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Guide for Structural Lightweight-Aggregate Concrete Reported by ACI Committee 213
First Printing June 2014 ISBN: 978-0-87031-897-9
Guide for Structural Lightweight-Aggregate Lightweight-Aggregate Concrete Copyright by the American Concrete Institute, Farmington Farmington Hills, MI. All rights reserved. This material may not be reproduced or copied, in whole or part, in any printed, mechanical, electronic, film, or other distribution and storage media, without the written consent of ACI. The technical committees responsible for ACI committee reports and standards strive to avoid ambiguities, omissions, and errors in these documents. In spite of these efforts, the users of ACI documents occasionally find information or requirements that may be subject to more than one interpretation or may be incomplete or incorrect. Users who have suggestions for the improvement of ACI documents are requested to contact ACI via the errata website at http://concrete.org/Publications/ DocumentErrata.aspx. DocumentErrata.aspx. Proper use of this document includes periodically checking for errata for the most up-to-date revisions. ACI committee documents are intended for the use of individuals who are competent to evaluate the significance and limitations of its content and recommendations and who will accept responsibility for the application of the material it contains. Individuals who use t his publication in any way assume all risk and accept total responsibility for the application and use of this information. All information in this publication is provided “as is” without warranty of any kind, either express or implied, including but not limited to, the implied warranties of merchantability, merchantability, fitness for a particular purpose or non-infringement. non-infringement. ACI and its members disclaim liability for damages of any kind, including any special, indirect, incidental, or consequential damages, including without limitation, lost revenues or lost profits, which may result from the use of this t his publication. It is the responsibility of the user of this document to establish health and safety practices appropriate to the specific circumstances involved with its use. ACI does not make any representations with regard to health and safety issues and the use of this document. The user must determine the applicability of all regulatory limitations before applying the document and must comply with all applicable laws and regulations, including but not limited to, United States Occupational Safety and Health Administration (OSHA) health and safety standards. Participation by governmental representatives representatives in the work of the American Concrete Institute and in the development of Institute standards does not constitute governmental endorsement of ACI or the standards that it develops. Order information: ACI documents are available in print, by download, on CD-ROM, through electronic subscription, or reprint and may be obtained by contacting ACI. Most ACI standards and committee reports are gathered together in the annually revised ACI Manual of Concrete Practice (MCP). American Concrete Institute 38800 Country Club Drive Farmington Hills, MI 48331 Phon Phone: e: +1.24 +1.248. 8.848 848.37 .3700 00 Fax: +1.248.848.3701 www.concrete.org
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Consulting Members *
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The guide summarizes the present state of o technology, presents and interprets the data on lightweight-aggregate g concrete from many laboratory studies and the accumulated a experience rience rience resulting resu resulti ltin n from its successful use, and reviews performance r ce of structural ral lighthtweight aggregate concrete in service. e
concrete for structural purposes and discusses, es, in a condensed on fashion, the production methods for and inherent properties properties of structural lightweight aggregates. Current practices for proportioning, mixing, transporting, and placing; properties of hardened concrete; and the design of structural concrete with reference to ACI 318 are all discussed.
Keywords: abrasion resistance; aggregate; bond; contact zone; durability;
1.2.1 Historical background—
1.2.3 Early modern uses––
1.2.2 Development of manufacturing p process––
aggregate
and 3.3.4 Strength of lightweight aggregates—
3.3.1 Particle shape and surface texture— tur
3.3.4.1 Strength ceiling—
wc 3.3.2
3.3.3 Bulk density—
3.3.5 Total porosity—
; m Fig. 3.3.5—Representation sentatio of solids, pores, and voids in LWA. L C D 3.3.6 Grading— in
w cm
A
3.3.7 Moisture content and absorption—
B
p
Fig. 3.3.8—Relationship between mean particle density and mean dynamic modulus of elasticity for particles of LWAs ( Bremner and Holm 1986 ).
w cm calcu
3.3.8 Modulus of elasticity of LWA particles
4.3.1 Cementitious and pozzolanic materials—
E
p
4.3.2 Lightweight aggregates—
E
4.4.1.2 Density—
4.3.3 Normalweight aggregates—
4.3.4 Admixtures—
4.4.1.3 Modulus odulus of elasticity—
E c are
discussed in detail in 4.4.1.4 4. 4 S Slump—
and
4.4.1.5 5 Entrained-air -air content— c
Table
4.4.1 4.4.1.1 Compressive strength—
w cm
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4.4.1.6 Other properties—
and 4.4.2 Workability— 4.5.1 A 4. Absolute volume ume method
4.4.3 Heat of hydration
w cm
and
4.4.4 Water-cementitious materials ratio—
w cm can
4.5.2 Volumetric method—
w cm
4.7.1 Pumping lightweight concrete 4.7.1.1 General considerations —
Atmospheric—
4.7.1.2 P Proportioning ioning pump mixtures—
Thermal—
Vacuum—
discusses in
4.7.1.3 Pump and pump system—
reducers
and possible
include nc u e
4.7.2 Finishing horizontal surfaces—
4.7.2.1 Slump—
; ;
4.7.2.2
Surface
preparation—
;
;
5.3.1 Fresh density —
Fig. 5.3.2—Concrete density versus time of drying for structural lightweight concrete ( Holm 1994 ).
