standard practice for concrete pavements
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ARMY TM 5-822-7AIR FORCE AFM 88-6, Chap. 8
DEPARTM ENTS OF THE ARMY AND THEAIR FORCE TECHNICAL MANUAL
STANDARD PRACTICE FOR CONCRETE PAVEMENTS
DEPARTM ENTS OF THE ARMY AND THE AIR FORCE
AUGUST 1987
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REPRODUCTION AUTHORIZATION/RESTRICTIONS
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TECHNICAL MANUAL
No. 5-822-7
AIR FORCE MANUAL
No. 88-6, Chapter 8
HEADQUARTERS
DEPARTMENTS OF THE ARM
AND THE AIR FORCE
Washington, DC 16 August 198
STANDARD PRACTICE FOR CONCRETE PAVEMENTS
P a r a g r a p h P a
P U R P O S E . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SCOPE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
RESPONSIBILITIES, STRENGTH, AND AIR CONTENT. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
CEM EN T . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . A G G R E G A T E S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .ADMIXTURES. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
POZZOLANS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
MISCELLANEOUS MATERIALS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
WATER . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SAMPLING AND TESTING OF MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .DELIVERY AND STORAGE OF MATERIALS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
GRADE CONTROL . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .P ROPORTIONING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
SUBGRADE, BASE, FORMS, AND STRING LINES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .BATCHING AND MIXING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .PLAC ING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
FIELD TEST S P ECI M EN S . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
F I N I S H I N G . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .CURING . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .GRADE AND SURFACE -SMOOTHNESS REQUIREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .TOLERANCES IN PAVEMENT THICKNESS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .REPAIRS OF DEFECTIVE PAVEMENT SLABS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .J O I N TS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
PAVEMENT PROTECTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .MEASUREMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APP ENDIX A: REFERENCE S. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APPENDIX B: THIN BONDED RIGID OVERLAYS FOR RIGID PAVEMENTS. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APPENDIX C: STEEL-FIBER- REINFORCED CONCRETE. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
APPENDIX D: ROLLER-COMPACTED CONCRETE PAVEMENTS; DESIGN AND CONSTRUCTION.. ..........
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AB
CD
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Figure 1.
2.3.
D-1.
D-2.
D-3.
D-4.
D-5.
Table 1.
2.
3.4.
5.
6.
7.
8.
C-1.
C-2.D-1.
LIST OF FIGURES
Prediction of concrete rate of evaporation.
Air Force runway grooving requirements.Special joint between new and exist ing pavement.
Typical layout for RCCP test section.
Compaction of first paving lane.
Compaction of interior paving lanes.
Construction of a cold joint.
Two-lift cold joint preparation.
LIST OF TABLES
Approximate relat ion between water-cement rat io and strengths of concrete
Coarse aggregate size groups
Grading of coarse aggregateDeleterious materials in coarse aggregates for airfield and heliport pavements
Deleterious materials in coarse aggregates for other pavements
Grading of f ine aggregate
Deleterious substances in fine aggregate
Surface smoothness - airfield and heliport pavements
Selected characteristics of fiber-reinforced airfield pavements
Interim suggested maximum joint spacing for steel-fiber-reinforced concrete
Vibratory rollers used in RCCP construction
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STANDARD PRACTICE FOR CONCRETE PAVEMENTS
1. Purpose. This manual provides information on the
materials and construction procedures for concrete
pavements.
2. Scope. This manual describes the constituents to
be used in concrete, the procedures to be used in
manufacturing concrete, and the equipment and
procedures to place, texture, and cure concrete for
pavements.
3. Responsibilities, strength, and air content.
a. Responsibility for mixture proportioning. The
responsibility for mixture proportioning must be
clearly assigned to ei ther the contractor or the
contracting officer in the project specifications.
When the contracting officer is responsible for
mixture proportioning, he will approve all concrete
materials as well as determine and adjust propor-
tions of all concrete mixtures as necessary to obtain
the strength and qual i ty of concrete required for the
pavements. Cement wil l be a separate pay i tem in
the contract. When the contractor is responsible for
mixture proportioning, he will control all proportions
of the concrete mixture necessary to obtain the
strength and qual i ty of the concrete required for the
pavements, and cement wil l not be a separate pay
i tem in t he contr act . H owever, th e contr acting officer
is responsible for approving the quality of all
materials the contractor uses in the concrete.
b. Approval responsibility. The contracting officer
is responsible for approval of all materials, mixture
proportions, plants, construction equipment, and
construction procedures proposed for use by thecontractor. The contractor must submit proposed
mixtures if he is responsible for mixture propor-
tioning; samples of al l materials; and detai led
descriptions of all plants, construction equipment,
and proposed construction procedures prior to the
start of construction.
c. Flexural strength. Structural designs are based
on flexural strengths that the concrete is expected
to obtain at 28 days for road pavements and 90 days
for airfield pavements. These ages are not adequat
for qual i ty control in the field since a large amoun
of low-strength concrete could be placed befor
strength tests on samples revealed the problem
Correlations can be established between a 14-da
strength and the 28- or 90day strength used i
design, and this correlated 14-day strength can b
used as a strength check for a more t imely concre
mixture control in the field.
(l.) Materials and flexural strength. To selec
s u i t a b l e f l e x u r a l s t r e n g t h s f o r t h e d e s i g n opavements and for inclusion in contract specific
tions, the contracting officer should have reliab
information regarding flexural strengths obtainab
with acceptable concrete mater ials which are avai lab
in the vicinity of the project. Typical design value
for flexural strength of paving-qual i ty concre
vary from 500 to 750 pounds per square inch (psi)
Numerous tests indicate considerable variation
the flexural strength of concrete when differen
aggregates or di fferent cements are used. There ar
some indications that aggregate shape and modulu
o f e l a s t i c i t y a r e r e l a t i v e l y m o r e i m p o r t a n t i
concrete flexural strength than in compressiv
strength. Also, after optimum flexural strength
reached, there usual ly is l i t t le increase in strengt
even with a large increase in cement content. Mixtur
proportioning studies will be made in accordanc
with ACI 211.1 (see app A for referenced publication
to determine the flexural strengths to be used fo
the design of the project. The water-cement ratio
strength relations for mixture proportioning in AC
211.1 are given in terms of compressive strength
Tab l e 1 g i ves som e approx i m ate gu i dance fo
relating the concrete modulus of rupture to th
compressive strength-water cement rat io relat ionships given in ACI 211.1. All aggregates, cementit iou
materials, and admixtures used in the mixtur
proportioning studies will be representative
ma terials a vai lable for use in pavement constructio
In selecting a flexural st rength for pavement desig
suitable al lowance wil l be made for variat ions
strength indicated by tests of di fferent combin
tions of aggregate and cement. Pavement desig
will be based on a realistic and economical strengt
obtainable with avai lable materials.
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Tabl e 1. Approximate relati on between water-cement r ati o and strengths of concrete (modified fr om ACI 211.1)
(eq 1)
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TM 5-822-7/AFM 88-6, Chap.
characteristics of freshly mixed concrete and is
required for the freezing and thawing resistance of
hardened concrete. The use of entrained air in
concrete will reduce strength, but because of the
improved workability in the freshly mixed concrete,adjustments in aggregate proportions and reduction
of water are normally possible that wil l negate or at
least minimize the loss of strength. Proper propor-
tioning and control of the air-entrained concrete
mixture are essential in order to derive maximum
benefi ts from improvement in the placabil i ty and
durabil i ty of concrete with a minimum effect on
flexural strength.
(2.) Percentage of air content. The specified air
c on t e n t w i l l b e 6 1 p e r ce n t f o r co n cr e t e
pavements located in regions where resistance to
freezing and thawing is a prime consideration, and
wil l be 5 1 percent for concrete pavementslocated in regions where frost act ion is not a factor
an d a ir entra inment is used primari ly to improve the
workability and placability of freshly mixed concrete.
