Composite Beams

Continuous steel-concrete composite beams are largely used in building and bridge construction but are characterized by a very complex behaviour even for low-stress levels. In fact, composite action depends on the interaction between three main components: the reinforced concrete slab, the steel profile, and the shear connection ( Mechanical properties and arrangement of common composite cross sections ensure a good response to positive bending, but a reduced bearing capacity when negative bending is considered. Therefore, redistribution of the internal forces at the ultimate limit state is a key factor in the design process, as it allows a reduction of bending moments at the internal support and the exploitation of the positive bending resistance. A reliable assessment of available rotation capacity is required in order to define design criteria and simplified code provisions. Experimental and theoretical analyses have focused mainly on the steel component affected by the buckling phenomena, which reduce the rotation capacity. Nevertheless, many experimental results on joints and semi-continuous beams shows that the collapse is often due to fracture of reinforcement placed in the slab and pointed out that properties and arrangement of reinforcement can influence the structural response of such beams.
Furthermore relative displacements between slab and profile due to mechanical connecting devices that are not completely rigid increase the deformability of the system and affect the global behaviour of members. The solution of a continuous composite beam can be performed using a unified approach to the modelling of the cross-section. In fact, each slip and the related interaction phenomenon are described by a static parameter that can change between an upper limit and a lower limit depending on the properties of the materials. Furthermore, when the cross section is subjected to negative bending, the moment-curvature relationship is defined assuming a given value of Tct and changing the interaction force F. In particular, if the results of tensile stresses on the effective area is zero, tensile stresses cannot arise in the slab, and the cross section is cracked. As a result, from a static point of view, the equilibrium conditions for the concrete slab are not strictly related to the assumed kinematic model. Thus the moment-curvature relationship for composite sections under positive bending belongs to the family of curves generated in compliance with the assumptions for a composite section under negative bending. This remark allows a unified approach to modelling of composite beams since the proposed generalized moment-curvature relationship is able to fully describe the flexural response of the section and can be used as a powerful tool to perform refined structural analyses.

Structural Design

Conventional structural design was based on satisfying two requirements, namely safety and serviceability. Safety relates to extreme loadings, which have a very low probability of occurrence, on the order of 2 %, during a structure’s life, and is concerned with the collapse of the structure, major damage to the structure, its contents, and loss of life. The major priority is on ensuring sufficient structural integrity so that the sudden collapse can be avoided. Serviceability pertains to medium to large loadings, which may occur during the structure’s lifetime. For loading, the structure must be designed well, must suffer minimal damage, and the motion experienced by the structure should not exceed specified comfort levels for humans and motion-sensitive apparatus mounted on the structure. Typical occurrence probabilities for service loads range from 10 to 50 % Safety concerns are satisfied by requiring the resistance, i.e., the strength of the individual structural elements must always be greater than the demand associated with the extreme loading. Once the structure is dimensioned, the stiffness properties are achieved and used to check the various serviceability constraints such as elastic behaviour. The same process is necessary for convergence to an acceptable structural design. This approach is referred to as strength-based design since the components are dimensioned initially according to strength specifications. Application of strength-based preliminary design is appropriate when strength is the dominant design requirement. Earlier, most of the structural design problems came under this category. However, certain developments have occurred in the recent past that limits the effectiveness of the strength-based approach. The requirement of a structure that is flexible like a tall building and long-span horizontal structures has resulted in more structural motion under service loading, thus shifting the emphasis toward serviceability.

Secondly, some new types of conveniences such as microdevice manufacturing centres and hospital operating centres have more severe design confinements on motion than the typical civil structure. For example, the environment for microdevice manufacturing must be essentially motion free. Thirdly, recent advances in material science and engineering have resulted in major increases in the power of conventional civil engineering materials. However, the material stiffness has not increased at the same rate. The lag in material stiffness vs. material strength has led to a problem that satisfies the requirements of the various motion parameters. Thus it can be said that, for very high strength materials, the motion requirements control the design. Fourthly, experience with recent earthquakes has shown that the cost of repairing structural loss due to inelastic deformation was considerably greater than envisioned. This finding has resulted in a trend toward decreasing the reliance on inelastic deformation to dissipate energy and shifting to another type of energy dissipating and energy absorption mechanisms. Performance-based design is an alternate design paradigm that addresses such issues. The manoeuvring takes as its principal aim the success of motion related design elements such as conditions on displacement and acceleration and has the optimal deployment of element stiffness and motion control devices to achieve these design purposes as well as satisfy the constraints on strength and elastic behaviour. Limit state design can be described as a form of performance-based design where the structure is allowed to experience a specific amount of inelastic deformation under extreme loading.

