HomeMy WebLinkAbout05-12-05 PZ Agenda Packet J
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TOWN OF WESTLAKE, TEXAS
PLANNING AND ZONING COMMISSION MEETING
AGENDA
MAY 1 , 2005
7:00 P.M.
TOWN HALL BOARD ROOM
2650 J. T. OTTINGER
1. CALL TO ORDER.
2. REVIEW AND APPROVE MINUTES OF THE PLANNING AND ZONING
COMMISSION MEETING HELD DECEMBER 9, 2004.
3. CONDUCT A PUBLIC HEARING AND TAKE APPROPRIATE ACTION
REGARDING AN APPLICATION FOR A SITE PLAN AMENDMENT FOR
FIDELITY INVESTMENTS AT ONE DESTINE'WAS',WESTLAKE,TEXAS.
4. ADJOURNMENT.
CERTIFICATION
I certify that the above notice was posted at the Town Hall of the Town of Westlake, 2650 J.T.
Ottinger Road, Westlake, Texas, on Friday, May 6, 2005, at 5:00 p.m. under the Open Meetings
Act, Chapter 551 of the Texas Government Code.
J n Dwinnell, TRMC, CMC, Town Secretary
TOWN OF WESTLAKE, TEXAS
MINUTES OF THE REGULAR MEETING
FT E PLANNING AND ZONING C I S
December 9, 2004
Present: William E. Greenwood, Chairman
Allen Heath, Vice Chairman
Larry Corson, Member
Stan Parchman, Member
Sharon Sanden, Member
Trent Petty, Town Manager arrived during the
meeting.
Michael Kallas, Town Attorney
Ginger Crosswy, Town Secretary
Absent: No one.
Item#1: Chairman Greenwood opened the meeting at 7:03 p.m.
Item#2: Review and approve minutes of the regular meeting held on May 20, 2004.
Motion by Commissioner Heath, seconded by Commissioner Sanden, to approve the
minutes as presented. There was no discussion and the motion carried unanimously.
Item#3: Conduct a Public Hearing and take any appropriate action regarding an
application for a specific use permit for a private water well to be located at 2224 King
Fisher Drive in Vaquero. Mr. Doug Jackson of Anderson Water Wells was in attendance
representing the applicant. Commissioner Corson stated that the Vaquero restrictions are
that a water well is not allowed on a lot smaller than 1.6 acres but on a larger lot it must
be approved by the Design Review Committee. This lot is 3.5 acres and Mr. Jackson
stated that he wasn't positive, but did believe that the contractor has already been before
that committee on this issue. After several more questions the Public Hearing was opened
at 7:08 p.m. Mr. Michael Bond of 5940 Mohotea Boone Trail, asked if this would require
any above ground structure and was told only during the drilling process. No one else
wished to address the Commission and there was a motion by Commissioner Sanden,
seconded by Commissioner Heath,to close the public hearing. There was no discussion
and the motion carried unanimously. There was a motion by Commissioner Heath,
seconded by Commissioner Parchman, to recommend approval of this SUP application to
the Board of Aldermen. There was no further discussion and the motion carried
unanimously.
At 7:10 p.m. the meeting was recessed until the Town Manager arrived. Upon Mr. Petty's
arrival the meeting was reconvened at 7:15 p.m.
Item#4: Conduct a Public Hearing and take any appropriate action regarding an
amendment to the Unified Development Code by adding Article IV, Permissible Uses,
Section 14, Wind Turbines and amending Article XVI, Definitions, Section 2, Words and
Terms Defined for the purpose of defining and prohibiting the construction of wind
turbines in the Town. Mr. Petty explained this item to the Commission, stating that this
item was precipitated by the wind turbine that was erected in Keller off of Qttinger Road
close to the intersection of Dove Road. He stated that several residents had spoken to him
about this being a visual as well as a sound problem.There was a long discussion
regarding possible new technology in the future that would allow the same end result but
quieter and at a much lower height. Mr. Petty told the Commission that this item could be
reconsidered and possibly amended any time the residents would like. The public hearing
was opened at 7:32 p.m. Mr. Michael Bond of 5940 Mahotea Boone Trail told the
Commission that he would much rather see any wind turbine construction be considered
on a case by case basis instead of a blanket prohibition. He stated that he is concerned
about closing the door to any future development in alternative energy. Commissioner
Corson asked the procedure in getting this issue reconsidered in the future. Mr. Petty told
the Commission that in reality, it takes very little to get an item placed on an agenda in
Westlake for consideration and that a couple of phone calls or requests for action would
likely result in it being put on a future agenda for consideration by the Board. No one else
wished to address the Commission and there was a motion to close the Public Hearing by
Commissioner Sanden, seconded by Commissioner Corson. There was no discussion and
the motion carried unanimously. There was a motion by Commissioner Heath,to
recommend that the Board of Aldermen not approve this amendment. Mr. Petty stated
that the appropriate motion was to recommend approval and then vote against the motion
if he preferred it not be approved. Commissioner Heath withdrew his motion. There was
a motion by Commissioner Corson, seconded by Chairman Greenwood,to recommend
approval of this amendment to the Board of Aldermen. There was a short discussion after
which the motion carried three votes for and two against. Commissioner Heath and
Commissioner Parchman voted against the motion.
Item#5: There was a motion by Commissioner Sanden, seconded by Commissioner
Parchman, to adjourn. There was no discussion and the motion carried unanimously. The
meeting was adjourned at 7:45 p.m.
Approved by the Planning &Zoning Commission on ,2004.
_..........................................................
ATTEST:
William E. Greenwood, Chairman
Ginger Cross,vy, Town Secretary
0
MEMO
TO: Chairman Bill Greenwood and Members of the Planning and Zoning
Commission
FROM: Trent Petty, Town Manager
SUBJECT: Regular Meeting of May 12,2005
DATE: May 6, 2005
Item
Conduct a Public Hearing and take appropriate action regarding an application for a site
plan amendment for Fidelity Investments at One Destiny Way, Westlake, Texas.
Recommendation:
Approval of the amendment
Background:
Fidelity Investments has made application to the Town for an amendment to their
approved Site Plan to incorporate an expansion to the existing parking garage. An
amendment to an approved site plan is essentially a zoning change and must be approved
by the Commission and the Board of Aldermen.
Fidelity is requesting approval to construct an addition to their existing parking garage
that will add approximately 300 spaces. The proposal will add another bay to the garage
along the east side of the existing structure. The addition will be three (3) levels in
height, which is one (1) level less than the existing garage.
The Town staff has reviewed the application and has determined that the proposed
amendment complies with the Town's Uniform Development Code (UDC). Recognizing
that lighting of the Fidelity campus is a controversial issue in Town, the staff paid
particular attention to the lighting proposed for the new garage addition. The architect is
proposing wall-mounted fixtures for the top level so that no poles will be necessary. The
fixtures are fully shielded with 75% cut-off and the lighting level provided is less than 10
foot-candles in compliance with the Outdoor Lighting section of the UDC.
The Town staff took this opportunity to visit with the Fidelity staff about lighting on the
campus. The lights at the complex are computer-controlled. A letter from Fidelity is
attached stating that all lights will be turned off after business hours with the exception of
security lighting.
Representatives of Fidelity and HKS Architects will be in attendance at the meeting to
present their case.
Attachments:
Application Booklet
(D
ty
I I FWVkE®r 9A.90 4W irs
Garage Expansion
Fact Sheet
Campus Objectives
• Blend in with surroundings
• Utilize native and natural materials
• Provide a high quality environment for employees
• Provide a venue for client visits
• Host community events:
• City Council "Boot Camp"
• Westlake Academy parking for large events
• Trophy Club Police Academy (weekday evenings)
• NW ISID science classes field day (475 students)
Public Education Finance Reform
Run The Ranch event and parking
Headcount
Q1 2001 Initial Move-in 1250
Q2 2003 Dallas/Irving Relocation 2400
Current 2900
Maximum Potential Headcount 3420
Peak Nov-May
Anticipated 2006 Peak 13100-3200
Building Occupants
• More than 20 unique business units
• 2 phone centers (one works 7 days a week 6am — midnight)
• 2 7x24 business units (IMC & Techline)
Garage Usage
• Existing spaces 2432
• Utilization Rate ranges between 75% & 80%
® Shifts, travel, vacation, sick, remote workers
• Supports headcount of 3025
• Peaked during 1 st week of Jan with less than 100 available spaces
Proposed Expansion
• Adding approximately 300 spaces (100 each on 3 levels)
• Will support maximum building headcount of 3420
• Expand toward Precinct Line; away from residential
• Expansion will have the same character and sensitivity as the original
• To meet the expected Nov peak, we need to begin construction as quickly as
possible
05/12/2005
April 26, 2005
Board of Aldermen
Town of Westlake
2650 J.T. Ottinger Road
Westlake, TX 76262
Subject: Flours of operation of garage rooftop lighting
Dear Board:
We are pleased to provide additional information concerning the garage addition
at the Fidelity Investments Westlake Campus. The normal hours of operation of
the garage addition rooftop lighting will be 6:00 a.m. through 12:00 a.m., Fidelity
Investments business hours.
Yours truly,
Fran Eichorst
Vice President
General Manager
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Rhodes, Steve
From: Norman, Shelby{LaS}
Sent: Tuesday, April 26, 2005 2:10 PM
To: Rhodes, Steve
Subject: Fw: Garage light schedule
-----Original Message-----
From: South, Mark <mark.south @fmr.com>
To: Norman, Shelby {LaS} <Shelby.Whitaker-Norman @FMR.COM>; Hall, Eric JLL
<Eric.Hall.JLL @FMR.COM>
Sent: Tue Apr 26 15:05:29 2005
Subject: Garage light schedule
Level land 2 are 24x7
Level 3 and 4 are on till midnight Mon- Thursday
Level 3,4, 5 are off Fri.night, Sat and Sunday
Level 5 runs dusk till midnight
Mark South
Assist. Chief Engineer
Jones Lang LaSalle Corporate Property Services
Fidelity Investments Portfolio
Westlake, TX
[8171474-9268
mark.south @am.jll.com
1
Horizontal
Horizontal Lamp
Available in Type 11, Type III, Type IV, Wall Grazer and Spot Horizontal
distributions. The flat lens system provides full cutoff control and Lamp _
excellent uniformity.
Sealed optics and performance reflector technology allow the
horizontal lamp optical system to maximize illumination. An optional
\ -
houseside shield is available for Types II, III, and IV distributions to Flat Lens Optional
Convex Lens
reduce wall brightness directly behind the fixture.
An optional convex lens offers increased lens presence as well.
In the up facing light configuration, the convex shape reduces
accumulation of trash and debris on the lens.
Type II Type III Type IV Wall Grazer Spot
Full Cutoff
The term "full cutoff" as applied to a down facing fixture, means that
no portion of the luminaire's optical system is visible above
horizontal. In addition to this physical requirement, the fixture also
meets IES photometric requirements for classification as a full cutoff
luminaire.While some wall luminaires claim to be cutoff, their visible
optical systems create brightness that overwhelms the surrounding
architecture. The Wall Director utilizes a horizontal lamp orientation
and a standard flat clear glass lens to achieve full cutoff. The
distribution of light is handled entirely by a precision reflector system
engineered for maximum fixture spacing with outstanding uniformity.
All reflector systems for the Wall
Director are engineered to
achieve full cutoff in the vertical '
plane while spreading light away
from the wall. In the vertical plane,
I is reflected at the
highest possible angle zN
for maximum
fixture
REFLECTED LIGHT- lg Excessive spacing. Ei straight VERTICAL PLANE g
down illumination is avoided by
the elimination of downward .� �
reflecting surfaces. In the
horizontal plane, light is o I ! I, i o
precisely directed away from 190 90 1
the wall. All light striking the wally
comes only from the lamp. This
wall illumination may be
aesthetically desirable whether
directed up or down, or can be
substantially reduced by using �X\ ; i % ���
the optional houseside shield ` XT
REFLECTED LIGHT-
HORIZONTAL PLANE
M MIM LIGHTING
Five 1 1
Wall mounted luminaires are called upon to light a broad range of
ground surfaces, ceilings, canopies and overhangs. Fixture
adjustment alone will not accomplish this because voids in the light
pattern can develop when trying to make one distribution fit all Type If Type III
applications.The Wall Director is offered in five light distributions from
Type II through Type IV,Wall Grazer plus Spot.The Type II, III,and IV
reflector systems are based on Kim's highly efficient pole-mounted Spot
luminaires such as The Archetype", while the Wall Grazer and Spot 171�
Optics utilize reflector systems found in the Kim AFL series floodlights. Type IV
All five reflector systems are interchangeable within the Wall Director
should jobsite changes and adjustments become necessary.
Wall Grazer
Down Type ll
For down facing applications,the Type II distribution is ideal
for service areas behind buildings, alleys, shopping
arcades and pathways next to structures. For up facing U
' applications, the Type II is meant for narrower overhangs p
and building projections.
Type 11
Down Type III
For down facing applications, the Type III distribution is
® normally used in conjunction with parking lot lighting. The
Wall Director fills in areas between the building and where
® pole mounted parking lot illumination falls off. Increased p
light levels may be desired next to the building for safety
and advertising. In addition, medium size overhangs,
canopies and ceilings are ideal for an upward Type III.
Type 111
Down TypelV \
For down facing applications, this forward
throw distribution is particularly useful where pole
mounted luminaires would pose an obstruction to cars or
' trucks. For up facing applications, curved or sloped U
ceilings and canopies will often require the p
forward distribution of a Type IV
46&1� reflector.
Type IV n_
Down Wall Grazer(See page 9)
When a building fapade is designed to have interesting
surface texture,reliefs,projections or other embellishments,
grazing the wall with light can produce dramatic night time
effects. Wall grazing will light the wall to a limited degree,
but its real purpose is to create an effect based upon
highlights rather than uniform wall washing. As a down
facing light, the Wall Grazer can also be used to provide
Wall increased security lighting for building perimeters. Up
Grazer
Down Spot Reflector
For up facing applications,the Spot Reflector is designed
to highlight and accentuate small architectural surface
detail, columns or pilasters with laser-like accuracy. In
down facing applications, the spot reflector can be used
to accentuate points of entry or highlight perimeter
landscape detail.
Sot
Reflector Up
MIM LIGHT ING 3
HKS
I I I FVI kfA 7®r PE iffy!S y
Garage Expansion
Application for Zoning Change
Town of Westlake, Texas
April 11, 2005
I 1KS
ri
T R A N S KO I T T A L
To Jean Dwinne|l
TOVVD Secretary
Finn ][oVKn of Westlake
TOVVO Hall
2650 J.T. [)#iOge[ Road
VVe8tl8k8, Texas 76262
Phone 817-490-5710
Date May 05" 2005
Via Fed EX
Job Name/Project No. 9803 Fidelity IDVestOl8Of8 — G8[@g8 8XD8OSiOD
VVe are Transmitting
F� Shop Drawings Herewith
Print/Copies Fl Under separate cover
Originals Fl For your checking and approval
Fl Samples For your disposition
E] Specifications Return copies for our disposition
Fl F|oppy/ZipDiok/CD
Description
(12) Binders D1/2''x11" Application for Zoning Change for Fidelity Investments—Garage Expansion
Remarks
Jean.
David McCarver asked me to send these copies to be distributed to the p&Zand Board members.
Please give me a call if you have any questions.
Thanks,
Claudia
214.869.5569 x3839
Copies to Sent By
C|audiaF Peres
W.uobroes\Trno`miva/uoononno_z"^/"u:x°noonkye-^ox
*xs INC. 1919 Mcx/mwevAvewos DALLAS, TX 75201-1753 2 14e6 95 5e9 FAX 21* 9693397
Table of Content
1. Application Form
2. Current Zoning
a. Preliminary Plat
b. Preliminary Utility Plan
c. Preliminary Drainage Plan
3. Proposed Zoning Change
a. Preliminary Plat
b. Preliminary Utility Plan
c. Preliminary Drainage Plan
4. Architectural Drawings
a. Siteplan
b. Floor Plans
c. Elevations
d. Photos
5. Electrical Drawings
a. Electrical Floor Plan
b. Photometric Plan
6. Geotechnical Report
7. Development Schedule
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H I<-v'S
ARCHITECTURE ENGINEERING INTERIORS
1919 McKINNEY AVENUE
DALLAS, TEXAS 75201
214.969.5599
FAX 21 4.969.3397
16S
GE TEC N CAL INVESTIGATION
FIDELI'T'Y INVESTMENTS
PHASE I
PROPOSED BUUILDINGS AND PARKING GARAGE
WESTLAKE, TEXAS
BC Report No. 94995013-2
April, 1999
Prepared for:
HISS, Inc.
Dallas, Texas
HBC ENGINEERING
April 21, 1999 I—BC
HKS, Inc.
