Long Span Roof Construction

Long Span ceiling Construction1.0 INTRODUCTIONA cap, which is the one of the most essential separate of a grammatical look, is the c overt on the uppermost part of the construction that protects the grammatical construction and its contents from the do of weather i.e. rainf on the whole, heat, sunlight, cold and wind depending on the nature and intended envision of the building (Wiki n.d Foster and Greeno 2007). The yoke of a chapiter is a major consideration amongst other factors including functional requirements and considerations of speed and economy of erection. This clear be classified in relative terms as short (up to 7.5m), medium (7.5 m 25m) and long- twain (over 25m) according to (Foster and Greeno 2007). The focus of this report leave behind be on long-span roof social systems.The idea of utilizing long-span roof systems in structures was probably demoteed based on a need to satisfy aesthetical as well as functional requirements of particular buildings much( prenominal)(prenominal) that a balance is reached. Buttressed by Indianetzone Constructions (n.d) opinion, a span is considered to be long-span when as a consequence of its size technical considerations ar placed so richly on the list of architectural priorities such that they significantly affect the aesthetic intervention of the building. Long-span buildings create unobstructed, column-free spaces commodiouser than 30 metres (100 feet) for a variety of functions. These include activities where visibility is important for large audiences (auditoriums and stadia), where flexibility is important (exhibition halls and true types of manufacturing facility) and places where movable objects argon ho utilize (Indianetzone Construction n.d).Pushing the boundaries of long span structures has always been a theater of operations of interest to the public as well as to professional engineers. Of course lightweight and long-span are relative terms and greatly influenced by the materia ls apply and the engineering science of the times. Westminster Hall was a huge feat of engineering in the 14th century and in the 19th century St Pancras station roof was the largest span in the UK for many years. These spans seem very modest now with roofs spanning 200 or 300 m and bridges reaching several kilometers(Liddell 2007).An example of a smart long-span roof anatomyed by the architect Edward Durell Stone in the 1950s based on the nerve cables used in suspension bridges was the U.S. marquise at the 1958 Brussels Worlds Fair (Encyclopdia Britannica 2010).2.0 FUNCTIONAL REQUIREMENTS OF ROOFING SYSTEMSIt is known that a roof primarily provides a covering over an enclosure, protecting it from the external environmental influence and action by wind, sunlight, one C, temperature, rainfall and other harsh climatic effects. In nightspot to adequately support the actions of these natural disturbances obligate on it by the prevailing environmental conditions including the l ikely futuristic effect of climate change, the roof has to be efficiently designed to satisfy certain functional requirements as adumbrate in the work by (Foster and Greeno 2007 Harrison et al. 2009). These include the followingStrength and stability, which is vital to the writ of execution of the structure as a whole.Weather resistance including prevention and dribble of rain, snow and condensation. thermal resistance involving regulating internal environments by solar heat loss balance, air temperatures, energy conservation and ventilation.Fire resistance including flak safety measures and/or precautions to keep distribution of fire from source at a minimum and provision of adequate lighting.Sound insulation involving maintaining adequate incumbrance levels.2.1 Strength and stabilityThe roof system functions to provide a great deal of structural rigidity and stiffness in buildings and other areas where they may be apply. A simple case is the tying effect the roof flip overs to simple buildings with short clear spans where the roof tends to hold the burden-bearing walls together such that they do not tear apart. The situation is seemingly different and more difficult to handle when the area of space to be covered by the roof increases in dimensions. According to (Foster and Greeno 2007), the main factor affecting the selection of materials employed in the design of a particular roof system chosen from a all-encompassing range of roof types is the span.Principles of modern building (1961) as cited in Harrison et al. (2009) states that there are three basic structural systems that can be used over an opening the chain, the arch and the beam, of which the chain is the best form for supporting dozens over long spans. According to them, roofs can be made out of indirect systems derived by a careful mix of these three basic systems. However, every roof needs to be sufficiently strong to carry the self-weight of the structure together with the intermitte nt heaps for example those due to environmental effect (e.g snow or wind) or maintenance and it must do this without undue distortion or damage to the building, whether perceptible or imperceptible to its occupants. (Harrison et al. 2009). These expectations are codified in provisions contained in various national building regulations including the Building Regulations 2000 as cited in the work by (Harrison et al. 2009), which is specifically for application in England and Wales.A cursory look at the history of roof performance in existing buildings (Harrison et al. 2009) go out back to the eighteenth century, considering the effect of load reveals that prehistoric dwellings recorded a relatively low performance with respect to the overall loading compared to more new roof systems (Table 1). This is probably due to advancement in research and technology in this area. Data from a national house condition survey conducted in England as cited by (Harrison et al. 2009) in Tables 2 and 3 respectively shows details of structural problems recorded in dwellings more than a decade before 2006 and at heart the year 2006.All over the world, engineers and builders are constantly faced with the challenge of establishing cost- useful, adaptable