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Structural analysis is the determination of the effects of loads on physical structures and their components. Structures subject to this type of analysis include all that must withstand loads, such as buildings, bridges, vehicles, machinery, furniture, attire, soil strata, prostheses and biological tissue. Structural analysis incorporates the fields of applied mechanics, materials science and applied mathematics to compute a structure's deformations, internal forces, stresses, support reactions, accelerations, and stability. The results of the analysis are used to verify a structure's fitness for use, often saving physical tests. Structural analysis is thus a key part of the engineering design of structures.
Contents
Structures and Loads
A structure refers to a body or system of connected parts used to support a load. Important examples related to Civil Engineering include buildings, bridges, and towers; and in other branches of engineering, ship and aircraft frames, tanks, pressure vessels, mechanical systems, and electrical supporting structures are important. In order to design a structure, one must serve a specified function for public use, the engineer must account for its safety, aesthetics, and serviceability, while taking into consideration economic and environmental constraints. Other branches of engineering work on a wide variety of nonbuilding structures.
Classification of structures
A structural system is the combination of structural elements and their materials. It is important for a structural engineer to be able to classify a structure by either its form or its function, by recognizing the various elements composing that structure. The structural elements guiding the systemic forces through the materials are not only such as a connecting rod, a truss, a beam, or a column, but also a cable, an arch, a cavity or channel, and even an angle, a surface structure, or a frame.
Loads
Once the dimensional requirement for a structure have been defined, it becomes necessary to determine the loads the structure must support. In order to design a structure, it is therefore necessary to first specify the loads that act on it. The design loading for a structure is often specified in building codes. There are two types of codes: general building codes and design codes, engineer must satisfy all the codes requirements for a reliable structure.
There are two types of loads that structure engineering must encounter in the design. First type of load is called Dead loads that consist of the weights of the various structural members and the weights of any objects that are permanently attached to the structure. For example, columns, beams, girders, the floor slab, roofing, walls, windows, plumbing, electrical fixtures, and other miscellaneous attachments. Second type of load is Live Loads which vary in their magnitude and location. There are many different types of live loads like building loads, highway bridge Loads, railroad bridge Loads, impact loads, wind loads, snow loads, earthquake loads, and other natural loads.
Analytical methods
To perform an accurate analysis a structural engineer must determine such information as structural loads, geometry, support conditions, and materials properties. The results of such an analysis typically include support reactions, stresses and displacements. This information is then compared to criteria that indicate the conditions of failure. Advanced structural analysis may examine dynamic response, stability and nonlinear behavior. There are three approaches to the analysis: the mechanics of materials approach (also known as strength of materials), the elasticity theory approach (which is actually a special case of the more general field of continuum mechanics), and the finite element approach. The first two make use of analytical formulations which apply mostly to simple linear elastic models, lead to closedform solutions, and can often be solved by hand. The finite element approach is actually a numerical method for solving differential equations generated by theories of mechanics such as elasticity theory and strength of materials. However, the finiteelement method depends heavily on the processing power of computers and is more applicable to structures of arbitrary size and complexity.
Regardless of approach, the formulation is based on the same three fundamental relations: equilibrium, constitutive, and compatibility. The solutions are approximate when any of these relations are only approximately satisfied, or only an approximation of reality.
Limitations. Each method has noteworthy limitations. The method of mechanics of materials is limited to very simple structural elements under relatively simple loading conditions. The structural elements and loading conditions allowed, however, are sufficient to solve many useful engineering problems. The theory of elasticity allows the solution of structural elements of general geometry under general loading conditions, in principle. Analytical solution, however, is limited to relatively simple cases. The solution of elasticity problems also requires the solution of a system of partial differential equations, which is considerably more mathematically demanding than the solution of mechanics of materials problems, which require at most the solution of an ordinary differential equation. The finite element method is perhaps the most restrictive and most useful at the same time. This method itself relies upon other structural theories (such as the other two discussed here) for equations to solve. It does, however, make it generally possible to solve these equations, even with highly complex geometry and loading conditions, with the restriction that there is always some numerical error. Effective and reliable use of this method requires a solid understanding of its limitations.
Strength of materials methods (classical methods)
The simplest of the three methods here discussed, the mechanics of materials method is available for simple structural members subject to specific loadings such as axially loaded bars, prismatic beams in a state of pure bending, and circular shafts subject to torsion. The solutions can under certain conditions be superimposed using the superposition principle to analyze a member undergoing combined loading. Solutions for special cases exist for common structures such as thinwalled pressure vessels.
