Park West CC(02)-CS 960724 (2)HFIflDY McCULLAH / rolm ARCHITECTS, INC.
July 24, 1996
Ken Griffin
CITY OF COPPELL
225 Parkway Blvd.
Coppell, TX 75019
Park West Center I
306 Airline Drive
Dear Mr. Griffin,
Please find attached a copy of the 4,000 p.s.i, concrete design we propose for use on the
above referenced project.
Per our recent conversation, we will provide 5", 4,000 p.s.i, concrete over a non-
stabilized subgrade at all non-track drives and parking. We will use 6", 4,000 p.s.i.
concrete over natural subgrade at all track drives and fire lanes.
If you have any questions or require additional information, please call our office.
Sincerely,
Nomlan Coates
attachment
C.C.
ttardy McCullah
Brian Grant
Ed McGuire
Jim Koch
Harry Matthies
File
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HARDY mcCULLAH/mLm ARCHITECTS, Inc.
July 22, 1996
Ken Griffin
CITY OF COPPELL
255 Parkway Blvd.
Coppell, TX 75019
Re: Park West Center I
306 Airline Drive
Dear Mr. Martin,
Please find attached a letter copy f~,~6m our Soils Engineer, regarding pavement design for
the referenced project.
We propose to use 5", 3,000~,4![s.i. concrete over a
non-stabilized
subgrade
at
all
truck
non
drives and parking. We pl~3~'to use the 6", 4,000 p.s.i, concrete over natural subgrade at
all truck drives and fire
If you have any ques/or require additional information, please call our office.
Norman C?es
attachm/t
c.c. /mrdy_McCullah
/ Bn'an Gfa.nt
/ Ed McGuire
/ Jim Koch
Harry Matthies
File
F:\WPDOC$.96~PARAGON~ 199603',~'RIFFINT.22
GEOTECHNICAL AND ~ F~ r'"l I I p
ENVIRONMENTAL CONSULTANTS
July 17, 1996
Project No. 2753
Mr. Brian E. Grant
Insignia Commercial Group, Inc.
7557 Rambler Road, Suite 1300
Dallas, Texas 75231-4167
Received
HARDY McCULLAHI't''II'NI
JUL l 9 1996
Re: Paragon Park West Warehouse
Coppell, Texas
Dear Brian'
Provided herein are equivalent pavernent sections for the referenced project. It is our
understanding the City of Coppell requires the equivalent of 6-inch thick, 3,000 pounds
per square inch (psi) compressive strength concrete over a G-inch thick, lime-stabilized
subgrade within areas se~,'icing heavy trucks and tile fire lanes
Two pavelnent sections were provided in our report; a five-inch section for light-duty,
and a six-inch section for truck traffic. Both sections were designed for a non-stabilized
subgrade. City of Coppell requires a minimum six-inch section over a lime-stabilized
subgrade.
A five-inch, 3,000- psi concrete pavement over a non-stabilized subgrade provides an
unlimited number of repetitions for car and light truck traffic. Additional analysis of
various sections was therefore not performed.
The City of Coppell standard pavement in areas subject to truck traffic was considered to
consist of 6-inch thick, 3,000-psi compressive strength concrete over 6 inches of lime-
stabilized subgrade. The analysis has consisted of determining tile number of daily
repetitions of an equivalent 18-kip axle load and a 20-year design life. The analysis
followed p;-ocedures f'rom the American Association of' State Highway Officials
(AASHO) Interim Guide.
Three pavement sections have been analyzed; tile referenced "standard" pavement, 6
inches of 4,000-psi concrete, and 7 inches of 3,000-psi concrete The latter two sections
were analyzed considering natural, recompacted (unstabilized) subgrade.
2424 STUTZ DR · SUITE 400 · DALLAS, TX 75235 · TEL [214] 350 5600 ' FAX [214] 350 0019
Insignia Commercial Group, Inc.
Project No. 2753
July 17, 1996
Page 2
The first factor to be derived consists of the modulus ofsubgrade reaction, k, for both the
natural subgrade and on top ora six-inch layer of lime stabilized. A value of 100 pounds per
cubic inch (pci) is recommended for the natural subgrade. Correlations developed by the
Federal Aviation Administration (FAA) for cement-stabilized subgrade provide an effective k
value, considering a 6-inch stabilized subgrade of 210 pci. Two hundred pci was used for the
analysis.
The second factor required to evaluate the sections consists of the working stress of the
concrete. This value is equal to 0.75 percent of the modulus of rupture (MR). Correlations
between the compressive strength and MR indicate that the MR can be approximated as 9 times
the square root of the compressive strength. This analysis results in a working stress of 370 and
425 psi for the 3,000- and 4,000-psi concrete, respectively.
Application of the AASHO nomograph results in the derived equivalent 18-kip axle loads shown
below.
Pavement
Section
Equivalent 18-Kip Axle
Loads/Day
6-inch, 3,000-psi concrete over 6" lime
4O
6", 4,000 psi concrete over natural
subgrade
4O
7", 3,000 psi concrete over natural
subgrade
7O
As discussed above, the allowable daily traffic is based on a 20-year design life.
Based on this analysis, 6 inches of 4,000-psi concrete over a non-lime-stabilized subgrade is the
equivalent of 6 inches of 3,000-psi concrete over 6 inches of lime-stabilized subgrade.
Insignia Commercial Group, Inc.
Project No. 2753
July 17, 1996
Page 3
We trust this information is sufficient for your use. Ifa~y questions arise, do not hesitate to call.
Sincerely,
REED~ENGINEERII~ G
~o~,d~.~eed,~.~., -....._..~- ,~,'W~'~a'""~
copies submitted: (1) Insignia Coi~~~oup, Inc./Mr. Brian E. Grant
~) Hardy McCullalffMLM Architects/Mr. Norman Coates
(1) Bob Moore Construction, Inc./Mr. Glen Denham