Air content will be controlled in the field at the point
within the specified range most appropriate for local
conditions depending upon the severity of exposure
and the qual i ty and maximum size of aggregate . I f
slag aggregate is used, the air content wil l be deter-
mined by the volumetric method as described in
ASTM C 173. Where the aggregate is of compara-
tively poor qua l i ty or wh en the m aximum size is 1%
inches or less, the air content will be controlled at 6
1 percent . In such insta nces, where resistance to
freezing and thawing is not a prime consideration,
the a ir content wil l be 5 1 percent . I f furth er
reduction in the air content or the use of non-air-
entrained concrete is necessary, prior approval will
be obtained from HQDA (DAEN-ECE-G), Wash-
ington, DC 20314-1000 or the appropriate Air Force
major command.
e. Cement content. Either the contractor or the
contracting officer may be responsible for mixture
proportioning. When the contractor is responsible
for mixture proportioning, no separate payment wil l
be made for cement. When the contracting officer isresponsible for mixture proportioning, no limits for
the quantity of cement content will be included in
the contract specificat ions; the quanti ty of cement
used per cubic yard of concrete will be determined
by the contracting officer, and cement will be paid
for under a separate bid item. When the concrete
proposed for use on a paving project has a cement
content of less than 470 pounds per cubic yard, prior
approval will be obtained from HQDA (DAEN-
ECE-G) or the appropriate Air Force major comma
When concrete proportioning is the responsibility
the contractor and the cement content is less th
470 pounds per cubic yard, the results should
v e r i f i e d b y t w o C o r p s o f E n g i n e e r s D i v i s ilaboratories or commercial laboratories prior
submittal. The results of mixture proportioni
studies for proposed aggregates and cements a
the results of qual i tat ive tests on aggregates and
result ing concretes wil l be submitted with reque
for approval .
4. Cement.
a. Five portland cements designated as Types
through V are marketed today. ASTM C 150 provid
a detailed specification for these cements. Type
portland cement is common or ordinary cement th
is supplied unless another type is specified. Typeis modified portland cement that provides moder
resis tance against sul fa te a t tack and a lower heat
hydration than Type I cement. It is common f
cement to be manufa ctured to meet t he physical a
chemical requirements of both Type I and II cemen
b. Type III cement is high early-strength ceme
Ultimate strength is about the same as Type
cement, but Type III cement has a 3-day compress
s t r e n g t h a p p r o x i m a t e l y e q u a l t o t h e T y p e
cements 7-day strength. The cost of Type
cement in lieu of Types I or II cement can only
justified when early strength gain is needed to op
pavements to traffic or the high heat of hydration
needed for cool construction periods. Type
cement has a low heat of hydrat ion that may
useful in mass concrete but is not likely to
encountered in pavement construction. Type
sulfate-resistant cement should be used when t
concrete will be exposed to severe sulfate attac
The potential for severe sulfate at tack exists wh
the concrete is exposed to water-soluble sulfate
soil or water in excess of 0.20 percent or 1,500 pa
per million. The potential for moderate sulf
attack exists for sulfate contents in excess of 0.1
or 150 parts per million.c. High alumina cement, also known as alumino
or calcium aluminate cement, gains most of
strength in one day , has a high exotherm, i s resist
to chemical at tack, and is a refractory materi
When exposed to warm, moist conditions, it w
undergo a long-term strength loss. High alumi
cement may find some specialized applications
pavement construction where i ts rapid stren
gain, high exotherm, or refractory propert
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TM 5-822-7/AFM 88-6, Chap. 8
outweigh its cost and long-term strength loss.
d . There a re a l so som e expans i ve cem ents ,
designated as Types K, M, and S in ASTM C 845,
that may find some applicat ion where concrete
shr i nkage needs to b e m i n i m i z ed or avo i ded .However, there is little experience with these
cements, and they wil l require careful investigation
before use in pavement construction.
e. At least one United States manufacturer is
actively promoting a slag cement made by grinding
iron blast furnace slag. This may be substituted for
up to 50 percent of the portland cement in a pavement
mixture if tests show the required final properties
are achieved in the hardened concrete. Preblended
mixes of portland-pozzolan (Type IP), and portland-
slag cements (Type IS) are described in ASTM C 595
and are acceptable for use in pavements.
5. Aggregates.
a. Approval of aggregates. The contractor will use
aggregates from approved sources. If the contractor
proposes to use aggregates from an unapproved
source, the Government will be responsible for
conducting tests to determine whether the proposed
a ggregat es wil l meet th e requirements of the project .
Sampling and aggregate del ivery costs wil l be borne
by the contractor. The contract specifications will
state aggregate sample size, del ivery location, and
required evaluation time for the proposed aggre-
gates. For small jobs requiring 1,600 cubic yards or
less of concrete, all tests for aggregates from an
unapproved source will be done by the contractor.
b. Quali ty. Aggregates must general ly meet the
requirements of ASTM C 33, as modified in the
following paragraphs. These requirements can be
adjusted as necessary to reflect local experience
with specific aggregates to insure economical use of
aggregates to meet project requirements. The
magnesium or sulfate soundness test (ASTM C 88)
required in ASTM C 33 has not been consistently
successful in identifying frost-resistant aggregate.
Consequently, i f an otherwise suitable aggregatefai ls this test , i t should be further investigated
using freezing and thawing tests as described in
ASTM C 666 or ASTM C 682 before it is finally
rejected. Similarly, i f an otherwise suitable aggre-
gate fails the Los Angeles (LA) abrasion test
(ASTM C 131 or C 535), it can be accepted if it has a
history of local use showing that it can be processed
without unacceptable degradation and that i t is
durable under weathering and traffic condit ions
comparable to the project under investigation.
c. Recycled concrete as aggregate. E x i s t i n g
concrete may be taken up, crushed to suitable
gradation, and re-used as concrete aggregate. I t
must meet al l the requirements for gradation andquali ty that conventional aggregates must meet.
All reinforcing steel should be removed. During
crushing, hammermill secondary crushers tend to
produce excess fines and should not be used. The
recycled concrete aggregates will not normally
require washing unless they ha ve been contamina ted
with base or subgrade material . I f the original pave-
ment that is being recycled is D-cracked, then the
concrete should be crushed to a maximum size of
inch. When crushed concrete is being used as fine
aggregate, the inclusion of some natural sand may
be required to improve the new concrete mixtures
workabil i ty.
d. Alkali-aggregate reactions. Minerals in some
aggregates can chemical ly react with the cement
alkal is, result ing in an increase in volume that
places the concrete under expansive stresses which
may result in map cracking, popouts, strength loss,
and concrete expansion. Once started, the reaction
and the resulting progressive deterioration of the
concrete cannot be stopped. These reactions are
general ly associated with aggregates containing
poor l y o rdered fo rm s o f s i l i c a , such as opa l ,
chalcedony, chert, or flint (alkali-silica reaction),
complex layer-lattice, and silicate minerals such as
graywackes, phyllites, siltstones, or argillites (some-
times differentiated as alkali-silicate reaction), or
argillaceous, dolomitic limestone (alakali-carbonate
rea ction). A petrogra phic investiga tion in conjunction
with results of tests in accordance with ASTM C 227
for alkali-silica expansion and ASTM C 586 for
alkali-carbonate expansion is the most promising
approach for identifying these problems. If possible,
reactive aggrega tes should be avoided. If t hey cannot
be avoided, low-alkali cement should be specified. If
low-alkali cement is not available or is overly expen-
sive, some pozzolans and slag cements have been
successful in countering alkali-silica reactions, orreactive aggrega te ma y be blended w ith non-reactive
aggregate to lessen the effect of the reactions.
e. Coarse aggregate.
(l.) Composition. Coarse aggregate may be
natural gravel , crushed gravel , crushed stone, crushed
recycled concrete, or iron blast furnace slag. The
crushing of gravel tends to improve the qual i ty and
the bond characterist ics and general ly results in a
higher flexural strength of concrete than i f uncrushed
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gravel is used. When mixture proportioning studies
or local experience indicates that a low flexural
strength wil l be obtained with uncrushed gravel , the
possibility of obtaining higher strength by crushing
the gravel wil l be investigated. Elongated part icleswith a widthto-thickness rat io in excess of 3 may
not exceed 20 percent by weight as determined by
CRD-C 119. This requirement attempts to avoid
introducing structural planes of weakness in the
finished concrete, workability problems associated
with an excess of particles of these shapes, and
durabil i ty problems that may develop i f air and
water are trapped under flat and elongated part icles.
