Feet
E Approximate Grading = 2.9 Feet Fill
0
v
�
m
`m
�
N
�
.@
>
�
`m
�
c
0
�
0
c
v
�
.�
�
m
0
rn
c
.o
Material boundaries are a roximate• in silu lransitions ma be radual.
N Driller: Plate A.24
� Drilling Method: Cantinuous Flight Augers
Log Project No.
8-22 21-24902 Liberty Trails Phase 5 �
Boring Location N. of John Day Road and SH 114 RO N�E
�ot s, Block 2� Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04595° N While Drilling Nat 06setved �-29-21
Longitude At Boring Completion Not Observed a �
97.37616° W End of Day Not Measured o � � a
o ID
y � N a N c � c
� C d '�' N O �= � j -8 O
� � H � y O V £ Y Z Y J N w C N
Q� a ro Stratum Description ` z o ° c,c � ¢ w � = o Q
>, va d'v N> �' m uE
o �� W �.n n~. a�i a1°i � a' 0 3 �' c o
Approximate Surface Elevation = 769.0 feet � O c� a� a cn LL-PL-PI � cn o � c�
SANDY CLAY (CL) - dark brown to tan, with
limestone pieces 4.50 28
7-5-6 68 34-18-16 14
N=11
13-17-20 35-16-19 6
5 763.5 N=37
WEATHERED LIMESTONE - tan
� 50l3"
50/'%'
1
r 50/'/z'
� i 50���<�
= 15
U
C
U
O 752.0
m LIMESTONE - gray
L
O
N
� 50/'/2'
� 2 � 749.0 50/Y<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 769.8 Feet
E Approximate Grading = 0.8 Feet Fill
0
v
a�
m
`m
a�i
m
a
.@
>
�
`m
a
N
0
U
�
O
C
�
7
L
N
01
O
m
G
0
Material boundaries are a roximate; in situ, transitions ma he radual.
� Df111ef: Plate A.25
� Drilling Method: Continuous Flight Augers
Log Project No.
B-23 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 R O N E
Lo t 1 1, B loc k 2 1 F o r t W o r th, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04594° N While Drilling Not Observed 1-29-21
Longitude At Boring Completion Not Observed � �
97.37534° W End of Day Not Measured o = °' a
o rn �; .�
� � N Iq C Cl C
fl. �' >•p Ci � r-� Z yI .� V � 61 1!1
'� O � C
Q � a �° Stratum Description -"� � ~ � °' °'� , ` � ' 4= °-'
..� T `� ° �� �� Q N = oa
� N� W �.n a a�, af°i m d �0 3 Z' c o
Approximate Surface Elevation = 770.5 feet � O cn a� a cn LL-PL-PI � u� � � c�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules and limestone pieces 4.5+ 35
4.5+ 93 49-19-30 13
11-17-22 12
N=39
5 5-1$-22 86 42-19-23 17
N=40
33-15-49 � �
N=64
762.5
WEATHERED LIMESTONE - tan
i 50�,�,
5011 /8"
1
� 5011 "
� i 5o���z �
�
15
U
C
U
N
O
m
w 752.5
o LIMESTONE - gray
�
� 50/1"
� 2 � 750.5 50/118„
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 770.4 Feet
� Approximate Grading = 0.1 Feet Cut
0
a
m
m
m
�
m
�
.�
>
�
a�
a
c
0
�
0
c
v
�
.�c
�
�
0
m
c
.o
Material boundaries are a roximaie� in situ, lransilions ma be radual.
N Driller: Plat@ A.26
F Drilling Method: Continuous Flight Augers
Log Project No.
B-24 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 R O N E
Lo t 1 5, B loc k 2 1 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04593° N While Drilling Not 06served 1-29-21
�ongitude At Boring Completion Not Observed � �
97.37456° W End of Day Not Measured = °' y
o rn .Q; .t n'
N �- fV y� C C) C
v � a �; � o �._ o � a o
� o � � d o d �� U d N
�' V � Z � J y C N
r E� r Stratum Description � z ~ ��' _� a y��_ ��'
� �n � � "� � �ro ��> N v � ��
❑ N W @� a da, �a°1 �0 3 Z' co
Approximate Surface Elevation = 770.0 feet � O u� a� a cn LL-PL-PI � tn o � c>
SANDY CLAY (CL) - dark brown to tan, with
limestone pieces 4.5+ 13
10-7-5 63 31-17-14 11
N=12
5 17
764.0
LEAN CLAY (CL) - tan to light gray, with limestone 6-13-17
pieces N_30 97 45-18-27 19
762.0
WEATHERED LIMESTONE - tan
� 50/4"
5011"
1
r 50/3"
� i 5oi� �,
�
15
U
�C
U
N
O
Ol
L
O
N
a 50/1 "
� 2 � 750.0 50l'/z'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 770.6 Feet
E Approximate Grading = 0.6 Feet Fill
0
�
m
m
m
m
N
a
.�
>
N
N
�
C
O
�
O
C
�
7
L
N
m
O
m
C
.o
Material houndaries are a roximate; in situ lransilions ma he radual.
� Driller: Plat@ A.2%
F Drilling Method: Continuous Flight Augers
Log Project No.
