Final Presentation 24-5-08

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  • DESIGN OF HIGH PERFORMANCE CONCRETE (HPC) MIXTURE IN

    AGRESSIGE ENVIRONMENT

    United Arab Emirates University College of Engineering

    Civil and Environmental Engineering Department

    Graduation Project II

    Prepared by:Saeed Khamis Al Haddadi 200203853

    Nayel Rashid Al Shamsi 200216968

    Mansour Mohd Al Shebli 200204979

    Saeed Nahyan Al Ameri 200204458

    Muath Mohd Al Mazrooei 200205340

    Dr. Amr S. El Dieb

    2st Semester 2007/2008

  • Objective

    Mix Design Methods

    Experiment and Testing

    Gant Chart

    Introduction

  • HPC is defined as concrete which meets special

    performance and uniformity requirements that cannot

    always be achieved by using only the conventional

    materials

    Concrete is composed principally of aggregates, Portland

    cements, water, and may contain other cementations

    materials and/or chemical admixtures.

  • The selection of concrete proportions involves a balance between economy and requirements for place ability, strength, durability, and density (i.e. its performance).

    HPC is characterized by its high performance in any of its properties or characteristics

    Usually the term HPC is used to define high durable concrete (i.e. concrete characterized by high durability)

  • The required durability characteristics are governed by the application of concrete and by conditions expected to be encountered at the time of placement. These characteristics should be listed in the job specifications.

    Impact

    Concrete Environment Deterioration

    Impact

    Resistance Concrete Environment

    Durable

    Concrete

    (HPC)

  • The effect of different SCM with various dosages on

    HPC mixes will be evaluated for various aggressive

    environments.

    Different concrete mix design methods will be

    implemented and compared to design HPC mixes.

    Control concrete mix will be designed having a

    compressive strength of 40 to 50 MPa, slump between

    100 120 mm and the cement content is 350 kg/m3.

  • There are two well known mix design

    methods implemented by various codes :

    BS 8328 mix design method.

    ACI 211.1-91 mix design method.

  • To perform a concrete mix design several criteria (i.e

    inputs) are needed together with the properties of the used

    materials

    The criteria needed includes:

    Required strength

    Required slump

    Minimum cement content

    Properties of available or used materials; investigated in

    GPI

  • BS Method

    Approximate compressive strength (N/mm2) of concrete mixes

    made with a free water/cement ratio 0.5

  • BS Method..

    Relationship between

    compressive strength

    and free water-/cement

    ratio

    From this graph w/c

    ratio is determined for

    the required strength

    47

    0.47

  • BS Method

    Approximate free water content (Kg/m3) required to give

    various levels of workability.

    Slump is adjusted by admixture dosage

  • BS Method

    Estimated wet density

    of fully compacted

    concrete to calculate

    the aggregate quantity

    170

    2420

  • BS Method

    Determines the mixing ratio of fine and coarse aggregates

    depending on the grading zone of the fine aggregate (1,2,3 &4)

  • 35%

  • Relationship between water-cement or water- cementations

    materials ratio and compressive strength of concrete

  • Approximate mixing water and air content requirements for

    different slumps and nominal maximum sizes of aggregates

  • ACI Method

    Volume of coarse aggregate per unit of volume of concrete

  • Discussion

    After we used two methods we found ACI method is not

    appropriate to design our control mix because the maximum

    strength we can design using this method is 34 MPa and it is

    using cylinder not cube so BS method is used.

    incorporation of supplementary materials such as Slag and

    Silica fume.

    Typical concrete mix used in the country is designed using

    material investigated in GPI.

  • Criteria for mix design

    Parameters:

    Silica fume

    Slag

    Combination of silica fume and slag

    Many ready mix company in my country used silica fume in range of 8% and slag in range of 40% to 60% of cement content.

    We will use 5% , 8%, and 15% of silica fume to make comparison between it.

    Also we will used 25%,40% and 60% of slag to compare between it.

    In addition, we will study the ternary blends ( silica fume and slag ).