(2.) Size and grading. The maximum size of the
coarse aggregate used in pavement concrete should
not exceed one-fourth of the pavement thickness. In
no case will the coarse aggregate exceed a 2-inch
maximum size. However, for pavement constructionin areas where aggregate popouts have been a problem
or may occur, the coarse aggregate wil l not exceed
1 -inch nominal maximum size. In area s where
D l ine cracking in pavements has been a problem
limestone aggrega tes should not exceed -inc
nominal maximum size and should be of low absor
tion. When the nominal maximum size of coars
aggregate i s greater than 1 inch, the aggregateshall be furnished in two size groups as shown i
table 2, with gradings within the separated siz
groups conforming to the requirements of table 3
Where local practice provides size-group separation
other than as shown in table 2, local size grading
may be specified if approximately the same siz
ranges are obtained and the grading of coarse aggr
gate when combined and batched for concrete is a
required by mixture proportioning. For projec
requiring 1,600 cubic yards or less of concret
special grading requirements for coarse aggrega
according to local practice may be substituted fo
the gradings shown. Local S ta te Department Transportation specifications for gradings may b
used for those jobs requiring 1,600 cubic yards o
less of concrete.
Table 2. Coarse aggregate size group s
L
Nominal Maximum Size Size Groups
1 in . No. 4 to in . in . t o 1 i n.
2 in . No. 4 to 1 in.
1 in. to 2 in.
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Tabl e 3. Grad in g of coarse aggregate
S i e v e S i z e
U . S . S t a n d a r d
S q u a r e M e s h
P e r c e n t a g e b y W e i g h t P a s s i n g I n d i v i d u a l S i e v e s
No. 4 to
3 /4 i n .
No. 4 to
1 i n .
3 /4 i n . t o 1 in. to
2 i n .1 - 1 /2 i n .
2 - 1 /2 i n .
2 i n .
1 - 1 /2 i n .
1 i n .
3 /4 i n .
1 /2 i n .
3 /8 i n .
N o . 4
N o . 8
100
9 7 3
50 20
7 7
- - - - - -
100- - - -
100
9 7 3100
9 5 5 - -
- - - -
3 3- - - -
- - - -
- - - -
(3.) Deleterious substances.
(a) Pavements used by aircraft. Table 4 liststhe common deleterious substances and specifies
limits for these materials. The performance history
waive table 4 requirements for Air Force pavements.
Upon request, the AFRCE and the using command
will be furnished available engineering information
on local aggregates and behavior records on pave-
ments made from them. A copy of the instructions
and the revised requirements will be furnished for
in format ion to the HQDA (DAEN-ECE-G) or
AFESC as applicable. In the case of Air National
Guard and Army pavements, the using command
will be furnished information on the costs of aggre-
gates complying with specification requirements
and on less costly local aggregates along with
behavior records on pavements made with local
aggregates. However, requirements will be waived
only if requested by the Air National Guard BaseDetachment Commander or the Army Installation
Commander with his assurance that operational
requirements w ill be sat isfied by a performa nce that
is equal to that of existing pavements constructed
with these less costly aggregates. Requests will be
submitted for approval to HQDA (DAEN-ECE -G)
with proposed specification requirements, compara-
tive cost estimates, and evidence that operational
requirements will be satisfied.
o f l o c a l a g g r e g a t e s c o n t r i b u t i n g t o p a v e m e n t
defects will be the determining factor in setting the
limits for deleterious substances. The limits are
intended to eliminate popouts and weatherouts in
airfield pavements. Other deleterious substances
known to contribute to popouts will be identified by
the contracting officer, and suitable limits will be
specified. Calcium oxide (CaO) and magnesium oxide
(MgO) or a mixture thereof, in lumps, representing
the hard burned oxides from fluxing stone or refrac-
tory brick should be added to the list of deleterioussubstances if air-cooled blast furnace slag is used as
the a ggregate. S ince the t ypes of ma terials producing
popouts will vary for different areas, some adjust-
ments of the limits may be desirable for individual
projects. Reductions in specified limits may be
made as necessary, but increases to permit the use
of loca l aggregates tha t have an acceptable experience
record will be governed by the following procedures.
Air Force Regional Civil Engineers (AFRCE) have
been authorized to instruct division engineers to
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Table 4. Deleteri ous materi als i n coarse aggregates for ai rfi eld and heliport pavements.
Areas with Areas with
Major Popouts Minor Popouts
S ev er ea Moderate
aS ev er e
aModerate
a
Materia ls Wea t her Wea t her Wea t her Wea t her
Clay lumps 0.2 0.2 2.0 2.0
S h a l eb 0.1 0.2 1.0 1.0
M a t e r i a l f i n e r 0.5 0.5 1.0 1.0than No. 200 sieve
c
L igh t w eig h t pa r t i cles 0.2 0.2 0.5 0.5
C la y i r on s t on e 0.1 0.5 1.0 1.0
(Continued)
aS ev er e , m od er a t e, a n d m il d wea t h er a r e d ef in ed a s fol lows :
Air Freez- Average Precipitation for a Singleing Index Mont h D ur ing P eriod--1 Mont h B efore
Weather f or C ol de st Aver age D a te of F ir st Killin g F rost
S ev er i t y Yea r in 30* t o Aver ag e D a te of La st Killin g Frost
M o d e r a t e 500 or less Any amount
Modera t e** 501 or more Less than 1 inch
S evere 501 or more 1 inch or more
* Ca lcula ted a s des cribed in TM 5-818-2/AFM 88-6, Ch a pter 4.** In poor ly dra ined a r eas , the wea ther shou ld be cons idered severe
even though the other criteria indicate a rating of moderate.
bShale is defined as a fine-grained thinly laminated or fissile sedimentary rock.
It is commonly composed of clay or silt or both. It has been indurated by compac-tion or by cementation, but not so much as to have become slate.
cLimit for material finer than No. 200 sieve will be increased to 1.5 percent forc r u s h ed a gg r ega t e s i f t h e f i n e m a t e r i a l c o n s i s t s o f c r u s h er d u s t t h a t i s e s s en -t i a l l y f r ee f r o m c l a y o r s h a l e .
dThe separation medium shall have a specific gravity of 2.0. This limit does not
apply to coarse aggregate manufactured from blast-furnace slag unless contaminationi s ev i d en t .
e Clay ironstone is defined as an impure variety of iron carbonate, iron oxide,hydrous iron oxide, or combinations thereof, commonly mixed with clay, silt, ors a nd . I t com m on ly occu r s a s d u ll , earthy particles, homogeneous concretionarym a s s es , o r h a r d s h e l l p a r t i c l e s w i t h s o f t i n t e r i o r s . Other names commonly used forc l a y i r o n s t o n e a r e c h o c o l a t e ba r s a n d l i m o n i t e c o n c r e t i o n s .
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Areas with A r ea s w i t h
M a t e r i a l s
Cher t a nd/or cher t y
s tone ( less than
2 .50 sp . gr . SSD)f
C l a y s t o n e , m u d s t o n e ,
a n d /o r s i l t s t o n e g
S h a l y a n d /o r a r g i l l a -h
ceous l imes tone
O t h er s o f t p a r t i c l e s
T o t a l o f a l l d e l e t e r i -
ous subs tancesex c l u s i v e o f m a t e-r i a l f i n e r t h a nNo. 200 s ieve
Ma jor P opout s Minor P opout s
S e v e r ea
M o d er a t ea
S e v e r ea M o d er a t e
a
Wea t h er Wea t her Wea t her Wea t her
0.1 0. 5 1. 0 5. 0
0.1 0.1 1.0 1.0
0 . 2 0. 2 1.0 2.0
1. 0
1. 0
l . 0
2. 0
1.0
3. 0
2. 0
5. 0
f C h er t i s d e f i n ed a s r o c k c o m p o s ed o f q u a r t z , c h a l c ed o n y , o r o p a l , o r a n y m i x t u r eo f these forms o f s i l i ca . I t i s v a r i a b l e i n co l or . T h e t ex t u r e i s s o f i n e t h a t
t h e i n d i v i d u a l m i n e r a l g r a i n s a r e t o o s m a l l t o b e d i s t i n g u i s h e d b y t h e u n a i d e d e y e .I t s h a r d n e s s i s s u c h t h a t i t s c r a t c h e s g l a s s b u t i s n o t s c r a t c h e d b y a k n i f e b l a d e .I t m a y c o n t a i n i m p u r i t i e s s u c h a s c l a y , c a r bo n a t es , i r o n o x i d es , a n d o t h er m i n -e r a l s . O t h er n a m e s com m on l y a p pl ie d t o v a r i et i es of ch e r t a r e f li n t , ja s p er ,a g a t e , o n y x , h o r n s t o n e , p or c el l a n i t e , n o v a c u li t e , s a r d , ca r n e l i a n , p la s m a , b l oo d -
s t o n e , t o u c h s t o n e , c h r y s o p r a s e , h e l i o t r o p e , a n d p e t r i f i ed wo o d . C h er t y s t o n e i s
d e f i n ed a s a n y t y p e o f r o c k ( gen er a l l y l i m es t o n e) wh i c h c o n t a i n s c h er t a s l en s esa n d /o r n o d u l es or i r r egu l a r m a s s es p a r t i a l l y o r c o m pl e t e l y r ep l a c i n g t h e o r i g i n a ls tone . SSD = s a t u r a t e d s u r f a c e d r y .
