0_seminar lijuwilliam.pdf

Department of Civil Engineering seminar 2019
Govt. Polytechnic College Chelakkara
1
SEMINAR REPORT ON
HIGH PERFORMANCE CONCRETE
Submitted by
LIJUWILLIAM
(REGISTER NO. 17011295)
In partial fulfillment for the award of the diploma
in
CIVIL ENGINEERING
Guided By
Mrs. MANASA P S
DEPARTMENT OF CIVIL ENGINEERING
GOVERNMENT POLYTECHNIC COLLEGE
CHELAKKARA – 680586
2019

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DEPARTMENT OF CIVIL ENGINEERING
GOVERNMENT POLYTECHNIC COLLEGE
CHELAKKARA
CERTIFICATE
This is to certify that the Seminar Report entitled
HIGH PERFORMANCE CONCRETE
was presented by
LIJUWILLIAM
(Reg.No:17011295)
of the fifth semester Diploma (Civil Engineering) in partial fulfillment of the academic
requirements for the award of the Diploma in Civil Engineering in the year 2019-2020
from Govt. Polytechnic College Chelakkara under the Board of Technical Education.
Seminar Guide
MANASA P S USHA K M
Lecturer Head of the Department
Department of Civil Engineering Department of Civil Engineering
INTERNAL EXAMINER EXTERNAL EXAMINER

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ABSTRACTS
High Performance Concrete is that concrete which meets special performance and
uniformity requirements that cannot always be achieved by conventional material,
normal mixing, placing and curing practices .Architects, engineers and constructors all
over the world are finding that using HPC allows them to build more durable structures
at comparable cost. HPC is being used for building in aggressive environments, marine
structures, highway bridges and pavements, nuclear structures, tunnels, precast units.
This reports aims to discuss the application of HPC particularly for bridge structures.
The use of HPC was found to have added advantages compared with normal concrete
in areas of strengths, service life, construction time, economy, etc

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ACKNOWLEDGEMENT
I express my sincere thanks to Mrs. Manasa PS, Seminar guide, Lecturer, Department
of Civil Engineering, for her valuable advice and guidance. I also express my heartfelt
thanks to Mrs. Usha K M, Head of the Department, Dept. Of Civil Engineering, for her
co-operation and assistance.
I extend my wholehearted gratitude to all the faculties and lab staffs of the department
for their valuable guidance connected with the seminar.
Mrs. USHA K M (Head of the Department)
Mrs. SANUJA D V (Lecturer, Seminar Guide)
Dr. ANITHA JACOB (Lecturer)
Mr. SREEJITH K S (Lecturer)
Mrs. HIMA M U (Lecturer)
Mrs. MANASA P S (Lecturer)
Mr. SIVARAMAN R (Demonstrator)
Mrs. VEENA C C (Demonstrator)
Mr. GEORGE THOMAS (Trade Instructor)
Mr. ARJUN M B (Trade Instructor)
Mr. PRAJEESH P S (Tradesman)
Mr. ANOOP SHANKAR M S (Tradesman)
I would also like to thank the staffs of our library- reference section, and my friends
for their support. Finally, and most of all, I would like to thank my parents for their
eternal support and encouragement.

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CONTENTS
Page No.
1) INTRODUCTION. 8
1.1GENERAL. 8
1.2HIGH PERFORMANCE CONCRETE. 8
1.3HIGH PETFORMANCE CONCRETE BRIDGES. 15
2. CASE STUDY. 17
2.1GENERAL. 17
2.2OBJECTIVR AND SCOPE. 19
2.3 PROPERTIES OF HPC. 19
2.4 ADVANTAGES OF USING HPC. 22
2.5 DISADVANTAGES. 23
3. DISCUSSION. 24
REFERENCES 25

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LIST OF TABLES
Page No.
Table 1. Different Mineral Admixtures Used In HPC. 12
Table 2 Different Chemical Admixtures Used in HPC. 14
Table 3. HPC target performance criteria. 20
Table 4. HPC mix proportion. 21

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LIST OF FIGURES
Page No
Figure.1. Schematic representation of stress-strain curve
From a uniaxial test along with the simplified crack pattern. 9
Figure 2. Cross section of the pier elevation shows the main
Components of a bridge system. 16
Figure 3. US 401 Southbound Bridge over the Neuse River, Raleigh ,Nc 18
Figure 4. US 401 southbound Bridge over the Neuse River plan view. 18
Figure 5. Typical cross-section of southbound Bridge. 18

