Park West CC(14)-CS 950428-- ~PR-2B-'95 FRI 14:12 ID:REED ENG. GROUP TEL N0:214 350-0019
reed engin er4ng
GEOTECHNICAL CO~U L"rAlid"l"~
April 28, 1995
Projeo~ No. 2166.2
I~, Hark JaQObgQn
11350 Luna Road
P,O, Box 5~882
Airline Drive and Executive Drivo
CoppGll, ToxaG
Dear Mark:
Submitted here a=~ r~comm~ndatlons reg~rdin9 squlvalent pavement
sections £or the referenced project. Two pavement sections were
provided; a £1ve-inch section for light-duty, and a six-inch
se~clon for =ruc~ traf£1c. ~o~h sections were designed for a non-
stabilized suDgrade, city of coppell requires a minimum slx-inc~
sea, ion over a lime-stabilized sub~rade.
A five-inch, 3,000 pounds per square inch (psi) concrete pavement
over a non-s~abillzed subgrade provides an unlimited number o£
repetitions for car and light truce traffic. Additional analysis
of various sections was ~herefore no~ performed.
The standard pavement in areas subject to truck traffic was
considered to consist o£ 6-inch thick, 3,000-psi compressive
strength concrete over 6 inches of lime-stabilized subgrade. The
analysis has consisted of determining the number of daily
repetitions of an equivalent la-kip axle load and a 20-year design
life. The analysis followed procedures from the American
AssOciation of S~ate Highway Officials (AASHO) Interim Guide. A
copy 0£ ~he A~$HO design homograph is a~tached as P~ate 1.
Three pavement sections have been analvzed; the referenced
,,s~andard" pavement, 6 inches of 4,000-psi concrete, and 7 inches
of 3,000-psi concrete. The latter ~wo sections were analyzed
considering natural or unstabilized subgrade.
2424 STUT'Z DRIVE · SUITE400 · DALLAS, TEXAS75236 · 21413ff~S600 · (FAX} 2141380-fX~9
~PR-28-'95 FRI 14:15 ID:REED ENG. GROUP TEL N0:214 550-0019 ~988 P03
McFadden & Miller, Inc.
Pro~oo~ No. 2156.~
April 28, 1995
The first factor to be derived consists of the modulus Of
rea~tion, k, ~or both th~ natural ~ubgrado and on top of · gix-inoh
layer cZ lime stabilized. A value of 100 pounds per cubic inc~
(p~i) ie recommended for tho natural 8vbgrade. Corrola~ions
developed by the Federal Aviation Adm£nistration (FAA) for cement-
mtabilisod oub~rado provide an offootivu k value, considering
inch stabilized subgrade of 210 poi. Two hundred poi was used for
2.
The 8eoon~ factor required to evaluate the sections consists of the
working s~ress of the concrete. This value is e~ual to 0.75
percent cf the modulus of rupture (MR). Correlations between
approximated as 9 times the square root of the compressive
strength. This analysis remults i~ a workin~ ~tre~ ~£ 370 and 425
psi for ~he 3,000- and 4,000-psi concrete, respectively.
Application of the AASHO homograph results in the
uqulYalenC 18-kip axle loads shown below.
~avemen= sec=ion E_uuivalen=_~lD Axle Loads/DaY
over ~" lime
4o
6", 4,000 psi concrete
over natural su~gra~e
40
7", 3,000 psi concrete
over natural eubgrade
7O
AS discussed above and as shown on Plate 1, the allowable dail~
traffic is based on a 20-year design
Based on ~h%s analysiu, 6 inches of 4,000-psl concrete over a non-
llme-stab~l~zed sub~rade is the equivalent of 6 inches of 3,000-psi
concrete over 6 inches of lime-stabilized subgrade.
........... RPR-28-'95 F~I 14:1~ ID:~EED ENG, G~OOP TEL N0:214 350-0019 ~98B P04
No. 2166.2
1995
q~tost~ons ar£Ho~ do not
R~I~D ~NGZN~~NC.
RfC/apr
(1)
APR-~8-'95 FRI 14:14 ID:REED ENG. GROUP
TEL N0:214 350-0019
~988 P05
DESIGN OP RIGID HIGHWAY PAV£~AENT$ ~ ....
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JOINTING At
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50
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· Working
Ng~O 17,4. DelSgo chart f~r rigid pnvcm~ls. ~, = 2.~. (l~ram AA.~I'IO Interim Culde.) I
strate the sensitivity o[ the [~ctors. It c~n be seen that tl~e tutti,od is ~nsiti~
t~ n~ quite sensitive to the stren~h of the ~flcrete itself. The m~lus
suede ~naion hns n rehtively minor eff~t. Tltese dnt~ nrc for com~rative
pt,~ no(! must l)e vi~ed wlth Mine c~ution, since exl~r[ence hns s~wn ~,'~.
the unknowns of ~ari:tbillty (Chapter 1S), .mt the tem)o.s methmls
mntlnI trn~c (Chop/er ~) many tim~ ~mpletely override nil otl~er ~nside~tlont. '~., ': L
~_ eha~L~~~t~ ~.~:B'~Fr~ AASUO Interim Ouide,)
JOINTING J
subjected tc
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tJon betwee
pavement t
me, ns o!
for hi~hwa)
ha. jo;fit,
s~eel is pro
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It is imp
~ c~ck
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At the o
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~PR-29-'95 FR! 14:14 ID:REED ENG, GROUP
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12 14 16, 18 20 l~g 24 26 28
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THICKNESS. OF SUBBA$£, INCHES
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12/7/78
Chap 3
PLATt 2
Cl~ap
6-~.6
~&de
:elu~ts
~PR-28-'95 FRI 14:15 ID:REED ENG, GROUP
1.2/7/78
TEL N0:214 ~50-0019 ~98B PO?
AC 1~0/~320-6C
(2)
~s pe~ss~ble ~ere ~ tes~ a~e not ~e~ible..
pavemflt. ~cMnsel mR? be ~te~ned f~ bo~np o~
~ed to ~te~ne chtc~sel t~ tM ~cor~ a~
~ Pave~ntn. ~e ev~ua~lon requires t~ ~t.eminac~ of
the C~c~ o~ the c~ponint layers, the ~le~r~ stmnsth
sE the concrete, and ~e mod~ of o~rade ~occ~n.
(a) ~ ~hic~ess of the coupo~t l~ye~ Ls ~ly
ava~l~e fr~ construction rentals, bze ~n~o~aC~on
ia fist ava[[~[e oF of q~st~o~[e accuFac~, thick.se.
my be datelined by bo~[nSs sE t~t p[~ [n tM
pave~n t ·
(b) ~e flexur~ st~nsth of c~ concrete ~a assr accurately
~te~ned ~ ~est be~ smd f~om the e~Ln~
~veu~ and ~esced ~u accordau~ v~h ~ ~-7~, Sawed
obtaluin~ sufEi~t n,m~irs of be~ ~o eot~L~h a
~coz~ ~ be ~ed ~ a so.ce o~ co~rete fle~
p~obably ~ve to be adJmted [o~ a~e ~ conc~e~ strength
found in Porthud CeMnt ~eociation0 tn~n~nS
app~oximate relationship be ~een co~ete ao~resoi~
stomach and ~lexuEal st~n~ch e~s~ and can bu ~v~,t=d
by the foll~in~ fo~ula:
£c - compzess[ve strength
determine an appro~te val~ ior flexu~ at~nsth.
1.5 Co a~o~mte the fle~rd screni~h- It shoed.be
at~nsth ~d compressive st~n~ or Cens~le epXittinS
likely.
Chap
Par