gC l a y s t o n e , m u d s t on e , o r s il t s t o n e i s d ef i n ed a s a m a s s i v e fi n e -g r a i n e d s e d im e n t a r yr o c k wh i c h c o n s i s t s p r ed o m i n a t e l y o f c l a y o r s i l t w i t h o u t l a m i n a t i o n o r f i s s i l i t y .I t m a y be i n d u r a t ed e i t h e r by c o m p a c t i o n o r by c em en t a t i o n .
h S h a l y l i m es t o n e i s d e f i n ed a s a l i m es t o n e i n wh i c h s h a l e o c c u r s a s o n e o r m o r e
th in beds of l am ina e . These laminae may be regu la r or very ir regu la r and may be
s p a c ed f r o m a f ew i n c h es d o wn t o m i n u t e f r a c t i o n s o f a n i n c h . Argi l l aceous l ime-s t o n e i s d e f i n ed a s a l i m es t o n e i n wh i c h c l a y m i n er a l s o c c u r d i s s em i n a t ed i n t h estone in the amount of 10 to 50 percent by weight of the rock; when these make upfrom 50 to 90 percen t , the rock i s known as ca lca reous (or do lomi t i c) sha le (orc l a y s t o n e , m u d s t o n e , o r s i l t s t o n e) .
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(b) Other pavements. For other pavements, be identified by the contracting officer, and suitab
the limiting amounts of deleterious substances in limits will be specified and materials defined whe
each size of coarse aggregate will be specified as necessary.
shown in table 5. Other deleterious substances will
Table 5. Deleterious materials in coarse aggregates for other pavements
M a t e r i a l P e r c e n t a g e b y W e i g h t
C l a y l u m p s a n d f r i a b l e p a r t i c l e s 2 .0
M a t e r i a l f i n e r t h a n N o . 2 0 0 s i e v ea 1. 0
L i g h t w e i g h t p a r t i c l e s 1 . 0
O t h e r s o f t p a r t i c l e s 2 .0
N o t e :
aL i m i t
T h e t o t a l o f a l l d e l e t e r i o u s s u b s t a n c e s s h a l l n o t e x c e e d
5 . 0 p e r c e n t o f t h e w e i g h t o f t h e a g g r e g a t e . T h e p e r c e n t a g e
o f m a t e r i a l f i n e r t h a n N o . 2 0 0 s i e v e s h a l l n o t b e i n c l u d e d
i n t h i s t o t a l .
f o r m a t e r i a l f i n e r t h a n N o . 2 0 0 s i e v e w i l l b e i n c r e a s e d t o
1 . 5 p e r c e n t f o r c r u s h e d a g g r e g a t e s c o n s i s t i n g o f c r u s h e r d u s t t h a t
i s e s s e n t i a l l y f r e e f r o m c l a y o r s h a l e .
bT h e s e p a r a t i o n m e d i u m s h a l l h a v e a s p e c i f i c g r a v i t y o f 2 . 0 . This
l i m i t d o e s n o t a p p l y t o c o a r s e a g g r e g a t e m a n u f a c t u r e d f r o m b l a s t -
f u r n a c e s l a g u n l e s s c o n t a m i n a t i o n i s e v i d e n t .
(4.) Slag aggregate. Iron ore blast-furnace slag
aggregates vary widely in properties depending on
the manufacturing and cooling processes used. Un-
aged blast-furnace slag may contain free l ime, but
aging reduces this to acceptable levels. Properly aged
iron ore blast- furnace aggregate has a good history
of performance. Slag from steel mills, however, is
not acceptable as concrete aggregate because of the
various oxides it contains.
f . Fine Aggregate.
(l.) Composition and shape. Requirements for
composit ion and part icle shape of f ine aggregate are
purely descript ive, for example, natural a nd/or
manufactured sand, spherical or cubical , and no
limits are shown. A limit will be included for flat and
elongated part icles in fine aggregate, comparable
with the l imit specified for coarse aggregate, when
tests indicate that poor part icle shape wil l affect the
workabil i ty and qual i ty of the concrete. Shape wi
be determined in accordance with CRD-C 120.
(2.) Grading, uniformity of grading, an
deleterious substances. The grading and uni formi
of grading specified in table 6 for fine aggregate a
desirable for pavement concrete and can general
be met at a reasonable cost within the continent
United States. However, i f conformance with the
requirements will result in undue construction cos
and if investigation of the available sources of fiaggregate in the local i ty indicates that l imits oth
than specified are desirable, a request will be su
mitted to HQDA (DAEN-ECE-G) giving comple
results of al l tests conducted to substantiate th
concrete of comparable workabil i ty, durabil i ty, a
strength can be produced without an increase
ce m en t con t e n t . Th e a m o u n t o f d e le t er i ou
substan ces in th e fine aggregat e shal l not exceed th
l imits shown in table 7.
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Tabk 6. Gnad in g of fin e aggregate
S i e v e S i z e , C u m u l a t i ve P er cen t a g e by Wei g h t
U . S . S t a n d a r d S q u a r e M e s h P a s s i n g I n d i v i d u a l S i e v e s
3 /8 i n . 100
No. 4 9 7 2 3
No. 8 8 5 2 5
No. 50 20 10
No. 1 0 0 6 4
N ot e : I n a d d i t i on , t h e f i n e a g g r eg a t e , a s d el iv er e d t o t h e m ix er ,
s h a l l h a v e a f i n e n e s s m o d u l u s o f n o t l e s s t h a n 2 . 4 0 n o r
m or e t ha n 2.90. Th e g r a d i n g of t h e f i n e a g g r e g a t e a l s o
s h a l l b e c o n t r o l l e d s o t h a t t h e f i n e n e s s m o d u l i o f a t l e a s t
n i n e o f t e n s a m p l e s o f t h e f i n e a g g r e g a t e a s d e l i v e r e d t o
t h e m i x e r w i l l n o t v a r y m o r e t h a n 0 . 1 5 f r o m t h e a v e r a g e
f i n e n e s s m o d u l i o f a l l s a m p l e s p r e v i o u s l y t a k e n . T h e
f i neness m odul us sha l l b e de term i ned b y C RD- C 1 0 4
(Appendix A).
Table 7 Deleterious substances in fine aggregate
Materia l Percentage by Weight
Clay lumps and friable part icles 1 . 0
Material finer than No. 200 sieve 3 . 0
Lightweight part icles 0 . 5
Note: The total of all deleterious materials shall not exceed 3.0 percent of the weight of the aggregate.