1919'McKinney Avenue ENGINEERING. INC,
Dallas, Texas 75201-1753
Attn: Mr. Tom Holt
Re: Geotechnicallnvestigation
Fidelity Investments
Phase I
Proposed Buildings and Parking Garage
Westlake, Texas
HBC Report No. 94995013-2
Gentlemen:
In accordance with your authorization, HBC has completed the above referenced geotechnical
investigation. This work was accomplished following the remaining portions of the general scope
outlined in HBC's Proposal No. 98-524 dated December 22, 1998 and later revised January 25,
1999. The results are presented in the attached report.
Please do not hesitate to contact (ls if there are any questions. We stand ready to assist in any way
during the site development.
We appreciate the opportunity to provide these services.
�E ®F
Sincerely, ��1�•• ,q�,0
HBC ENGINEERING, INC. ®...:••..•®...•®....®•..�
BRIAN A.•POWELL s
. 83992 ®;��®
.0 E N SSP-
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*a1ph . P.E. I1��0���
e �E OF
Jr., P.E. �•° __®_�__• • ••
Princ ipal •BA..... JR. e
$6389
�XI a A L %�
Houston Office Dallas Office Austin Office Atlanta Office
2313 W.Sam Houston Pkwy M Suite 107 8901 Carpenter Freeway,Suite 100 3913 Todd Lane;Suite 312 2470 Windy Hill Road;Suite 300
Houston,Texas 77043 Dallas,Texas 75247 Austin,Texas 78744 Marietta,Georgia 30067
(713)722-0700 Fax(713177)-07RR r7ta)Ain-tntn F,.t,),eiAin—n r
TABLE OF CONTENTS
Page
EXECUTIVESUMMARY ...... ......... ......... ......... ..........................................................................i
PROJECTINFORMATION..............................................................................................................1
FIELDOPERATIONS ......................................................................................................................2
LABORATORY TESTING...... .......... ... ... ........ ..........................................................................2
SITEGEOLOGY...............................................................................................................................3
SUBSURFACECONDITIONS ........................................................................................................4
Office Building Borings (Nos. 7 through 21 and 1064 through 1069)......................4
Parking Garage Borings (Nos. 1039 through 1050) ............................
GROUNDWATER............................................................................................................................6
ANALYSIS AND RECOMMENDATIONS ....................................................................................7
FoundationSystem ........................................... ...................... ..........................................7
Straight Drilled Shafts................................................................................................8
LateralCapacity.........................................................................................................8
Soil Induced Uplift Loads..........................................................................................9
Drilled Shaft Construction Considerations................................................................9
GradeBeams............................................................................................................10
Spread Footings - Design Parameters (Parking Garage Only) ................................I 1
Spread Footing - Construction Considerations........................................................11
Below Grade Construction...................................................................................................12
Excavations.............................................................. ..............................................12
BelowGrade Walls...................................................................................................13
FloorSlabs......................... .................................................................................................16
StructuralSlabs........................................................................................................16
Slab-on-Grade—Office Buildings...........................................................................16
Slab-on-Grade—Parking Garage.............................................................................17
Excavation and Replacement...................................................................................18
SelectFill.................................................................................................................18
SiteGrading.........................................................................................................................19
Utilities.................................................................................................................................20
Drainage...............................................................................................................................22
OffStreet Paving..................................................................................................................23
LIMITATIONS................................................................................................................................24
APPENDIX
Figure l Boring Location Diagram Figure 9 Generalized Soil Profile G-G
Figure 2 Generalized Soil Profile Diagram Figure 19 Typical Piezometer Detail
Figure 3 Generalized Soil Profile A-A Logs of Boring
Figure 4 Generalized Soil Profile B-B Key to Soil Symbols
Figure 5 Generalized Soil Profile C-C Summary of Swell Tests
Figure 6 Generalized Soil Profile D-D
Figure 7 Generalized Soil Profile E-E
Figure 8 Generalized Soil Profile F-F
IIBC ENGINEERING
GEOTECHNICAL INVESTIGATION
FIDELITY INVESTMENTS
PHASE I
PROPOSED BUILDINGS AND PARtaNG GARAGE
WESTLAla,, TEXAS
EXECUTIVE SUMMARY
The following report presents discussions and recommendations for the initial phase of the
Fidelity Investments campus. The following executive summary highlights the findings;
however, the full text should be reviewed by the design team.
► Subsurface Conditions
► Complex geology involving interbedded sandy clays, sands, clays, and
cemented sand overlying sandy shale, shale and sandstone. This stratum
was encountered at depths of 6 to 33.5 feet below existing grade.
► Boulders of extremely hard sandstone occur at random depths across the
site.
► Groundwater
► Seepage was evident in 12 of the 21 office building borings and 10 of the
12 parking garage borings during drilling. Seepage occurred at elevations
varying from 645 to 661 in the area of the proposed structures.
► The highest measured water elevation as of April 12, 1999 for the six site
piezometers varied from 659.7 to 666.
► Site Grading
► On site soils are suitable for grading.
► Relatively soft soils could be present in low lying areas and existing
drainage ways, most notably at the west end of the office building. After
clearing, any low lying areas should be proofrolled with heavy pneumatic
equipment. Any soft or pumping areas should be excavated to firm ground
and properly backfilled as described below
► Fill compaction should be 95 percent of ASTM D698 at -1 to +4 percent of
optimum.
HBC ENGINEERING
94995013-2 i
► Foundation Systems
► The office buildings and parking garage should be supported by straight
drilled shafts socketed into the shales and sandstones. This stratum was
encountered at depths of 6 to 21.5 feet below existing grade, corresponding
to elevations of about 644 to 661 in the area of the proposed office
structures, and at depths of 19 to 33.5 feet below existing grade,
corresponding to elevations of about 639 to 653 within the parking garage
area.
► Spread footings founded in the sands and sandstones may be considered for
support within the parking garage. Allowable bearing pressures of 6 KSF
and 4 KSF are recommended for individual and continuous footings,
respectively.
► Groundwater will probably require the use of temporary casing during
installation of the straight shafts and possibly tremie placed concrete.
► Extremely hard sandstone will be encountered at random shaft locations.
► Floor Slabs
► Based on a finished floor elevation of 667, slabs-on-grade in the area of the
parking garage may be placed directly on the insitu soils. Post construction
movements are estimated to be less than 1 inch.
Based on finished floor elevations of 655 to 658.6, slabs-on-grade for the
office buildings located to the south and west may be placed directly on the
insitu soils. Post construction movements are estimated to be about 1 inch,
or less.
► Slabs-on-grade for the northern office building will be subjected to post
construction movements on the order of 2 to 3 inches. It is estimated that
moisture conditioning 4 feet of the underlying site clays in conjunction with
a 1 foot cap of select fill will result in estimated movements of 1 inch or
less.
► A subfloor drainage system will be required beneath slabs-on-grade for the
office buildings.
HBC ENGINEERING
94995013-2 ii
GEOTECHNICAL INVESTIGATION
FIDELITY INVESTMENTS
PHASE I
PROPOSED BUILDINGS AND PARKING GARAGE
WESTLAKE, TEXAS
PROJECT INFORMATION
This phase of the project includes design level parameters for the initial development of the
Fidelity Investments campus. Proposed construction consists of three interconnected office
buildings with a data center located at the south end. A parking garage is proposed east of the
office buildings. Maximum estimated column loads for the structures are about 1,100 kips.
The site typically slopes from the east to the west with about 15 to 20 feet of fall occurring across
the proposed office building footprints, corresponding to elevations of about 655 to 675. Finished
floor elevations for the buildings will vary from a low of 655 in the data center to 658.6 within the
main buildings. This will require fills of up to about 3 feet at the west end of the structure and
cuts up to 20 feet in the data center.
About 13 feet of fall occurs across the proposed parking garage footprint, corresponding to
elevations of 670 to 683. Finished floor for the parking garage is proposed at 667. This will
typically require cuts of about 5 feet over a majority of the footprint, with cuts of up to 16 feet
along the east side.
Site roads will surround the proposed structures. Recommendation and findings for the proposed
site infrastructure were reported in HBC Report No. 94995013 in April, 1999.
HBC ENGINEERING
94995013-2
FIELD OPERATIONS
Thirty-three borings were drilled on the site between March 5 and April 1, 1999. Twenty-one
Borings, Nos. 7 through 21 and 1064 through 1069, are associated with the proposed office
buildings. Twelve Borings, Nos. 1039 to 1050, are associated with the proposed parking garage.
The logs of borings are included in the Appendix of this report. The Boring Location Diagram
(Figure 1) in the Appendix depicts the approximate boring locations. The borings were staked in
the field by Carter and Burgess, who provided the ground elevations shown on the boring logs.
Truck mounted hollow stem auger drilling rigs were used to advance the borings to the top of the
sandstone and shale. Cohesive soils were sampled intermittently using thin walled tubes. Sands
and some bedrock were sampled during performance of the Standard Penetration Tests. The
underlying sandstone and shale was continuously cored using double tube barrels and appropriate
bits in about one-half of the borings. In the remaining borings, the load carrying capacity of the
shales and sandstones encountered was evaluated in the field by performance of the Texas
Department of Transportation's (TXDOT) Cone Penetration Test. The samples and cores were
extruded in the field, logged, sealed and packaged to reduce disturbance and maintain their in-situ
moisture content during transportation to the laboratory.
LABORATORY TESTING
The Logs of Boring and samples were reviewed by an experienced geotechnical engineer who
selected representative samples for testing. Tests were performed by experienced technicians
working under the direction of the engineer. A brief description of the tests performed follows.
HBC ENGINEERING
94995013-2 -2 -
Atterberg Limits were performed on samples of the cohesive soils. These tests were used in
conjunction with in-situ moisture determinations to classify the soils and evaluate their volume
change potential. Absorption swell tests were performed on selected samples of the cohesive
material. These tests were used to more quantitatively evaluate volume change potential at insitu
moisture levels.
Hand penetrometer and unconfined compression tests were performed on samples of the cohesive
soils, sandstones and shales to evaluate the consistency and strength of these materials.
The results of the laboratory tests are presented on the Logs of Boring and the Summary of Swell
Tests in the Appendix.
SI'Z'E GEOLOGY
The site is situated on an outcrop of the Woodbine Formation. The Woodbine is a series of
ferruginous, argillaceous sands, laminated clays some of which are bituminous, ironstone and
some gravel. The outcrop covers approximately the eastern third of Tarrant County and is 300
feet thick in some sections. Black Jack Oak and Post Oak timber the formation, which makes up
the Eastern Cross Timbers Physiographic Province.
Historically the Woodbine is a member of the "upper" or Gulf Series of Cretaceous age. It is
characteristic of a highly-destructive deltaic system. Sediments such as sands, silts, clays and
gravels were deposited by rivers into a late Mesozoic Sea. The sediments were laid down as sand
bars and sheets, sand and gravel terraces, lagoonal and estuarial clays and silts as well as in other
configurations. These deposits were then reworked to a greater or lesser degree by the action of
HBC ENGINEERING
94995013-2 -3 -
the adjacent waters of the sea. As the sea encroached upon the land, the sediments were further
reworked.
As a result of this geological activity, the Woodbine Formation is a heterogeneous admixture of
materials ranging from highly active clays, through sandy clays and silts, to sand and gravel.
Large masses of very hard sandstone occur locally and are commonly referred to as boulders.
Relatively firm shales are often encountered at varying depths below the surface. Additionally,
the type material encountered may vary widely over very short distances both laterally and
vertically. Sand layers and lenses which -are found throughout the formation tend to serve as
aquifers for subsurface runoff.
The Grayson Marl Formation was encountered beneath the Woodbine Formation in several of the
borings. The Grayson Formation consists of interbedded layers of shale and limestone.
SUBSURFACE CONDITIONS
The conditions encountered at each boring location are depicted on the Logs of Boring in the
Appendix. As is typical of the Woodbine Formation, the stratigraphy indicated was very
interbedded, and varied in an apparent random manner over the site. Generalized soil profiles,
Figures 2 through 9, are located in the Appendix. A brief discussion of these conditions is
presented below.
Office Building Borings (Nos. 7 through 21 and 1064 through 1069)
Sandy clays, clayey sands and sands with occasional sandstone beds were encountered at the
surface and extended to depths varying from 1 to 23 feet. The more clayey soils had LL's of 31 to
HBC ENGINEERING
94995013-2 -4-
42 percent and PI's of 14 to 23. These clay soils classify as CL by the Unified Soil Classification
System (USCS), and were generally firm to very stiff in consistency. The sands and clayey sands
visually classify as SC and SM to SP.
Clays, sandy shaley clays and shaley clays were then present in the borings. This stratum was
absent in Borings 11, 12, 14 and 15. These clays were encountered at elevations ranging from 649
to 667 and extended to elevations ranging from 644 to 661. They had LL's varying from 40 to 72
percent and PI's varying from 23 to 41; classifying as CH and CL by the USCS; and were
typically very stiff to hard in consistency.
Gray shales, sandy shales, and sandstones were next encountered in the borings at depths of 6 to
21.5 feet below existing grade, corresponding to elevations of about 644 to 661. Some sandstone
layers were extremely hard. Limestone layers were typically encountered at 50 to 60 feet below
existing grade. The borings were typically terminated about 45 to 55 feet into the shales, sandy
shales and sandstones at total depths of 60 to 80 feet.
Parking Garage Borings (Nos. 1039 through 1050)
One to two feet of sand was typically encountered at the surface of the borings. Sandy clays,
clayey sands and sands with occasional sandstone beds were next encountered and extended to
depths of 11.5 to 33.5 feet. The more clayey soils had LL's of 23 to 32 percent and PI's of 4 to
13; classify as CL by the USCS; and were generally firm to very stiff in consistency. The sands
and clayey sands visually classify as SC, SM and SP.
I-IBC ENGINEERING
94995013-2 - 5 -
Shaley clays were then encountered in Borings 1047, 1049 and 1050 at depths of 11.5 to 17 feet
below existing grade, corresponding to elevations of 656 to 659. These clays had LL's of 51 to 69
percent and PI's of 26 to 40; classifying as CH by the USCS; and were stiff to hard in consistency.
Gray shales, sandy shales, and sandstones were next encountered in the borings at depths of 19 to
33.5 feet below existing grade, corresponding to elevations of about 639 to 653. Again, some of
the sandstone layers are extremely hard. Limestone layers were typically encountered at 60 to 70
feet below existing grade. The borings were typically terminated about 45 to 55 feet into the
shales, sandy shales and sandstones at total depths of 69 to 91 feet.
GROUNDWATER
Groundwater was evident during drilling in 12 of the 21 office building borings and 10 of the 12
parking garage borings. Seepage occurred at elevations varying from 645 to 661 in the area of the
proposed structures. Groundwater flowed at the surface in Borings 8 and 9 on the far west side of
the site.
Six piezometers were installed at selected borings across the site on April 6, 1999. Five
piezometers were located within the office building footprint and one within the parking garage.
A typical piezometer detail (Figure 10) is located in the Appendix. Water levels at the piezometer
locations have been relatively stabile since installation. As of April 12, 1999 the highest recorded
water levels to date are listed below:
xBC ENGINEERING
94995013-2 -6-
PIEZOMETER WATER LEVELS (As of April 12, 1999)
Piezorrieter Location Ground�SllrfaceIahest
03oting 1 1llevation IYIeaslxred eater
MYII
Elevation eft)
9 Office Buildings 658.8 659.7
13 Office Buildings 667.3 661.3
15 Office Buildings 670.7 666.0
20 Office Buildings 669.2 662.1
1068 Office Buildings 667.7 660.7
1043 Parking Garage 673.4 660.8
Groundwater conditions can vary with fluctuations in moisture. Seepage also often occurs in the
beds of sand and sandstone and within the parent shale. Quantities will vary.
ANALYSIS AND RECOMMENDATIONS
Foundation System
Based on the conditions encountered in the borings, the most positive foundation system for the
proposed structures is straight drilled, reinforced concrete shafts founded in the gray shales, sandy
shales and sandstones. This stratum was encountered at depths of 6 to 21.5 feet below existing
grade, corresponding to elevations of about 644 to 661 in the area of the proposed office
structures, and at depths of 19 to 33.5 feet below existing grade, corresponding to elevations of
about 639 to 653 within the parking garage area. In addition, the use of spread footings founded
in the sands and sandstones may be considered for support of the parking garage. Both types of
foundation systems are discussed below.
HBC ENGINEERING
94995013-2 - 7 -
Straight Drilled Shafts
These shafts will develop their load carrying capacity by utilizing a combination of end bearing
and skin friction in the shales and sandstones. We recommend an allowable end bearing pressure
of 20 kips per square foot (KSF) and an allowable skin friction value of 2.5 KSF for compressive
and tensile loads. Skin friction is applicable for that portion of the shaft embedded in the gray
shales and sandstones below any temporary casing.
A minimum penetration of 3 feet or one shaft diameter, whichever is deeper, into the bearing
stratum below any temporary casing is recommended to achieve the allowable end bearing value.