  • Strength 40-50 MPa

    Slump 100-

    C.C. at least 350 kg/m3

    Cement Sand

    Dune

    sand

    C.Agg.(S2-

    20mm) C.Agg.(S1-10mm) Water Slag

    Silica

    Fume Admixtures

    22.4 35.5 11.9 50.5 21.3 10.6 0 0 Variable

    Cement Sand

    Dune

    sand

    C.Agg.(S2-

    20mm)

    C.Agg.(S1-

    10mm)

    Water cement

    ratio Water Slag

    Silica

    Fume Admixtures

    350 555 186 790 333 0.47 166 0 0 Variable

    Batch Quantities

    Mix Proportions/ m3

    Criteria for mix design

  • EXPERMINT AND TESTING

  • SCM

    SCM usually works in two ways:

    As microfilling materials i.e. physical effect (in early stages)

    Pozzolanic materials (in late stages)

    Microfilling Effect

    (Physical effect)

    Introduction

  • Pozzolanic Reaction

    SCM in finely divided form provides a source of

    reactive silica that in the presence of moisture will

    combine with CH to form C-S-H and other

    cementing.

    Typically slow down hydration, but significantly

    improve durability and long-term strength

    Introduction

  • Pozzolanic Reaction

    2C3S + 6H C-S-H + 3CH

    2C2S + 4H C-S-H + CH

    CH + SCM + H C-S-H

    Introduction

  • Hydration of C3S & C2S

    C-S-H

    CH

    Introduction

  • Result of the reduction of high-purity

    quartz with coal in an electric arc

    furnace in the manufacture of silicon

    or ferrosilicon alloy.

    Have large surface area

    Silica Fume

    SCM Material

  • Slag

    Made from iron blast-furnace slag.

    It is a non-metallic hydraulic cement consisting essentially of

    silicates and alumino-silicates of calcium.

    SCM Material

  • Total

    Quantities

    C1 C1-SF5 C1-SF8 C1-SF15 C1-S25 C1-S40 C1-S60 C1-S25-SF5 C1-S25-SF8 C1-S40SF5 for all Mixes

    Cement kg 22.4 21.3 20.6 19.0 16.8 13.4 9.0 15.7 15.0 12.3 166

    Sand kg 35.5 35.4 35.3 35.1 35.4 35.3 35.2 35.3 35.3 35.3 353

    Dune Sand kg 11.9 11.8 11.8 11.8 11.8 11.8 11.8 11.8 11.8 11.8 118

    C.Agg.(S2-20mm) kg 50.5 50.4 50.3 50.0 50.4 50.2 50.1 50.3 50.3 50.2 503

    C.Agg.(S1-10mm) kg 21.3 21.2 21.2 21.1 21.2 21.2 21.1 21.2 21.2 21.1 212

    Water lit 10.6 10.6 10.6 10.6 10.6 10.6 10.6 10.6 10.6 10.6 106

    Slag kg 0.0 0.0 0.0 0.0 5.6 9.0 13.4 5.6 5.6 9.0 48

    Silica Fume kg 0.0 1.1 1.8 3.4 0.0 0.0 0.0 1.1 1.8 1.1 10

    Admixtures kg To be adjusted to maintain a constant slump of 100-120mm

    Batch Quantities

    Mixes

  • Mix name C1 C1-SF5 C1-SF8 C1-SF15 C1-S25 C1-S40 C1-S60

    C1-S25-

    SF5

    C1-S25-

    SF8

    C1-S40-

    SF5

    Mix date Mon 18/2 Tu 19/2 Th 21/2 Mo 25/2 Tu 26/2 Th 28/2 Mo 3/3 Tu 4/3 Th 6/3 Mo 10/3

    Batching Strategy

    Lab strategy

    Table 4.2.1

  • Lab strategy

    Testing Strategy

    Table 4.2.2

  • Laboratory

  • Laboratory

  • Laboratory

  • Laboratory

  • Laboratory

  • We did four type of tests which are:

    Compressive Strength (Cube Test):

    Normal compressive strength

    Compressive Strength in Sulfate Solution

    Tensile Strength.

    Sorptivity Test.

    Resistivity Test

    Testing

  • 10 cm

    10 cm

    Normal compressive strength

    Compressive Strength

  • Figure 5.4: Compressive strength at 7, 28 and 56 days for different dosage of silica

    fume

    Normal compressive strength

  • Figure 5.5: Compressive strength at 7, 28 and 56 days for mixes with different dosage of slag

    Normal compressive strength

  • Figure 5.6: Compressive strength at 7, 28 and 56 days for mixes

    combination with slag and silica fume in different dosage.