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g. Aggregate for calibration hardstands. To avoid
inclusion in the pavement concrete of iron oxides or
other iron-rich ma terials ha ving ma gnetic properties
that wil l interfere with the operation of the faci l i ty,
the concrete aggregate proposed for paving calibrationha rdsta nds w il l be subjected t o detai led petrogra phic
analyses in accordance with ASTM C 295 prior to
acceptance. Special attention will be given to the
e x i s t e n c e o f m a g n e t i t e i n g r a n i t e s , h i g h - i r o n
minerals in traprock, pyri te in l imestone, and free
iron or iron oxide in slag aggregate. When a list of
aggregate sources is included in the contract specifi-
cations, the sources not approved for concrete used
in cal ibrat ion hardstands wil l be indicated.
h. Aggregate for power check pads. Concrete that
will be exposed to extended jet engine blast during
maintenance can use igneous rocks with a low silica
content and a high content of ferromagnesian
minerals or slag as aggregate to improve i ts perfor-
mance under high temperature. Aggregates rich in
silica such as quartzite or chert should be avoided.
Aggregate with a high si l ica content such as sand-
stone or granite, especially if coarse grained, can
cause problems. Ca lcar eous a ggregates such a s l ime-
stone or dolomite are acceptable.
6. Admixtures.
a. Admixtures are used to modify properties of
fresh or hardened concrete. Admixtures may be used
to improve workability, control initial set, reduce
heat generation, accelerate strength gain, increase
strength, and improve durabil i ty. Seven chemical
admixtures are l isted for use in portland cement
concrete in ASTM C 494, as follows: Type Awater-
reducing admixture; Type B retarding admixture;
Type Caccelerat ing admixture; Type Dwater-
reducing and retarding admixture; Type Ewater-
reducing and accelerat ing admixture; Type F
water-reducing, high-range admixture; and Type
G w a t e r -r e d u ci n g , h i g h -r a n g e a n d r e t a r d i n g
admixture.
b. Air-entraining admixtures provide resistance
to freezing and thawing and should meet therequirements of ASTM C 260, and will normally be
required in all concrete for pavements. For small
job s under 1 , 6 0 0 cub i c yards , a i r - en t ra i n i ng
cements may be considered. The use of any other
admixture will depend on the economics of its use
and site conditions. The effect of an admixture will
vary, depending on conditions such as cement type,
specific mixture proportions, ambient temperature,
or water qual i ty . Furthermore, an admixture may
affect several qualities of the concrete, and som
desirable properties may be adversely affecte
Consequently, the decision to use an admixtur
must be based on experience and tests with th
cement, aggregates, and admixtures representat ivof those to be used on the project. It must be demon
strated that the final concrete proposed pavemen
quali ty is not adversely affected by the use of an
proposed admixture. More extensive guidance o
admixtures is provided in ACI 212.lR and AC
212.2R.
7. Pozzolans.a. Pozzolans are defined in ASTM C 618
siliceous or siliceous and aluminous materia
which in themselves possess little or no cementitiou
value, but will , in finely divided form and in th
presence of moisture, chemically react with calciu
h y d r o x i d e a t o r d i n a r y t e m p e r a t u r e s t o f o r m
compounds possessing cementitious properties
This ASTM specification recognizes three classes
pozzolan and provides detailed requirements fo
each class. Class N pozzolans are raw or calcine
na tura l pozzolans such a s some diat omaceous ear th
opaline cherts, tuffs, volcanic ashes, clays, an
shales. Fly ash is divided into two classes. Class F
fly ash produced by burning an thra cite or bi tuminou
coal , and Class C fly ash is produced by burning l igni
or subbituminous coal. Environmental Protection
Agency (EPA) guidelines published in 1983 (4CFR, Part 249) require that the use of f ly ash mu
be allowed on all federal projects unless it can b
proven technically unsuitable.
b. Pozzolans may be substi tuted for a maximu
of 25 percent by volume of portland cement in concre
for pavements. If substitution of pozzolan abov
this l imit is contemplated, a thorough test progra
must show that the proposed substi tution l imit w
not adversely affect workabil i ty, admixture perfo
mance strength, and durabil i ty of the final concret
Pozzolans typically have specific gravities appreciab
lower than portland cement, and pozzolan l imits a
expressed as a percent of the volume of cementitioumaterials. In general , concrete containing pozzolan
has improved workabil i ty, lower heat of hydratio
and a slower strength gain. When pozzolans are
be used, the required time to gain the design streng
may be increased beyond the standard 28 days fo
roads and streets and 90 days for airfield pavemen
to the extent that the concrete is not to be expose
to traffic.
c . C l a s s N p o z z o l a n s w i l l n o t g e n e r a l l y b
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encountered in pavement construction. The use of
fly ash, however, is becoming increasingly common.
Fly ash produced by industrial burning of coal tends
to be highly variable, depending on factors such as
emission controls, load, and boiler design. This
production variability is compounded further by the
natural variability of lignite and subbituminous coal
that produce Class C pozzolan. Also, Class C
pozzolans have poor resistance to sulfate attack,
and some have high alkali contents that may contri-
bute to alkali aggregate reaction. Specifications for
pozzolans should require that the ASTM C 618
specification be modified to require a maximum loss
on ignition of 6 and 8 percent, respectively, for Class
F and N pozzolans and a minimum pozzolanic act iv i ty
index wit h lime of 900 psi at 7 day s. Mixture propor-
tioning studies should use the same pozzolans andcements that will be used on the project and must
determine that the f inal concrete characteristics ,
strength gain, and durabil i ty are adequate.
8. Miscellaneous materials.
a. Other materials used in concrete pavement
construction including curing materials, dowels, tie
bars, reinforcement, and expansion-joint filler are
covered by applicable specifications. When concrete
is required to be free of magnetic materials, special
instructions will be obtained from HQDA (DAEN-
ECE-G) for the selection of dowels, tie bars, and
reinforcement. Aluminum will not be used in concretepavements.
b. Field welding of crossing bars (tack welding) is
prohibited. All welded splices will conform to the
requirements of the American Welding Society (AWS)
D 1.4. Selection of the proper welding procedure
depends on the actual chemical composition of the
steel. A procedure suitable for one chemical compo-
sition can be t otally un suited for a nother composition
of the same strength grade. It is essential that the
composition of the steel to be welded be determined
before the welding procedure is established. Where
reinforcing bars are to be ordered for new work, the
fabricator should be informed that welded splices
are contemplated. The fabricator can provide the
chemical composition of the reinforcing bars and in
ma ny cases can provide bars t hat ar e more suited to
welding.
c. Epoxy-coated reinforcing steel and dowel bars
are being used more frequently in areas such as
bridge decks, coastal areas, and pavements subject
to heavy applications of de-icing salts to minimize
potential corrosion problems. If these materials are
used, they should conform to ASTM A 775. Epoxy-
coated dowels and reinforcing steel will rest on
epoxy-coated wire bar supports or on bar supports
made of dielectric material. Wire bar supports will
be coated for a minimum of 2 inches from the point
of contact with the epoxy-coated reinforcing bars.
Adequate ventilation to dissipate fumes must be
provided if epoxy-coated steel is welded.
d . Appendix C d e s c r i b e s t h e m a t e r i a l s a n d
methods used for the construction of steel fiber
reinforced concrete.
9. Water. Water for mixing concrete will be free frommaterials that af fect hydration of the cement.
Potable water may be used without testing however,
tests will be made in accordance with CRD-C 400 if
the water source is a stream or another body ofwater of unknown quali ty . Seawater has been used
successfully as mixing water, but this should only
be done if there is no feasible alterna tive. There ma y
be up to a 15 percent loss in ultimate strength, set
times may be affected, and surface efflorescence
may occur. The risk of steel corrosion maybe increased,
so the use of coated dowels and reinforcing steel
should be considered if seawater is to be used.
10. Sampling and testing of materials.
a. Cement. Cement to be used in pavements for
aircraf t traf f ic wil l be sampled and tested. Cement
meeting all other test requirements may be acceptedprior to the required 7-day age when the strength is
equal to or greater than the 7-day strength require-
ment. Cement for pavement projects requiring 1,600
cubic yards or less of concrete may be accepted on
the basis of the manufacturers certified mill test
reports showing compliance with cited cement
specifications.
b. Aggregates.