In addition all shafts should extend a minimum of 8 feet below finished grade. Deeper
penetrations may be required to develop additional skin friction and/or uplift resistance.
In order to develop full load carrying capacity in skin friction, adjacent shafts should have a
minimum center to center spacing 2.5 times the diameter of the larger shaft. Closer spacing may
require some reductions in skin friction and/or changes in installation sequences.
Settlement of properly constructed shafts are expected to be less than 0.5 inches.
Lateral Capacity
An allowable passive pressure of 1.5 KSF is recommended in the soils overlying gray shale and
sandstones. The passive resistance in the upper 8 feet of soil should be neglected. An allowable
passive resistance of 3.0 KSF is recommended in the gray shale.
HBC ENGINEERING
94995013-2 - 8 -
Soil Induced Uplift Loads
The drilled shafts will be subject to uplift as a result of heave in the overlying sandy and shaley
clays. The magnitude .of these loads varies with the shaft diameter, soil parameters, and
particularly the in-situ moisture levels at the time of construction. For the conditions encountered
at this site minimum reinforcing equal to 0.5 percent of the shaft area is recommended to resist
soil induced uplift loads.
Drilled Shaft Construction Considerations
Excavations for the shafts should be maintained in the dry. Preferably, concreting should closely
follow excavation to reduce potential caving and/or seepage problems.
Groundwater seepage will most likely be encountered during installation of the straight shafts. It
should be anticipated the seepage rates will be sufficient to require the use of temporary casing for
installation. The casing should be seated in the bearing stratum with all water and most loose
material removed prior to beginning the design penetration. Care must then be taken that a
sufficient head of plastic concrete is maintained within the casing during extraction.
Groundwater can also be encountered in the bearing stratum. Surface casing usually will not
control this groundwater, requiring concrete placement by sealed tremie or pumped concrete.
Tremied or pumped-in concrete for shafts should take place as continuously as possible until the
concrete placement is complete. The bottom of the discharge pipe should always be kept below
the surface of the concrete.
HBC ENGINEERING
94995013-2 -9 -
Before tremied or pumped-in concrete is used, care should be taken to insure that the water is at a
stabilized level and muck is removed to as low a level as possible, which will provide for a thin
water solution to be displaced during concrete placement. The pipe or tremie is to be plugged
when inserted into the pier and lowered until it is resting on the bottom of the hole. It should be
filled with concrete and then lifted off the bottom about 1 foot. The concrete should then be
placed in a continuous operation until all water is forced out of the hole. The tremie or pipe must
always have about 5 feet of pipe into the concrete. Once the water is forced from the pier, the
remaining concreting operation will be the same as for a cased hole.
The concrete should have a slump of 6 inches plus or minus 1 inch and be placed in a manner to
avoid striking the reinforcing steel during placement. Complete installation of individual shafts
should be accomplished within an 8 hour period after the design penetration is begun.
_.. Shaft excavations should be performed with equipment suitable to perform this work by a
contractor experienced in the area. Very hard sandstone layers were encountered at vary depths
across the site. This sandstone often cannot be penetrated with augers, complicating shaft
installation.
All drilled shaft installations should be inspected by qualified geotechnical personnel to help
verify the bearing stratum, the design penetration, and perform related duties.
Grade Beams
All grade beams should be supported by the drilled shafts. A minimum void space of 4 inches
with 6 inches at the northern office building is recommended between the bottom of these
HBC ENGINEERING
94995013-2 _ 10-
structural elements and the subgrade. This void will serve to minimize distress resulting from
swell pressures generated by the clays. Structural cardboard forms are one acceptable means of
providing this void beneath cast-in-place beams.
Backfill against the outside face of grade beams should be uniformly compacted site sandy clays
and clays. Compaction should be a minimum of 93 percent of ASTM D 698, at a minimum of+2
percent above optimum moisture.
Spread footings - Design Parameters (Parking Garage Only
Spread footings should only be considered within the area of the proposed parking garage. Based
on a finished floor elevation of 667, individual or continuous footings should be situated a
minimum of 4 feet below finished grade. Allowable bearing pressures of 6 KSF and 4 KSF are
recommended for individual and continuous footings, respectively. These values are based on a
factor of safety of 3. Individual footings should maintain a minimum width of 4 feet and
continuous footings a minimum width of 2 feet.
Support conditions for the footing will consists of sands and sandstones. Settlements on the order
of up to 1 inch should be considered. Portions of this settlement will occur as elastic deformation;
however, long term differential settlements on the order of 0.5 inches between adjacent footings
should be considered.
Spread footing- Construction Considerations
Footing excavations should be protected from standing water or desiccation. Preferably complete
installation of individual footings or sections of continuous footings should be completed within
HBC ENGINEERING
94995013-2
48 hours. Seal slabs are recommended to prevent desiccation of the underlying soils if they are
exposed more than 48 hours.
If the supporting soils in the bottom of the footing become disturbed, they will have to be
excavated. The undercut can be backfilled with lean or footing strength concrete.
Backfilling adjacent and over footings should proceed as soon as practical to minimize
disturbance. Backfilling should be accomplished using soils similar to those excavated. All
backfill should be uniformly compacted to the criteria presented in the Site Grading section of this
report.
All footing installations should be inspected by qualified geotechnical personnel to help verify the
bearing stratum, the design depth, and perform related duties.
Below Grade Construction
Most of the planned building footprints will require some level of excavation. Cuts will extend up
to 20 feet in the data center. Below grade walls associated with the proposed structures, and low
level retaining walls are planned at the site.
Excavations
Excavations are anticipated to extend up to 20 feet below existing grade in the area of the office
buildings and up to 13 feet in the parking garage. Based on the borings, excavations will
encounter a variety of soils including sands, sandy clays, clays and sandstones. These soils must
HBC ENGINEERING
94995013-2 - 12 -
be sloped or braced in the interest of safety following applicable OSHA standards. Many of the
exposed soils are also erodible, and erosion protection should be considered.
The planned finished floor of 667 for the parking garage is typically about 7 feet above the
observed groundwater level. However, depending on seasonal conditions, perched water could be
encountered in the sand layers at shallower depths.
Planned finished floor elevations of 655 to 658.6 for the office buildings are typically 3 to 5 feet
and up to 8 feet below the groundwater level observed in many of the borings. Groundwater
levels appear to be near elevation 660, which corresponds to the normal water level of the adjacent
upper lake. Dewatering operations and or sumps will likely be required in areas were beds of sand
are approached or encountered. In many areas seepage rates will be significant.
Many excavations will approach or bottom in beds of sand. Even in a dry condition such soils can
pose some difficulty with regard to trafficability for construction. Stabilization with low
percentages of cement can improve their support conditions. Bridging with flexible base
materials, possibly in conjunction with a geotextile fabric, can also be considered.
In addition, excavations will encounter large boulders of hard sandstone. These are difficult to
break, down, and are usually wasted or used as site amenities.
Below Grade Walls
Walls associated with the structures should be supported by straight drilled shafts, or possibly
spread footings at the parking garage. Free standing site walls, less than 6 feet high, which are not
HBC ENGINEERING
94995013-2 - 13 -
sensitive to movements, may be supported by the natural soils or compacted fills. These walls
will be subject to movements of up to 2 inches.
Footings situated a minimum of 2 feet below finished grade may exert a maximum bearing
pressure of 2.0 KSF. A friction coefficient of 0.35 may be used to resist sliding. Additional
passive resistance can be developed by using a key beneath the wall footing. An allowable
passive pressure of 1.5 KSF may be considered against the face of the key.
Lateral earth pressures are presented below for rigid and flexible walls with a level backfill and a
drained condition behind the wall. Structure walls should be considered rigid.
Surcharge loads should be included in the wall design where appropriate. A lateral pressure
coefficient of 0.5 is recommended for uniformly distributed surcharge loads. Surcharge loads
should be applied to the top 10 feet of the wall.
EQUIVALENT FLUID PRESSURES
Rigid: . A� �e
�ack#all I%Iaterlal
On-site soils 90 70
Select fill, with Liquid Limit less than 35 and
PI less than 15 65 50
Granular backfill with less than 3%passing
No. 200 sieve and less than 30%passing
No. 40 sieve, non-plastic 45 35
HBC ENGINEERING
94995013-2 - 14-
The wall backfill limits should extend outward at least 2 feet from the base of the wall and extend
upward on a slope of 1H-2V, or flatter. For more narrow backfill widths of granular or select fill,
the equivalent fluid pressures for the on-site soils should be used.
Wall backfill materials should be placed in loose lifts, less than 9 inches thick, and uniformly
compacted to a minimum density of 95 percent of ASTM D 698 for cohesive soils and a minimum
relative density of 65 percent for granular soils in order to reduce backfill settlement. Moisture
content during placement of cohesive backfill should be within 0 to +4 percent of the optimum
moisture content as measured in test method ASTM D 698. Free draining backfill should not be
water jetted to achieve compaction and should be placed at a moisture content to allow the desired
relative density to be achieved.
The top of the granular backfill should be protected by flatwork, paving, or a minimum of 2 feet of
clay to help prevent surface infiltration.
Wall backfill will be subject to settlement. Utilities penetrating the basement walls should be
designed for soil loading as a result of settlement. Backfill compacted as recommended above can
settle 0.2 to 0.5 percent of the wall height, or more.
The equivalent fluid pressures presented above assume a drained condition behind the wall. A
permanent perimeter drainage system must be provided to prevent hydrostatic pressures from
developing. The drain should be situated a minimum of 12 inches lower than the bottom of the
adjacent slab. The drain should be a perforated or slotted drain with a minimum pipe diameter of
6 inches and be wrapped in filter fabric for protection against soil infiltration. Accessible clean-
HBC ENGINEERING
94995013-2 - 15 -
outs should be provided. In the case of free standing walls, drainage can be provided by weep
holes near the base of the wall.
Floor Slabs
Many of the site soils can subject slabs on grade to movement as a result of moisture induced
volume changes. These movements normally occur as post construction heave due to moisture
increases in the soils. The potential magnitude of the moisture induced movements is rather
indeterminate. It is influenced by the soil properties, overburden pressures, and to a great extent
by soil moisture levels at the time of construction. In some areas of the site risks will be minimum
allowing slab-on-grade construction to proceed. In other areas, post construction movements of
several inches could occur. Structure specific recommendations are discussed below.
Structural Slabs
A structurally suspended floor system is the most positive method of assuring the absence of
distress. Based on the variable groundwater conditions evident at the site, structural floor systems
will need to be underlain by a crawl space that can be positively drained. A minimum clear space
of 12 inches should be provided.
Slab-on-Grade—Office Buildings
Excavations for the office buildings will predominately expose sands, sandstones and moderately
active sandy clays near the intersection of the three office wings and towards the south, Based on
finished floor elevations of 655 to 658.6, moisture induced movements for slabs-on-grade in these
area are estimated to be about 1 inch, or less. However, slabs-on-grade for the northern most
office wing will encounter predominately clays and shaley clays. These soils are subject to
HBC ENGINEERING
94995013-2 - 16 -
moisture induced movements associated with post construction heave. Post construction
movements in this area are estimated to be up to 2 to 3 inches. The site soils are very interbedded.
Zones of higher plasticity soils will probably occur in the south, as will sands beds in the north.
Subgrade preparation for slabs-on-grade in the northern office building should consists of
moisture conditioning the insitu soils, as described in the Excavation and Replacement section of
this report, in conjunction with a cap of nonexpansive select fill. Based on the conditions
encountered in the borings, providing a minimum of 4 feet of moisture conditioned site soils in
conjunction with a 1 foot cap of nonexpansive select fill should generally reduce potential post
construction movements to on the order of 1 inch, or less. Slabs not capable of tolerating this
level of movement should be structurally suspended.
A subfloor drainage system will be required for the office buildings and data center. Drains
should be situated a minimum of 12 inches lower than the bottom of the slab. This can be
accomplished by placing the lines near the bottom of a uniform bed of drainage material or in
ditches connected by a uniform bed of drainage material at least 6 inches thick. A filter fabric
should be used to separate the drainage material from the subgrade soils. In addition, below
grade slabs should be water proofed.
Slab-on-Grade—Parking Garage
Excavations for the parking garage will predominately expose sands and moderately active sandy
clays. As previously discussed the sands may pose some difficulty with trafficability. Slab
movements associated with a finished floor of 667 for the parking garage are estimated to be less
than 1 inch.
HBC ENGINEERING
94995013-2 - 1 7-
Groundwater can occur in the sands during wet seasons. Again, the most positive method of
assuring the absence of wet areas and/or hydrostatic pressures on the slabs is to provide a subslab
drainage system as described above.
Excavation and Replacement
This is the most expeditious method of moisture conditioning the insitu soils. In some areas
perched groundwater may be encountered in the course of undercutting.
The building area should be undercut as required to provide the appropriate depth of reworked
material beneath the bottom of the select fill pad. The exposed subgrade should be scarified to a
depth of 8 inches and recompacted to a minimum of 92 percent of Standard Proctor (ASTM D
698) at a minimum of+3 percentage points above the soil's optimum moisture content. The site
soils can then be placed in loose lifts, less than 9 inches thick, and uniformly compacted to the
same criteria. The required nonexpansive select fill should then be placed above the reworked
subgrade within 24 hours of completing the installation of the moisture conditioned soils.
Select Fill
The material used as select fill should be a very sandy clay to clayey sand with a Liquid Limit of
less than 40 percent and a Plasticity Index preferably between 5 and 20. Many of the site soils
will meet this criteria; however, sorting can be difficult. The select fill should be spread in loose
lifts, less than 9 inches thick, and uniformly compacted to a minimum of 95 percent of ASTM D
698 within ±2 percentage points of the soil's optimum moisture content. The first lift of select fill
should be placed wet of optimum to prevent drying the underlying subgrade.
HBC ENGINEERING
94995013-2 _ 18
Positive drainage must be provided away from the structures to prevent the ponding of water in
the select fill. Care must be taken that backfill against the exterior face of grade beams and wall
panels is properly compacted on-site clay as discussed in the section Grade Beams. Leave-outs in
the floor slab should be protected from ponding water.
Site Grading
The site soils are generally suitable for site grading. If required, any imported fill material should
have a Liquid Limit of less than 45 percent and no rock greater than 4 inches in dimension.
Even shallow cuts in the Woodbine can encounter large boulders of hard sandstone. These are
difficult to break down, and are usually wasted or used as site amenities.
Relatively soft soils could be present in low lying areas and existing drainage ways, most notably
at the end west of the office building. After clearing, any low lying areas should be proofrolled
with Heavy pneumatic equipment. Any soft or pumping areas should be excavated to firm ground
and properly backfilled as described below.
Groundwater was flowing at the surface on the west side of the site. Excavations below an
elevation of 660 will encounter groundwater in many areas. Dewatering methods and or sumps
could be required.
Both the areas to receive fill and the fill materials should be free of vegetation and major root
systems. Prior to placing any fill, the subgrade should be scarified to a minimum depth of 8
inches and recompacted to a minimum of 95 percent of ASTM D 698 at -1 to +4 percent of the
HBC ENGINEERING
94995013-2 - 19-
optimum moisture content as determined by that test. Some of the very sandy site soils may need
to be placed at or slightly below optimum. The fill materials should then be spread in loose lifts,
less than q inches thick, and uniformly compacted to the same criteria. If filling is suspended and
the subgrade becomes desiccated or rutted, it should be reworked prior to placement of a
subsequent lift.
If fill is to be placed on existing slopes, either natural or man-made, that are steeper than six
horizontal to one vertical (6:1), then the fill materials should be benched into the existing slopes
in such a manner as to provide a minimum bench-key width of five feet. This provides a good
contact between the two materials, breaks up potential sliding planes, and allows relatively
horizontal lift placement.
Final slopes should be as flat as practical to reduce the possibility of creep and shallow slides.
Final side slopes in cuts or fills of less than five feet in height may be as steep as 2H:1 V. Taller
sections will require considerably flatter slopes, such that slopes 10 feet or more in height have a
slope not steeper than 4H:1 V.
Site improvements should be maintained away from the crest of slopes in order to reduce the
affects of creep or shallow slides.
Utilities
Site utilities will include water, sanitary sewer, storm drainage, etc. These utilities will be
installed in trenches of various depths and widths around the site. Special consideration should
HBC ENGINEERING
94995013-2 -20-
be given to underground utilities which enter structures. These lines will be subject to some
movement due to soil heave. In general, the lines should be sleeved through grade beams in a
manner that permits several inches of movement. Particularly in the case of shallow utilities,
there is also the potential for differential movements between sections supported in dry, in-situ
soils and more moisture conditioned fill sections.
Utilities should be situated away from the building lines, hardscape and pavements to the extent
practical. Particularly pressurized lines, such as domestic water or irrigation, should be located 5
or more feet from the building line.
Utility bedding should be a coarse grained cohesionless material which will properly fill the area
below the spring line of the pipe. This bedding should extend above the pipe a minimum of six
inches or a sufficient distance to provide protection during placement of the soil backfill as
described below.