8-25 21-24902 Liberty Trails Phase 5 �
Boring Location N. of John Day Road and SH 114 RO IV �E
Lot 13, Block 26 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04593° N While Drilling Not Observed 2-5-21
Longitude At Boring Completion Not Observed o �
97.37378° W End of Day Not Measured o � �' a
o ai �; s
� a.. N y Ul C a1 G
❑. �' a '��' N O �*' � j a O
� � 1--' � � O V � y Z .� � N w C N
� O � lC H Q� p� � -� � o y.. `
a � a �� Stratum Description � z � � � � � Q � _ _ �
� Ul Cl � N '8 Ip � N � � �
� N c�a °' @� a a�i af0i c�a .° �0 3 �` c o
� W Approximate Surface Elevation = 767.0 feet � O cn a� a<n LL-PL-PI � cn � � c�
SANDY CLAY (CL) - light brown, with limestone
pieces 4.5+ 12
4.5+ 52 37-16-21 9 3.0 117
50/6" 13
5
761.0
WEATHERED LIMESTONE - tan
i 50�,,,
50/'/2'
1
753.5
LIMESTONE - gray
� 50/'/<"
� i 5oi�i„
�
15
U
C
U
N
O
O1
L
O
N
c 50/'/z �
�� 2 i �a�.o 5oi�i„
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 767.5 Feet
E Approximate Grading = 0.5 Feet Fill
0
�
a�
m
`m
�
N
U
�
>
N
N
a
G
O
.�
O
C
a
�
.�
N
m
O
O1
G
0
Material boundaries are a roximate; in situ transitions ma be radual.
N Driller: Plat@ A.2$
F Drilling Method: Continuous Flight Augers
Log Project No.
8-26 21-24902 Liberty Trails Phase 5 /:
Boring Location N. of John Day Road and SH 114 �
Lot 17, Block 26 Fort Worth, Texas R O N E
Latitude Water Leve l O bserva tions ( fee t) D a t e E N G I N E E R I N G
33.04593° N While Drilling Not observed 2-5-21
�ongitude At Boring Completion Not Observed o �
97.37314° W End of Day Not Measured � °.: N
o � L a
� �- CV � N C II7 C
a� c a. Q1y o �•'= � � a.°
� o � � >� U � Z � E U v w
w � � ° Stratum Descri tion � � ~ � °' °�� Y �' �' � '= � �
E p Z � w� c ¢ � _ � = a
� (n E � w N I-' C Ri N� N N I�J E
0 � d @� a v v ro°7 �0 3 Z' c o
� W Approximate Surface Elevation = 760.0 feet � O cn a� a cn LL-PL-PI � cn o � c�
LEAN CLAY (CL) - dark brown to light brown, with
calcareous nodules and limestone pieces 4 5+ 22
4.5+ 15
5 4.5+ 82 40-18-22 17
4.5+ 8
18-12-26 73 42-17-25 13
N=38
1
748.0
WEATHERED LIMESTONE - tan
� 50/Y4'
� i sor�4 �
�
15
� 744.0
� LIMESTONE - gray
a�
0
o�
.�c
0
a�
a 50/'/i �
� 2 � 740.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
w Proposed Elevation = 763.6 Feet
E Approximate Grading = 3.6 Feet Fill
0
v
�
m
m
�
m
v
.�
>
�
�
v
c
0
�
0
c
�
�
L
N
01
O
m
C
.o
Material boundaries are a roximale in situ lransitions ma be radual.
N Driller: Plat@ A.29
� Drilling Method: Continuous Flight Augers
Log Project No.
B-27 21-24902 Liberty Trails Phase 5 �
Boring Location N. of John Day Road and SH 114 � O��
Lot 21, Block 26 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04593° N While Drilling Not Observed 2-3-21
Longitude At Boring Completion Not Observed � �
97.37248° W End of Day Not Measured o � °' a
o rn �; r
y � N y N C � C
� C 6. "' N O �= O � .a O
Q �
'�-' O ~ C �'.. V � y Z y J y � C N
_ � � ° Stratum Descri tion `° ~ °' � � °'
� p �z � w=_ ` � _ `'-a
d � E � v°1 ° m'a N> a �' d = c°� E
o °1 @ a a a�, a`"i m.v �0 3 '�` c o
� W Approximate Surface Elevation = 760.0 feet � O cn a� a c� LL-PL-PI � cn o � c�
FAT CLAY (CH) - dark brown, with calcareous
nodules 2 50 32
4.5+ 80 81-30-51 28 1.1 90
5 4.5+ S
754.0
CLAYEY SAND (SC) - tan to light brown, with
limestone pieces 50/4" 38 35-15-20 5
4.5+ 9
1
748.0
WEATHERED LIMESTONE - tan
-� 50/Yz'
a � 745.0 50/Y4'
� � 5 LIMESTONE - gray
U
.0
U
N
O
m
L
O
N
a 50/'/<"
� 2 � 740.0 50l'/i'
Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 762.5 Feet
E Approximate Grading = 2.5 Feet Fill
0
v
m
m
m
�
N
�
.�
>
N
N
a
c
0
a
0
C
�
�
L
N
07
O
m
C
.o
Material boundaries are a roximate in situ transitions ma he radual.
� Driller: Plat@ A.3�
� Drilling Method: Continuous Flight Augers
Log Project No.