How is Ductility and toughness important in structures?

Ductility and toughness are the structural properties that show the ability of a structural element to sustain damage when overloaded while continuing to carry the load without failure. These are extremely important for structures designed to sustain damage without collapse. Most structural elements are designed to provide sufficient strength to support anticipated loads without failure and enough stiffness so that they will not deflect excessively under these loads. If such an element is subjected to a load substantially larger than it was designed to carry, it may fail in an abrupt manner, losing load-carrying capacity and allowing the structure to collapse. Masonry and concrete, for example, will crash when overloaded in compression and will crack and pull apart when placed in tension or shear. Wood will crush when overloaded in compression, will split when overloaded in shear, and will break when overloaded in tension. Steel will buckle if overloaded in compression and will twist when loaded in bending if not accurately braced but will yield when overloaded in stress. The property of the steel to stretch a great deal while continuing to carry the load, allows it to be used in structures of all types to provide them with ductility and toughness. The buildings, that have no steel reinforcement, are not very ductile or tough and frequently collapse in earthquakes. In concrete structures, steel is used in the form of reinforcing bars that are placed integrally with the masonry and concrete. When reinforced masonry and concrete elements are loaded in bending or shear, the steel reinforcing bars will yield in tension and continue to carry the load, thus protecting the masonry and concrete from failure. Inwood structures, steel fasteners (typically nails, bolts, and straps) bind the pieces of wood together. On loading the wood in shear or bending, these steel connectors yield and shield the wood from breaking and crushing. In steel structures, ductility is achieved by proportioning the structural members with sufficient thickness to prevent local buckling, by bracing the members to prevent them from twisting, and by joining the members together using connections that are stronger than the members themselves so the structure does not pull apart. In all structures, ductility and toughness are achieved by proportioning the structure so that some members can yield to protect the rest of the structure from damage. The measures applied to obtain ductility and toughness in structural components are individual to each building material and to each type of structural system. The building codes specify the measures to use to provide ductility and toughness to steel structures.

Building Information Modeling

The essence of the BIM involves the fact that a design is treated as an integral part of the building life cycle. The work between the design parts and members is replaced by the adjusted process. This is achieved by changing the design technology substantially, switching from the development of a set of 2D drawings to the development of a 3D computer-aided model of a building, that consists of all the parts of the design, such as architectural, structural, mechanical, technological, construction process management and estimates. In the design stage, these goals are brought into effect by the technology of a Building continuum model, which focuses on the finally completed and fully equipped 3D building model comprising all the design parts. The base of this technology consists of the 3D graphical-information model covering the following: building a geometrical model; its physical properties (materials, etc.); functional peculiarities of its components. One of the fundamental innovations of this technology includes component modelling. The component modelling technology allows working in parallel with all design data at the level of data components covering the entire design cycle on the scale of a users group. Engineering components are graphical models of real objects. These models characterize geometry, properties, links, and attributes of the real objects. It is assumed that a building consists of elements and parts different by their functions, properties, and manufacture technology. Each part may consist of a simple structural component or a complex structure.