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1. INTRODUCTION
1.1 GENERAL
Concrete is considered as durable and strong material. Reinforced concrete is one of
the most popular material used for construction around the world. Reinforced concrete
is exposed to deterioration in some regions especially in costal regions. There for
researchers around the world are directing their efforts towards developing a new
material to over come this problem. Invention of large construction plants and
equipment’s around the world added to the increased use of material. This scenario led
to the use of additive materials to improve the quality of concrete. As an out come of
the experiments and researches cement based concrete which meets special
performance with respect to workability, strength and durability known as” High
Performance Concrete” was developed.
1.2 HIGH PERFORMANCE CONCRETE
High performance concrete (HPC) is that which is designed to give optimized
performance characteristics for the given set of materials, usage and exposure
conditions, consistent with requirement of cost, service life and durability.
The American Concrete Institute (ACI) defines HPC ‘‘as concrete which meets special
performance and uniformity requirements that cannot always be achieved routinely by
using only conventional materials and normal mixing, placing, and curing practices.”
High performance in a broad manner can be related to any property of concrete. It can
mean excellent workability in the fresh state like self-levelling concrete or low heat of
hydration in case of mass concrete, or very rigid setting and hardening of concrete in
case of sprayed concrete or quick repair of roads and airfields, or very low
imperviousness of storage vessels, or very low leakage rates of encapsulation
containments for contaminating material.

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HPC is composed of the same material as normal concrete, but it has been engineered
to achieve enhanced durability or strength characteristics, or both, to meet the specified
demands of a construction project. The main ingredients of high performance concrete
are cement, fine aggregate, coarse aggregate, water, mineral admixtures and chemical
admixtures.
If the structure of normal strength concrete (NSC) is compared with high performance
concrete (HPC) one notes several differences: The matrix stiffness of HPC is larger
than NSC and approaches the stiffness of the aggregate, the bond strength between
matrix and aggregate is higher for HPC, matrix tensile strength is higher, Reduced
internal cracking in terms of number of cracks and size of intrinsic cracks before
loading. These aspects show that HPC is more elastic and more brittle than NSC.
Figure.1 Schematic representation of the stress-strain curve from a uniaxial test
along with the simplified crack pattern.
HPC has a greater Young’s modulus than NSC and the post-peak softening branch is
steeper. High Performance Concrete (HPC) is more homogeneous than normal strength
concrete (NSC).

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HPC does not simply mean high strength concrete (HSC), but also includes other
enhanced material properties such as early-age strength, increased flow ability, high
modulus of elasticity (MOE), low permeability, and resistance to chemical and physical
attack (increased durability). HPC is usually high strength concrete (HSC), but HSC
may not always be of high performance.
1.2.1 SUPPLEMENTARY CEMENTING MATERIALS
Fly ash, silica fume, or slag are often mandatory in the production of high-strength
concrete; the strength gain obtained with these supplementary cementing materials
cannot be attained by using additional cement alone .These supplementary cementing
materials are usually added at dosage rates of 5% to 20% or higher by mass of
cementing material. Some specifications only permit use of up to 10%silica fume,
unless evidence is available indicating that concrete produced with a larger dosage rate
will have satisfactory strength, durability, and volume stability. The water-to-
cementing materials ratio should be adjusted so that equal workability becomes the
basis of comparison between trial mixtures. For each set of materials, there will be an
optimum cement-plus-supplementary cementing materials content at which strength
does not continue to increase with greater amounts and the mixture becomes too sticky
to handle properly. Blended cements containing fly ash, silica fume, slag, or calcined
clay can be used to make high-strength concrete with or without the addition of
supplementary cementing materials

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1.2.2 HIGH PERFORMANCE CONCRETE CHARACTERISTICS
High-performance concrete characteristics are developed for particular applications and
environments; some of the properties that may be required include:
• High strength
• High early strength
• High modulus of elasticity
• High abrasion resistance
• High durability and long life in severe environments
• Low permeability and diffusion
• Resistance to chemical attack
• High resistance to frost and deicer scaling damage
• Toughness and impact resistance
• Volume stability
• Ease of placement
• Compaction without segregation
• Inhibition of bacterial and mold growth
1.2.3 APPLICATION OF ADMIXTURES
Admixtures plays key role in the production of High Performance Concrete. Both
Chemical and Mineral Admixtures form a part of the High Performance Concrete mix.