B-2$ 21-24902 Liberty Trails Phase 5
N. of John Day Road and SH 114 �
Boring Location R O N E
Lot 9, Block 30 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04592° N While Drilling Not Observed 2-3-21
�ongitude At Boring Completion Not Observed � �
97.37185° W End of Day Not Measured o � � � a
N � N � N C � C
c. � c a �3 y o ,o "= ° °1 -a o
� o� � �o V d.. Z yE U � a,v,
� �° � ° Stratum Description � z � � �' �� a J � _ _ � a
� N £ > °'� � �� ��"> � d � ��
o �' �.o a a, d m.v '0 3 �' c o
N W Approximate Surfiace Elevation = 758.0 feet � O �n a� a<n LL-PL-PI � �n o � U
FAT CLAY (CH) - dark brown, with calcareous
nodules 3.00 31
3.50 84 73-28-45 28
754.0
SANDY CLAY (CL) - tan to light brown, with g-12-12
5 limestone pieces N-2q ��
11-9-50/2.5" 57 29-15-14 12
749.0
S WEATHERED LIMESTONE - tan 50/'%"
50/Y<"
1
744.0
� S LIMESTONE - gray 50/�/<"
�
15
U
C
U
N
O
�U1
r
O
N
� 5����2 �
� 2 � 738.0 50/Y4'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 759.8 Feet
E Approximate Grading = 1.8 Feet Fill
0
a
m
m
m
aai
N
a
.m
>
�
a`�
�
c
0
�
0
c
�
�
s
�
m
0
m
G
`o
Material houndaries are a roximate in situ lransitions ma be radual.
� Driller: Plat@ A.3�
F Drilling Methad: Continuous Flight Augers
Log Project No.
8-29 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 R O N E
Lo t 7, B loc k 3� Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04592° N While Drilling Not Observed 2-3-21
�angitude At Boring Completion Not Observed � �
97.37110° V11 End of Day Not Measured � a N
o rn d t °'
� N ,r�, y- N �'N" O �N O
a �
� � a w ° � � a
o� c >° V � Z ;;•� d _ cuN,
� � ° Stratum Description z °� � °'
� v � � �, �
'J � L C � � �
�. .+ '_ _ �.
°a' tn E � °= u°ii F— c m ui > a � � = c�i E
o �c °1 �� a a, a, m.v �0 3 Z' c o
� W Approximate Surface Elevation = 755.0 feet � O u� a� a�n LL-PL-PI � tn o � c..�
FAT CLAY (CH) - dark brown, with limestone pieces
4.50 23
753.0
CLAYEY SAND (SC) - tan to light brown, with
limestone seams 4.5+ 48 38-19-19 13
5 12-23-21 1 �
N=44
749.0
LEAN CLAY (CL) - tan to light brown, with calcareous
nodules and limestone seams
14-23-5012" 87 44-20-24 13
747.0
WEATHERED LIMESTONE - tan
� 50/1"
50/Yz'
1
741.0
� � LIMESTONE - gray 50���j��
�
15
U
�C
U
N
O
m
r
O
N
� 50/'/<"
� 2 � 735.0 50/Y<"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 757.9 Feet
E Approximate Grading = 2.9 Feet Fill
0
�
m
w
m
a�'i
N
a
.@
>
�
a`�
�
c
0
�
0
C
a
�
.c
N
�
O
01
C
.Q
Material houndaries are a roximale; in silu transitions ma be radual.
y Driller: Plat@ A.32
F Drilling Method: Continuous Flight Augers
�pg Project No.
8-30 21-24902 Liberty Trails Phase 5
N. of John Day Road and SH 114 �
Boring Location R O N E
�ot $, Btock 32 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04592° N While Drilling Not observed 2-5-21
Longitude At Boring Completion Not Observed � �
97.37054° W End of Day Not Measured o � a a
o rn ;' s
N �- N � Ul C � C
v = a ""' N O �=' � a� -p O
a � '
$ O � C �'� V �� Z ,:;'J y y C N
w � � ° Stratum Description � z ~ � �' �� � � �- �
� � .: •� �' a w _ � = a
a°-i >` °' > y °' ° °' v �m > y m = c°� E
� � � °f � � a a�i af°i m °' �0 3 �' c o
� W Approximate Surface Elevation = 758.0 feet � O cn a� a cn LL-PL-PI � u� o � c�
SANDY CLAY (CL) - dark brown, with calcareous
nodules and limestone pieces q.5+ 24 0.0 106
4.5+ 56 40-21-19 16 102
29-10-13 14
5 N=23
50/4" 48-20-28 15
750.0
WEATHERED LIMESTONE - tan
i 50�,,,
50/'/2'
1
-� 50/'/z'
� i 5oi�i„
�
15
U
C
U
O 74�.�
m LIMESTONE - gray
�
0
a�
a 50/'/i �
� 2 � 738.0 50/'/<"
� Boring Terminated at Approximately 20 Feet
y Proposed Elevation = 758.3 Feet
� Approximate Grading = 0.3 Feet Fill
0
v
m
m
`m
�
�
a
.�
>
�
`m
�
c
0
a
0
C
�
�
L
N
m
O
�
C
`o
Material houndaries are a roximate• in situ, transitions ma be radual.
� Driller: Plat@ A.33
� Drilling Methad: Gontinuous Flight Augers
Log Project No.