All elements or parts have a specific 3D shape with the properties of the elements of real structures (physical properties, class or standard). They are parametrically controlled and intellectual, i.e. each object “knows” about itself both quantitative information (length, area, volume, and etc.) and qualitative information (material, contents). All this provide unlimited possibilities not only to develop objects, to change and edit the shape of objects rapidly and effectively, but also to preserve and manage their attributive information, using the 3D building model. In the meanwhile 2D information, i.e. different drawings (plans, sections, facades, details, and nodes) and other design documentation (list of materials, specifications, reports, and estimates) are generated from the 3D model. Quantity and price of the specified components may be calculated by the measurement units required taking into account volume, area, length, or just by the parameter entered. Since these reports are linked to the model, new editions of the model update design data automatically. If necessary, external databases may be connected and used. Thus, accuracy, coordination, and synchronization of changes in the whole project documentation are ensured. BIM consists of discipline-specific solutions, working together. By applying information and model-based technology solutions to allow the automatic generation of drawings and reports, design analysis, cost estimating, schedule simulation, facilities management, and more – ultimately enabling the building team to focus on the information and their decisions, rather than the documentation tools and process. The result is a better way for building teams to work – with time saved, improved quality, and better buildings because of the informed decisions made along the way. Using BIM the entire lifecycle of the building is considered (design/build/operations). All information about the building and its lifecycle are included defining and simulating the building, its delivery, and operation using integrated tools. BIM integrates work, processes, and information for the following: multiple disciplines, multiple companies; multiple project phases.

What is Bracing?

Bracing is considered as an efficient and economical method to laterally stiffen the frame structures against the wind loads. A braced bent includes the columns and girders with the primary purpose of supporting the gravity loading, and diagonal bracing members that are connected so that total set of members form a vertical cantilever truss to resist the horizontal forces. Bracing is considered efficient as the diagonals tend to work in axial stress and therefore need minimum member sizes in providing the stiffness and strength against horizontal shear.With the increase in trend of constructing tall buildings,there must be a cost effective structural form of bracing system that needs be used in tall buildings against the lateral loads.A regular shape tall building can be analyzed for wind loads acting along the minor axis of bending of column and acting along the major axis of bending of column.


Similarly,when wind loads along the minor axis the building is braced in minor direction of bending and when the wind loads along the major axis the building is braced in minor direction of bending. Moreover, various options of bracing provision in different bays of the building at same level have also been identified.
Bracing can be categorized into the following types;


Diagonal bracing


This type of bracing isgenerally used when the availability of the opening spaces in a bay of frame are required. Diagonal bracing is usually obstructive in nature because it blocks the location of opening which ultimately affects the esthetic of the building elevation. It also sometimes hinders the passage for use. Diagonal bracing can be either single or double diagonal . If there is no architectural limitation, diagonal bracings are considered to be the most efficient in resisting the lateral forces due to wind as these form a fully triangular vertical truss. The beams and columns are actually designed to take up the gravity loads only.


K-bracing

The full diagonal bracing is not preferably used in areas where a passage is required. In such cases, k – bracings are used over diagonal bracing because there is a room to provide opening for doors and windows.

Eccentric bracing

Besides K-bracing, there is another type of bracing in which door and window openings can be allowed which is known as eccentric bracing . Such type of bracing arrangement cause the bending of the horizontal members of the web of braced bent.

Generally these types of braced bents tend to resist the lateral forces due to the bending action of beams and columns. These provide less lateral stiffness hence less efficient as compared to diagonal bracingUnder the action of gravity loads, columns shorten axially due to the compressive loads. As a result the diagonals are subjected to compression and beam will undergo axial tension due to the tying action . In situations where diagonals are not connected at the end of the beam, the diagonal members will not carry any force because no restraint is provided by the beams to develop force. Therefore, such bracing will not take part in resisting the gravity loads.