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The major difference between Conventional Cement Concrete and High Performance
Concrete is essentially the use of Mineral Admixtures in the latter. They are used for
various purposes depending upon their properties. Table 1shows different types of
Mineral Admixtures with their particle characteristics
.
Table 1. Different Mineral Admixtures used in HPC.
Mineral
Admixtures
Classification Particle characteristics
Ground
granulated
blast furnace
slag
Cementations
and pozzolanic
Unprocessed materials are
grain like sand ground to
size <45 μm particles and
have a rough texture
Fly ash
Cementitiou
and pozzolanic
Powder consists of
particles size <45 μm,10%
to 15% are more than 45
μm, solid spheres and
generally smooth
Silica fume Highly active
pozzolana
Fine powder consisting
of solid spheres of 0.1
μm average diameter
Rice husk ash Highly active
pozzolana
Particles are <45 μm in
size and have cellular
and porous structure

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Chemical composition determines the role of Mineral Admixtures in enhancing
properties of concrete. Different materials with Pozzolanic properties such as Fly Ash
(FA), Ground Granulated Blast Furnace Slag (GGBS), Silica fume(SF), High
Reactivity Metakaolin (HRM), Rice Husk Ash(RHA), Copper Slag, Fine Ground
Ceramics have been widely used as supplementary cementitious materials in the
production of High Performance Concrete. Fly Ash (FA) and Silica fume (SF) act as
Pozzolanic materials as well as fine fillers; thereby the microstructure of the hardened
cement matrix becomes denser and stronger. The use of Silica fume fills the space
between cement particles and between aggregate and cement particles. It does not
impart any strength to it, but acts as a rapid catalyst to gain the early age strength. Such
applications not only help to improve the strength and durability characteristics of High
Performance Concrete but will also help to dispose more of the industrial by-products
which are major environmental threats
Different Chemical admixtures (Super plasticizers) are extensively used in
development of High Performance Concrete, as they increase the efficiency of cement
paste by improving workability of the mix and thereby resulting in considerable
decrease of water requirement. Plasticizers and Super Plasticizers help to disperse the
cement particles in the mix and promote mobility of the concrete mix. Retarders help
in reduction of initial rate of hydration of cement so that fresh concrete retains its
workability for a longer time. Air entraining agents artificially introduce air bubbles
that increase workability of the mix and enhance the resistance to deterioration due to
freezing and thawing actions. Some of the Chemical Admixtures are represented in
Table 2 with their functions.

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Table 2. Different Chemical Admixtures used in HPC
Chemical
Admixtures
Function
Super
Plasticizer
To reduce the water requirement by 15% to 20% without
affecting the workability leading to a high strength and
dense concrete
Accelerator To reduce the setting time of concrete thus helping early
removal of forms and therefore used in cold weather
concreting
Water reducing
admixture
To achieve certain workability (slump) atlow water cement
ratio for a specified strength thus saving on the cement
Retarder To increase the setting time by slowing down the hydration
of cement and therefore are preferred in places of high
temperature concreting
Air entraining
admixture
To entrain small air bubbles in concrete which act as rollers
thus improving the workability and therefore very effective
in freeze-thaw cycles as they provide a cushioning effect on
the expanding water in the concreting in cold climate

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1.3 HIGH PERFORMANCE CONCRETE BRIDGES
High performance concrete bridges include two key elements: total precast bridge
systems that can dramatically improve construction speed and high performance
concrete that can improve durability and structural efficiency. In HPC bridges, these
improvements are achieved at no cost premium and often at a reduced initial cost.
Designing with HPC components can drastically reduce construction time because
various precast components can be combined to allow a truck-to-structure systems
approach without waiting for site forming and curing. Full depth precast decks are being
used on both new and rehabilitated bridges. The cost for this approach can result in
overall savings due to more efficient designs that permit longer spans or fewer girders
and/or piers. HPC can be used effectively in virtually all bridge components to aid in
minimizing construction and future maintenance. HPC components can include piles
and pile caps, piers and column bents, abutments, decks, and rails and barriers. HPC
uses the same materials as typical concrete but is engineered to provide higher strength
and better durability. These attributes can be varied to align with the design’s needs.
They will be affected by environmental and geographic conditions and the specific
bridge components (that is, substructure, beams or deck).