For the analysis of entire systems, this approach can be used in conjunction with statics, giving rise to the method of sections and method of joints for truss analysis, moment distribution method for small rigid frames, and portal frame and cantilever method for large rigid frames. Except for moment distribution, which came into use in the 1930s, these methods were developed in their current forms in the second half of the nineteenth century. They are still used for small structures and for preliminary design of large structures.
The solutions are based on linear isotropic infinitesimal elasticity and Euler–Bernoulli beam theory. In other words, they contain the assumptions (among others) that the materials in question are elastic, that stress is related linearly to strain, that the material (but not the structure) behaves identically regardless of direction of the applied load, that all deformations are small, and that beams are long relative to their depth. As with any simplifying assumption in engineering, the more the model strays from reality, the less useful (and more dangerous) the result.
Example
There are 2 commonly used methods to find the truss element forces, namely the Method of Joints and the Method of Sections. Below is an example that is solved using both of these methods. The first diagram below is the presented problem for which we need to find the truss element forces. The second diagram is the loading diagram and contains the reaction forces from the joints.
Since there is a pin joint at A, it will have 2 reaction forces. One in the x direction and the other in the y direction. At point B, we have a roller joint and hence we only have 1 reaction force in the y direction. Let us assume these forces to be in their respective positive directions (if they are not in the positive directions like we have assumed, then we will get a negative value for them).
Since the system is in static equilibrium, the sum of forces in any direction is zero and the sum of moments about any point is zero. Therefore, the magnitude and direction of the reaction forces can be calculated.
 <math>\sum M_A=0=10*1+2*R_B \Rightarrow R_B=5</math>
 <math>\sum F_y=0=R_{Ay}+R_B10 \Rightarrow R_{Ay}=5</math>
 <math>\sum F_x=0=R_{Ax}</math>
Method of Joints
This method uses the force balance in the x and y directions at each of the joints in the truss structure.
At A,
 <math>\sum F_y=0=R_{Ay}+F_{AD}\sin(60)=5+F_{AD}\frac{\sqrt{3} }{2} \Rightarrow F_{AD}=\frac{10}{\sqrt{3}}</math>
 <math>\sum F_x=0=R_{Ax}+F_{AD}\cos(60)+F_{AB}=0\frac{10}{\sqrt{3} }\frac{1}{2}+F_{AB} \Rightarrow F_{AB}=\frac{5}{\sqrt{3}}</math>
At D,
 <math>\sum F_y=0=10F_{AD}\sin(60)F_{BD}\sin(60)=10\left(\frac{10}{\sqrt{3}}\right)\frac{\sqrt{3} }{2}F_{BD}\frac{\sqrt{3}}{2} \Rightarrow F_{BD}=\frac{10}{\sqrt{3}}</math>
 <math>\sum F_x=0=F_{AD}\cos(60)+F_{BD}\cos(60)+F_{CD}=\frac{10}{\sqrt{3}}\frac{1}{2}+\frac{10}{\sqrt{3} }\frac{1}{2}+F_{CD} \Rightarrow F_{CD}=0</math>
At C,
 <math>\sum F_y=0=F_{BC} \Rightarrow F_{BC}=0</math>
Although we have found the forces in each of the truss elements, it is a good practice to verify the results by completing the remaining force balances.
 <math>\sum F_x=F_{CD}=0=0 \Rightarrow verified</math>
At B,
 <math>\sum F_y=R_B+F_{BD}\sin(60)+F_{BC}=5+\left(\frac{10}{\sqrt{3}}\right)\frac{\sqrt{3} }{2}+0=0 \Rightarrow verified</math>
 <math>\sum F_x=F_{AB}F_{BD}\cos(60)=\frac{5}{\sqrt{3}}\frac{10}{\sqrt{3}}\frac{1}{2}=0 \Rightarrow verified</math>
Method of Sections
This method can be used when the truss element forces of only a few members wants to be known. This method is used by introducing a single straight line cutting through the member whose force wants to be calculated. However this method has a limit in that the cutting line can pass through a maximum of only 3 members of the truss structure. This restriction is because this method uses the force balances in the x and y direction and the moment balance, which gives us a maximum of 3 equations to find a maximum of 3 unknown truss element forces through which this cut is made. Let us try to find the forces FAB, FBD and FCD in the above example
Method 1: Ignore the right side
 550x450px
 <math>\sum M_D=0=5*1+\sqrt{3}*F_{AB} \Rightarrow F_{AB}=\frac{5}{\sqrt{3} }</math>
 <math>\sum F_y=0=R_{Ay}F_{BD}\sin(60)10=5F_{BD}\frac{\sqrt{3}}{2}10 \Rightarrow F_{BD}=\frac{10}{\sqrt{3}}</math>
 <math>\sum F_x=0=F_{AB}+F_{BD}\cos(60)+F_{CD}=\frac{5}{\sqrt{3}}\frac{10}{\sqrt{3}}\frac{1}{2}+F_{CD} \Rightarrow F_{CD}=0</math>
Method 2: Ignore the left side
 600x450px
 <math>\sum M_B=0=\sqrt{3}*F_{CD} \Rightarrow F_{CD}=0</math>
 <math>\sum F_y=0=F_{BD}\sin(60)+R_B=F_{BD}\frac{\sqrt{3}}{2}+5 \Rightarrow F_{BD}=\frac{10}{\sqrt{3}}</math>
 <math>\sum F_x=0=F_{AB}F_{BD}\cos(60)F_{CD}=F_{AB}\left(\frac{10}{\sqrt{3}}\right)\frac{1}{2}0 \Rightarrow F_{AB}=\frac{5}{\sqrt{3}}</math>
The truss elements forces in the remaining members can be found by using the above method with a section passing through the remaining members.