B-31 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 RO N E
Lot 3, Block 18 Fort Worth, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04550° N While Drilling Not observed 1-29-21
Longitude At Boring Completion Not Observed a �
97.37617° W End of Day Not Measured o � °� Q
o rn �; .�
N �- N y N C � C
a � c a ::� o �= � � .no
� o� � �° U � z d J d ,,., c uNi
� � � ° Stratum Descri tion � �° ~ °� °� y � � °'
� p Z � °_ �� a � � _ =a
>, g � ° m'v 'w> � a, _ °o E
� N c�o °1 @� a a�i af°i �.� 0 3 �` c o
N W Approximate Surtace Elevation = 766.0 feet � O cn a� a<n LL-PL-PI � cn ❑ � c�
FAT CLAY (CH) - dark brown, with calcareous
nodules 3.50 25
4.5+ 75 70-28-42 23 1.2 103
762.0
SANDY CLAY (CL) - tan to light brown, with q.5+ 12
5 calcareous nodules and limestone pieces
7-13-21 58 31-14-17 10
N=34
759.5
WEATHERED LIMESTONE - tan
� 50/1.5"
50/0.5"
1
753.0
LIMESToNE - gray
� 50/Y2'
� i 50���4 �
� 15
�
U
.�
U
N
O
�
N
w
O
N
� 50/Y<"
� 2 � 746.0 50/1 /.4"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 768.4 Feet
� Approximate Grading = 2.4 Feet Fill
0
a
d
m
m
�
N
a
.�
>
m
a`�
v
c
0
a
0
c
v
�
t
N
Q1
O
�
C
0
Material boundaries are a roximate; in situ lransitions ma be radual.
N Driller: Plat@ A.34
� Drilling Method: Continuous Flight Augers
Log Project No.
B_32 21�24gp2 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 RO N E
Lot 2, Block 31 Fo1't Woi'th, Texas
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04537° N While Drilling Not Observed 2-3-21
Longitude At Boring Completion Not Observed � �
97.37110° W End of Day Not Measured o � °' a
o rn �; .L
Gl y y N � aN-� t LA C
c p, � o .a •— o � a.�
�•' � H C d•wO— � E Z � J d ,f, C N
r E � ° Stratum Description � z � °' °�� � � � �- �
aai �+ °' > `m m ° a'v N> a N v � e°� E
� � � °1 �.n a m af6i m v �� 3 Z` c o
� W Approximate Surtace Elevation = 754.0 feet � O �n a� a cn LL-PL-PI � cn o � c�
FAT CLAY (CH) - dark brown to tan, with calcareous
nodules and limestone seams 3.00 27
4.5+ 87 69-31-38 30
4.5+ 10
5
16-20-23 g
N=43
746.5
WEATHERED LIMESTONE - tan
i 50�,�2 �
50/1 "
1
743.0
LIMESTONE - gray
r 50/'/z'
� i 5o���a �
�
15
U
C
U
N
O
�
r
O
N
� 50/Y<"
� 2 � 734.0 50/'/4'
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 756.6 Feet
� Approximate Grading = 2.6 Feet Fill
0
a
�
w
m
d
N
v
.@
>
�
�
�
c
0
�
0
c
v
�
.�
m
rn
0
rn
C
`o
Material houndaries are a roximate• in situ lransitions ma he radual.
y Driller: Plat@ A.3rJ
F Drilling Methad: Continuous Flight Augers
Log Project No.
B-33 21-24902 Liberty Trails Phase 5
Boring Location N. of John Day Road and SH 114 p N E
Lot 4, Block 32 Fort Worth, Texas 1� �
Latitude Water Level Observations (feet) Date E N G I N E E R I N G
33.04536° N While Drilling Not observed 2-3-21
�ongitude At Boring Completion Not Observed o �
97.37054° W End of Day Not Measured � °.: n
o rn t; .� �'
a � c a °' N p .vn .'_' o m a o
� o� � >.° v m w z v.� v � m v,
a � Q � ° Stratum Description � z ~ � °' °1= y -' ` � `� 4= �'
� � c � Q � � _
� fn E � +�' N F- C f�0 N> N Ul L�f E
p m °' �.n a ad m°' �0 3 �' co
� W Approximate Surface Elevation = 755.0 feet � O <n a� a cn LL-PL-PI � cn o � c.�
FAT CLAY (CH) - dark brown to tan, with limestone
seams 4.5+ 18
4.50 77 55-23-32 21
751.5
LEAN CLAY (CL) - light brown to tan, with limestone � 6-28-3
seams N_3� 90 36-15-21 10
5
749.0
WEATHERED LIMESTONE - tan
i 5o���z �
50/Y4'
1
� 50/1"
� i 5or�<�
�
15
� 739.0
� LIMESTONE - gray
0
rn
L
O
N
s 50l'/z'
� 2 � 735.0 50/'/"
� Boring Terminated at Approximately 20 Feet
� Proposed Elevation = 757.9 Feet
� Approximate Grading = 2.9 Feet Fill
0
�
a�
m
`m
m
N
�
.�
i
�
�
�
G
U
�
O
C
�
�
t
y
m
O
O1
C
0
Material boundaries are a roximale� in situ transilions ma be radual.