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Figure.2 Cross section of the pier elevation shows the main components of a
bridge system.
1.3.1 ADVANTAGES OF HPC BRIDGES
Overall, the advantages accruing from higher durability and/or additional strength
include a variety of benefits:
• Longer service life thanks to higher durability and lower chloride penetration. When
needed, bridge life can extend to 100 years or even more.
• Lower maintenance and inspection requirements, especially since the bridge requires
no painting or rust protection. This savings grows with the bridge’s longer service life.
• Longer spans, which can reduce costs by eliminating piers or allowing the use of
concrete beams instead of steel beams.
• Wider beam spacing, reducing the number and cost of beams.
• Shallower beams due to higher concrete strength.
• Improved mechanical properties such as greater tensile strength.
• Rapid construction due to the ability to factory-cast components while site work is
underway and the ability to erect pieces upon delivery. These benefits cut the time
necessary for disruptions to local traffic.

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• Predictable performance and close tolerances for precast members due to the high
quality achieved through PCI certification and casting under controlled conditions in
the plant.
In general, HPC components can produce lighter, longer precast pieces and smaller-
diameter columns that creep less. This means span lengths can be lengthened and under
clearances can be maximized.
2. CASE STUDY
2.1 GENERAL
In this study work done by Halim M. Dari, Matthew C. Wagner, Mervyn J. Kowalsky,
Paul Zia on the “Behavior of instrumented high performance concrete bridge girders”
is discussed
A comprehensive monitoring of the behavior of four prestressed high performance
concrete (HPC) bridge girders, with higher compressive strength, during construction
and while in-service, is presented. The monitoring program covered instrumentation
and monitoring of a series of four girders during the casting operation, after
construction, under the effects of traffic and thermal loads, as well as under controlled
load conditions.
Figure.3 shows the bridge for three southbound lanes under construction, which forms
the basis for the work described in this paper. Figures.4 and 5 show the plan of the
bridge and a typical cross section respectively.

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Figure.3 US 401 Southbound Bridge over the Neuse River, Raleigh, NC.
Figure.4 US 401 Southbound Bridge over the Neuse River plan view.
Figure.5 Typical cross-section of Southbound Bridge.

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2.2 OBJECTIVE AND SCOPE
The objective of the research presented in this paper is to develop an understanding of
the behavior of HPC in bridge structures. This objective was achieved through a
comprehensive monitoring program including: (1) characterization of the actual HPC
utilized in the construction of the bridge, (2) extensive instrumentation and monitoring
of a series of four girders in the bridge during the casting operation, and (3) monitoring
of the bridge structure after construction under the effects of traffic and thermal loads,
as well as controlled load conditions.
2.3 PROPERTIES OF HPC
For the HPC used in the US 401 Bridge, selected performance criteria are shown in
Table.1. Tests were conducted on the material to evaluate its compressive strength,
flexural strength, modulus of elasticity (MOE), modulus of rupture (MOR), creep,
shrinkage, thermal properties, and chloride permeability. In all cases, the concrete
samples were taken from batches of material used in four instrumented bridge girders.
Two were AASHTO (American Association of State Highway and Transportation
Officials) Type IV
girders (designated as A4 and B4) and two were AASHTO Type III girders (designated
as C4 and D4) as shown in Figure.4.

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Material characteristics. Target value
Table.3 HPC target performance criteria.
Compressive strength at 28 days
Modulus of elasticity
Shrinkage
Target slump before/after addition of plasticizer
Air content (range)
Creep
Freeze–thaw durability (x = relative
dynamic modulus of elasticity after 300 cycles)
Chloride permeability (x = coulombs)
Scaling resistance (x = visual rating of surface after 50 cycles)
Abrasion resistance (x = average depth of wear in inches)
Resistance to internal chemical attack (x = alkali in cement)
69 < x< 76 MPa
41 < x <52 GPa
x < 400 micro strain
0/203 mm
%3–5
45 < x > 30/MPa
x< 80%
800 < x <2000
x = 2.3
x < 0.02
x < 0.4%

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2.3.1 MATERIAL TESTING
Numerous 102 * 203 mm cylinders, six 76 * 76 *286 mm prisms, and six 152 * 152
*508 mm prisms were cast for the material testing. The specimens were cured along
side with the girders to keep the curing temperatures for the specimens as close as
possible to those of the actual girders. Table.3 shows the mix proportion of the concrete
that was used for the girders. The test results of compressive strength, modulus of
elasticity, shrinkage, creep, etc. met the performance criteria.
Materials used to produce the mix
Water/cementitious materials 0.305
Cement, Type I/II (kg/m3) 518
Coarse aggregate78 m (kg/m3) 892
Coarse aggregate 67 m (kg/m3) 259
Fine aggregate (kg/m3) 521
Water (kg/m3) 1000/1
AEA, micro-Air (kg/m3) 0.223
HRWR (kg/m3) 3.0
Retarder (kg/m3) 1.334
Table 4 HPC mix proportion.

