The working stress method was developed during the 20th century and it follows the elastic theory of reinforced concrete sections. In simple words, it will follow the Hooke’s Law. The WSM will follow the assumptions that the structural materials will behave linearly elastic till a point.
Features of Working Stress Method
As mentioned above, the modular ratio is the ratio of modulus of elasticity of steel to that of concrete. (i.e. Es/Ec) But this value will vary for all the grades of concrete. Hence the below formula for modular ratio is taken for the calculation in reinforced concrete designs. Here, 𝛔cbc is the permissible compressive stress in concrete in bending.
m = 280/3𝛔cbc
Table.1. Modular Ratios for Different Grades of Concrete
Concrete Grade | s_{cbc} (MPa) | Modular Ratio (m) |
M 15 | 5.0 | 18.67 |
M 20 | 7.0 | 13.33 |
M25 | 8.5
| 10.98 |
M30 | 10.0 | 9.33 |
M35 | 11.5 | 8.11 |
M40 | 13 | 7.18 |
M45 | 14.5 | 6.44 |
M50 | 16.0 | 5.83 |
Assumptions in Working Stress Method
The basic assumptions in WSM are:
- Plane Section before bending will remain plane after bending
- The stress-strain relationship will follow Hooke's law
- The tensile stress is taken by steel only
- The modular ratio is given by m = 280/3𝛔cbc
Merits of Working Stress Method
The merits of working stress method are:
- Simplicity in concept - This helps in ease of application
- Large sections are obtained through WSM - This will provide better serviceability performance, like fewer cracks and less deflection. This must be within the working loads
- Only method available to investigate the R.C. section serviceability and service stresses
Knowledge of WSM is essential as it is a part of presently followed Limit state design (LSD) for serviceability Condition.
Demerits of Working Stress Method
The demerits of WSM are:
- The real strength of the structure is not completely utilized by the structure. This won't give the true factor of safety of the structure when it is under failure.
- The modular ratio design will end up giving a structure with a large percentage of steel and uneconomical design.
- Concrete won't possess a definite value of modulus of elasticity because of creep and nonlinear stress strain relationships
- The discrimination of loads that are acting simultaneously and are different in nature is not done by WSM.
Limit State Method (LSM)
Before moving into limit state method we also have a method called the ultimate load method. The method will take into consideration the ultimate strength of the reinforced concrete at an ultimate load.
The WSM method gives good serviceability but it is not realistic under an ultimate state of collapse. But the ULM method will provide realistic safety but does not provide serviceability conditions.
Hence,
An Ideal Method is the one which takes into account not only the ultimate strength of the structure but also the serviceability and durability requirements.
Limit State Method is the new method that is developed by considering all these mentioned requirements. The LSM method is designed for safety against collapse and checked for the serviceability condition at the working loads. Thus the structure is fit for intended use. The LSM will consider the structure both at working and ultimate load levels so that they satisfy the requirements of safety and serviceability.
There are two main limit states:
- The Limit State of Collapse
- The Limit State of Serviceability
The Limit State of Collapse: The LSM for collapse will deal the strength and stability of the structure. This will is done by applying the maximum load from all possible combination of loads. This limit state will ensure that any structural part or element will undergo collapse or become unstable under any combination of the expected overloads.
The Limit State of Serviceability: This limit state will deal with the deflection and the cracking of the structures under all possible service loads, the durability under the working environment. This is by considering all anticipated exposures like fire resistance, the stability of structures as a whole etc.
In order to ensure an adequate degree of safety and serviceability, the relevant limit states have to be considered in the design. The structure must be designed for a most critical combination of load and checked for other limit state combinations.
Limit State Load Combinations and Partial Safety Factors
We have different loads acting on the structure.
- Deal Load - DL
- Live Load - LL
- Wind Load - WL
- Earthquake Load - EL
The assumption that is followed is in 95% cases the load won't exceed the characteristic loads (Fck). But in certain situations, the structure may be subjected to over loads. This will demand for designing the loads by multiplying it with a suitable factor of safety that is dependent on the nature of loads or their combinations and the limit state that is considered.
These factors that are multiplied are called as partial safety factor (γ_{f }). Hence,
Design Load =Characterictic Load * Partial Safety Factor for the Load
==> Fd = F * γ_{f}
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