Corners Coppell-CS 850520 (2)May 20, 1985
Mr. William Go Barnes
Beeson-Stone-Bighly
6500 Greenville Avenue
Suite 555
Dallas, Texas 75206
Re:
Report No. B-5-0244
Geotechnical Investigation
Proposed Sandy Lake at~. ·
MacArthur Shopping Center
Coppell, Texas
Dear Mr. Barnes:
Submitted herein is a report summarizing the results of the geotechnical
investigation performed at the above referenced project.
We. trust~t~~..lldations:Lderived~[rom_this investigation wil~_.pro-_
vide an adequate and economical foundation design. As your project
develops we would be pleased to assist you with material quality inspec-
tion and quality assurance testing.
We thank you for the opportunity to provide you with our professional
services. If we can be of further assistance, please do not hesitate to
contact us.
Respectfully submitted,
MAXIM ENGINEERS, INC.
Saad M. Hineidi, P.E.
Vice President
George W. Perdue, P.E.
President
SMH: GWP :lsl
SYNOPSIS
PROPOSED SANDY LAKE AT MacARTtIUR StlOPPING CENTER
COPPELL, TEXAS
REPORT NO. B-5-0244
The synopsis is included for the convenience of our clients and is
intended only as a general overview of the results of this investiga-
tion. Designs based upon the information in this report should be made
only after reading and thoroughly understanding the recommendations as
they are stated in the main body of the report.
SITE LOCATION
The site is located on the southeast corner of the intersection of
Sandy Lake Road and MacArthur Boulevard in Coppell, Texas.
II. SUBSURFACE SOIL DESCRIPTION
The near surface softs encountered consisted of dark brown,
yellowish brown and gray clays, sandy clays, clayey sands and
sands. One (1) to three (3) feet of fill material encountered in
test borings B-6, B-9 and B-10.
Subsurface water was encountered in some of the test borings at
the time this investigation was performed.
III. FOUNDATION TYPE
The building's structural loads should be supported by one of the
following systems:
Auger excavated, cast-in-place, straight sided reinforced
concrete piers founded at least three (3) feet into the
primary gray shale layer encountered at 14.0 to 25.0 feet
below the ground surface. These piers may be designed using
an allowable end bearing pressure of 18,000 pounds per square
foot, and a skin friction value of 2,200 pounds per square
foot; or
Auger excavated, cast-in-place underreamed reinforced concrete
piers founded between 10 and 12 feet below the existing ground
surface within the brown, yellowish brown and gray clay
layers. These piers may be designed using an allowable end
bearing pressure of 4.400 pounds per square foot.
IV.
BUILDING FLOOR SLABS
Concrete floor slabs may be placed on one of the following
grad es:
a. 2.0 to 2.5 feet of select fill placed on compacted existing
soils. Estimated differential floor slab movement - 0.75 to
1.00 inches.
sub-
be
Structural floor slab with a minimum of a six (6) inch void
space provided between the exposed subgrade and the concrete
slab.
GRADE BEAMS
All grade beams should be separated from the subgrade by a void of
not less than six (6) inches.