Beam-to-column connections

These styles of connections are common as they need the ability to supply for minor changes while using un torqued bolts in a pair of millimetre clearance holes. Un-remarkably the cleats are utilized in pairs. Any easy equilibrium analysis is appropriate for the look of this kind of connection. The bolt cluster connecting the cleats to the beam net should be designed for the shear force and therefore the moment made by the merchandise of the top shear and therefore the eccentricity of the bolt cluster from the face of the column. The bolts connecting the cleats to the face of the column ought to be designed for the applied shear solely.The cleats to the column are seldom vital and therefore the style is sort of forever ruled by the bolts pertaining to to the net of the beam. The move capability of this affiliation is ruled mostly by the deformation capability of the angles and therefore the slip between the connected elements. Most of the rotation of the connections comes from the deformation of the angles whereas fastener deformation is extremely little. To minimise move resistance (and increase move capacity) the thickness of the angle ought to be unbroken to a minimum and therefore the bolt cross-centres ought to be as giant as is much potential. Once connecting to the axis of a column it’s going to be necessary to trim the flanges of the beam however this doesn’t amendment the shear capability of the beam. throughout erection the beam with the cleats hooked up is lowered down the column between the column flanges.
Single angle net cleats :Single angle net cleats are un remarkably solely used for little connections or wherever access precludes the employment of double angle or end-plate connections. This kind of affiliation isn’t fascinating from Associate in Nursing erector’s purpose due to the tendency of the beam to twist throughout erection. Care ought to be taken once victimisation this kind of affiliation in areas wherever axial tension is high. The bolts connecting the cleat to the column should even be checked for the instant made by the merchandise of the top shear force and therefore the distance between the bolts and therefore the centre line of the beam. Flexible end-plates :These connections encompass one plate fillet welded to the top of the beam and web site fastened to either a supporting column or beam. This affiliation is comparatively cheap however has the disadvantage that there’s no area for website adjustment. Overall beam lengths got to be unreal at intervals tight limits though packs are often accustomed make amends for fabrication and erection tolerances. The end-plate is usually elaborated to increase to the total depth of the beam however there’s no got to weld the end-plate to the flanges of the beam. typically the end-plate is welded to the beam flanges to boost the steadiness of the frame throughout erection and avoid the necessity for temporary bracing. this kind of affiliation derives its flexibility from the employment of comparatively skinny end-plates combined with giant bolt cross-centres. Associate in Nursing eight millimeter thick end-plate combined with ninety millimeter cross-centres is typically used for beams up to or so 450 millimeter deep. For beams 533 millimeter deep and over a ten millimeter thick end-plate combined with a hundred and forty millimeter cross-centres is usually recommended. The native shear capability of the net of the beam should be checked and, owing to their lack of plasticity, the welds between the end-plate and beam net should not be the weakest link. Fin plates: The introduction of the fin plate is primarily to transfer beam finish reactions and is economical to fabricate and easy to erect. There’s clearance between the ends of the supported beam and therefore the supporting beam or column therefore making certain a simple work. These connections comprise one plate with either pre-punched or pre-drilled holes that’s search welded to the supporting column projection or net. considerable effort has been invested with in making an attempt to spot the acceptable line of action for the shear. There are 2 prospects, either the shear acts at the face of the column or it acts on the centre of the bolt cluster connecting the fin plate to the beam net. For this reason all vital sections ought to be checked for a minimum moment taken because the product of the vertical shear and therefore the distance between the face of the column and therefore the centre of the bolt cluster. The vital sections are then checked for the ensuing moment combined with the vertical shear. The validation of this and different style assumptions were checked against a series of tests on fin plate connections. The results of those tests ended that the look approach was conservative and gave adequate predictions of strength. The tests conjointly showed that fin plates with long projections had a bent to twist and fail by lateral torsional buckling. Fin plate connections derive their in-plane move capability from the bolt deformation in shear, from the distortion of the bolt holes in bearing and from the out-of-plane bending of the fin plate. tekla design