� Driller: Plate A.36
� Drilling Method: Continuaus Flight Augers
SOIL OR ROCK TYPES � � `�
� �� RONE
�'��►�'� Undocumented Fill � Well-Graded Sand (SW)
•^//,^/ ENGINEERING
/ ►.n /
Lean Clay (CL) �Clayey Sand (SC) DRILLWG AND SAMPLING METHODS
0
Gravelly Lean Clay (CL) ° ��0° Well-Graded Gravel (GW) �
o D o
Fat Clay (CH) �Marl
Shelby Split Texas
------ Tube Spoon Cone
�°° Gravelly Fat Clay (CH) ---- - Weathered Shale Pen
Clayey Gravel (GC) Shale
Silt (ML) Weathered Limestone
� Poorly-Graded Sand (SP) Limestone cFa, Hsa, Rock
Core
TERMS DESCRIBING CONSISTENCY, CONDITION, AND STRUCTURE OF SOIL
Fine Grained Soils �Mo�e cnan eoia Passing No. 200 Sieve)
Consistency Penetrometer Reading, (tsfl Unconfined Compression, (ps�
Very Soft < 0.5 < 1000
Soft 0.5 to 1.0 1000 to 2000
Firm 1.0 to 2.0 2000 to 4000
Hard 2.0 to 4.0 4000 to 8000
Very Hard > 4.0 > 8000
C08fSe Gf21t12d SOI�S (More than 50 % Relained on No. 200 Sieve)
Penetration Resistance Descriptive Item Relative Density
(Blows / Foot)
0 to 4 Very Loose 0 to 20%
4 to 10 Loose 20 to 40%
10 to 30 Medium Dense 40 to 70%
30 to 50 Dense 70 to 90%
Over 50 Very Dense 90 to 100%
Soil Structure
Calcareous Contains appreciable deposits of calcium carbonate; generally nodular
Slickensided Having inclined planes of weakness that ate slick and glossy in appearance
Laminated Composed of thin layers of varying color or texture
Fissured Containing cracks, sometimes filled with fine sand or silt
Interbedded Composed of alternated layers of different soil types, usually in approximately equal proportions
TERMS DESCRIBING PHYSICAL PROPERTIES OF ROCK
Hardness and Degree of Cementation
Very Soft or Plastic Can be remolded in hand; corresponds in consistency up to hard in soils
Soft Can be scratched with fingernail
Moderately Hard Can be scratched easily with knife; cannot be scratched with fingernail
Hard Difficult to scratch with knife
Very Hard Cannot be scratched with knife
Poorly Cemented or Friable Easily crumbled
Cemented Bound together by chemically precipitated material; Quartz, calcite, dolomite, siderite, and iron oxide are common cementing
materials.
Degree of Weathering
Unweathered Rock in its natural state before being exposed to atmospheric agents
Slightly Weathered Noted predominantly by color change with no disintegrated zones
Weathered Complete color change with zones of slightly decomposed rock
Extremely Weathered Complete color change with consistency, texture, and general appearance approaching soil
KEY TO CLASSIFICATION AND SYMBOLS PLATE A.37
Grp. Laboratory Classification �
Major Divisions Sym Typical Names Criteria �
RONE
� �, Well graded gravels� E N G I N E E R I N G
� � � � GW gravel-sand mixtures, ��
.� �, L o little or no fines � pba 1o30)z
j o� � o � C� po greater than 4: C� D x D6 between 1 and 3
� � .� � �, Poorly graded gravels, �
o ,� �, v J GP gravel-sand mixtures, o Not meeting all gradation requirements
c� �' �' a� " little or no fines � u� for GW
a� L.. � ai - o
Z � o �t � � � U �
�o� �° z � �, GM Silty gravels, gravel -�� c� c� � Liquid and Plastic limits Liquid and plastic
� c�� sand - silt mixtures N°' ��� below "A" line or P.I. limits plotting in
� � �a � �u� �� u� � hatched zone
-� �, � � `�- � .� o a v � greater than 4
� � ��-. �o
� � � � .._.. .� o �� N � � �, between 4 and 7
�� `—° .� 3 � .� � o � are borderline
``� � `� �- � Cla e ravels, ravel z ��-� Liquid and Plastic limits cases re uirin use
��� o � Q o GC y y g g � o �? �� above A line with P.I. a g
.L ��� - sand - clay mixtures o� ; a� o f dua l sym bo ls
� �, E �- � greater than 7
L c�o (� > g : ai
o� � �a : �n
v a� u, � Well graded sands, �� :° o� (p�o)2
� o� �� SW g r a v e l l y s a n d s, I l t t l e o r �,o ;� C� po greater than 6: C � o x p between 1 and 3
v- -
° �.N c� o no fines ��o :��, ,° fi°
� cn cn c c � : -a
�° �- a� c L � � �
� �� �° Poorly graded sands, �� .,_; � m Not meeting all gradation requirements
� �� U� SP gravelly sands, little or �� � L ; for SW
.,, co u� o � .