    Normal compressive strength

  • Compressive strength in sulfate

    solution

    100 Liter with 5% NaSO4 Water heater

  • Compressive strength in sulfate solution

  • Silica fume effect:

    Table 5.3.1.1: Test results for different percentage of SF

    Compressive strength in sulfate solution

  • Figure 5.7: Effect of sulfate solution on cube strength in ambient temperature for mixes

    with different SF dosage

    Silica fume effect:

    Compressive strength in sulfate solution

  • Figure 5.8: Effect of high temperature sulfate solution on cube strength for mixes with

    different dosage of SF

    Silica fume effect:

    Compressive strength in sulfate solution

  • Table 5.3.1.2: Reduction in strength at different immersion periods for different

    percentages of Silica Fume

    Silica fume effect:

    Compressive strength in sulfate solution

  • Figure 5.9:

    Difference in strength

    between hot results

    and ambient for differ

    percentages of SF in

    sulfate solution

    Silica fume effect:

    Compressive strength in sulfate solution

  • Slag effect:

    Table 5.3.2.1: Test results for different percentage of Slag

    Compressive strength in sulfate solution

  • Compressive strength in sulfate solution

    Slag effect:

    Figure 5.10: Effect of ambient temperature sulfate exposure on mixes

    with different Slag contents

  • Compressive strength in sulfate solution

    Slag effect:

    Figure 5.11: Effect of high temperature sulfate exposure on mixes

    with different Slag contents

  • Compressive strength in sulfate solution

    Slag effect:

  • Compressive strength in sulfate solution

    Figure 5.12: Difference in strength between hot results and ambient for differ

    percentages of Slag in sulfate solution

    Slag effect:

  • Compressive strength in sulfate solution

    Combined slag & silica fume:

    Table 5.3.3.1: Test results for different percentage of Slag and Silica Fume

  • Compressive strength in sulfate solution

    Combined slag & silica fume:

    Figure 5.13: Effect of high temperature sulfate exposure on mixes with

    combined slag and silica fume with different contents

  • Compressive strength in sulfate solution

    Combined slag & silica fume:

    Figure 5.14: Effect of ambient temperature sulfate exposure on mixes with

    different Slag and Silica Fume contents

  • Compressive strength in sulfate solution

    Combined slag & silica fume:

    Table 5.3.3.2: Reduction in compressive strength for combined slag and silica

    fume mixes in sulfate solution.

  • Compressive strength in sulfate solution

    Combined slag & silica fume:

    Figure 5.15: Difference in strength between hot results and ambient for

    differ percentages of Slag and Silica Fume in sulfate solution

  • Compressive strength in sulfate solution

    Strength Reduction:

    Table 5.3.4.1: Reduction in compressive strength for combined slag and

    silica fume mixes in sulfate solution

  • Compressive strength in sulfate solution

    Strength Reduction:

    Figure 16: Strength reduction at 56 age

  • Tensile strength

    10 cm

    20 cm

    2*Failure Load (N)

    *200*100 Ft =

    Splitting tensile Strength

  • Tensile strength

    Table 5.4.1: Test results at 7 & 28 days of age

  • Tensile strength

    0.00

    0.50

    1.00

    1.50

    2.00

    2.50

    3.00

    3.50

    4.00

    4.50

    5.00

    Ten

    sil

    e S

    tren

    gth

    (M

    pa)

    C1 C1-SF5 C1-SF8 C1-SF15

    Mixes Name

    Split Strength in Difference Ages in Slica Fume

    7 Days

    28 Days

    Figure 5.18: Splitting tensile strength for silica fume mixes.

  • Tensile strength

    Figure 5.19: Splitting tensile strength for slag mixes.

  • Tensile strength

    Figure 5.20:

    Splitting tensile strength

    for combine slag & silica

    fume mixes.

  • Sorptivity test

    ASTM C 1585; Sorptivity Test

    recently

    Require a concrete disc of at least 300gm weight

    Concrete specimens are oven dried

    One surface of the specimen is exposed to water and the change in

    weight with time is measured (at least 5 measurements) over 30

    minutes period

    Plot the graph between penetration depth (i) and square root of

    time (time1/2) to calculate Sorptivity

  • Sorptivity test

    Concrete

    Specimen

    Container

    Water

    Circular support

    Surface sealant (electrical vinyl tape)

  • Sorptivity test

  • Sorptivity test

    tSAi

    Penetration depth (mm)

    Constant

    Rate of Absorption i.e. Sorptivity (mm/min1/2)

    Exposure time (min)

    One dimensional flow through partially saturated concrete can be

  • Sorptivity test

    i

    Time1/2

    Slope = Sorptivity (S) mm/min1/ 2

    Constant = A

    A

    Wi

    Cross sectional area (mm2)

    Water density (gm/mm3)

    Change in specimen weight (gm)

  • Sorptivity test

    Specimen Location and Code = C1-1 Specimen Diameter (mm) = 100 mm

  • Sorptivity test

    Table 5.1.1: Average Sorptivity test value at 28 and 56 days of age