Types of Steel

Steel is outlined as an alloy of iron and carbon, although alternative alloying components also are found in several steels.The foremost dramatic property of steel is that some alloys may be reinforced by quench hardening. Hot metal is speedily cooled by plunging it into a liquid. These alloys will therefore be ductile for fabrication and far stronger as a finished product. Steels are loosely sorted by carbon content into low carbon steels (< zero.35% carbon by weight, approximately), medium carbon steels (0.35%–0.5% carbon by weight, approximately), and high carbon steels (0.5%–1.5% carbon by weight, approximately). These numbers could appear to be little, however they replicate the very fact that carbon may be a little, light-weight component, whereas iron may be a abundant larger, heavier atom. once metallurgists check out the elaborated structure of steels, they’re involved concerning the presence, and notably the form, of the inorganic compound Fe3C. This compound is twenty fifth carbon by atom fraction, but only 6.7% carbon by weight. There square measure 2 principal disadvantages with victimisation steels. Among metals, steel is comparatively significant. they will conjointly deteriorate by corrosion. However, the expectation is that, if steel can work, it’ll in all probability be the smallest amount high-ticket metal alternative. Low Carbon Steels This class contains far and away the most important tunnage of steel created, because it includes the structural steels of bridges and buildings. These steels typically have little amounts of alternative alloying components. they’re not quench hardened, as plasticity within the final product is desired. Low carbon steels are generally observed as delicate steels. In some cases, these steels could also be surface treated to get the most effective of each worlds – a ductile, impact-resistant interior with a tough, abrasive-resistant surface. Common surface treatments for hardness embrace carburizing, nitriding, and cyaniding. Low carbon steels might also be surface treated for corrosion resistance, victimisation processes of galvanising, electroplating, yet as simply plain painting. Medium Carbon Steels Steels during this class also are medium alloy steels. Up to concerning third-dimensional by weight can be comprised of varied proportions of metal, nickel, chromium, molybdenum, or generally alternative components. Medium alloy steels may be quench hardened, and therefore the supplemental alloying components square measure primarily to boost hardenability. Hardenability can be loosely represented because the simple getting hardness. To harden steel, its temperature should be modified speedily to avoid the formation of softer equilibrium phases, and to provide the required arduous, robust section known as primary solid solution. Upon ending, the surface cools 1st, whereas the inside cools additional slowly. These temperature gradients produce stresses that, within the worst case, will crack the half. Also, the inside might not cool quickly enough to harden. Steels of high hardenability square measure advantageous in 2 aspects:  For a given quench medium, larger components may be totally hardened.  For a given half, a milder, less speedy quench may be accustomed minimize cracking. The atoms of a metal square measure positioned in symmetrical geometrical arrays known as crystal lattices. a selected array of Associate in Nursing alloy is named a section. High Carbon Steels These also are the high alloy steels, with some 5%–10% by weight consisting of alloying components apart from carbon. tho’high carbon steels square measure employed in the littlest amounts, these square measure specialty steels, usually observed as tool steels. they’re the steels used for hammers, pick-axes, and cutting tools like knives and chisels. they’re the steels used at the best temperatures. The tool steels square measure usually heat treated. The Quench Hardening method There square measure 3 stages to the quench hardening of steels: answer heat treat, quench, and heat (temper). The Quench Hardening method – answer Heat Treat The steel is command at a warm temperature to dissolve the alloying components into a standardized, primary solid solution beginning section. The time needed depends totally on the dimensions of the half. The Quench Hardening method – Quench The hardening (strengthening) happens here. speedy quenches promote hardening however risk cracking. Slower quenches forestall cracking, however might not sufficiently harden. the subsequent media square measure ordered from severe quench (rapid) to delicate quench (slow) The Quench Hardening method – heat (Temper) instantly once ending, steel is simply too brittle to be serviceable. Tempering is holding the half at an intermediate temperature between the initial answer temperature and therefore the quench temperature. The aim of tempering is to revive impact strength to the hardened half.