�, a � � � no fines � � �, Q, �
° � o Z c��a � 3 a cv a�
� � µ- � Silt sands, sand silt ���"' � L Liquid and Plastic limits Liquid and plastic
�� ��� SM y mix tures � Q°�� Q- b e l o w " A" l i n e o r P. I. l i m i t s p l o t t i n g
c L ,� _ca 4- a��-�' "-" � less than 4 between 4 and 7
� @ � � � � �, � � o o are borderline
a� � � a- � �� :� � ��� Liquid and Plastic limits cases requiring use
o�, -� n. o Clayey sands, sand
� � Q� SC clay mixtures ��� above "A" line with P.I. of dual symbols
c� � o o� greater than 7
Inorganic silts and very fine
sands, rock flour, siity or
� T� ML clayey fine sands, or clayey 60
� @ — silts with slight plasticity
�
o U'� � Inorganic clays of low to
N �=� C� medium plasticity, gravelly
o ��� clays, sandy clays, silty 50
Z "= .� cla s, and lean cla s CH
c cn �
� Organic silts and organic
�` OL silty clays of low plasticity Q 40
— � z
o @ —
� � Inorganic silts, micaceous �
�� U
� � MH or diatomaceous fine sandy 30
'� � �� or silty soils, elastic silts g �' OH and MH
C� 'L c� � �
a�
�� -° � c CH Inorganic clays of high 20
� � � � plasticity, fat clays
� � :� � CL
L
+� �, . _
o � ,� 10
� Organic clays of inedium to
� � OH high plasticity, organic silts �� c��M�. \�
� M and OL
c�
+'�-� U
� 0 10 20 30 40 50 60 70 80 90 100
�+--
°� � � � Peat and other highly
o =��o Pt organic soils LIQUID LIMIT
� O
PLASTICITY CHART
UNIFIED SOIL CLASSIFICATION SYSTEM PLATE A.38
SWELL TEST RESULTS
Liberty Trails Phase 5
N. of John Day Road and SH 114
Fort Worth, Texas
Rone Project Number: 21-24902
Depth Liquid Plastic Plasticity Initial MC Final MC Load Swell
Boring (feet) Limit Limit Index (%) (%) (psf) (°/a)
B-1 3 66 17 48 29 33 375 0.5
B-3 5 38 18 21 14 18 625 0.0
B-6 3 70 25 45 30 33 375 0.5
B-7 7 53 21 32 36 39 875 0.1
B-8 5 85 28 57 26 28 625 1.0
B-9 5 52 18 34 13 16 625 0.0
B-11 5 42 19 23 16 18 625 0.0
B-15 3 43 17 26 13 20 375 2.5
B-17 7 41 16 25 18 19 875 0.0
B-18 3 92 29 63 16 20 375 0.3
B-18 9 42 18 25 23 24 1125 0.1
B-20 3 39 17 23 14 17 375 0.4
B-27 3 81 30 51 28 32 375 1.1
B-25 3 37 16 21 16 21 375 3.0
B-31 3 70 28 42 21 23 375 1.2
PLATE A.39
APPENDIX B
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FIELD EXPLORATION
Subsurface conditions were evaluated with 33 borings perFormed to depths of approximately 20
feet below existing grades at the locations shown on the Boring Location Diagram, Plate A.3. The
borings were completed at locations staked in the field by Rone personnel. The borings were
advanced between sample intervals using continuous flight auger drilling procedures. The results
of each boring, including sample depth, description, and soil classification based on the Unified
Soil Classification System (USCS), are shown on the Logs of Boring. Keys to the symbols and
terms used on the Logs of Boring are presented in Appendix A.
Relatively undisturbed samples of cohesive soils were obtained using a tube sampler at the
depths indicated on the Logs of Boring. The tube sampler consists of a nominal 3-inch diameter
steel tube with a sharp cutting edge connected to a head equipped with a ball valve threaded for
rod connection. The tube is hydraulically pushed into the soil. The soil specimens were extruded
from the tube in the field, described, tested for consistency with a hand penetrometer, and
packaged to reduce moisture loss.
The consistency of cohesive soil samples was evaluated in the field using a calibrated hand
penetrometer. In this test, a'/4-inch diameter piston is pushed into a relatively undisturbed sample
at a constant rate to a depth of approximately'/4 inch, and the piston penetration resistance is
recorded in tons per square foot (tsf) at the appropriate depth on the Logs of Boring. When the
capacity of the penetrometer is exceeded, the value is tabulated as 4.5+.
Samples of stiff and/or granular materials were obtained using split-barrel sampling procedures
in general accordance with ASTM D1586. In the split-barrel procedure, a disturbed sample is
obtained in a standard 2-inch OD split-barrel sampler driven 18 inches into the ground using a
140-pound hammer falling freely 30 inches. The number of blows for the last 12 inches of the 18-
inch penetration is recorded as the Standard Penetration Test resistance (N-value). The N-values
are recorded on the Logs of Boring at the depth of sampling. The samples were packaged and
returned to our laboratory for further examination and testing.
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Rock and rock-like materials encountered in the borings were evaluated with a modified version of
the Texas Cone Penetration (TCP) test. Texas Department of Transportation (TxDOT) Test Method
Tex-132-E specifies driving a 3-inch diameter cone with a 170-pound hammer freely falling 24
inches. This results in 340 foot-pounds of energy for each hammer blow. This method was modified
by using a 140-pound hammerfalling 30 inches, resulting in 350 foot-pounds of per blow. In relatively
soft materials, the penetrometer cone is driven 1 foot and the number of blows required for each 6-
inch increment is recorded at the respective test depth on the log of boring. In hard materials (rock
or rock-like), the penetrometer cone is driven 100 blows, and the resulting penetration distances are
recorded in inches for the first and second sets of 50 blows. The penetration for the total 100 blows
is recorded at the respective testing depths on the Logs of Boring.
Groundwater observations during and at completion of drilling are shown on the Logs of Boring.
Upon completion of the borings, the boreholes were backfilled with auger cuttings to ground level.
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LABORATORY TESTING
Laboratory tests were performed on selected samples recovered from the borings to evaluate the
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 described by an engineering geologist or senior staff inember in the field and/or
the laboratory and were later refined based on results of the laboratory tests.
The samples were visually classified and described, in part, using the Unified Soil Classification
System (USCS). Visual classification of soils was confirmed for selected samples using index
property testing including natural moisture content, Atterberg limits, and gradation tests (percent
passing the No. 200 U.S. Standard Sieve). All testing was perFormed in general accordance with
applicable American Society for Testing and Materials (ASTM) procedures as follows:
Test ASTM Standard Number
Atterberg Limits D4318
Percentage of Particles Passing the No. 200 Sieve D1140
Moisture Content D2216
Dry Unit Weight D2167
Unconfined Compressive Strength D2166
Swell Test D4546, Method B
Swell Test
In the swell test, a sample is placed in a consolidometer and subjected to the estimated
overburden 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. Detailed swell test results are
tabulated in Appendix A.