(l.) Listed sources.Listing of aggregate sources
will be based on a thorough investigation to determine
that suitable aggregates are obtainable for the
proposed use. Evaluation of the material will require
complete laboratory testing including petrographic
examinations, physical tests , durabil i ty tests , and
alkali-reactivity tests. The service record of aggre-
gates will be determined by inspecting structures
that have had exposure equivalent to the proposed
structure. When an aggregate source has been listed
previously for use on the basis of a complete investi-
gation, additional similar use of the source within a
period of 3 years may be permitted on the basis of
petrographic examinations and limited physical
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tests if t he results show n o cha nge in th e composition
and qual i ty of aggregate. For proper design and
preparat ion of pla ns an d speci f icat ions , i t i s
necessary to investigate and determine suitableaggregate sources and concrete strengths obtainable
with aggregates. I t is essential that these investiga-
tions be conducted a s ea rly a s possible during project
planning.
(2.) Sources for calibration hardstands. When
contract specifications cover the paving of calibration
hardstands, the list of sources will indicate which
sources are approved for such work.
(3.) Aggregate sources not previously listed.
When the contractor proposes aggregate from a
source not previously listed, the evaluation of
samples of that aggregate wil l include al l tests
necessary to demonstrate that a concrete producedfrom the materials wil l have qual i ty and strength
comparable with that of concrete made with aggre-
gate from the approved sources listed. When the
contracting officer i s respons i b l e fo r m i x ture
proportioning and cement is a separate pay item in
the contract , aggregates of good qual i ty that require
an increase in the quanti ty of cement over that
required by aggregates from listed sources to produce
concrete of the specified flexural strength will be
approved for use only if the contractor agrees in
wri t ing to pay for the addit ional cement required.
(4.) Unlisted source. When the con t rac t
specifications do not include a list of approvedaggregate sources, the source(s) proposed by the
contractor will be investigated as soon as possible
af ter the award of the contract .
(5.) Aggregates for a small project. Eval ua t i onof aggregates from non-listed sources and concrete
mixture proportioning for projects requiring 1,600
cubic yards or less of concrete, except for airfield
and heliport paving, wil l be performed by an approved
commercial test ing laboratory at no expense to the
Government.
11. Delivery and storage of materials.
a. Cement and pozzolan. Separate storage facil i t ieswill be provided for each type of cementitious
material . Storage faci l i ty wil l be thoroughly cleaned
before changing the type of cementitious material
stored ini t . Storage faci l i t ies must be weather-tight
and must be properly venti lated.
b. Aggregates.
(l.) Control of grading. Aggregate-handling and
aggregate-storage faci l i t ies may vary greatly for
different projects, and only general requirements
can be specified. Grading and uniformity of gradin
requirements wil l be determined as the aggregate
are del ivered to the mixer, and the contractor i
responsible for meeting these requirements. Carefuinspection of storage and handling operations
however, is desirable to assure satisfactory contro
of the aggregate grading and to prevent contamin
ation by foreign material . Aggregate storage tech
niques that use coned piles or spread truck-dumpe
a g g r e g a t e w i t h a b u l l d o z e r c a u s e s e g r e g a t i o
problems. Aggregates delivered by trucks are bes
dumped and left in individual adjacent piles. A clam
shell spreading aggregate in thin layers has als
been used to minimize segregation. Aggregat
should be handled as little as possible to minimiz
segregation. Potential sources of contaminant
i n c l u d e w i n d b l o w n f o u n d a t i o n a n d a d j a c e nmaterials and contaminants from equipment used i
handl ing the aggregates .
(2.) Moisture control. Uniformity of fremoisture in aggregate is essential for proper contro
of concrete consistency. A period of free-drainin
storage is required for fine aggregates and th
smaller size of coarse aggregate. Normally, 24 to 4
hours will be sufficient. However, shorter or longe
times may be specified if the tests of time to reac
an equilibrium so indicate.
12. Grade control. The lines and grades shown fo
each airfield and heliport pavement category of thcontract shal l be establ ished and maintained b
means of l ine and grade stakes placed at the jobsi t
by the contractor. Elevations of all benchmarks use
by the contractor for controlling pavement operation
at the jobsi te wil l be establ ished and maintained b
the Government. The finished pavement grade line
and elevations shown shal l be establ ished an
controlled at the jobsite in accordance with bench
ma rk elevations furnished by t he contra cting officer
The pavements shall be constructed to the thicknesse
and elevations indicated. Provisions for line an
grade control for roads, streets, and open storag
areas shall be included in the contract specifications
13. Proportioning.
a. Mixture proportioning. B efore a ny concrete i
p l a c e d , t r i a l m i x t u r e s w i l l b e p r e p a r e d w i t
materials from the sources to be used for productio
of concrete on the project. When the contractor i
responsible for mixture proportioning, trial mixture
will be prepared by a commercial testing laborator
approved by the contracting officer at no expense t
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the Government, and the results wil l be submitted
to the contracting officer for approval. When the
contracting officer i s respons i b l e fo r m i x ture
proportioning, trial mixtures will be prepared by the
Government wi th mater ials suppl ied by the contrac tor
from th e sources to be used for production of concrete
on the project. Mixtures will be made in sufficient
number to establish optimum proportions of the
aggregates and to represent a wide range in cement
contents and watercement rat ios within specified
requirements for air content and workabil i ty. The
water-cement ratio will not exceed 0.45 by weight
for pavement mixtures. After the final proportions
of the trial mixtures have been established, 6inch
by 6-inch cr oss-section test /bea m s pecimens f rom
each mixture wil l be made in accordance with
ASTM C 192 and tested as described in ASTM C 78.A minimum of nine test specimens should be made
to establ ish the flexural strength of each mixture at
each test age. From these mixture proportioning
studies, the control l ing maximum water-cement
rat io and hence the cement content required to
produce concrete of specified strength will be deter-
mined. This same procedure will be used to establish
new mixture proportions when necessary because of
a change in the source or the character of the concrete
ingredients after concrete placement has started.
b. Mixture proportions.
(l.) Contracting officer responsible for mixture
proportions. When the contracting officer is respon-sible for the mixture proportions, proportions of all
materials used in the concrete mixture wil l be as
directed. The contracting officer will require such
changes in the mixture proportions as necessary to
maintain the workabi l i ty , s t rength, and qual i ty
required by the contract specifications. The mixture
proportions determined by mixture proportioning
studies will be used in starting paving operations.
Adjustments will be made by the contracting officer
as necessary to establ ish the mixture proportions
best suited for job conditions and materials used.
Subsequent mixture adjustments wil l be made when
necessary, but usual ly t hese adjustments w il l be of aminor nature as required to compensate for variations
in gradings and the moisture content of the aggregate .
(2.) Contractor responsible for mixture propor-
tions. When the contractor is responsible for the
mixture proportions, proportions of al l materials used
in the concrete mixture will be as directed by the
contractor. The contractor will require such changes
in the mixture proportions as necessary to maintain
the workabil i ty, strength, and qual i ty required by
the con t rac t spec i f i c a t i ons . The m i x ture propor t i o
determined by mixture proportioning studies will be
used in starting paving operations. Adjustments
wil l be made by the contractor as necessary to
establish the mixture proportions best suited for the
job conditions and materials used. Project specifi-
cations wil l require the contractor to noti fy the
contracting officer prior to making any change to
the approved mixture proportions and to indicate
the changes to be made. Changes to the mixture
proportions wil l be of a minor nature as required to
compensate for variat ions in gradings and the
moisture content of the aggregate unless laboratory
mixture studies for the new mixture are submitted
for approval .
c. Workability. The concrete slump shall not exceed
2 inches. Within this maximum limit, the slump willbe maintained at the lowest practical value suitable
for prevailing weather conditions and for equipment
and methods used in placement of the concrete. For
small paved areas, slump in excess of 2 inches may
be permitted, but in no case will the slump exceed 3
inches. The concrete slump w ill be determined in th e
field by the method described in ASTM C 143. Slump
for slipform paving of airfield and heliport pavements
should be specified in a ra nge of O to 1 inches.
d. Strength. Control of the strength of the concrete
mixture will be based on tests of concrete specimens
taken during the paving operations. Pavements to
be used by aircraft are designed on the basis of theflexural strength that the concrete is expected to
attain at 90 days, and specimens wil l be tested at
this age for use in the evaluation pavements. Since
the period necessary to obtain the 90-day field
strengths is too great to exercise proper control of
the concrete during pavement construction, a 14-day
strength requirement wil l be included in th e contra ct
specifications. Flexural-strength tests will be made
at 14 days to determine compliance with the 14-day
strength requirement. In addit ion, 7-day strength
tests wil l be made to provide an early indication of
the concrete strength. The average strength at the
age of 14 days of any five consecutive individual testvalues representing each concrete mixture will be
not less than the specified strength at the age of 14
da ys, and not more than 20 percent of the individual
values will be less than the specified strength.