India’s steel import

India the world’s fifteenth-largest importer of steel. In 2017,we have imported 9 million metric tonnes of steel, a 9.7% decrease at 8 million metric tons in 2016. India’s steel imports showed 6% of all steel globally in 2016. Based on the information the data of India’s 2017 steel imports was almost a quarter of of the world’s largest steel importers, the US..In terms of cost steel 7 % of of the overall production is imported in 2017.India imports steel from almost 80 countries and territories. Five major countries represent the highest import sources for India’s imports of steel, with 250 thousand metric tons which accounts for 80% of India’s steel imports in 2017 .Since 2005 india has alternated between being an internet steel businessperson and an internet steel bourgeois. Imports and exports have displayed a roughly inverse relationship, as imports declined sharply with export growth. Since the most up-to-date low purpose steel , India’s imports have increased to thirty eight %.India announced a steel trade surplus of 181.7 thousand metric tons in 2016. In 2017, however, a jump in exports and a decrease in imports resulted in a very vital increase within the surplus to seve 7.1 million metric tons. India’s crude production has grown to 59.6 p.c between 2009 and 2017. Production in 2016 was up to half dozen to a 101.4 million metric tons from 95.6 million metric tons in 2017. Apparent consumption (of steel demand) has half-tracked comparatively closely with production over the amount however was slightly outpaced by production within the majority of years. In 2017, apparent consumption was a small amount but production. Import penetration shriveled 0.9 proportion points from 10.3 % in 2016 to 9.4 %in 2017 because the decline in apparent consumption was offset by the decrease in imports.Prime Producers Before economic reforms in 1991,production in India was focused among state -owned firms. currently,non-public firms dominate crude production in India . The highest half dozen producers accounted for 55.5 million metric tons, or 56.7 %of total 2017 production.The top five supply countries for India’s steel imports depicted concerning 79 % of the overall steel import volume in 2017 at 7.0 million metric tons (mmt).Asian country accounted for the biggest share of India’s imports by supply country at concerning 30%(2.6 mmt), followed by China at concerning 28 %(2.5 mmt), Japan at concerning 15 %(1.3 mmt), Indonesia at 3.1%(0.3 mmt), and Taiwan at 30 %(0.3 mmt). The U S Stratified twelfth as a supply for India’s steel imports.Indian import concerning a 110.0 thousand metric tons from the u. s.in 2017 —or so associate 8 5 increase from 102.0 thousand metric tons in 2016. Trends in Imports from prime Sources the amount of India’s steel imports shriveled in 5 of India’s major ten steel import sources between 2016 and 2017. India’s imports from Russia showed the best decrease in volume, down 45.1% by volume from 2016, followed by China (down 25.5%),Federal Republic of Germany(down 17.4%),Indonesia (down 16.5%), and Japan (down 8.9%). India’s imports from Vietnam jumped 677.5 percent. India’s imports from Taiwan, Ukraine, France and Asian country showed will increase in volume between 2016 and 2017, up 32.5 percent, 29.1 percent, and 12.7, and 8.4 percent severally.The general price of India’s imports shriveled in four of its prime 10 sources. The decreases in steel price between twenty 16 and 2017 enclosed India’s imports from Russia (down 20.6%),Federal Republic of Germany(down 16.6%), France (5.1%), and China (1.5%). Imports from Vietnam surged 384.1 whereas Ukrayina (68.1%), Taiwan (42.4%), Asian country(32.5%),Indonesia (29.1), and Japan (12.9) all hyperbolic in price in 2017.

How are the steel Beam –Column connections designed?

The use of multistorey composite structures (steel columns, steel beams, and reinforced concrete slabs) became a necessity. The multi storey composite structures are used for different types of buildings such as office buildings, bank buildings, industrial buildings, public buildings, high-rise parking buildings, etc. These kind of buildings can be seen around the world, in the highly developed countries depicting their financial and technical power. The safety and function expressed through control of the mass, stiffness, strength, and ductility at the structural design of the multi storey composite structures, and mostly of the connections of the elements exposed under cyclic-horizontal loading (such as earthquake, wind loading) in combination with other loading is of highest priority for this kind of structures. The behavior of the beam-column connections in the multi storey frame structures (MSFS) is viewed as a whole and it’s in direct correlation and dependence with the behavior of their main constructive fundamental elements (steel deisgning courses in kerala beams, columns and the elements for their connection) [5]. In other words, the way the beams, the columns and their elements of connection behave, that way the MSFS behaves. The behavior of the beam-column connection in the MSFS again is dependent on the constructive solution. However, dominant in this paper is the research of new or modified constructive solutions of the connections, and all with the purpose of improving their loading capacity in conditions of real external loading. Some constructive solutions can be controlled by the dissipation of energy, meaning,they can be controlled by the stress and deformation distribution in the sections of the elements of the MSFS i.e. the constructive solution of the connection directly influences the appearance of the plastic hinges in some of the sections of the elements, when their loading capacity is exhausted. In the numerical modeling of the beam-column connection the demands of the new codes [8],[9], are incorporated, which is the well-known concept of the seismic resistant structure that proposes development of plastic hinges in the beams, and columns.