Elasticity methods
Elasticity methods are available generally for an elastic solid of any shape. Individual members such as beams, columns, shafts, plates and shells may be modeled. The solutions are derived from the equations of linear elasticity. The equations of elasticity are a system of 15 partial differential equations. Due to the nature of the mathematics involved, analytical solutions may only be produced for relatively simple geometries. For complex geometries, a numerical solution method such as the finite element method is necessary.
Methods using numerical approximation
It is common practice to use approximate solutions of differential equations as the basis for structural analysis. This is usually done using numerical approximation techniques. The most commonly used numerical approximation in structural analysis is the Finite Element Method.
The finite element method approximates a structure as an assembly of elements or components with various forms of connection between them. Thus, a continuous system such as a plate or shell is modeled as a discrete system with a finite number of elements interconnected at finite number of nodes. The behaviour of individual elements is characterised by the element's stiffness or flexibility relation, which altogether leads to the system's stiffness or flexibility relation. To establish the element's stiffness or flexibility relation, we can use the mechanics of materials approach for simple onedimensional bar elements, and the elasticity approach for more complex two and threedimensional elements. The analytical and computational development are best effected throughout by means of matrix algebra, solving partial differential equations.
Early applications of matrix methods were for articulated frameworks with truss, beam and column elements; later and more advanced matrix methods, referred to as "finite element analysis," model an entire structure with one, two, and threedimensional elements and can be used for articulated systems together with continuous systems such as a pressure vessel, plates, shells, and threedimensional solids. Commercial computer software for structural analysis typically uses matrix finiteelement analysis, which can be further classified into two main approaches: the displacement or stiffness method and the force or flexibility method. The stiffness method is the most popular by far thanks to its ease of implementation as well as of formulation for advanced applications. The finiteelement technology is now sophisticated enough to handle just about any system as long as sufficient computing power is available. Its applicability includes, but is not limited to, linear and nonlinear analysis, solid and fluid interactions, materials that are isotropic, orthotropic, or anisotropic, and external effects that are static, dynamic, and environmental factors. This, however, does not imply that the computed solution will automatically be reliable because much depends on the model and the reliability of the data input.
Timeline
 1452–1519 Leonardo da Vinci made many contributions
 1638: Galileo Galilei published the book "Two New Sciences" in which he examined the failure of simple structures
 1660: Hooke's law by Robert Hooke
 1687: Isaac Newton published "Philosophiae Naturalis Principia Mathematica" which contains the Newton's laws of motion
 1750: Euler–Bernoulli beam equation
 1700–1782: Daniel Bernoulli introduced the principle of virtual work
 1707–1783: Leonhard Euler developed the theory of buckling of columns
 1826: ClaudeLouis Navier published a treatise on the elastic behaviors of structures
 1873: Carlo Alberto Castigliano presented his dissertation "Intorno ai sistemi elastici", which contains his theorem for computing displacement as partial derivative of the strain energy. This theorem includes the method of least work as a special case
 1936: Hardy Cross' publication of the moment distribution method which was later recognized as a form of the relaxation method applicable to the problem of flow in pipenetwork
 1941: Alexander Hrennikoff submitted his D.Sc thesis in MIT on the discretization of plane elasticity problems using a lattice framework
 1942: R. Courant divided a domain into finite subregions
 1956: J. Turner, R. W. Clough, H. C. Martin, and L. J. Topp's paper on the "Stiffness and Deflection of Complex Structures" introduces the name "finiteelement method" and is widely recognized as the first comprehensive treatment of the method as it is known today
See also
References
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