Adjustments of the concrete mixture proportions
wil l be made as necessary to maintain this strength
control. When sufficient 90-day strengths become
a vai la ble, further a djustment of the concrete mixture
may be made as necessary to assure that the 90-day
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strength used for t he design of the pavements wil l be
obtained and that an economical mixture is being used.
14. Subgrade, base, forms, and string lines.
a . Genera l . The sett ing a nd protection of forms ands t r i n g l i n e s a n d t h e f i n a l p r e p a r a t i o n o f t h e
subgrade, base course, or filter course require close
attention to al l detai ls to assure that the pavement
wil l have th e required thickness and the surface wil l
beat the required grade.
b. Subgrade. Subgrade is the natural soi l or fi l l
upon which the base and concrete pavement are placed.
Special procedures may be necessary when dealing
wit h frost-susceptible soils, expansive soils, pumping-
susceptible soils, lateritic soils, or organic soils.
Removing soft or troublesome soils that occur in
pockets may be desirable, where possible.
c. Base.A base m ay perform m an y functions, suchas drainage, construction platform, and structural
strengthening of the pavement. A base may be a
granular material or l ime, cement, or an asphalt-
stabilized material. Also a lean concrete, sometimes
referred to as Econocrete, is sometimes used as a
base. There is no clearly accepted definition, but
cement contents are typical ly lower, and sometimes
poorer quality aggregates are used. The lean concrete
base should meet the st rength and durabi l i ty require-
ments of cement-stabi l ized materials and can be
treated as a high-qual i ty stabi l ized material in
design.
d. Form materials. Steel forms wil l be used for al l
formed pavement const ruction. Wood forms genera lly
a re unsat isfactory for paving work, and t heir use wil l
not be permitted except for such miscellaneous areas
as bulkheads and curved fi l lets. To avoid the excessive
cost of pavement construction for small j ohs, wood
forms may be al lowed for pavements less than 8 inches
thick in noncrit ical areas, such as open storage areas,
helicopter parking pads, and vehicle parking.
e. Construction of forms. Provisions relat ing to
built-up forms may be omitted from contract specifi-
cations when the contra ct plan s require constant slab
depth for each paved area. When this provision isreta ined in a contra ct specificat ion, th e contra ctor is
required to furnish steel forms equal to the edge
thickness of the majority of pavement slabs for each
paved area. Built-up forms will be used only where
edge thicknesses exceed the basic form depth. The
base width of built-up forms will be equal to the
width required for a comparable full-depth form.
Side forms on sl.ipform pavers will be the full depth
of the pavement.
f. Placement of forms and string lines. Forms a
string lines should be installed well in advance
concrete paving operations so that the require
checks and necessary corrections can be ma
without stopping or hindering concrete placemenThe same reasoning applies to the final preparati
of the underlying material, which should not be le
than one full days operation of the paving equi
ment ahead of paving.
g. String line. The string line will be of hig
strength cord or wire. The choice will depend on t
type of automatically controlled slipform paver use
Certa in man ufacturers recommend tha t high-tensi
strength wire be stretched tautly between suppor
Other manufacturers recommend a large-diamet
cord and do not require the tautness that is recom
mended for the wire. The use of wire requires firm
anchored supports. As a result, the wire is less liketo be disturbed than is the cord whose supports
not have to be so firmly anchored. The wire
di fficult to see, and flagging should be at tach
between the supports to reduce the chance that
will be disturbed during construction. The cord do
not require supports to be as firmly anchored as f
the wire, and as a result , the cord is easier to inst
and maintain. However , the chance of sagging betwe
the supports is greater. The cord is easy to see, a
as a result, the chances of its being knocked out
al inement are less than for the wire. However, t
cord is more easi ly disturbed than the wire a
should be checked frequently.
h. Removal of forms. Pavement forms general
may be removed 12 hours after the concrete is place
A longer period will be necessary when the streng
gain of the concrete is retarded because of delayed
inadequate protection during cold weather. In som
insta nces, earl ier removal of forms ma ybe permitt
so that the transverse joints may be sawed complete
through to the edge of the slab without leaving
small fillet of concrete adjacent to the form.
15. Batching and mixing.
a. General . There are three types of plants: autmatic, semi-automatic, and manual . For pavi
projects, either automatic or semi-automatic plan
will be acceptable. Specifications will be prepared
al low ei ther type of plant , and the contractor w
have the option as to the type of plant to be used
b. Plant capacity. The capacity to be specified fthe batching plant and mixing equipment wil l
determined in accordance with the concrete-placeme
requirements for the project. Since the paveme
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slabs are comparatively small , the plant capaci ty
generally will not be influenced by any requirements
for maintaining the concrete in a plastic condition
during placement. The main considerations will be
the required placing schedule to meet the completiondate for the construction or, when slipform pavers
are used, the required amount of concrete to maintain
a uniform forwa rd m ovement of the paver of not less
than 2.5 feet per minute. However, the placement
rate specified for pavements constructed during hot
weather should also be considered in determining
plant capaci ty requirements.
c. Concrete mixers. Mixers ha ving a capa city of a tleast 5 cubic yards of mixed concrete are required for
airfield paving projects, but smaller mixers may be
permitted for small road projects and other small
miscellaneous construction. Contract specificationsfor jobs of suitable size and location will include an
option for the contractor to reduce mixing time during
progress of work from the mixing t ime required at
the start of the job on the basis of mixer performance
tests in accordance with CRD-C 55, provided the
fol lowing requirements are met at al l t imes:
Weight per cubic foot of mortar calculated to an air-free ba sis, lb/ft
3
Air content, volume percent of concrete
Slump, inches
Coarse aggregate content , portion by weight of each
sample retained on No. 4 sieve, percent
Average compressive strength at 7 days for each
sample based on a verage strength of al l test speci-
mens, percent 10.0
Water content, portion by weight of each sample
passing No. 4 sieve, percent 1.0
Parameters Tested For: Requirement, expressed as maximum permissible
ra nge in results of tests of samples ta ken from th ree
locations in the concrete batch
1.0
1. 0
1.0
6. 0
In addition, no reduction in mixing time will be
allowed if it results in a reduction in the 7-day
flexural strength from the average strength of f ive
consecutive sets of specimens made from batches
mixed the full time. The requirements for stationary
mixers and truck mixers will be included unless it is
determined that concrete complying with the specifi-
cations cannot be manufactured by these types of
m i x e r s . Truck m i xers o f t en have d i f f i cu l t y i n
discharging the comparatively low-slump concretemixtures required for airfield pavement construction,
therefore, truck mixers should comply with ASTM C
94. The tendency of the concrete to hang up in
discha rge chutes may cause delays, which frequently
lead to requests by the contractor that the concrete
slump be increased. This difficulty also may occur
with vehicles used for hauling concrete to forms
when stationary mixers are used. The slump of
ready-mix concrete will not be increased because of
16
the inadequacy of the mixing or transportat ion
equipment to mix and discharge the concrete.
d. Approval of mixers. Before truck mixers orstat ionary mixers are approved for use, careful
consideration will be given to the proposed plant and
faci l i t ies for storage and handling of materials, and
for batching, mixing, transporting, and handling of
concrete at the jobsite to assure that adequate control
of the concrete can be exercised. When truck mixers
ar e used with a long ha ul betw een the bat ching plant
and the project, adequate control of the concrete
may be di fficult due to variat ions in slump and air
content caused by differences in mixing time. In
such cases, i t wil l be necessary to require that mixing
be done after the mixer trucks arrive on the job.