It is recommended that all trench backfill be properly placed and compacted on-site soils.
Compaction should be to a minimum of 95 percent of ASTM D 698 at a minimum of+1 percent
wet of the optimum moisture content. Loose lift thicknesses should be a maximum of nine
inches, and less as required to obtain proper compaction with the equipment being used.
It is also recommended that clay or concrete seepage collars be used to prevent water from
following utility trenches reaching the building. This is particularly important for any trenches
sloping toward the building.
HBC ENGINEERING
94995013-2 -21 -
Excavation of the trench, installation of the pipe, bedding and backfilling should proceed in a
reasonably continuous manner in order to minimize desiccation of the exposed soils.'' In deeper
trenches benching should be used as necessary to provide proper compaction and minimize post
construction settlement.
Drainne
Site grades should facilitate positive drainage away from structures, pavements, and other
amenities. Water permitted to pond near structures or flatwork can result in unusually large
ground movements.
Flatwork and pavement will be subject to post construction movement. Maximum grades
practical should be used for paving and flatwork to prevent areas where water can pond. In
addition, allowances in final grades should take into consideration post construction movement
of flatwork, particularly if such movement would be critical. Where paving or flatwork abuts
structures care should be taken that joints are properly sealed and maintained to prevent the
infiltration of surface water.
Planters located adjacent to structures should preferably be self-contained. Sprinkler mains
should be located a minimum of five feet away from the building lines. If heads must be located
adjacent to the structures, then service lines off the main should be provided.
Roof drains should discharge on pavement or be extended away from structures. Ideally, roof
drains should discharge to storm sewers by closed pipe.
HBC ENGINEERING
94995013-2 -22 -
Off Street Paving
Subgrade materials will vary widely over the site. In some areas high plasticity clays may be
present, while in many areas the surface soils will be very sandy. Asphalt pavements should be
placed on a stabilized subgrade. Concrete pavements can normally be placed on an unstabilized,
compacted subgrade.
In the case of a stabilized subgrade, hydrated lime or Portland Cement should be used. Lime is
more appropriate in clays and cement in the more sandy materials. Seven percent, by dry weight,
of lime or cement as appropriate should be adequate. A 6 inch stabilized depth is typical.
Many of the surface soils are cohesionless and difficult to compact. Even beneath concrete
pavements, low percentages of cement may be necessary to permit compaction. Alternatively,
these soils can be undercut and replaced with other site soils.
The subgrade, stabilized or unstabilized, should then be uniformly compacted to a minimum of 95
percent of ASTM D698 near, -1 to +3 percent, the optimum moisture content determined by that
test. It should then be protected and maintained in a moist condition until the pavement is placed.
Both asphalt and concrete sections are presented below. They are not equal. Over the life of the
pavement the concrete sections would be expected to require less maintenance.
Five inches of asphaltic concrete should be adequate in parking lots servicing only automobile
traffic. This should be increased to 6 inches for drives subject to more frequent automobile
HBC ENGINEERING
94995013-2 - 23 -
traffic. The section should consist of a two inch surface course similar to TxDOT Type D and a
base course similar to Type A or B. The coarse aggregate in the surface course should be crushed
limestone rather than gravel.
Portland cement concrete is recommended in areas subject to truck or dumpster traffic and should
provide excellent service for other pavement areas. Five inches of 3,000 psi concrete is
recommended for automobile parking lots. A minimum of 6 inches, depending on traffic mix and
volume, of 3,500 psi concrete is recommended in areas subject to truck traffic.
All concrete pavements should contain a minimum of 6 ±1.5 percent entrained air. As a
minimum they should be reinforced with No. 3 bars on 18 inch centers in both directions.
The pavement will be subject to movement due to volume changes in the clay soils. Flat grades
should be avoided with positive drainage provided away from the pavement edges. Backfilling of
curbs should be accomplished as soon as practical to prevent ponding of water.
LIMITATIONS
The foregoing recommendations and comments are based on the conditions encountered at
discreet boring locations. It should be anticipated that conditions between borings will vary from
those indicated. Should significant variations be encountered during construction, HBC should
be notified in order that future investigations and/or supplemental recommendations can be
provided, as required.
HBC ENGINEERING
94995013-2 -24
This investigation was conducted in accordance with generally accepted engineering practice. No
warranty, expressed or implied, is intended.
The reproduction of this report, or any part thereof, should indicate that it was made for design
purposes. Verification of subsurface conditions for the purpose of construction activities is the
responsibility of others.
HBC ENGINEERING
94995013-2 - 25 -
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20/40 GRADED ----
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____ 10 FEET OF 2 INCH
DIAMETER, 0.010",
---- MACHINE SLOTTED, SCH. 40
———— PVC WELL SCREEN
2 FEET INTO SANDSTONE, ----
SANDY SHALE, OR SHALE
BOTTOM CAP, SCH, 40
FIDELITY INVESTMENTS
WE STL KE, TEXAS
FIGURE 10s TYPICAL
H®C Project Nlo,a 94995013 PIEZOMETER DETAIL
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B- 7
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inc. SURFACE ELEVATION 663.6
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
W Lu _ Lu GROUNDWATER INFORMATION:
o - o U, a No seepage encountered
m z F : } o ? w z
J O H O } !1 2L J H O W Q X
F- O w Z U F- J U U_ N }= La7 d
LL to m3 Z U CC Z U 0 H F p U) F W Z
} W W w n w (� d W
2 cn a 0 z CL p z d < uzi Z ;? ? z
J J O w •• J d w cn
o ° (nn z r=d E� o ate. LL PL PI � °v (nY � ° ° DESCRIPTION OF STRATUM
P=1.75 Light brown sandy clay
N=8 Light brown sand
5 N=10
P=3.0 17 48 19 29 Tan and light gray sandy shaley clay
10 P=4.5+ 18 49 22 27
15 T=2"/100 Gray sandy shale
Tan sandstone
Gray sandy shale
20 T=0.6"!1 00 - with sandstone seams
Tan sandstone
25 T=0.9"/1 0
30 T=0.5"/1 0
35 T=0.75"/ 00
Gray shale
- with sandstone seams
40 T=1.75"1 00
45 T=0.9"/1 0
- with limestone layers below 46'
50 T=0.15"/ 00
N-.STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B- 7
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inc. SURFACE ELEVATION 663.6
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
W > _ Lu GROUNDWATER INFORMATION:
3 w Z � No seepage encountered
m z 1 O z uj z
O H F O LL 2 F O w Q = -
N > a- 0
m LL w u ~ _ '� 0 U � u- F i7
(~tom w <i 7 d z u � z in cn z0 w LL z
S to a 0 Z I(L FO-- pO d Q Q a. zd Z) ZZ a.
w 0 4 m z r LL a O p z p F °— Q p 0
o cn (n z a�cc o a- LL PL PI Su V Y LL 80 �. DESCRIPTION OF STRATUM
Gray shale
with limestone layers
55 T=0.5"/1 0
60 IT=0.3"/1 0
65 T=0.3"/1(0
70 LT=0.5"/1 do
B.H. at 70.0'
75
80
85
90
95
C)
rn
81100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
01 ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B- 8
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 4-1-99
CLIENT: HKS, Inc. SURFACE ELEVATION 655.0
Dallas, Texas PAGE 1 of. 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
o LIMITS % o
W > _ uj GROUNDWATER INFORMATION:
oZ � o u=i Seepage encountered at the surface.
u~V LU " d~U = w U (n v~i °z w Fn
a w Z cn
w n n z Z
S to a p=z a C] O d Z z Z
rl 'j mZOap } � .� 0- d w Z
w O Q d O X 0 z 0 h Q O O
D cn cn z t=a�cc � o o- LL PL PI � v � Y U. U �- DESCRIPTION OF STRATUM
P=0.75 Brown and tan sandy clay
P=2.0 18 38 16 22 Tan, gray and orange sandy clay
5 P=2.0 18 40 17 23 Gray, tan and orange sandy shaley clay
Tan sandstone
T=0.75"/ 00 - poorly cemented
Gray sandy shale
15 Tan sand
- with clay layers
R=38%
20
Gray sandy shale
- with sandstone seams
25 R=98% 10.5
30
Tan sandstone
- very hard layers
35 R=47%
40 Gray shale
86.7 - with limestone layers
45 R=100%
m 50
a N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
V T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B- 8
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 4-1-99
CLIENT: HKS, Inc. SURFACE ELEVATION 655.0
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o I
W > Lu GROUNDWATER INFORMATION:
3 w z � Seepage encountered at the surface.
co
-'m o O w
O n� > Q a cL
u• 2
O � U �
(n Z Z
d
} w w w in to to Z w d w
a o�z�a o z d -j D d Z D Z-1 Z
J -� O w •• J Q< CL w V7
w p Q m?~ad 0 Z p Q ZO O
o v) u) z a:x x o a- LL PL PI U U) Y U- U a DESCRIPTION OF STRATUM
41'2 Gray shale
- with limestone layers
55 R=100%
60
B.H. at 60.0'
65
70
75
80
85
i
90
95
I
m
m
100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
m T-TXDOT CONE PENETRATION RESISTANCE
P- POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B- 9
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 4-1-99
CLIENT: HKS, Inc. SURFACE ELEVATION 658.8
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger[Wet Rotary
LIMITS % o
o _
;= X > _ uj GROUNDWATER INFORMATION:
3 w F o !44 o Seepage encountered at the surface.
mo F- F O i o w Q X Z
LL w innmz¢ m w � c~n u�i Oz wed w Z �
a o�z�a �_ o z d i z �' °z
O Q Z~O'd O a a Z O F d Q EL- O
0 U) � z F:d �Cr � o a LL PL PI � � Y L v a DESCRIPTION OF STRATUM
P=0.75 Brown sandy clay
P=0.75 Tan and gray sandy clay
5 P=1.5 Gray, tan and orange sandy shaley clay
Orange and tan sandstone
T=0.75"t 00 - poorly cemented
10 X T=1.25"/ 00
Gray sandy shale
15 td�T=0.6"/l 00 - with sandstone seams
Tan sandstone
Gray sandy shale
20 T=1.75"/ 00 - with sandstone layers
25 T=1.6"/l 0
30 rT=l.25"/'00
Tan sandstone
35 X T=0.4"/1 0
40 T=0,15"/ 00
Gray shale
- with limestone layers
45 T=0.5"/1 0
m
50 T=0.15"/ 00
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
RQD ROCK QUALITY DESIGNATION '
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B- 9
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 4-1-99
CLIENT: HKS, Inc. SURFACE ELEVATION 658.8
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger wet Rotary
LIMITS % o
W > _ LU GROUNDWATER INFORMATION:
w z ! Seepage encountered at the surface.
z
o f F p iy H o w Q ¢LU z
N > a
�- LYS w w U F- F p N
LL W !n to in W e z (n (n U) z W ~ d W (!)
} � �'W U)V a F w 0 = Q Q to ¢ z t]
i1 O U z U) 0 z b J J ❑. z LL z
LL -j m z O W •• J d a.. cL � II. J z
W o a Ada o Q ? o f- - Q a 0
o us cn z i o:�X fl a LL PL PI v m Y LL �, DESCRIPTION OF STRATUM
Gray shale
- with limestone layers
55 T=0.4"/1 0
60 T=0.25"/ 00
B.H. at 60.0'
65
70
75
I
80
85
90
95
m 100
�+ N STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
a ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-10
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-22-99
CLIENT: HKS, Inc. SURFACE ELEVATION 661.2
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Augerlwet Rotary
LIMITS % o
W Lu _ Lu GROUNDWATER INFORMATION:
3 F z No seepage encountered.
0
M z R � r ° w z z
_1 0 r 0 u- - � ON > n
h m �ndF-
w w U '"� U U v7 = U-
~
LL 2 w <`ninU)z() ¢ z cn F- Q w U) Z
z cn a o�z¢a z d ate. z d LL z
a mz�ao p > n a z 0 it i Z =O
o ° can z t n � � o a- LL PL PI 2 ° � Y � ° a DESCRIPTION OF STRATUM
• • P=2.0 I Brown clayey sand
P=2.0 23 50 22 28 Tan and gray clay
- with sand seams
5 Brown and orange sand
N=19
10 P=4.0 21 44 19 25 Tan and gray sandy shaley clay
- with sand layers
15 = Orange and tan sand
Tan and gray sandstone
20 - poorly cemented
R=58%
Gray sandstone
25 - poorly cemented
Gray sandy shale
- with sandstone seams
30
R=94%
40.8
35
40
R=86%
21.6 Dark gray shale
45
rn R=100%
50
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
T P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
o RQD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-10
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-22-99
CLIENT: HKS, Inc. SURFACE ELEVATION 661.2
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG I Hollow Stem Auger[Wet Rotary
ZR LIMITS %
w _ LU GROUNDWATER INFORMATION:
oF F z m o No seepage encountered.
m z F } o - w Z
o f i 0 } w -� F- 0 > ¢ d -
~ m \°aFw w U p F H 6 vi = LL � d
u. y5. w U)w W j u [n to cn Z w d w Z (n
Z cn -� x v a 1- n d Q w o= cn, Cr Z n
CL o Z= o a n o w <n z
F- m z o w z � o o o _j z
w O Q f ° d ¢ O z o - Q p 0
n U u) z n x 2 n a. LL PL PI U � Y w U a DESCRIPTION OF STRATUM
41.2 Dark gray shale
Gray shale
- with limestone layers
55
R=86%
60
77.0
Gray limestone
-229
65 R=100 with shale layers
°0
70
R=100% 106
75
B.H. at 75.0'
80
85
90
95
m
100
�+ N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY nac
ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-11
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-30-99
CLIENT: HKS, Inc. SURFACE ELEVATION 665.3
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
o LIMITS % o
X' W GROUNDWATER INFORMATION:
oz F z � No seepage encountered
J z H Z uj uj
'J o F- F- O �- ti.. F- W Q cc Z
cv > a �y
1- m LL U F-W W (_.) J U U (n = w F�" C7
u w m in cn z W M z to cn (� Z W t z to
} -j �'W U a Imo- W = Q Q d Z
0- o�z� U) o z d J J a. w u_ z
n mzo io } a CL.
z cc Z M
o ° (nz I � o ° LL PL PI � ° u Y � ° ° DESCRIPTION OF STRATUM
N=7 Light brown sand
N=10 Tan and orange sand
5 N=15
Orange sandstone
N=50/5.5' - poorly cemented
10 N=50/4"
15 = Gray sandy shale
- with sandstone seams
Tan sandstone
- with shale layers
20—. . . T=0.35"/' 00
25 T=0.6"/1(0
30 T=1.6"/1 0
Gray shale
35 T=0.6"/1 0 - with sandstone layers
40 T=0.9"/1 0
45 T=1.5"/1 0
Gray shale
T=0.75"/ 00 - with limestone layers
m 50
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD- ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-11
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-30-99
CLIENT: HKS, Inc. SURFACE ELEVATION 665.3
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS %) o
X W W GROUNDWATER INFORMATION:
> _ cc
oF- z V No seepage encountered
m Z F- F � >- O Z W
Cn
Z
0 0 F-W W F U J U U N = LL In U' tf1
N � U
W TL to fnin<nZU Z (n (� N Z w Z
2 rn d oxzUa F 0 0 d 4 Q ¢ d Z D
J JUOw •• `� J -j W W W (p Z Z
J Z
O Q m? a 0G O cc O Z O Fes- n Q O °
o cn cn z i a s 2 o a LL PL PI U ( Y LL U � DESCRIPTION OF STRATUM
Gray shale
- with limestone layers
55 T=0.15"/ 00
60 'T=0.25"/'00
65 T=0.5"/1 0
70 T=0.15"/ 00
B.H. at 70.0'
75
80
85
90
95
m I
rn 100 1 ,
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
m T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
° RQD -ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-12
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-22-99
CLIENT: HKS, Inca SURFACE ELEVATION 668.1
Dallas, Texas
PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/wet Rotary
a LIMITS % o
V, X _ Ir GROUNDWATER INFORMATION:
oF h z !Lj ::) Seepage encountered at 8.5'.
