Final Presentation 24-5-08

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)

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

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


Compressive Strength

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

fume


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


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

combination with slag and silica fume in different dosage.


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


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

with different SF dosage

Silica fume effect:


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

different dosage of SF

Silica fume effect:


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

percentages of Silica Fume

Silica fume effect:


Figure 5.9:

Difference in strength

between hot results

and ambient for differ

percentages of SF in

sulfate solution

Silica fume effect:


Slag effect:

Table 5.3.2.1: Test results for different percentage of Slag



Slag effect:

Figure 5.10: Effect of ambient temperature sulfate exposure on mixes

with different Slag contents


Slag effect:

Figure 5.11: Effect of high temperature sulfate exposure on mixes

with different Slag contents


Slag effect:


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

percentages of Slag in sulfate solution

Slag effect:


Combined slag & silica fume:

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



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

combined slag and silica fume with different contents



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

different Slag and Silica Fume contents



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

fume mixes in sulfate solution.



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

differ percentages of Slag and Silica Fume in sulfate solution


Strength Reduction:

Table 5.3.4.1: Reduction in compressive strength for combined slag and

silica fume mixes 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

Final Presentation 24-5-08

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