ccan be determined e according accordi to
O
W d f f W dc
E = O
;
;
W ct V
O
;
5.4.1 Splitting tensile strength—
; and 5.4.1.1 Moist-cured concrete—
indicates a
5.3.2 Equilibrium density — 5.4.1.2 Air-dried concrete—
;
5.4.2 Modulus of rupture—
and
Fig. 5.4.1.1—Splitting tensile strength: moist-cured concrete.
f c
Fig. 5.4.1.2—Splitting tensile strength: air-dried concrete.
; E c
E c
Fig. 5.4.2a—Modulus of rupture: normally cured concrete. Fig. 5.5—Modulus of elasticity.
by testing according ng to
Fig. 5.4.2b—Modulus of rupture: steam-cured concrete.
E c = wc
f c
wc
E c
5.8.3 Steam-cured concrete—
and 5.8.4 Internal curing effect—
5.8.1
5.8.2 Normally cured concrete—
Fig. 5.8.2—Creep: normally cured concrete.
Fig. 5.7—Ultimate strain.
Fig. 5.8.3—Creep: steam-cured concrete.
; ;
;
;
;
5.9.1 Normally cured concrete—
;
5.9.2 Atmospheric steam-cured concrete—
f c f ct f ct
Fig. 5.9.2—Drying shrinkage: steam-cured concrete.
Fig. 5.9.1—Drying shrinkage: normally cured concrete.
Fig. 5.10—Bond strength: pullout tests.
5.12.1 Thermal conductivity— k
k
k
k=
mating k 5.12.1.1 Effect of moisture on thermal conductivity of concrete—
k to
k
k
k
k
wm and wo 5.12.1.1.1 .12.1.1. Recommended moisture factor correction for thermal conductivity— onductiv k per 1
w
k and
k
e 5.12.1.2 Equilibrium moisture content of concrete—
k
k under
Fig. 5.12.1—Relation of average thermal conductivity k values of concrete in oven-dry condition to density ( Valore 1980 ).
R1 R components and include standard constant R R is expressed as R
R=m
k
5.12.3
Fig. 5.12.1.3—Relation of average dry density ( Valore 1980 ).
values of concrete to
c
Thermal diffusivity diffusiv 5.12.4 . 5.12.1.3 Cement paste as insulating material
k w cm
W c
w cm
c
w cm encompasses
k
k 5.12.2 Thermal transmittance
U m o
U
m
U atures
U
;
;
;
;
; ;
Tests by
constructing a prototype magazine using commercially
Fig. 5.13—Fire endurance (heat transmission) of concrete slabs as a function of thickness for naturally dried specimens ( ACI 216.1 ).
by
6.3.1
and
;
w cm
6.3.2 Contact zone of mature concrete subjected to severe exposure
Fig. 6.3.2—Micrograph of contact zone.
w/cm type
cz
cz
cz
cz
cz
cz
6.3.4 Accommodation at aggregate-matrix interface
6.4.1 Carbonation in mature marine s tructures 6.4.1.1 General— 6.4.1.
and
related to w cm 6.3.3 Implications of contact zone on failure mechanisms—
6.4.1.2 Concrete ships, Cape Charles, VA—
; ;
;
;
w cm
6.4.1.3 Chesapeake Bay Bridge, Annapolis, n MD—
m w cm ; 6.4.1.4 Coxsackie Bridge, New York—
6.4.1.5 Bridges and viaducts in Japan—
by
6.4.2 Permeability and corrosion protection––
;
;
;
m
f c term by a
f ct
E c
f ct
f c
f ct
E c f ct E c
f ct
by
and
7.6.1 Passive reinforcement—
and
7.6.2 Active reinforcement—
and
to be
d b f sid b
7.9.1 Applications—
7.7.1
7.7.2 7.9.2 Properties—
7.9.2.1 1 Equilibrium rium density
7.9.2.2 7 2 Compressive sive strength str
7.9.2.3 Modulus of elasticity
E c
;
E c
7.9.2.4
Combined
loss
of
prestress—
demonstrated
7.9.2.5 Thermal insulation—
7.11.1 Ductility—
and
7.9.2.6 Dynamic, shock, vibration, and seismic resistance—
7.9.2.7 Cover requirements—
tions conducted on small specimens tested under controlled ; ;
Fig. 7.12a—Barge-mounted frame-placed beams. To the ( Brown et al. 1995 ).
Fig. 7.12b—Concrete weighing less than 120 lb/ft 3 (1920 kg/ m3 ) permitted 120 ft (37 m) spans for Florida bridge ( Brown et al. 1995 ).
Fig. 7.12c—Florida Department of Transportation predicted ( Brown et al. 1995 ).