Consequently, the size of the static influence that dictates the order of the plastic hinge appearance should be taken under consideration i.e., column bending strength should be larger then beam bending strength. With the alternative of the collapse mechanism (the order of the element’s plastification) and generally the mechanism of energy dissipation, two different approaches exist: The first approach is based on the contribution of the panel–zone in the energy dissipation with the purpose of its reduction and also accepting a part of the plastic deformations, without excluding the contribution of the columns and the beams. The second approach does not include the panel zone in the energy dissipation. As a result, the end parts of the beam must accept the plastic deformations. Thus the beam–column connection can be specified in detail. During design of connections it is important to control the weight, stiffness, strength and the ductility of the material of the elements. This is due the fact that their behavior depends on the mentioned parameters of the elements in the connections . The deformation (rotation) capability is inversely proportional to the capacity of carrying of the beam i.e. the semi rigid connections have bigger plastic deformations and possibility for bigger rotation during the use of their total capacity to carry, but they have smaller capacity to carry comparing to the ones with rigid connection.

Pre cast system in Developing countries

In Developing countries, the method of application of pre-cast system is a bit completely different and simple, all concrete structural part (such as slabs, beams, columns, wall panels and footings) are made in vast fashionable factories. In these factories there are heaps of automatic central concrete mixers, completely different material containers, cement silos, water tanks. For manufacturing formed units of various varieties and kind works, there are many production areas, several steel beds (steel formwork) with hydraulic jacks and overhead electrical cranes. The concrete mixes that area unit made for formed units, area unit of various varieties and strengths. The strategies of hardening area unit heaps, like electrical water pipes, new steam hardening systems, additionally hot air hardening rooms. There are many varieties of slabs made .Hollow core slabs with traditional ferroconcrete, for tiny and medium spans, hollow core slabs with pre-stressed concrete for giant spans up to twenty four meters. The tactic of production of such slabs is by exploitation extruding machine. There are different varieties of slabs, like T and double T slabs, giant panel slabs, and post tension block column affiliation. There are many varieties of formed beams, born ferroconcrete linear and sinuate formed beams, with little and medium spans, beams with pre-stressed concrete for giant spans. There are differing types of a hundred and fifty five formed columns with completely different sections and forms, with and while not corbels. Additionally there are differing types of formed footings, like single, double, strip, and raft foundations. The transportation of the formed units used area unit trailers, helicopters and large trucks. The erection method within the website relies on exploitation terribly fashionable technology strategies, like helicopters, vast tower cranes and Lift-slab system (floor by floor rebellion), automatic cranes, the erection may be achieved for 2 or 3 floors along. The buildings that are made in developed countries area unit of all kinds, low-rise, medium, and high-rise buildings up to thirty floors. In developing countries, per the person’s low financial gain, moderate climate, straightforward below structure and developing technology (technology transfer), the tactic that is used is incredibly straightforward and ancient. All formed ferroconcrete structural part (such as slabs, beams, columns, wall panels and footings) area unit made in little factories. In these factories there are little concrete mixers (solely one or 2 central mixers), material containers, cement silos, water tanks, that ends up in cut back the price of construction. For manufacturing formed units of various varieties and forms, there are just one or 2 production areas, heaps of steel beds with mechanical or little hydraulic jacks, one or 2 overhead cranes. The concrete mixes that area unit made for formed units, area unit of completely different varieties and strengths. The strategies of hardening area unit ancient, like wet Wellington boot, or water hardening. There are some varieties of slabs made: Hollow core slabs with traditional ferroconcrete, for tiny spans, hollow core slabs with pre-stressed concrete for medium slabs up to seven meters solely. The methodology of production of such slabs is by exploitation extruding machine. There are different varieties of slabs, like T and double T slabs. There are one or 2 varieties of formed beams made. Ferroconcrete linear formed beams, with little and medium spans up to 20metrs. There are differing types of formed columns with completely different sections and forms, with and while not corbels. Additionally there are some varieties of formed footings, like single, double, and strip foundations. The transportation of the formed units used area unit solely trailer that’s cheap. The erection method within the website relies on exploitation little technology strategies, like little cranes or straightforward cables, and also the erection is for one floor solely (step by step). The buildings that area unit made in developing countries area unit of low-rise buildings (five floors maximum) that’s not costly. because the individuals in developing countries (such as in Arab countries); area unit terribly poor (low income) , the climate is traditional in winter , and also the price of hands and instrumentation area unit low , it’s helpful to scale back the price of buildings by exploitation the Pre-cast construction because of : Short time of construction, Low cost, and increasing the building sturdiness and utility.