- Z S— — Z U?
m F- }, O w Z
O r°o LL z U > a d
LL 2 m
U) in w d w U Cr Z U) F- c i Z w F LL m Z m
2 to 0 _zVT P w 0 = Q Q cr Z
a o z p d cn
J J D Z Z
w mZOa� Q } .:a o_ o_ Z a Z
fl (n (n z F n o as LL PL PI � ° ; Y U- U ° DESCRIPTION OF STRATUM
N=11 Orange and tan sand
with clay seams
N=14
5 W-. N
Tan cemented sand
'
10
15 N=50/3"
N=70/7.5' Gray sandy shale
20 - with sandstone layers
Tan and gray sandstone
R=87% 205 - poorly cemented
25
30
R=93% 102
35
40 Gray sandy shale
R=98% - with sandstone seams
19.3
45
m
rn
m 50
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
U, P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY fDC
S I RQD- ROCK QUALITY DESIGNATION mammwmRc
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-12
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-22-99
CLIENT: HKS, Inc. SURFACE ELEVATION 668.1
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % a
w ui _ GROUNDWATER INFORMATION:
oH F z o Seepage encountered at 8.5'.
z "'
-1 a O u- O w C ¢ z
O o z CJ F V O N > a O
~ m ��azW W � " o � F- z (n � z
LL o? c a z in cn cn z w cn
a a�z�a o z a Q cn z a E z
o =� g mZOaw6 } - n. a O it a z
o V) can z a ° o a LL PL PI ° c Y LL ° ° DESCRIPTION OF STRATUM
R=91% Dark gray shale
48.1
55
Gray limestone
60
- with shale layers
R=100%
73.7
65
B.H. at 66.0'
70
75
80
I
85
90
95
m
m
rn 100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R- PERCENTAGE OF ROCK CORE RECOVERY
o ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-13
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-27-99
CLIENT: HKS, Inc. SURFACE ELEVATION 667.3
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % fl
W > _ GROUNDWATER INFORMATION:
w 0 tU a N Seepage encountered at 17.0'.
F z cn
m 2 r 0 z w
0 O r r O � � � � i °N j � a
t- m U. O t-w w � U J U U N = LL U) (J
w w �ij C) � Z to F- F- z0 w ~ N z N
O w
x cn a o=z�a H 0 d us � z N z z
O QwOOw Z d a O w (n Z
°�Z F ° 0 O X 0 z O F °- Q 0 0
o (n ( Z� �� o cL LL PL PI U U Y w v a DESCRIPTION OF STRATUM
P=4.5+ Tan and gray sandy clay
P=4.5+
5 P=4.5+ 17 57 24 33 Gray and tan shaley clay
P=4.5+
10 N=50/ with sandstone layers below 9'
15 P=3.0 17 49 22 27 Tan and gray sandy clay
- with sandstone layers
20 N=58
25 N=42 Tan sand
Gray sandy shale
- with sandstone seams
30 T=1.75"/ 00
35 T=1.75"/ 00
40 . T=1.75"/ 00
Gray shale
- with sandstone seams
45 T=1.75"/ 00
o
m 50 T=1.75"/ 00
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
LO
P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
RQD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-13
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-27-99
CLIENT: HKS, Inc. SURFACE ELEVATION 667.3
Dallas, Texas
PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERGI Hollow Stem Auger/Wet Rotary
LIMITS I%)
X z >Uj Lu GROUNDWATER INFORMATION:
o uj Q:
Lu U)D
Seepage encountered at 17.0'.
Fn In
z Z
M
0 L 0 LL Lu < Ir
0 0 z U :� �: p = Q- 0
LL to a: U-
cn
(n U) Z 0 U) Z U)
ofUj Uj M Z U) U)
-j 3: U Uj Uj 0 < U) cc Z
(L 0 M z,a. z
U -j Z) LL Z
-j (n Lu &i
0 Uj 0 z z
LU < M z IL C)
0 0
CCCJ MO COL LL PL PI U U) LL a- DESCRIPTION OF STRATUM
Gray shale
- with sandstone seams
1.0'vi 0
with limestone layers below 57'
60 T=0.75"/'00
6 5XT=0.5"/1(0
70 LT=0.5"/100
B.H. at 70.0'
75
80
85
90
M
100
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
U')
M P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
0
ROD-ROCK QUALITY DESIGNATION
b
BORING LOG OF
PROJECT: FIDELITY INVESTMENTS BORING NO. B-14
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-22-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.0
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger[Wet Rotary
LIMITS % a
W W _ ui GROUNDWATER INFORMATION:
o Hz U) Seepage encountered at 12'.
z } g o z w z
En
0 0
u >- w nw nz� W V) c~n v~i z w ( a w z
z cn a- 0 zed az d Cr z LLz— z
a m z d p } n o Z z O
o ° m z t n a o a LL PL PI ° U Y LL ° a DESCRIPTION OF STRATUM
Brown sand
P=2.75 Orange and tan sandy clay
5 P=1.5 11 NP NP NP Tan and orange sand
- with clay seams
N=51
10 = Tan and light gray sandstone
- very poorly cemented
15 N=50/3.2 "
Tan sandstone
20—::: N=50/3.2 3..
Gray sandy shale
R=92% - with sandstone layers
25
216 Tan sandstone
- poorly cemented
30
R=94%
97.6
35
40
R=94% Gray sandy shale
24.8 - with sandstone seams
45
m
50
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
" T TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY o,�c
ROD- ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. 13-14
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-22-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.0
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
e LIMITS % o
W >_ GROUNDWATER INFORMATION:
3 w 0 LU
Seepage encountered at 12'.
-' o f F 0 > " g 0 w Q M
m \b d r w w N V d U U p N S A d
LL }�` w �wowM Z (nn co Z w F d W ? to
2 sn -j o x z 0aw. F p p d Q 4 (n C Z cc Z
a J m?�aa a >- � a a Z � Lu a J z
0 o ai z ii� o ° LL PL PI °v vii Y LL ° ° DESCRIPTION OF STRATUM
R=85% Gray sandy shale
20.2 - with sandstone seams
55 Dark gray shale
60
R=97%
60.0 Gray limestone
65
- with shale layers
B.H. at 66.0'
70
75
80
85
90
95
m
100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
rn P-POCKET PENETROMETER RESISTANCE
m R PERCENTAGE OF ROCK CORE RECOVERY
o ROD -ROCK QUALITY DESIGNATION
b
LOG F BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-15
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-25-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.7
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger[Wet Rotary
o
LIMITS % o
X w w GROUNDWATER INFORMATION:
w > — X
oF 0 o m Seepage encountered at 10'
M Z I- F- � } O Z w Z
w o f O } LL F.. ON > < X -
m LLodF w w U v v n = LL F c7 d
tL w to(n U) ¢ Z cn N (n Z w ~ 0 w Z to
= to a o�z�a o z d < � a- j LL z 0 D)
w O 4 m Z F- O n w Z O H °-- Q 0 0
o U) m z rt X 2 o n LL PL PI 5 U U Y w U a DESCRIPTION OF STRATUM
N=6 Orange and tan sand
P=2.6 Orange and tan clayey sand
5 P=2.0
Orange and tan sand
N=36
10 N=50
15 N=51
20 N=50/2"
25 N=50/2" Gray sandy shale
- with sandstone seams
30 T=2.5 11/1 0
35 T=2.0"/1 0 Gray shale
- with sandstone seams
40 T=2.0"/1 10
45 T=1.8"/1 0
_L
° Gray shale
50 T=1.5"/1 0
�* N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
o RQD- ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-15
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-25-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.7
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % :
o
W >GROUNDWATER INFORMATION:cc
w z � Z) Seepage encountered at 10'
z `n
5 w w�W� wm crn v~i Z wed w Zcn
S cn ii p S z a F- z d J J a z Z Z
Q- < m Z O a..6 O r Z) -j a. n. 0.a a _j Z D
W ° U) z f a X a s LL PL PI 2 °v U Y u. ° ° DESCRIPTION OF STRATUM
Gray shale
- with limestone layers
55 T=1.0"/1 0
60 T=0.8"/1 0
65 T=1.5"/1 0
70 T=1.3"/1(0
75 T=1.3"/100
80 T=1.0"/1 0
B.H. at 80.0'
85
7
90
95
I
I
1
m
m
8 100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-16
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-1749
CLIENT: HKS, Inc. SURFACE ELEVATION 672.7
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
X W W GROUNDWATER INFORMATION:
oF z � a D No seepage encountered
z 0 LU LU
N � Q
H m a O d F W w ! U J U U
D �= F--
O cn
LL >- w in w w w to to cn z w F- d w Z
d F � Z O
2 vi a o=z `L O O O J J ate. z z
J �ZOw cn z z u
67 H d Q } J 4. D_ z X J Z
o i{n z a s¢ o ° LL PL PI ° U Y U- U ° DESCRIPTION OF STRATUM
Brown and tan clayey sand
P=0.25 Tan and orange sandy clay
5 P=2.25
P=4.5+ Red, gray and tan shaley clay
10 P=4.5+ 23 72 31 41
15 P=4.5+ 16 46 23 23 Tan, red and gray sandy shaley clay
- with iron oxide seams
Tan sandstone
- poorly cemented
20 N=64/10" - with shale seams
R=62% 155
25
110
30
R=80%
35
40
R=93% Gray and tan sandy shale
- with sandstone seams
18.3
45
Gray shale
m
- with sandstone seams
m 50 23.3
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
°2 T-TXDOT CONE PENETRATION RESISTANCE
m P,-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-16
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-17-99
CLIENT: HKS, Inc. SURFACE ELEVATION 672.7
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
j ATTERBERG Hollow Stem Auger/Wet Rotary
J
L11 % o
N W_ ul GROUNDWATER INFORMATION:
3 w r z � No seepage encountered
0 F-z N
J o f o >- � �_ o w Q = ?
N > cc 0-
F"' Co O O F w ul U U U &5 2 ti ~ (7
u w cn in Q z z cn t~n v~i Q w 1- z e?
IC Z u 0- o=z U Q H w 0 0 Q Q z z Z
r d OUZO z d -1 � V a z u z-1 EL
o ° U) z�a� o ° LL PL PI 2 U U Y � ° ° DESCRIPTION OF STRATUM
R=85% Gray shale
- with sandstone seams
Tan sandstone
55
Gray shale
60 27.9
R=100% - with limestone layers below 60'
65
S.H. at 66.0'
70
75
80
85 I
3
90
95
3
81001
a N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
'° T-TXDOT CONE PENETRATION RESISTANCE
P- POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD -ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-17
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-29-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.3
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % 0
W > _ LU GROUNDWATER INFORMATION:
oH z L a No seepage encountered.
z cn
-i mo O �., � F}- O w Q cc z
O p w w w F H a s
lz d i- Z U D t- t- O S LL O N
ti >. w n w w� j w U) cn cn Z w z O
2 v2 pSZ�a �-' O O O J J U1 a z Z z
mZOw •• Z _j a n. O w cn z
o ° can z t n~ ¢ o a LL PL PI U L Y LL ° ° DESCRIPTION OF STRATUM
P=1.75 Brown clayey sand
P=1.0 Tan and gray sand
5 P=2.25 Gray and tan shaley clay
- with calcite seams
P=4.0 21 59 26 33
10 P=4.25
Tan sandstone
15 T=1.0-/100
® Gray sandy shale
20 T=1.75"! 00 - with sandstone seams
Tan sandstone
25 T=0.65"! 00
30 T=0.3"/1 0
35 T=0.5"/1 0
Gray sandy shale
® - with sandstone seams
40 T=1.25"i 00
45 T=0.6"/1 0
m
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
Im P- POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD- ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-17
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-29-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.3
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS
C W > _ Cr GROUNDWATER INFORMATION:
w F z m V) No seepage encountered.
U)
m z E— ~ _ a z W z
a= m ��a -W W n o "' = a
u cn 3:Cn Z z U) cn up z w Z
F � a OvZrr z d Q M a z LL Z
a m?o a o p >- D -j a a z 2 L C Z
o ° vai z F n X 2 o a LL PL PI R ° 'u-) Y u, 18 DESCRIPTION OF STRATUM
Gray shale
with limestone layers
55 T=0.15"/ 00
60 T=0.4"/1 0
65 T=0.6"/1 0
70 T=0.25"/'00
75 T=0.15"/ 00
B.N. at 75.0'
80
85
90
95
m
m 100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"' T-TXDOT CONE PENETRATION RESISTANCE
.i P-POCKET PENETROMETER RESISTANCE
C) R`-PERCENTAGE OF ROCK CORE RECOVERY
ROD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-18
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-19-99
CLIENT: HKS, Inc. SURFACE ELEVATION 674.9
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger
o LIMITS % o
W > _ LU GROUNDWATER INFORMATION:
3 w F z � No seepage encountered
z m Uj
or F O '~ g F o w ¢ X z
m LL o°- w w E- J U U N F- °- �
cn �a z U ¢ cn o t= t- z C5 Fn
c� _ `� z �
� n 'w z w to z n <n z r d w a
x o. o�zQn p z d ¢ o- Z LL Z
a g mz�° io o Z =, a n_ z CL Z Z
o ° � z a � o ° LL PL PI � ° ( Y ° ° DESCRIPTION OF STRATUM
P=1.5 Brown sandy clay
P=0.25 Tan and orange sandy clay
5 P=0.75
P=4.5+ Gray, red and orange sandy shaley clay
10 P=4.5+ 19 57 22 35 with sand pockets
15 P=4.5+ Gray sandy shaley clay
- with lignite pockets
Tan sandstone
-
20 poorly cemented
69'3 - with shaley clay layer below 20.5'
R=93% Gray sandy shale
25
Tan sandstone
10.5 - poorly cemented
30
R=88% 68.7
35
40
R=90%
86.7 Gray sandy shale
- with sandstone seams
45
M
m 50 22.9
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
rn P- POCKET PENETROMETER RESISTANCE
m R- PERCENTAGE OF ROCK CORE RECOVERY
RQD-ROCK QUALITY DESIGNATION
a
G OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-18
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-19-99
CLIENT: HKS, Inc. SURFACE ELEVATION 674.9
Dallas, Texas PAGE 2 of 2
FIELD DATA , LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger
LIMITS % a
N W >_ LU GROUNDWATER INFORMATION:
3 w o o No seepage encountered
va
J O F" O } LL F- O Q Q
0 C)F m u d t w ~ 'j U U U- F C7 d
u LU nncnzv Zt`n t~n n Z w � 0 z �
s v}i � �� n U W H o o a Q Q a ( � z o
�— °- v Z m N z .� e_ Z LL Z
LL =' m z O W a. 6 > J n a 2 Uj nom. Z
a ° ai z r a n ° LL PL PI ° ° ° DESCRIPTION OF STRATUM
R=81% 41.2 Gray sandy shale
- with sandstone seams
55 Tan and gray sandstone
- very hard
Gray shale
60 - with limestone layers
R=86%
65
59.2
70
R=100%
75
45.5
B.H. at 76.0'
80
85
i
90
95
i
m
I
8 100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R`-PERCENTAGE OF ROCK CORE RECOVERY
ROD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-19
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-29-99
CLIENT: HKS, Inc. SURFACE ELEVATION 672.1
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
W _ LU GROUNDWATER INFORMATION:
w 0 m Seepage encountered at 23.0'.
z z o7 Ul
co-' o r F 0 } u. �_ F 0 W Q ?
U " > 0 D
c] LL O 0 k-W W � U J U U (n =
CL Gc W (nyNZ0 2 z fn � � u1 ZU W F- � Z �
2 (n J �_(nU W W 0 Q Q � CC a Z
n g 'Zoao �L' d a a Z ii z D
W 0 Q d 0 R 0 F — Q 0 0
a sn to z a a:o_ 2 c o_ LL PL PI U Y U- U d DESCRIPTION OF STRATUM
P=1.0 Brown and orange clayey sand
P=0.5
5 P=0.75 21 42 19 23 Tan sandy clay
P=2.25 Gray shaley clay
10 P=4.5+ 21 46 23 23 Brown and orange sandy shaley clay
- with ironstone seams
Tan sandstone
15 T=0.65"/'00
Gray sandy shale
20 T=1.511/100
Tan sandstone
25 ;/><—T=0.4"/1(0
30 T=0.25"/ 00 Gray shale
- with sandstone seams
35 T=1.0"!1 0
40><—T=0.5"/1(0
45 X T=1.25"! 00
m
m 50 T=0.4"/1 0
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
m R- PERCENTAGE OF ROCK CORE RECOVERY
o RQD ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-19
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-29-99
CLIENT: HKS, Inc. SURFACE ELEVATION 672.1
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
,= w > _ Ir GROUNDWATER INFORMATION:
w F z Z) Seepage encountered at 23.4'.
0 F-M f h- O } LL A o w q X z
N > a
u to N VI Z U it u} U 0 F H O U S LL � z a
z �— cn
x v}i n o=zv i Lou ° a a a � c �' a z o
I- U X F- Z -, J d z ti z
w a s mz °aa O o a a Z F d Q O O
a rn cn z a a o a LL PL PI � u u DESCRIPTION OF STRATUM
Gray shale
- with sandstone seams
55 X T=0.45"/ 00
- with limestone layers below 56'
60 T=0.15"/ 00
65 T=0.3"(1 0
70 T=0.5"/1(0
75 T=0.15"/ 00
B.H. at 75.0'
80
85
90
95
rn
C)
100
�+ N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
m R`-PERCENTAGE OF ROCK CORE RECOVERY
° ROD-ROCK QUALITY DESIGNATION
b
BORING LOG OF
PROJECT: FIDELITY INVESTMENTS BORING NO. B-20
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-20-99
CLIENT: HKS, Inc. SURFACE ELEVATION 669.2
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
a LIMITS % o
,= W >_ GROUNDWATER INFORMATION:
oF 0 �Seepage encountered at 17'.