SD
;
8.3.1 Precast
structures
w cm w cm
]) ( Holm and
3
Bremner 1994 ).
8.3.2 Buildings—
8.3.2.1 1967—
Fig. 8.3.2.2—Alternative construction schemes for transfer of high-strength normalweight concrete column loads Holm and Bremner 1994 ).
8.3.2.2 The North Pier Apartment Tower, Chicago, 1991—
8.3.2.3 The Bank of America, Charlotte, 1992—
Fig. 8.3.2.3—Bank of America, Charlotte, NC ( Holm and Bremner 1994 ).
8.3.3 Bridges—
8.3.3.1 Increased number of lanes during bridge rehabilitation—
1
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8.3.3.2 Increased load capacity—
Fig. 8.3.3.2a—Original and rehabilitated decks for Whitehurst Freeway ( Stolldorf and Holm 1996 ).
8.3.3.3 Bridges incorporating both lightweight-concrete spans and normalweight concrete spans—
Fig. 8.3.3.2b— AASHTO LRFD (1994) H20-44 and HS20-44 loadings ( Stolldorf and Holm 1996 ).
Expanded
8.3.4.2
8.3.4 Marine structures—
; 8.3.4.3 Hibernia ia oil oi platform, 1998—
8.3.4.1 Tarsiut Caisson Retained Island, 1981—
Fig. 8.3.3.3—Raftsundet Bridge ( Expanded Shale, Clay and Slate Institute 2001 ).
Fig. 8.3.4.1—Tarsuit Caisson Retained Island ( Concrete International 1982 ).
8.3.5 Floating bridge pontoons—
Fig. 8.3.4.3—Hibernia Offshore Platform (Expanded Shale, Clay and Slate Institute 2001).
; Fig. 8.3.5—Nordhordland Bridge, Bergen, Norway ( Elkem Micro Silica 2000 ).
w cm
as reported in
8.5.1 Transportation advantages—
m
reported by
structure
Fig. 8.5.1—Fresh and ASTM C567/C567M -calculated equilibrium concrete density with varying replacements of lime stone coarse aggregate with structural LWA ( Holm and Ries 2000 ).
Fig. 9.1––Illustration of the difference between internal distributed uniformly and spaced close enough to provide coverage for the entire paste system ( Castro et al. 2010a ).
Jensen ;
;
;
noticed by
;
M LWA S *
LWA =
C f CS
max
wc
and
used
Fig. 9.2a—Example of two-dimensional image 1.8 x 1.8 in. (30 x 30 mm) from internal curing simulation ( Bentz et al. 2005 )
Fig. 9.3a––Typical time-dependent water absorption of LWA ( Castro et al. 2011 ).
Fig. 9.2b––Volume of protected paste in concrete where 30 percent of aggregate by volume is replaced with different ( Henkensiefken et al. 2009c ) based on ASTM C33/C33M guidelines
Fig. 9.3b––Illustration – ration of o desirable and undesirable aggre gate desorption or behavior avior ( Castro et al. 2011 ).
suggested by
;
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†
†
1
11
* †
wc using calorimetry and 9.4.1 Effect of internal curing on plastic shrinkage
hydration ( Castro et al. 2011 ).
9.4.2 Effect of internal curing on concrete strength
w cm
w cm
w cm
wc
strength of mixtures containing supplementary ry materials ( De la Varga et al. 2011 )
Golias 2010 ).
ulus 9.4.3 Effect of internal curing on elastic modulus
wc
;
;
Fig.. 9.4.2c––Effect .2c of o internal inte curing on splitting tensile strength for stre o specimens ens cured cu under fall and summer conditions ( Byard and Schindler 2010 ).
measured a wc =
9.4.5 Effect of internal curing on volume change and cracking ––
; ;
;
;
;
9.4.4 Effect of internal curing on creep ––
and ; ;
in sealed concrete ( Golias 2010 ). shrinkage cracking ( Henkensiefken et al. 2009a ).
Fig. 9.4.3b––Effect of internal curing on modulus of elasticity for specimens cured under summer conditions ( Byard and Schindler 2010 ).
development pm and reserve stress capacity. (a) Plain mixture; and (b) mixture containing internal curing ( Schlitter et al. 2010 ).
and
9.4.6 Effect of internal curing on porosity ––
ning electron microscopy by ;
exam
reduced w c in n
wc
9.4.7
wc
obtained ain an wc
Fig. 9.4.5c––(a) Rigid cracking frame used; and (b) effect of internal curing on restrained stress development for specimens cured under fall conditions ( Byard and Schindler 2010 ).
Fig. 9.4.6––BSE/SEM images of mortar microstructures for si silica ica fume blended cement tions ( Bentz and Stutzman 2008 ). Scale bar for each image is located d in lo lower right corner.
conductivity ( Henkensiefken et al. 2009b ).
tion and electrical conductivity for samples with different / c ( Castro 2011 ).
Fig. 9.6––Comparison of present value cumulative expenditures for three bridge deck alternatives ( Cusson et al. 2010 ).
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