The tensile strength of concrete is approximately one out of ten of compressive strength.It is needed to measure for calculating crack reinforcements, crack control and preventation of those needed at early ages and calculation of settlements. There are two seperate methot to measure that type strength, as splitting tensile strength and flexure tensile strength. According to TS 500 standard, there is a relation between chracteristic tensile (fctk) and characteristic compressive strengths (fck) given below;

Fctk=0,35 √fck

Concerete deforms at minor levels under load, both longitudionally (at direction of load) and horizontally (vertical direction of load). The ratio of longitudional deformation to strain is called modulus of elastisity, and vertical deformation to longitudional one is known poisson ratio of concrete which is in elastic state. Modulus of elasticity differs with aggregate type and concrete grade. The more modulus of elasticity of aggregate the more modulus of elasticity of concrete. The modulus elastcity of conrete increases with the aggregates that has higher modulus of elasticity. The more paste of concrete the high modulus of elasticity of concrete.

In TS 500 standard, an approximate calculation of modulus of elasticity of the concrete given below,

Ecj = 32500√fckj + 14000 (MPa),where, fckj is characteristic sylinder compressive strength of concrete at j day.

Concrete has deformed continuously under constant loads. Creep is defined as the property of deformability under loads.

Shrinkage of concrete is a combination of both drying and autogenous based ones.

Drying shrinkage occurs on concrete surface by evaporation of water in both cement paste and aggregate. The rate of drying depends on the relative moisture of air and the ratio of surface and volume of concrete. Shrinkage lessens with increasing moisture of air and increases with rising surface/volume ratio. The risk of cracking is more potential for lesser volumes between the concretes those of same surface.

Autogenous shrinkage occurs on concrete due to consumption of water for reactions of hydration. The volume of hidrated components are more than non-hidrated ones. Because of this difference, strains causes tensile strengths and shrinkage. There is not any standard to calculate that mechanism. But in order to decrease the risk of it, the paste of concrete should be lessen as much as possible. The risk of autogenous shrinkage decreases with increasing volume of aggregate in concrete that is why the aggregate prevents that type of shrinkage. The upper limit value of drying shrinkage of aggregate is described as %0,075, in standard of TS EN 1367-4.

Concrete expands or shrinks depending on differences of its temperature. This feature effects structures made of concrete considerably. It must be measured where joint planning and reinforcing due to cracks are necessity.

Thermal expansion coefficient of concrete can be measured by the exposure concrete prizms to temperatures between 5, 20 and 30^oC. The thermal expansion is rather reduced when the amount of aggregate with less thermal expansion is increased and the amount of cement is reduced.

Concrete does not burn, does not transmit fire and does not produce smoke, slowly conducts heat and thus acts as a shield. But after 300°C the surface starts to spall. The increasing heat at the surface increases the temperature differences with the inner parts and cracks start to occur. As the concrete pressure resistance increases spalls at the surface become more apparent. Therefore, the most important thing that must be taken into consideration in high performance concretes is the fire. Aggregates of limestone type are more resistant to fire as compared with the aggregates of silica origin. Use of calcium aluminates cement increases resistance to fire. But they are used commonly in refractory productions rather than structures nowadays.