Z F Z U) _Lu
J m0 F O } LL 2 F O W Q 0= z
0 t--O u- Z U h U U N > F a d
M ti W W O O U) flJ
W W a W a: Z fn V) N Z W ~ O W Z (n
S cn nJ pxz�a o d n a z z Z
a g mZOa6 O r D -j a- a_ z g a Z
0 0 (0i z t d rc X o a LL PL PI ° , Y LL ° ° DESCRIPTION OF STRATUM
4- P=4.5+ Brown sandy clay
=4.5+ Tan and gray sandy clay
5 Tan and orange sandy shaley clay
- with sand seams
P=4.5+
10 °
N=50/3.2 "
15 P=4.5+ 16 45 22 23
Orange sandstone
20
N=50/4.0' - with sand seams
25 N=50/3.7 3"
30 N=50/3.0'
Gray sandy shale
- with sandstone seams
35
40 R=90°./0 12.8
I
Dark gray shale
45
m
15.1
50
v N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
°2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-20
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-20-99
CLIENT: HKS, Inc. SURFACE ELEVATION 669.2
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem AugerPNet Rotary
LIMITS % o
C F W GROUNDWATER IN
FORMATION:> Lu
z � _ :D Seepage encountered at 17'.o w m
z
W w¢ z u) (n cn z w d w
S cn d o�xzva , p ❑ d ¢ Q (n o= z Z Z
� J J 0
CL J m Z 0 W to Z J a. o_ J Z D
w O C t ° p p O ZO H d Q O p
❑ in cn z~A�s ❑ a LL PL PI 2 v (n Y u_ v DESCRIPTION OF STRATUM
Dark gray shale
Gray sandy shale
- with limestone layers
55 44.9
60 R=100% 93.0
Gray limestone
I -
65 with shale layers
70 R=100%
92.6
75
R=100% 62.8
80
B.H. at 80.0'.
85
90
95
rn
m
100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE fir
ca R-PERCENTAGE OF ROCK CORE RECOVERY
RQD-ROCK QUALITY DESIGNATION
b
LOG F BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-21
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-29-99
CLIENT: HKS, Inc. SURFACE ELEVATION 675.8
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
F- X _ it GROUNDWATER INFORMATION:
3 w F °z m o D Seepage encountered at 21.0'.
m z F ~ } 0 z W Z
o °� F 0 } LL �_ O w ¢ ¢ -
M u. 0 F-w w N U '� U U N � _ t~i L7
LL >- J �Ul N u!W = W N (n Z d W z 0
2 cn a. 0=Z Q a ~' d Q o_ z Z
a- =� mz0�p } 1 a aa_ z g cc a Z D
u) z F d E s o ° LL PL PI °v Y ° ° DESCRIPTION OF STRATUM
P=1.75 Brown clayey sand
_I.Zb Gray and orange sandy clay
5 P=1.25
® P=1.25
10 P=4.5+ Gray and orange shaley clay
15 P=4.5+ 19 53 26 27 - with lignite pockets below 14.0'
Tan sandstone
20 T=1.5"/100
Gray sandy shale
Gray sandy shale
25 T=1.0"/1 0 - with tan sandstone
Tan sandstone
30 T=0.3"/100
•
35 T=0.15"/ 00
Gray shale
- with tan sandstone seams
40 T=2.0"/1 00
45 T=0.15"/ 00 Tan sandstone
m
m 50 T=0.65"/ 00
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R- PERCENTAGE OF ROCK CORE RECOVERY
S RQD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-21
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-29-99
CLIENT: HKS, Inc. SURFACE ELEVATION 675.8
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger[Wet Rotary
LIMITS % o
W > ' _ Ir GROUNDWATER INFORMATION:
oh F o o Seepage encountered at 21.0'.
z "'
J o F O r LL - o w Q a Z
LL w inm`cnz� z ° v~i z w �- z in
a o z d z d Q (n a' z w Z
d- J mZ0d0 O } J d D_ z 0�.. J z
o U) m z r b:�cc 2 o a LL PL PI 2 °v � Y U- ° ° DESCRIPTION OF STRATUM
Tan sandstone
55 T=1.25"/ 00
Gray shale
60 X T=0.15"I 00 - with limestone layers
i
65 T=0.9"/1(0
70 T=0.6"11( 0
75 T=0.1 5"i 00
80 T=0.6"/1 0
B.H. at 80.0'
85
90
95
m
m
100
v N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
°' T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
nx.
o ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1039
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-16-99
CLIENT: HKS, Inc. SURFACE ELEVATION 673.5
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem AugeNwet Rotary
LIMITS % o
W _ LU GROUNDWATER INFORMATION:
oz N o Z ) No seepage encountered
m z H o z w Z
°F- r O } u �_ tr- ON > cc ii
C17 , W W ~ _ U U }- d
LL w Enwdw� z z w ~ d w z Cn
N n O U Z
z Z
O -4. aZ • . d z Z
a w PL PI °o x° i 2�a�
DESCRIPTION OF STRATUM
N=2 Brown sand
P=2.0 Tan and orange clayey sand
5 Tan and orange sand
N=12
70 N=15
15 N=22 16
20—::::><–N=28
Gray and tan sandstone
25
N=29 - poorly cemented
30
HT=4"/100
Gray sandy shale
with sandstone seams
35 T=0.75"/ 00
40 T=3.5"/1 0
45 T=2.25"! 00
rn
m 50 T=2.25"/ 00
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
'2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1039
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-16-99
CLIENT: HKS, Inc. SURFACE ELEVATION 673.5
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
,= W Lu _ GROUNDWATER INFORMATION:
oF U) No seepage encountered
Z Z
U)
O F- F 0 } IL H O w Q CL �`-
0 F-O�- Z U N J U U N �
rn &5azv � U t- F p V LL U) z
} w w W Z N to v) 2 w d W in
rL O U Z d N (] Z CJ J J Q. Z Z Z
a _' < m?o io ) D � a a_ Z 2 w o7 z
° v¢i D a LL PL PI ° � Y L ° ° DESCRIPTION OF STRATUM
Gray sandy shale
- with sandstone seams
55 T=1.5"(1 0
60 T=1.75"/-00
65 T=1.75"( 00
Gray limestone
- with shale layers
70 T=0.75"( 00
75 T=1.5"(1 0
B.H. at 75.0'
80
85
90
95
m
rn
8100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
") T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
R'-PERCENTAGE OF ROCK CORE RECOVERY
° RQD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1040
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-15-99
CLIENT: HKS, Inc. SURFACE ELEVATION 672.0
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
,. W > Lu GROUNDWATER INFORMATION:
w o w N Seepage encountered at 16.5'.
o t- Z in �
Z �, F } p z w Z
0 o, t O �- u. � � t- oN > � ate.
u w inWin w Z to v~i Z w 0 w z Q
S cn a o=zccd F" a Z d � a Z &i = z Z
mZOaa 0 Lf) y D � � a z � � � Q z �
o ° U)i z a o ° LL PL PI ° � Y 'L ° ° DESCRIPTION OF STRATUM
N=6 Orange and tan sand
N=9
Orange and gray sandy clay
5 P=3.0
N=17
10 N=19 17 32 19 13
15
N=50/5.5' Light gray and tan sand
Orange and tan sand
- with sandstone layers
20 N=50/5"
25 N=50/4.5'
30 N=50 3"
Brown and tan sand
35 N=27 Gray and tan sandy shale
- with sandstone seams
R=93% 37.6
40
45
R=92%
m
501 11
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY ,nac
ROD- ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1040
Proposed Buildings and Parking Garage PROJECT NO. 94995613
Westlake, Texas DATE 3'-15-99
CLIENT: HKS, Inc. SURFACE ELEVATION 672.0
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
N W L it GROUNDWATER INFORMATION:
w z Seepage encountered at 16.5%
z os
LL X F- F-
in in U)Z¢ Z to tp ZD w Z
2 c}n 0- oxz�nw.. I=— ° 0 Q a z a z z
W o a mZ~aa o D a z o CL a o Q
n v7 cn z t a ¢ D o LL PL PI v Y U- U DESCRIPTION OF STRATUM
Gray and tan sandy shale
43.1 - with sandstone seams
Tan and gray sandstone
55 - with shale seams
R=95%
60
65
_8 S o
Gray limestone
- with shale layers
70 149
75
R=100%
30.7
80
85
R=100%
404
90
B.H. at 91.0'
95
m
m
m 100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
°' T-TXDOT CONE PENETRATION RESISTANCE
P- POCKET PENETROMETER RESISTANCE
FBC
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD - R CK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1041
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-6-99
CLIENT: HKS, Inc. SURFACE ELEVATION 671.6
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
o
LI MITS % o
,= W > _ it GROUNDWATER INFORMATION:
o o� Seepage encountered at 17'.
va
-� p h r OZ U F} o w Q a Z
m H O" z U F- U U F- d
LL cn cLL`n in z V X Z cUi) ° �Z w U) Z Zo LU
x cn a oxzcc o d < a z a z Z
a =' m?°art � zj a n. Z- 2 W Z
ut O Q d ¢ 0 ? O �- Q p O
o z a g a LL Pt PI Y � DESCRIPTION OF STRATUM
N=13 Tan to orange sand
® P=3.75 14 23 19 4 Orange clayey sand
5 P=4.0
N=69/10" Light brown and light gray sand
- with clay layers
10 N=50/6"
Orange sand
15 N=50/5.5'
20 N=5013.5' Orange sandstone boulder- extremely hard
Gray sand
- with shale seams
25 N=50/4" T1
Tan sandstone
R=30% - poorly cemented
30
35
R=80% 85.2
40 Gray sandy shale
96.4
- with sandstone layers
45
R=100%
36.1
m
23 50
v N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
r2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY >c
o RQD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1041
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-6-99
CLIENT: HKS, Inc. SURFACE ELEVATION 671.6
Dallas, Texas
PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger[Wet Rotary
o
LIMITS % o
X >. _ LU GROUNDWATER INFORMATION:
3 w z L o m Seepage encountered at 17'.
M
z F } o c W z
Co LL°o w U h 0 U v N ? F d d!7 Cj`= }4` w N W w U¢ z in v~i tin z w a w ? to
in a 0 C) Z d cn a z rn ?
M ¢ co CL r � D., a. Z CC a � z p
o cn to z t a p a LL PL PI ° (n Y u- ° a DESCRIPTION OF STRATUM
40.3 Gray sandy shale
- with sandstone layers
55
R=80%
60
65
R=85%
47.5 Gray limestone
70
- with shale layers
B.H. at 71.0'
75
80
85
90
95
8 100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
2 T-TXDOT CONE PENETRATION RESISTANCE
P- POCKET PENETROMETER RESISTANCE
M R PERCENTAGE OF ROCK CORE RECOVERY
-1 ROD -ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1042
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake,Texas DATE 3-10-99
CLIENT: HKS, Inc. SURFACE ELEVATION 676.8
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % a
W LU GROUNDWATER INFORMATION:
3 w z Seepage encountered at 29.5'.
m Z F ~ > ° Z w z
ro z H
h m LL d F w w U) (� t- �- O f�!) = LL N
�a w �w�w� z to cn cn Z w d w Z
CL o�z�a N o z d � Q N a Z Z z
a J mz0ap O } n. a. z ¢ as - Z d
a ° ( z F a 6 o a LL PL PI ° � Y u< ° o DESCRIPTION OF STRATUM
N=15 Brown sand
P=3.0 Orange sandy clay
5 P=2.5
Orange sandstone
N=50/3" - poorly cemented
10 N=50/2.5'
15 'N=50/6"
20 X N=50/5.7 31,
Orange and tan clayey sand
25 XN=19
Tan sandstone
30 — N=50/0.7 5 with shale layers
95.3 Tan and gray sandstone
R=96%
35 Gray sandy shale
30.7
Gray and tan sandy shale
- with sandstone seams
40 R=85% 41.2
45
35.2
CD
8 50
r N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD- ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1042
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-10-99
CLIENT: HKS, Inc. SURFACE ELEVATION 676.8
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger[Wet Rotary
LIMITS % o
,= X > _ Uj GROUNDWATER INFORMATION:
3 w Z Z)Seepage encountered at 29.5'.
-� o t- i- >- tL F o w a cr z
O H o z F =i U c> N > F- X °
Co
d
cn Z z CJ t? 1 E O F=- LL Z
= N a o=ZXa F� 0 o d Q Q vZi � t7 d Z p
v r Z -j d Z Z
o- _� < mzalio J a a z 2 win Z x a-o O ran z�a� p nom. LL PL PI 3 ° w Y LL ° ° DESCRIPTION OF STRATUM
R=93%
Gray and tan shaley sandstone
Gray and tan sandstone
55 120.1 - with shale layers
60 R=83%
65
70 R=67%
Gray limestone
75 99.9 - with shale layers
R=94%
80 72.0
R=100% 77.9
85
B.H. at 85.0'
90
95
i
cz
m 100
N STANDARD PENETRATION TEST RESISTANCE REMARKS:
2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
RQD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1043
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-19-99
CLIENT: HKS, Inc. SURFACE ELEVATION 673.4
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger
o LIMITS % o
>-
W > _ it GROUNDWATER INFORMATION:
3 w z � Z> Seepage encountered at 13'.
o t- t- > - > ¢ a
f m ,�)-,z w � U J U U O U 2 LL t7
lL w N w cn Z Z U� (n (n Z LU ~ CI W z CA
}
2 (n o_ p S z L)n. F- 0 d J J d Z Z Z
J m z 0 i L Q Q �, J a a z g cc a � Z o LL
o ° Cnn z f d a o d LL PL PI ° w Y ° a DESCRIPTION OF STRATUM
N=4 Brown and orange sand
- with clay seams
N-8 Orange clayey sand
5 P=1.5 - with iron stains
N=50/5" Reddish tan sand
- with cemented sand layers
10 N=68/8"
15 N=50/3"
Brown and tan sand
with iron deposits
20 N=50/2"
25 N=77/9"
Gray sandy shale
XN=27 - with lightly cemented sand layers
30
Gray sandy shale
- with lightly cemented sandstone layers
T=6"/100
35
40 T=7„/83
45 T=4.5"i1 0
m 50 L T=3.5 11/1 0
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
0 11 W
P-POCKET PENETROMETER RESISTANCE
W R PERCENTAGE OF ROCK CORE RECOVERY
o RQD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1043
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-19-99
CLIENT: HKS, Inc. SURFACE ELEVATION 673.4
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger
LIMITS %) o
F- W >LU GROUNDWATER INFORMATION:
3 w z o U) Seepage encountered at 13'.
m roe z v h U N ? a d
d t W LL' U p p ( S w U N
LL � w W w X z in vii (nn z w F- d w z to
ham. o jz�d 0z — Q az � ZZ
w o a mzoa6 } a z g a J z o
o � z a it o o- LL PL PI O N Y LL °v DESCRIPTION OF STRATUM
Gray sandy shale
- with lightly cemented sandstone layers
55 T=2.0"/1(0
60 T=1.25"/ 00
65 T=0.75"! 00
I
70 T=1"/100
T=3.5" 1 0
75 B.H. at 74.0'
80
I
85
90
95
m
m
100
v N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
�2 T-TXDOT CONE PENETRATION RESISTANCE
° P- POCKET PENETROMETER RESISTANCE
m
IBC
R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD-ROCK QUALITY DESIGNATION '
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1044
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-15-99
CLIENT: HKS, Inca SURFACE ELEVATION 671.6
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % a°
F- W' > _ GROUNDWATER INFORMATION:
3 w H z � o N Seepage encountered at 15'.
z "'
-j mo F 0 U M F o w Q Z
F-O�- Z U !_- J (� U N f- m
F- m .-O 1-w w to U p t- F- p S u. m C7
u w U)U) z in m cn z w 0 w Z to
F an d ovzI a- cn z d < Q � = Z m cc z Z
CL mZOw6 O } Z o i z g a z
D �cc D a LL PL PI R ° Y LL ° ° DESCRIPTION OF STRATUM
N=3 Brown sand
P=2.25 Tan and orange clayey sand
5 P=2.5 14 28 19 9 Light brown and tan clayey sand
Orange and tan sand
N=2
10
N=5
15 V N=23
20—::':NN=24
Gray and tan sandy shale
with sandstone seams
25
R=100% 95.8
30
Tan and gray sandstone
- poorly cemented
35 R=95% 134
40 Gray sandy shale
- with sandstone layers
45 R=90% 34.4
rn
C)
m 50
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
M RO.D-ROCK DUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1044
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-15-99
CLIENT: HKS, Inc. SURFACE ELEVATION 671.6
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS %)
X >LU Lu GROUNDWATER INFORMATION:
0
W
Q Uj Seepage encountered at 15'.