Unconfined Compression Strength Test
In the unconfined compression test, a cylindrical specimen is subjected to axial load at a constant
rate of strain until failure occurs. Strengths determined by this test are tabulated at their respective
sample depths on the Logs of Boring. Results of natural moisture content and dry unit weight
determinations are also tabulated at the respective sample depths on the logs.
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APPENDIX C
The Geoprofessional Business Association (GBA)
has prepared this advisory to help you — assumedly
a client representative — interpret and apply this
geotechnical-engineering report as effectively as
possible. In that way, you can benefit from a lowered
exposure to problems associated with subsurface
conditions at project sites and development of
them that, for decades, have been a principal cause
of construction delays, cost overruns, claims,
and disputes. If you have questions or want more
information about any of the issues discussed herein,
contact your GBA-member geotechnical engineer.
Active engagement in GBA exposes geotechnical
engineers to a wide array of risk-confrontation
techniques that can be of genuine benefit for
everyone involved with a construction project.
Understand the Geotechnical-Engineering Services
Provided for this Report
Geotechnical-engineering services typically include the planning,
collection> interpretation, and analysis of exploratory data from
widely spaced borings and/or test pits. Field data are coinbined
with results from laboratory tests of soil and rock samples obtained
from field exploration (if applicable), observations made during site
reconnaissance, and liistorical information to form one or more models
of the expected subsurface conditions beneath the site. Local geology
and alterations of the site surface and subsurface by previous and
proposed construction are also important considerations. Geotechnical
engineers apply their engineering training, experience, and judgment
to adapt the requirements of the prospective project to the subsurface
model(s). Estimates are made of the subsurface conditions that
will likely be exposed during construction as well as die expected
performance of foundations and other structures being planned and/or
affected by construction activities.
The culminaUon of these geotechnical-engineering services is typically a
geotechnical-engineering report providing the data obtained, a discussio❑
of the subsurface model(s), the engineering and geologic engineering
assessments and analyses made, and the recommendations developed
to satisfy the given requirements of the project. These reports may be
tided investigations, explorations, studies, assessments, or evaluations.
Regardless of the tide used, the geotechnical-engineering report is an
engineering interpretation of tlie subsurface conditions within the context
of the project and does not represent a close examination, systematic
inquiry, or d�orough u�vestigation of all site and subsurface conditions.
Geotechnical-Engineering Services are Performed
for Specific Purposes, Persons, and Projects,
and At Specific Times
Geotechnical engineers structure their services to meet die specific
needs, goals, and risk management preferences of their clients. A
geotechnical-engineering study conducted for a given civil engineer
will not likely meet the needs of a civil-works constructor or even a
different civil engineer. Because each geotechnical-engineering study
is unique, each geotechnical-engineering report is unique, prepared
solely for the client.
Likewise, geotechnical-engineering services are performed for a specific
project and purpose. For example, it is unlikely that a geotechnical-
engineering study for a refrigerated warehouse will be the same as
one prepared for a parking garage; and a few borings drilled during
a preliminary study to evaluate site feasibility will not be adequate to
develop geotechnical design recommendations for the project.
Do not rely on this report if your geotechnical engineer prepared it:
. for a different client;
• for a difEerent project or purpose;
. for a different site (that may or may not include all or a portion of
the original site); or
. before important events occurred at tl�e site or adjacent to it;
e.g., man-made events like construction or environmental
remediation, or natural events like floods> droughts, earthquakes,
or groundwater fluctuations.
Note, too, the reliability of a geotechnical-engineering report can
be aftected by the passage of time, because of factors like changed
subsurface conditions; new or modified codes, standards, or
regulations; or new techniques or tools. If yoti nre the lenst bit i�ncertnin
about the continued reliability of this report, contact your geotechnical
engineer before applying die recommendations in it. A minor amount
of additional testing or analysis after the passage of time — if any is
required at all — could prevent major problems.
Read this Report in Full
Cosdy proUlems have occurred because those relying on a geotechnical-
engineering report did not read the report in its entirety. Do not rely on
an executive summary. Do not read selecdve elements only. ReAd and
refer to the report in full.
You Need to Inform Your Geotechnical Engineer
About Change
Your geoteclmical engineer considered unique, project-specific factors
when developing the scope of study behind this report and developing
the confirmation-dependent recommendations the report conveys.
Typical changes that could erode the reliability of this report indude
those that affect:
. the site's size or shaye;
. the elevation, configuration, location, orientation,
function or weight of the proposed structure and
the desired performance criteria;
. the comyosition of the design team; or
. project ownership.
As a general rule, nhvnys inform your geotechnical engineer of project
or site changes — even minor ones — and request an assessment of their
impact. 71te geotechnicnl engi�ieer tivlio prepnred tltis report ca��not nccept
■ ■ ■
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�•esponsibility or liability for problems that nrise 1�ecause the geotechnicnl
engineer was not infonnerl nbout developments the engineer othertivise
would have considered.
Most of the "Findings" Related in This Report
Are Professional Opinions
Before construction Uegins, geotechnical engineers explore a site's
subsurface using various sampling and testing procedures. Geotechnicnl
engi�ieers can observe actunl su�surjnce coriditions anly nt Niose spe��c
locations lvhere s�rripli�ig nrid te�ti�tg is perfor�ried. The data derived from
that sampling and testing were reviewed by your geotechnical engineer,
who dien applied professional judgement to form opinions about
subsurface conditions throughout the site. Actual sitewide-subsurface
conditions inay differ - inaybe significantly - from tliose indicated in
this report. Confront that risk Uy retaining your geotechnical engineer
to serve on the design teatn through project completion to obtain
infonned guidance quicldy, whenever needed.