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2.4 ADVANTAGES OF USING HPC
• Reduction in Member size, resulting in increase in plinth area/useable area and
direct savings in the concrete volume saved.
• Reduction in the self-weight and super-imposed DL with the accompanying saving
due to smaller foundations.
• Reduction in form-work area and cost with the accompanying reduction in shoring
and stripping time due to high early-age gain in strength.
• Construction of High –rise buildings with the accompanying savings in real-estate
costs in congested areas.
• Longer spans and fewer beams for the same magnitude of loading.
• Reduced axial shortening of compression supporting members.
• Reduction in the number of supports and the supporting foundations due to the
increase in spans.
• Reduction in the thickness of floor slabs and supporting beam sections- which are a
major component of the weight and cost of the majority of structures.
• Superior long-term service performance under static, dynamic and fatigue loading.
• Low creep and shrinkage.
• Greater stiffness as a result of a higher modulus, Ec
• Higher resistance to freezing and thawing, chemical attack, and significantly
improved long term durability and crack propagation.
• Reduced maintenance and repairs.
• Smaller loss in value as a fixed cost.

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2.5 DISADVANTAGES
The current disadvantages of HPC pointed out by some engineers include:
• the initially higher construction bid prices to be expected with the use of any
new technology
• quality control concerns related to various material selection, testing methods
in use and the number of tests
• Instabilities concerns that could result from reduced stiffness
• Fire resistance concerns

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3. DISCUSSION
This research examined the material properties and behavior of four prestressed HPC
girders during casting and initial curing as well as during service. Based on this
research, the following conclusions can be drawn:
. 1. During concrete curing, the temperature measured by the embedded thermocouples
showed that peak temperatures occurring 7–8 h after casting never reached more than
Therefore, there was no danger of thermal cracking.
2. Based upon the load cell readings, practically there were no changes of the initial
prestressing force up to the time of detensioning. Therefore the measurement suggested
that there was no loss of prestress due to strand relaxation prior to detensioning.
3. Upon detensioning, the transfer lengths for the 0.015 m strand were found to be 0.711
m and 0.660 m respectively, for Type III and Type IV girders. These values are slightly
less than the standard design value of 50 times the strand diameter or 0.762 m.
4. The calculated prestress loss due to elastic shortening was 82.7 MPa for the Type III
girders and 124.8 MPa for the Type IV girders. Total prestress loss was 179.3 MPa),
i.e. 12.9%, for the Type III girders and 262.7 MPa, i.e. 19.1%, for the Type IV girders.
5. The predicted camber compared closely with the measured camber. The close
prediction was possible because the use of load cells at the anchoring end of the
prestressing bed provided a more accurate value of the prestressing force at
transfer than the normally assumed prestressing force based on estimated loss of
prestress.
6. Girder end displacements were caused mainly by thermal effects with small effect
due to traffic loading, while displacements due to end rotations could be neglected,
however, maximum total girder end displacement was less than a quarter an inch.

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7. The calculated strains and deflections based on AASHTO load distribution factors
were found to be higher than actual recorded data.
REFERENCES
1. B.H. Bharatkumar, R. Narayanan, B.K. Raghuprasad, D.S.
Ramachandramurthy(2000) “Mix proportioning of high performance concrete” Cement
& Concrete Composites 23 (2001) 71-80
2. D. Cusson, Z. Lounis, L. Daigle(2010) “Benefits of internal curing on service life
and life-cycle cost of high-performance concrete bridge decks – A case study” Cement
& Concrete Composites 32 (2010) 339–350
3. Hazim M. Dwairi, Matthew C. Wagner, Mervyn J. Kowalsky, Paul Zia(2010)
“Behavior of instrumented prestressed high performance concrete bridge girders”
Construction and Building Materials 24 (2010) 2294–2311
4.C.S. Suryawanshi (March 2007) “Structural significance of high performance
concrete” THE INDIAN CONCRETE JOURNAL
5. Design and Controll of Concrete Mixtures*EB001 “CHAPTER 17 High-
Performance Concrete”
6. Guest Article “Group Promotes Benefits Of High Performance Concrete Bridges”
ASCENT,WINTER 2001 by Basile G. Rabbat

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