1 z
z 0 Lu Lu
-j co 0 L� 0 W < C:
0 C'4 �! — = cl
0 U U 5 1 1 Q
M 6 U) LL U)
2 W ---�2:L) XLU �: F- Z
5. Uj U)(n Q W X D Z U) U) z LU Uj
M cn Lu < X U) 0:
a- 0 z Z
2 - 0
(L
Lu 6 < a- 0 0
(n LL PL PI [In U- U E�� DESCRIPTION OF STRATUM
z
Gray sandy shale
with sandstone layers
55 R=92%
Dark gray shale
with sandstone seams
53.6
65 R=98%
Gray limestone
87.9 with shale layers
70
76 R=98%
183
sorl I I
B.H. at 80.0'
85
90
95
8100
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
U) P- POCKET PENETROMETER RESISTANCE
a) *
W R-PERCENTAGE OF ROCK CORE RECOVERY
0
�l RQD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1045
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-24-99
CLIENT: HKS, Inc. SURFACE ELEVATION 671.8
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
a LIMITS % o
W > _ LU GROUNDWATER INFORMATION:
� Lu F z Z) Seepage encountered at 16.5'.
z CO
o� F 0 } LL �_ °o u, Q � z
N > a
m °dew W �, �n _ F ~ (D a
in in(n z i- 4- cn (n
a Lc W W`W m � W rn 5 (n (n Z w z O
5.x cn a 3o=zUW , o a d < < � a z U) cc z z I CL F- mZOiio o ._, a a z 2 it a z =
Lu ° (n z�a o ° LL PL PI ° U Y ° ° DESCRIPTION OF STRATUM
N= Brown sand
P=4.5+ 15 26 18 8 Orange and tan sandy clay
5 P=3.0
N=37 Orange and tan clayey sand
- with sandstone seams
10 — Orange and tan sandstone
- with clay seams and ironstone fragments
15
IN=50/4.5
Of Reddish orange and tan clayey sand
20 N=28 - with iron stained seams
N=50/3" Tan sand
25 - with sandstone seams
Gray sandy shale
30 N=50/5" - with sandstone seams
35 T=4.0"/1 0
40 T=3.5"/1 0
45 T=4.0"/1 0
C
m 50 T=3.0"/1 0
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
o ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1045
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-24-99
CLIENT: HKS, Inc. SURFACE ELEVATION 671.8
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
,= W > _ LU GROUNDWATER INFORMATION:
3 w z - Z) Seepage encountered at 16.5'.
z `n
-' o f r O > �} o W Q cc Z
W Cn U Q p S LL C7 t\
LL U7 to In N z U 0= �, F H Cn }.-, z (n
} W W—W X (n (n (n z W d W
S cn CL o x z¢li F p d Q - a- Z cn o: z Z
IL p Q mz�a6 }� O d a z O � EL -J Z
o cn cn z d p a LL PL PI U ( Y LL ° DESCRIPTION OF STRATUM
Gray sandy shale
- with sandstone seams
55 T=2,8"/100 Gray shale
with limestone layers
60 T=2.0"/1(0
65 T=1.3"/1 0
70 T=1.0"/1(0
75 T=0.8"/1 0
B.H. at 75.0'
80
85
90
95
C
8100-1
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"' T-TXDOT CONE PENETRATION RESISTANCE
to
P- POCKET PENETROMETER RESISTANCE IBC
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1046
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-25-99
CLIENT: HKS, Inc. SURFACE ELEVATION 680.4
Dallas, Texas
PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD{S}:
ATTERBERG Hollow Stem Auger/wet Rotary
LIMITS % o
> _ Lu GROUNDWATER INFORMATION:
w F o m o D Seepage encountered at 20.0'.
o t- _
J 0 O } LL SL F O W Q ([ Z
f- m ti d I- w W H _ -� 9 U c. - {- F 0.. a
LL w in in cn z ¢ ? z U (n Cnn Z w ~ 0 LL
w z
S m -- 0 x z c)W a 0 d Q ¢ (n � (D rn [C z o
d OVzXa. Z - a Z LL z
w 0 Q m Z 0 a p O } a a z 0 ¢ d Z O
o z a o ° LL PL PI ° Y LL ° a DESCRIPTION OF STRATUM
N=5 Brown sand
N=6 Orange and brown sand
Orange and tan clayey sand
5 P=3.0
Reddish brown sand
N=12
10 = Reddish tan sand
N=35 Orange and tan sand
15 - with sandstone seams
20 N=38
N=27 Orange and tan clayey sand
25 - with sandstone seams
Gray sandy shale
30
N=50/1" - with sandstone seams
35 T=4.0"/1 0
40 T=3.5"/1 0
Gray shale
45 3.0"/100 - with sandstone seams
m
50 T=2.3"/1 0
�* N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
°
co
R-PERCENTAGE OF ROCK CORE RECOVERY
nx
ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1046
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-25-99
CLIENT: HKS, Inc. SURFACE ELEVATION 680.4
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
W > _ Lu GROUNDWATER INFORMATION:
oz Seepage encountered at 20.0'.
z LU
J o 0 u~ g °o w Q E Z
N > X LL
d k-w W (n U F- F- O N = u- a
LL 2 to (o<n io z U �' F- Z (n
Z
F � ii oUZ�� 0 z J a Z p w z
n _' U)
a. > a o z it a. -j z E
W ° � Z 1-n. a LL PL PI ° ('n g LL L) ° DESCRIPTION OF STRATUM
Gray shale
- with sandstone seams
55 T=1.8"/1 00
60 T=1.3"/1 0
I
65 T=1,3"/1 0 Gray shale
- with limestone seams
70 T=1.0"11(0
75 T=1.0"/1 0
80 T=0.8"/1 0
85 T=1"/100
B.H. at 85.0'
i
90
95
m
m
100
N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
°2 T-TXDOT CONE PENETRATION RESISTANCE
° P- POCKET PENETROMETER RESISTANCE
m R- PERCENTAGE OF ROCK CORE RECOVERY
�t�xt,uc.
°I ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1047
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-23-99
CLIENT: HKS, Inc. SURFACE ELEVATION 673.0
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger
o LIMITS
W > _ it GROUNDWATER INFORMATION:
w o n Seepage encountered at 13'.
cn
-� o t O > - F °o w Q it z
a W �W �Wir = zcn o W W W Ha w z �
a o�z�a o z d ¢ Q i z _ Z
a mz0da r � -1 ii a z g -- � z0
w O Q d O cc O }— - q 00
o cn z a o a LL PL PI v n Y U- v a DESCRIPTION OF STRATUM
N=2 Brown and tan sand
- with clay seams
N=5
5 N=14 Reddish tan sand
® Reddish orange and tan sandy clay
N=34 16 29 19 10 - with sand layers
10 N=82/8" Orange and tan clayey sand
- with sand seams
15 N=98/7
Gray and tan shaley clay
P=2.0 - with sand seams and iron stains
20 21 51 25 26
25 N=45
Gray sandy shale
- with poorly cemented sandstone layers
30 N=5015"
T=1.5"/1 0
35
T=4.5"/1(0
40
i
T=2.5"/1 0
45
T=2.5"/1 0
m 50
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
31 ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1047
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-23-99
CLIENT: HKS, Inc. SURFACE ELEVATION 673.0 j
Dallas, Texas PAGE 2 of 2'
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger
LIMITS % a°
W > _ Uj GROUNDWATER INFORMATION:
w z L a Seepage encountered at 13'.
w m O ~ J O U ¢
O U N C-Z D z -
d
lrL '� to d Z U M v7 U H H O t� S u_ Z N Cn
0. O v Z¢d O z d N d Z a Z Z
g mzFnwo a o z 2 � a z
C) cr wn m � z i a it a LL PL PI U � Y U ° ° DESCRIPTION OF STRATUM
Gray sandy shale
-T=2.5"/1 0 with lightly cemented sandstone layers
55
T=0.5"/1 0
60
T=0.75"1 00
65
T=0.25"/ 00
70
T=0.5"/1 0
75
IT=0.5"/100
80 B.H. at 79.0'
85
90
95
81001 1
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
m P-POCKET PENETROMETER RESISTANCE
m R PERCENTAGE OF ROCK CORE RECOVERY
RQD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS 'BORING NO. B-1048
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-5-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.8
Dallas, Texas
PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
o LIMITS % o
W` � _ it GROUNDWATER INFORMATION:
oF z o V=i Seepage encountered at 14'.
z ul
J H O } LL h O W Q z
O H o ` z U F _� O U cv > ° f7
CC �+-.- w w v7 F-
u- (n i5 n Z U o: to U t F O � S (L Uy C7
} w w w¢ z cn (n (n z w {'_".d w ?
n'J. O z °_ p Z d Q aa.. z z Z
CL ' mz�IL O } O � a n z X z O
w O Q d O - O t- - Q O
o (n z i=a rt rr o a LL "PL PI � U (n Y LL v a DESCRIPTION OF STRATUM
N=11 Light brown sand
Orange and tan clayey sand
5 15 27 21 6
N=5016" Orange sand
with sandstone lenses
10 N=50/6"
Tan and orange cemented sand
15 - N=50/3.5'
20
30 N=50!4.5' Tan sandstone
with shale seams
R=85%
35
40 R=88%
Dark gray shale
45 - with sandstone seams
8 50
-- 4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
�2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
°I RQD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1048
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-5-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.8
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
,= U-1
Lu _ Lu GROUNDWATER INFORMATION:
0 w z Cn Seepage encountered at 14'.
z uy
Z
J F- O LL v5 F- O W Q CL z
F-O LL Z U F- Z) J U U N > E- [[ 0" d
uj F ii OVZ¢a z a J tt7 tai. Z 0 Z Z
0Wb O o- ° Y u. ° °o (A z LL PL PI u, DESCRIPTION OF STRATUM
R=95% 19.3 Dark gray shale
- with sandstone seams
55
Gray sandy shale
60 R=87 29.8 - with very hard sandstone layers
°%°
65
78.7 Gray limestone
- with shale layers
70 R=98%
46.2
75 Bottom of boring at 74.0'
80
85
90
95
m
8100
v N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
°2 T-TXDOT CONE PENETRATION RESISTANCE
M P-POCKET PENETROMETER RESISTANCE
M R PERCENTAGE OF ROCK CORE RECOVERY HC
° RQD -ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1049
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-19-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.9
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD{S}:
ATTERBERG Hollow Stem Auger
LIMITS % o
W >_ LU GROUNDWATER INFORMATION:
3 w f z W Seepage encountered at 12'.
m z �-- F- 2 >- O w Z it
-� O 1- F- 0 } LL J {- } LL
F. m u.o0Fw w U U U (� = w F- V, d
LL W (n(n CQ Z z U7 U N Z W ~ z
2 i/3 LL O V Z d 0 z O J � 4. z (5 Z) LL z
mzOw O o_ 0- Z w to w z
w O Q ~a d O n Q 0 0
o cn cn z H d rc n a LL PL PI U � Y LL a DESCRIPTION OF STRATUM
Brown sand
- with clay seams
N=5
Reddish tan sand
5 N=17 - with clay seams
Brown and red sand
N=79!10" - with clay seams
Orange sand
10 N=33
N=13 Tan and gray sandy shaley day
15 28 69 29 40
Tan sand
- with poorly cemented layers
20 N=50/2"
Tan and gray shaley day
with sand layers
25 N=28
Gray sandy shale
- with poorly cemented sandstone layers
T=1.25"/ 00
30
T=0.75"/ 00
35
T=1.25"J 00
40
T=4.5"/1(0
45
m
8 50
�r N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
U)
m R-PERCENTAGE OF ROCK CORE RECOVERY
a RQD -ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1049
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-19-99
CLIENT: HKS, Inc. SURFACE ELEVATION 670.9
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger
LIMITS % a
U W> _ LU GROUNDWATER INFORMATION:
oz m � Seepage encountered at 12'.
z !- z U)LU
-' of r O } F o w Q ¢ z
m H O z U ° °
1~L VJ d Z V (1_ Z U ° F I- o (n L z
LU "j LU
a J mZO�o > a a ° a z
W o c a ° o z o — Q o 0
° u� cn z a rc ° CL LL PL PI ° � Y! LL L) o DESCRIPTION OF STRATUM
Gray sandy shale
- with lightly cemented sandstone seams
T=4"/100
55
T=1.5"/1 0
60
T=1.25"/ 00
65
T=0.5" 1 0
70 B.H. at 69.0'
75
80
85
90
95
rn
100
4 N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
° ROD ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1050
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-16-99
CLIENT: HKS, Inc. SURFACE ELEVATION *Remarks
Dallas, Texas
PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
o LIMITS 0/.)
o
W > _ GROUNDWATER INFORMATION:
oF z L o No seepage encountered.
� om� O y u~. o w Q Z
m -°LL w w E- Z U U . � n O
LL to m(nU,Z = w ~n Z w d w z
IL o�zva ° z d Q CL Z Z z
w m Z H nw.� O y, � n. o_ Z Uj CL -i Z LL
O
° ° � z a � o ° LL PL PI � ; R LL ° a- DESCRIPTION OF STRATUM
N=8 Brown and orange sand
N=10 Orange sand
5 N=13
N=24
10 N=22
Tan and gray shaley clay
- with sand seams
15 P=4.5+ 19 58 30 28
20 P=4.5+
25 P=4.5+
Gray sandy shale
30 N=50/5.5' - with tan sandstone layers
19.3
R=100% Tan and gray sandstone
poorly cemented
35
114
40
R=87% 71.0
Gray sandy shale
- with tan sandstone layers
45
m 1 5.6
m` 50
v N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
o T-TXDOT CONE PENETRATION RESISTANCE *Approximate surface elevation 670.0'
P- POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
° ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1050
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-16-99
CLIENT: HKS, Inc. SURFACE ELEVATION *Remarks
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % e
W > _ Lu GROUNDWATER INFORMATION:
3 w z � o � No seepage encountered.
z U)2E Z
I-O LL Z H cv F- a Cy
LU
t~L. VJ N N d Z U C-- U k- {- O V) = u- U) z
J 3S W.w w D w u? U) U) Z w� d w Z D
H n. 0 X C) z d ¢ Q U) a z U) � LL z
CL mza io } -j n. a z g � a D z D
a z� o ° LL PL PI ° ; Y U ° ° DESCRIPTION OF STRATUM
R=50% Gray and tan sandstone
poorly cemented
55
60
R=20%
65
Gray shale
- with sandstone layers
Tan sandstone
- poorly cemented
70
R=34%
75 37.2 Gray shale
-fracture at 74.2'-74.5'
- with limestone layers
80
R=100%
82.1
85
B.H. at 85.0'
90
95
rn
rn
, I 100
�+ N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
°2 T-TXDOT CONE PENETRATION RESISTANCE
o "Approximate surface elevation 670.0'
m P,-POCKET PENETROMETER RESISTANCE
R-PERCENTAGE OF ROCK CORE RECOVERY
RQD - ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1064
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-23-99
CLIENT: HKS, Inc. SURFACE ELEVATION 665.8
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem AugerMet Rotary
: LIMITS % e
W Lu_ it GROUNDWATER INFORMATION:
w z No seepage encountered.