This Report's Recommendations Are
Confirmation-Dependent
The recommendatIons included in diis report - including any options or
alternatives - are confirmation-dependent. In other words, they are not
final, because the geotechnical engineer who developed them relied heavily
on judgemeut and opiiuon to do so. Your geotechnical engu�eer can finalize
the recommendations only after observing actual subsurface conditions
exposed duiing construction. If through observation your geotechnical
enguieer confinns that the conditions assumed to exist actually do exist,
the recommendations can be relied upon, assuming no other changes have
occurred. Thegeotecl�nica! e»gineer who prepnred this report cannot assw��e
responsibility or liability for confirmatio�i-dependent recommendations if you
fail to retnin that engineer to perforni cottstruction observation.
This Report Could Be Misinterpreted
Other design professionals' misinterpretation of geotechnical-
eugineering reports has resulted in costly problems. Confront that risk
by having your geotechnical engineer serve as a continuing member of
the design team, to:
• confer with other design-team meinbers;
. help develop specifications;
. revietv pertinent elements of other design professionals' plans and
specifications; and
be available whenever geotechnical-engineering guidance is needed.
You should also confront the risk of constructors misinterpreting this
report. Do so Uy retaining your geotechnical engineer to participate in
prebid and preconstruction conferences and to perform construction-
phase observations.
Give Constructors a Complete Report and Guidance
Some owners and design professionals mistakerily believe they can shift
unanticipated-suUsurface-conditions IiaUility to constructors by li�niting
the information they provide for bid preparation. To help prevent
the costly, contentious problems this practice has caused, include the
complete geotechnical-engineering report, along with any attachments
or appendices, with your contract documents, but be certnrn to noie
conspiaiously that you've iriclu��ed tite mnterin! for i�tfor�riation pt�rposes
only. To avoid misunderstanding, you may also want to note that
"informational purposes" means constructors have no right to rely on
the inteipretations, opinions, conclusions, or recommendations iu the
report. Be certain that constructors luiow they may learu about specific
project requirements, including options selected from the report, only
frotn the design drawings and specifications. Remind constructors
that they may perform their own studies if they want to, and be sure to
allow enougli tinie to permit them to do so. Only then might you be in
a position to give constructors the information available to you, while
requiring them to at least share some of the financial responsibilities
stemming fc•om unanticipated conditions. Conducting prebid and
preconstruction confe►•ences can also be valuable in tliis respect.
Read Responsibility Provisions Closely
Some client representatives, design professionals, and constructors do
not realize that geotechnical engineering is far less exact than otlier
engineering disciplines. This happens in part because soil and rock on
project sites are typically heterogeneous and not manufactured inaterials
with well-defined engineering properties like steel and concrete. That
lack of understatiding has nurtured unrealistic expectations that have
resulted in disappointments, delays, cost overruns, claims, and disputes.
To confront that risk, geotechnical engineers commonly include
explanatory provisions in their reports. Sometimes labeled "limitations;'
many of these provisions indicate where geotechuical engineers'
responsibilities begin and end, to help others recognize their o�m
responsibilities and risks. Renrl the�eprovisiats closely. Aslc questions.
Your geotechnical eugineer should respond fully and franl�ly.
Geoenvironmental Concerns Are Not Covered
The personnel, equipment, and tecluiiques used to perform an
eiivironmental st�idy - e.g., a"phase-one" or "phase-two" environmental
site assessment - differ significandy from those used to perform a
geotechnical-engineering study. For that reason, a geotechnical-engineering
report does not usually provide environmental findings, conclusions, or
reconunendations; e.g., about the likelihood of encounteruig underground
storage tanks or regulated contaminants. U�ianticipated subsurface
e��vironmentnl problems hnve led to project failures. Ifyou have not
obtained your otiv�i enviroumental information about the project site,
ask your geotech�ucal consultant for a recommendation on how to find
environmental risk-tnanagetnent guidance.
Obtain Professional Assistance to Deal with
Moisture Infiltration and Mold
While your geotechnical engineer may have addressed groundwater,
water infiltration, ar similar issues in this report, the e�igineer's
services were not designed, conducted, or intended to prevent
migration of moisture - including water vapor - from the soil
through building slabs and walls and into the building interior, where
it can cause mold growth and material-performance deficiencies.
Accordingly, proper trnple»ientntiort of the geotechntcal engineer�'s
reco»unendatio►is will riot of itself Le sufficient to pr•event
moisture i►ifiltration. Confi•ont the risk of mofsture infiltrntior► by
including building-envelope or mold specialists on the design team.
Geotechnicnl engineers are �ot building-envelope or mold specialists.
�GEOPROFESSIONAL
BUSINESS
/ � ASSOCIATION
Telephone: 301 /565 -2733
e-inail: info@geoprofessional.org www.geoprofessional.org
Copyright 2019 Uy Geoprofessional Business AssociaUon (GBA). Duplication, reproduction, or copying of this document, in whole or in part, by any means whatsoever, is stricdy
proliibited, except wi[h GBA's specific written permission. Excerpting, quoting, or othenvise eztracting wording from tl�is document is permitted only tvidi the express written
yennission otGBA, and only for purposes of scholarly research or book review. Only members of GDA may use this document or its wording as a complement to or as an element
of a report of any kind. Any other firm, individual, or other entit}' Ihat so uses this document without being a GBA member could be committing negligent