Truck mixers will not be permitted for mixing concrete
on slipform construction. Truck mixers shall be
equipped with accurate revolution counters. In
general, truck mixers should only be used on jobs
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requiring 2,500 cubic yards of concrete or less.
e. Transporting plant-mixed concrete. Vehicles fortransporting concrete from stat ionary mixers to the
forms will conform to the applicable requirements of
ASTM C 94. Plant-mixed concrete may be trans-ported in a truck agi ta tor, in a truck mixer operat ing
at agi tat ing speed, or in approved non-agitat ing
equipment. Non-agitat ing equipment wil l have
smooth, watert ight , metal bodies equipped with
gates to permit control of the discharge of the
concrete; covers will be provided for protecting
concrete in tra nsi t , a s required. Concrete tra nsported
in non-agitat ing equipment wil l be discharged into
the pavement forms or to the sl ipform paver within
45 minutes after introduction of the mixing water
and cement to the aggregates at the mixer. The
major problem in using ready-mixed concrete in
pavement construction is avoiding segregation indischarging and transferring the concrete from the
transporting unit to the final posi t ion in the form or
on the subgrade in front of the slipform paver. The
use of readymixed concrete requires suitable
t r a n s f e r a n d s p r e a d i n g e q u i p m e n t c a p a b l e o f
depositing and distributing the concrete in an
unsegregated condition in the final position in the
forms. When low-slump plant-mixed concrete is
transported, trucks equipped with vibrators are
often required to discharge the concrete and should
be required unless i t is sat isfactori ly demonstrated
that the concrete can be discharged without delay.
16. Placing.
a. General . Concrete may be placed between fixed
forms or using approved slipform paving equipment.
Both methods produce sat isfactory results, and
when possible, the option should be left with the
contractor as to the method to be used. With
slipform equipment, the rate of placement can be
significantly increased over the rate with fixed
forms. In addit ion, the material for forms and the
labor for sett ing forms are el iminated. As a result ,
the cost for large jobs will be less for slipform place-ment than for placement with fixed forms. However,
on sma ll jobs or larger jobs with special requirements,
the use of f ixed forms may be necessary or may be
more economical than the use of slipform equipment.
No guidelines can be given as to what size job will
permit the economic use of slipform pavers.
b. Placing time. Concrete will be placed before
obtaining i ts ini t ial set and within 45 minutes after
cement has been added to the batch. These provisions
apply to all paving projects regardless of the type
mixing equipment used. The addition of water to th
mixture in excess of that required by the mixtu
proportions to maintain slump during prolonge
mixing will not be permitted.c. Slipform paving. Approval of the sl ipform pavin
equipment for airfield pavement wil l be based on sati
factory performance in the field. Trial sections
sufficient length and located in low-volume aircra
traffic areas wil l be used to approve the paving equi
ment, considering both sl ipform and another for th
fill-in operation when scheduled by the contracto
Furthermore, approval shal l be based on the abi l i
of the machine to consolidate the concrete and for
the pavement to the desired cross sections. Pla
grade and surface smoothness tolerances must b
met. Pa rt icular at tention should be paid to the abi l i
of the machine to form the required edge withoexcessive slumping or tearing during slipform oper
tions and to form a suitable longitudinal constructio
joint during fill-in operations. The machine shall n
damage the surface or edge of the previously place
slab during fill-in operations. The suggested leng
of the trial section is 1,000 to 2,000 feet. Slipfor
pavers with a ful l-width auger are recommende
Traveling blades have been less sat isfactory. I f t
slipformed pavement is 10 inches or greater
thickness, some of the lighter slipform pavers m
have problems properly handling the low-slum
concrete.
d. Spreading. Hand spreading of concrete will
permitted only when necessi tated by odd widths
shapes of slabs, or in emergencies such as equipme
breakdown.
e. Vibration. Vibration requirements are influenc
by many factors, such as the type and size of aggr
gate, mixture proportions, air entrainment, slum
workabil i ty of mixture, and pavement thickne
The specified maximum spacing for vibrator un
and the specified vibrating procedures are based
field experience with the vibration of pavements
inches or more in thickness. There has been on
limited use of internal vibrat ion for thinner slabs.necessary for proper consolidation of the concrete
closer spacing of vibrator units will be require
Part icular at tention should be paid to vibrato
along the edge of the paving lane to ensure that t
edge is properly consolidated. General experien
has been that i t is more sat isfactory to use vibrato
at a closer spacing and for shorter periods of vibr
t ion than to at tempt to consolidate the concrete
prolonged vibration at a wider spacing. The durati
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of the vibration will be limited by the time necessary
t o p r o d u c e a s a t i s f a c t o r y c o n s o l i d a t i o n o f t h e
concrete, and over-vibration will not be permitted.
Vibrators must not be permitted to touch forms,
dowels, tie bars, or other embedded items.f. Surface vibrators. Surfa ce vibrators w il l not be
permitted because past experience with them has
been general ly unsatisfactory. Surface vibrat ion
tends to bring excess fine material and water to the
surface, which in many instances contributes to
surface deteriorat ion and scal ing. Surface-vibrator
pans also tend to ride on high places in the concrete
surface and thus cause non-uniform consolidation of
the concrete.
g. Steel reinforcement. Project drawings wil l show
typical details of all slab reinforcement and will
indicate the pavements requiring reinforcement and
the location and amount of steel required in theslabs. This information will supplement the specifi-
cation requirements for reinforcement, and al l
requirements will be carefully checked to insure no
discrepancies between drawings and specification
requirements.
h. Placing during cold weather. Pavement concrete
should not be placed when the air temperature is
below 40 degrees F. If unusual job conditions require
construction at these low temperatures, special
provisions for placement and protection of the
concrete will be needed. For additional information
on winter concreting, refer to ACI 306R. The
necessary covers and other means of protecting the
concrete during cold weather should be available on
the job before starting concrete placement. Calcium
chloride as an admixture may be ei ther required or
approved to accelerate the setting time of concrete
placed during cold weather. No changes will be made
in the requirements for temperature of the concrete
when placing or for protection of the concrete
against freezing when calcium chloride or any other
accelerator is used.
i. Placing during hot weather. During hot weather
special precautions are necessary to prevent the
formation of plastic-shrinkage cracks which resultfrom an excessive loss of moisture from the concrete
before curing is begun. The concrete needs to be placed
at the coolest temperature pra cticable, and in no case
should the temperature of the concrete as placed
exceed 90 degrees F. Mixing and placing of concrete
will be controlled to keep moisture loss at a
minimum. Aggregates wil l be moist when added to
the mixer, and the subgrade da mpened so i t w il l not
absorb water from the concrete. The temperature of
the concrete may be reduced by using cement with a
lower temperature by sprinkling the stockpiles of
aggregate to produce cooling by evaporation, by pre-
cooking mixing water and by avoiding delays in mixingand placing concrete. The concrete needs to be placed
and finished as ra pidly a s practicable, and th e curing
sta rted w ithout delay. I f the a pplicat ion of the curing
medium should for any reason lag placement for a
t ime sufficient to permit surface drying, the surface
should be kept da mp with a fog spray, a nd placement
should be discontinued until corrective action can betaken. The fog spray equipment will be capable of
applying a very fine mist to the concrete to replace
moisture lost by evaporation. In windy areas,
screens may be needed to protect the concrete from
rapid evaporation caused by wind. Steps shal l be
taken to avoid an evaporation rate in excess of 0.2
pound per square foot per hour as shown in figure 1.
This is adequate for most conditions, but there are
reports of plastic-shrinkage cracking occurring
under adverse conditions when the indicated evapor-
ation rate was as low as 0.15 pound per square foot
per hour. Additional information is available in ACI
305R.
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Figure 1. Prediction of concrete rate of evaporation
( F r o m C u r i n g o f C o n c r e t e , C o n c r e t e I n f o r m a t i o n S h e e t ,
5.0
4.0
3.0a
I
2.0y
1.0
0
1 9 6 6 , w i t h p e r m i s s i o n o f t h e P o r t l a n d C e m e n t A s s o c i a t i o n ,
S k o k i e , I L . )
-
8/21/2019 STANDARD PRACTICE FOR CONCRETE PAVEMENTS
24/55
TM 5-822-7/AFM 88-6, Chap. 8
j. Placing of small areas. For vehicular parking and
paving projects of 1,600 cubic yards or less, machine
spread ing, f inishing, a nd floating w il l not be required
if the benefits derived from the use of the equipment
are not commensurate with the cost of using the
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