M O � o w Q ¢ Z
cN n_
��a -W it N v o I H LU = U- a
} W �W�W� Z) zv, cn U) z W � a w zN
z cn aJ. oxz�a p o d Q Q vi z o
a- -1 g mZOdo o } _ _j a- a z g � a �. Z D
o ° Cn z a-�° o a- �! PL PI ° c Y u- ° ° DESCRIPTION OF STRATUM
IP 1.75 Tan and orange sandy clay
1.75
Gray, tan and red shaley clay
5 4.0 20 52 23 29
4.5
10 4.5+ 14 37 19 18
Tan and gray sandy shaley clay
Tan sandstone
15 - Very poorly cemented
Gray sandy shale
R=73% Tan and gray sandstone
346 - with poorly cemented layers
20 - with shale seams
146
25
R=86%
30
35
R=91% Gray sandy shale
- with sandstone seams
19.7
40
Gray and tan sandstone
45 - with shale seams
R=76%
Gray sandy shale
- with limestone seams
a� 50 26.6
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
;°_ T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1064
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-23-99
CLIENT: HKS, Inc. SURFACE ELEVATION 665.8
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
V W > _ LU GROUNDWATER INFORMATION:
3 w F z � a � No seepage encountered.
z 0 Z W
— o f t O ' _ ° w Q cc Z
F-0 N > a-
�- cc "- d F w w (n U 'J U U c3 S LL F' 0 d
Z F d
S <n o' p=zUa F=- �p d d Q Q z
w O Q mzOad m m O J a� a Z O (L ¢ 0 0
o cn vs z N a cc X D a LL PL PI U v7 Y L v a DESCRIPTION OF STRATUM
Gray sandy shale
27.5 - with limestone seams
55
R=100%
60
B.H. at 60.5'
65
70
75
80
85
90
95
m
°
100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
T-TXDOT CONE PENETRATION RESISTANCE
° P- POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD -ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1065
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inc. SURFACE ELEVATION 667.9
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hallow Stem Auger/Wet Rotary
LIMITS % o
W >_ LU GROUNDWATER INFORMATION:
3 w z L Z) No seepage encountered
z
o f 0 } LL _� �_ 00 Lu <t a z
t- m d f w w tn (J J C� C� (n S U- ~ d
�". w �nincnZ¢ Z U) c~n c~n Z w Z
3=u'Unw. I=- w o rj Q Q U Z d Z
a Z
OWL L O Z _j n. n. z 2 w � Z
o ° (n z r a�R r, 0 a LL PL Pt R Ov 'C-n Y LL 00 ° DESCRIPTION OF STRATUM
P=1.75 Brown clayey sand
P=4.5+
Tan clay
Tan, gray and orange shaiey clay
5 P=4.5+
P=4.5+ 18 60 26 34
10 P=4.5+
Tan sandstone
- poorly cemented cemented
15 P=4.5 Tan, gray and orange shaiey clay
20 T=2.3"/1 0
Gray sandy shale
- with sandstone seams
25 T=1.5"/1 0
30 T=2.5"/1 0
35 T=1.3"/1 0
- with limestone layers below 36'
40 T=0.5"/1(0
45 T=1.3"/1(0
m 50 T=0.8"/1 0
a N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"' T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
CD R-PERCENTAGE OF ROCK CORE RECOVERY
RQD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1065
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inc. SURFACE ELEVATION 667.9
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
X >_ Lu GROUNDWATER INFORMATION:
3 w F z N No seepage encountered
z
m U0 t- H O Q w Z
w o f F O u. o w a
_ >
�' m LLOTd}-W w Fn U J U U (n = ILL h C.7
tL cL in in cn z F- F- p w F- Z to
2 t}i) �2�Ua }�— fl 0 0 Q Q to c Z a X ? Z
F J a o0ow •• Z a d ° w a
w p Q a7?F'Q.�d 0 z p a Q 00
o cn cn z F n �c o o_ LL PL P1 V Y U- 0 DESCRIPTION OF STRATUM
Gray sandy shale
- with limestone layers
55 T=0.5"/1 0
60 T=0.4"/1 0
65 T=0.25"/ 00
70 T=0.4"/1 0
75 T=0.4"/100
B.H. at 75.0'
80
85
90
95
100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY n�
01 ROD-ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. 9-1066
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-24-99
CLIENT: HKS, Inc. SURFACE ELEVATION 669.3
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
o LIMITS % o
W > GROUNDWATER INFORMATION:
oW z� o Seepage encountered at 24'.
'J o I-- 1- Q >- it J F- O W a CL
f m u.�df-w Lu U U U N U�—y = LL � d
u_ >- w
U)U) D Lu to (n (nn Z w d w Z
S rn M o=zQa !— D d CL Z U) ¢ Z Z
iL -' g mZO�o a a g Z
cn ran z F a o LL PL PI U U Y LL °U ° DESCRIPTION OF STRATUM
m
P=4.5+ Orange and gray sandy clay
• ®` P=1.75
5 P=4.25
NIN P=3.5 Gray and violet shaley clay
10 P=4.5+ 18 52 24 28 Gray sandy shaley clay
Gray and tan shaley clay
15 P=4.25
Tan and light gray sandstone
20 P=4.5+ Gray sandy shaley clay
Gray sandstone
25
R=93% 93.5 Tan and gray sandstone
- poorly cemented
30
120
35
R=86% 118
40 Gray sandy shale
- with sandstone seams
45
R=98% 12.8
m
m
m LOL�
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
RQD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1066
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-24-99
CLIENT: HKS, Inc. SURFACE ELEVATION 669.3
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
,= W > _ LU GROUNDWATER INFORMATION:
0 w z N o Seepage encountered at 24'.
z Lu X EL
0 cc
t' Co LL O d I--L' W N U U U (n = LL �- U.
U a F 0 � t t Z cn U) LLj
S in p=zUa I=- p d Q cn d Z Z U) Cc
4 g mu O LU �, a. (L g W (n -j z D
W O Q d 0 a0 z 0 � a' Q 00
o in cn z a X o a LL PL PI v W Y LL v r! DESCRIPTION OF STRATUM
Gray sandy shale
- with sandstone seams
28 9 Dark gray shale
55 - with limestone layers
R=100%
60
Gray limestone
60.5 - with shale layers
65
R=100%
70
44.9
75
R=100%
80
B.H. at 81.0'
85
90
95
m
m
8 100
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
m T-TXDOT CONE PENETRATION RESISTANCE
° P-POCKET PENETROMETER RESISTANCE
0
CD R-PERCENTAGE OF ROCK CORE RECOVERY
RQD-ROCK QUALITY DESIGNATION
13
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1067
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS,'Inc. SURFACE ELEVATION 668.3
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % a
X LU GROUNDWATER INFORMATION:
u, z LU Seepage encountered at 23'
0 F-m z r- ~ > O
-� f O >, LL F oN w Q a-
0 —
_ > o p
F m W O d t-w w U '� U U (n = LL F
LL W (n U)UI Z Z in U) U) Z W ~ Z to 0Xz} J �W�U d H ul Q Q U1 LU Z
d J_ mzoWo r a o o LU J z
w �( —F-O b ¢ p z p F a Q 0 0
o (n Cn z is a�X o a LL PL PI 2 U U Y LL U n- DESCRIPTION OF STRATUM
P=2.5 Tan sandy clay
® - with gravel
P=4.0 Orangish tan sandy clay
5 P=4.5+ 16 31 17 14 Tan and orange sandy clay
P=4.5+
10 P=2.0 Orange, tan and gray sandy clay
15 P=4.5+
Gray and orange clay
20 P=4.5+ 20 49 25 24
Gray shale
25 T=3.8"/1 0 - with sandstone seams
30 T=3.0'71 0
35 T=3.0"/1 0
Gray sandstone
- with shale seams
40 T=3.0"/1 0
Gray shale
45 T=2.3"/1 0 - with sandstone layers
m
50
T=2.0"/140
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
T TXDOT CONE PENETRATION RESISTANCE
P POCKET PENETROMETER RESISTANCE
fDC
m R-PERCENTAGE OF ROCK CORE RECOVERY
ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1067
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inc. SURFACE ELEVATION 668.3
Dallas, Texas PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS % o
W > _ W GROUNDWATER INFORMATION:
oZ t_ _z LU Seepage encountered at 23'
J
m F- } O �` W Z
O h F- } J F- Q
F- O LL Z O H D J (� ON �- 0- d a
�0 F-W W to U 0 U) S W F- (D u)
tL >. W 0 W W W Z (n (n fn Z W ~ d W ?
F a 0 z�°W rj d z a J J a z `; Z Z
D O ( Z F-a¢a O a LL PL PI ° ; u ° ° DESCRIPTION OF STRATUM
Gray shale
- with sandstone layers
- with limestone layers below 52.5'
55 T=1.0"/1 0
60—LT=1.3"/1( 0
65 T=0.75"/ 00
70 T=0.5"/1(0
B.H. at 70.0'
75
80
85
90
95
8
8 100
4 N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"' T-TXDOT CONE PENETRATION RESISTANCE
P'-POCKET PENETROMETER RESISTANCE
m R PERCENTAGE OF ROCK CORE RECOVERY
ROD ROCK QUALITY DESIGNATION '
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1068
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-26-99
CLIENT: HKS, Inc. SURFACE ELEVATION 667.7
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Augermet Rotary
o LIMITS % o
w Uj GROUNDWATER INFORMATION:
oF z L fl � Seepage encountered at 14.0'
z F z U)Uj
M L~l O0, W W ~ = W U U N
LL Sc W y(A Z 2 z Cn
(!T a VJ (n Z W F- W z �
S -� =�Ua H W = Q Q Z fl
O.. O U Z fL N d Z d J J d z Z
CL O Q m Z o a O O =p a a z O g- z O
o (n (n z o CL LL PL P! 2 U ( Y LL ° a DESCRIPTION OF STRATUM
P=3.0 Orange and tan sandy clay
P=3.75
5 P=4.0
P=2.75
10 P=3.25
Tan sand
- with sandstone seams
15 = N=21
20 N=42 Tan and gray sandy shaley clay
Tan sandstone
R=87% - with shale seams
25
30
R=75%
35
40
R=84% Gray sandy shale
15.1 - with sandstone seams
45
50 22.0 Dark gray shale
�+ N -STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
M R-PERCENTAGE OF ROCK CORE RECOVERY
° ROD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1068
Proposed Buildings and Parking Garage PROJECT NO. 94995013
CLIENT: Westlake, Texas DATE 3-26-99
HKS, Inc. SURFACE ELEVATION 667.7
Dallas, Texas PAGE -2 of 2,
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBE G Hollow Stem Auger/Wet Rotary
LIMITS ITS %
X >Lu 0:uj GROUNDWATER INFORMATION:
1
Lu Seepage encountered at 14.0'
0 z U)
z z
M >- 0 Lu
0 LL 0 Lu cc
I-- N > (L
M Iz- F- Z)
LL 0 L) F- cn CI
U) uj 0 U) LL
LU U)U)z
Z U) U) V) I z
' 0 < < 0 z to
(n 0 z F- 0 z a. z z, FL z
0 (n o- M Z) :E Uj
< 0 n -j z 0 X [L Z
0 0 0
U) V) X 8- LL PL PI :E u u
U) a- DESCRIPTION OF STRATUM
R=94%
Dark gray shale
with sandstone seams
55
60--1
R=41-/. Tan sandstone
very poorly cemented
65
Gray shale
55.9
with limestone layers
70
R=100%
75 85.7
B.H. at 75.0'
80
85
90
95
100 1 1
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
� T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
ca R
-PERCENTAGE OF ROCK CORE RECOVERY
0 ROD- ROCK QUALITY DESIGNATION
b
LOG OF BORING
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1069
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inca SURFACE ELEVATION 666.7
Dallas, Texas PAGE 1 of 2
FIELD DATA LABORATORY DATA DRILLING METHODS):
ATTERBERG Hollow Stem Augeriwet Rotary
LIMITS °/a a
W _ LU GROUNDWATER INFORMATION:
0 w z V) No seepage encountered
F
J F, 0 �„ LL F O w Q X z
m `O w w 0 J U U N � F F 4 0
LL }� w nw w z w ~ d w
N
=�U a h w D ¢ ¢ w C7 " ¢ Z
F J a o0o w cn 0 z d � a � ° w cn � E Z
o z � n
0 ° (n ;E z r a�M � 0 a LL PL PI U V Y LL U ° DESCRIPTION OF STRATUM
P=4.5+ Brown sandy clay
P=2.0 Tan, gray and orange clay
5 P=2.5
111P=3.5 Brown and tan sandy clay
10 f z P=2.8 25 44 29 35 Light gray and orange clay
Tan and gray shaley clay
15 P=4.5+ 20 63 27 36 - with sand seams
P=3.8
20 T=5.0"/100 Gray shale
25 T=.3.3"/100 Gray shale
- with sandstone layers
- with limestone layers below 27'
30 T=3.3"/1 0
35 T=2.5"/1 0
40 T=2.5"/1 0
45 T=2.0"/1 0
0) 50 T=1.0"/100
r N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
M T-TXDOT CONE PENETRATION RESISTANCE
P-POCKET PENETROMETER RESISTANCE
in R-PERCENTAGE OF ROCK CORE RECOVERY
a RQD-ROCK QUALITY DESIGNATION
a
LOG OF BORING
I
PROJECT: FIDELITY INVESTMENTS BORING NO. B-1069
Proposed Buildings and Parking Garage PROJECT NO. 94995013
Westlake, Texas DATE 3-31-99
CLIENT: HKS, Inc. SURFACE ELEVATION 666.7
Dallas, Texas
PAGE 2 of 2
FIELD DATA LABORATORY DATA DRILLING METHOD(S):
ATTERBERG Hollow Stem Auger/Wet Rotary
LIMITS °Jo a
W > _ Uj GROUNDWATER INFORMATION:
0 w z U q (n No seepage encountered
M Z H H } O z w z
_, Q w �
tt1 `.- w w
w va d z U uJ U 0 1- F O = LL C� (`
2 N J :3 b w Q Q Z �W (F+J W ?
a.
F �ZOwa. C� Z d J I a_ Z � iL Z
w O Q m_Fa6 O =p n a Z D a a.. � z
a N (n z a a LL PL PI v U- ° DESCRIPTION OF STRATUM
Gray shale
55 T=1.0"/1 0 - with limestone layers
60 T=0.5"/100
65 T-1.5"!1 0
B.H. at 65.0'
70
75
80
85
90
95 i
m
100
N-STANDARD PENETRATION TEST RESISTANCE REMARKS:
"2 T-TXDOT CONE PENETRATION RESISTANCE
°
0 P-POCKET PENETROMETER RESISTANCE
m R-PERCENTAGE OF ROCK CORE RECOVERY
°I RQD- ROCK QUALITY DESIGNATION
b
KEY TO SOIL SYMBOLS FOR LOGS OF BORINGS
KEY TO SOIL CONSISTENCY
NO. OF BLOWS, N RELATIVE DENSITY PARTICAL SIZE IDENTIFICATION
0-4 Very loose BOULDERS: Greater than 300 mm
5-10 Loose COBBLES: 75 mm to 300 mm
11-30 Medium Dense GRAVEL:- Coarse: 19.0 mm to 75 mm
31-50 Dense Fine: 4.75 mm to 19.0 mm
OVER 50 Very Dense SANDS: Coarse: 2.00 mm to 4.75 mm
Medium: 0.425 mm to 2.00 mm
Fine: 0.075 mm to 0.425 mm
SILTS & CLAYS: Less than 0.075 mm
CLASSIFICATION COMPRESSIVE STRENGTH, psf HAND PENETROMETER, fsf
Very Soft Less than — 500 <0.25
Soft 500 — 1000 0.25 — 0.5
Firm 1000 — 2000 0.5 — 1.0
Stiff 2000 — 4000 1.0 — 2.0
Very Stiff 4000 — 8000 2.0 — 4.0
Hard More than — 8000 >4.0
KEY TO DRILLING SYMBOLS
Undisturbed Sample Disturbed Grab Sample
Split Spoon Sample/
Texas Hwy. Dept. PenetrationTest V Water Level at Time
of Drilling
Core Run V Final Water Level
KEY TO SOIL CLASSIFICATIONS
A r ;;;; OH—High plasticity
L�1) FILL organic SILTS SC—Clayey SANDS
r(rr iiii
and CLAYS
p ow
ML—Low plasticity �•o
CH—High plasticity y GP—Poorly graded p40•
CLAYS Inorganic SILTS o GRAVELS
& very fine SANDS qD• GW—Well graded
GRAVELS
CL—Low plasticity MH—High plasticity GC—Clayey GRAVELS
silty CLAYS inorganic SILTS GM—Silty GRAVELS
CL—Low plasticity SM—Silty SANDS
sandy CLAYS SHALE
OL—Low plasticity SP—Poorly graded
-- SANDS
organic SILTS LIMESTONE
and CLAYS SW—Well graded
SANDS
c
SUMMARY OF SWELL TESTS
Sorir�g - pt6a Srarchargernal Perer�
No. (fleet} Mo sf>Erre (psfi) Mc �sfu�e Sr�el�
7 9-10 18.0 500 23.8 2.0
19 9-10 17.1 500 21.3 3.1
21 14-15 18.6 1000 22.3 1.7
1066 9-10 15.8 1000 21.1 4.4
1069 14-15 14.6 750 28.7 12.7
HBC Report No.94995013-2
April, 1999
HBC ENGINEERING
�'S JANET E.P.
- - (60' R.O.W.- W/ASPH.-PVM'T.) - - -
®P1� oP -!P (RIGHT-OF-WAY AGREEMENT 41
P. ��a~ VOL. 7031, PAGE 2213) moo`'' Z,ol' d. k
WM 186.5° TO
xHORTON DRIVE
Rod.
ea`G"O I 01 18 OAK ®se 12° OAK
FIR 3/4 TWO FIR 5/8
�o �4 THREE 6" OAKS
' \ 10" OAKS
\\\� 3 12" OAKS TWO
h�
PROP. N 10" OAK
K-
TWO
102 a AK
_ C, 50' BLD LINES
55.00' 8g� g1 �,
40.00' \
63.5'
9
y ( PROP. F.P, 31.83' co
N ° PROP. F.F.=102.8
h �9
PROPOSED f
e., I C" RESIDENCE
LOT{ 9 LOT 7
PROPOSED ( �,��a ax ` x
DRIVE
18" OAK
� r ° I+ ®� 8" OAK
I 9J
w I
e p
>
s
laJ 9 LOT 8
w ► a 32,617 SQ. FT.
w I 0.749 ACRES x9
mz