solutions in the design of roof systems to support the loads that come on them. The aim is to seek and find the optimum, economically-feasible method of transferring loads on the roofs to the supporting super-structure beneath over spans of variable magnitudes (Foster and Greeno 2007). They further argue that, in aver to specify huge cost savings in materials utilized in the design and construction of the roof, a balance has to be reached such that there is an overall decrease in the total dead load to be carried by the roof, which testament emergence in a situation where light weight materials carry majorly impose loads over great spans. With the step-down in the total load to be carried by the roof, materials are save d and smaller, lighter siemenstions can be used to support loads over long spans. This however, lead have significant implications on the serviceability requirements of deflection, which must be checked during design of the roof structure. As a corollary to this weight effect, (Foster and Greeno 2007) pointed out that one of the inherent structural difficulties in the design of long-span roof structures is reducing the dead/live load ratio, expressed as load per square metre of area covered by the roof, to a safe level thereby improving the efficiency of maximum load carried. spare-time activity their argument, increase in spans of roof systems generally result in significant increase in the dead weight of the roof which will lead to a corresponding increase in the ratio and an overall decrease in the efficiency loads carried by the structure. However, these problems can be solved by retentiveness two key factors as discussed by (Foster and Greeno 2007) in mind when making choic e of materials to be employed in the design the characteristics of the material to be used including the strength, stiffness and weight and the form or shape of the roof. They argued that if the strength is high, smaller volume of material is required to carry loads also if the stiffness is high the depth of section required will be small as the material will deform under small impact loads finally, a lightweight material will result in an overall reduction in the weight of the structure. These factors, if carefully considered in the selection of materials will help to develop the most efficient load carrying system where the dead/live load ratio is reduced to a minimum.Another important action apart from effects of weight which is critical in the design of roof structures is wind effect. Gales, extremely strong winds, pose adverse effects on buildings especially roofs in the UK (Harrison et al. 2009). Records by them show that since the wake of the early 90s up till now, about 1.1m illion houses have affected adversely by gales. This resulted in marked modifications in the codes of practice to give a more robust code BS 6399 Part 2 as cited in (Harrison et al. 2009) for wind load calculations on roof, which takes into consideration various building parameters necessary for a good design unlike the previous publications. The application of the code in the design of roof take in that certain factors like hurrying of wind, height of building ground level, locality of the building, altitude, gust, wind direction and seasonal factors (Foster and Greeno 2007 Harrison et al. 2009). There is some evidence (Foster and Greeno 2007) that wind pressure and suction has a denigrative effect on roofs supported by buildings especially on the windward end where its effect is greatly felt. As such, for lightweight roofs particularly ones with distinct overhangs, the apprehend is extremely undesirable and should be designed with careful consideration given to the joints an d connections to the ties, walls and columns as the case may be to prevent the roof from being thrown off (Foster and Greeno 2007).2.2 Weather resistanceAs may be given in the provisions of the Building Regulations (2000) document H3 for England and Wales as cited in Harrison et al. (2009), a roof should be adequately designed to perform such that there is zilch-tolerance on seepage of rainfall, snow and/or any form of moisture into buildings. In order to achieve this, Harrison et al. (2009) suggests that drainage systems (gutters) with adequate drain capacities be installed in subscriber line with the provisions of the building regulations above by considering factors such as the rainfall intensities (litres/sec/m2), the orientation of the roof and the effective drained surface area. Furthermore, they stressed that the orientation of the gutters should be such that it slopes to the closest drain outlet to prevent excessive loading of the structure in the event of an overspill. T hey recommend that in cases where overspills are expected, adequate provisions should be made for the design of the drain in accordance with the performance requirements as stated in BS EN12056-3 and design guidance including testing, maintenance and commissioning in BS 8490 some(prenominal) cited in (Harrison et al. 2009).2.3 thermal resistanceThermal resistance of a roof, which could also be expressed as thermal insulation is a key consideration made in the design of roof so as to strike a perfect balance between prevention of heat loss and remotion of excessive undesirable heat from dwellings when necessary. Thermal performance of any roof is an important requirement for the design of roof against thermal effects (Harrison et al. 2009). These requirements as encapsulated in the new Approved Document (AD) L as cited in (Harrison et al. 2009) are to be adopted in a more flexible way in a bid to conserving energy, promoting more energy-efficient buildings and roofs as well as reac hing carbon emission targets as stipulated in the relevant standards. This, as stipulated by (Harrison et al. 2009) can be maintained by institution of roof lights and roof windows. For the case of solar irradiation on roofs (Harrison et al. 2009) has suggested that the roof materials should be ones with reflective surfaces such that in periods of summer where the intensity of the sun radiation on the earth is greater consequent upon the effect of global warming, there is an overall reduction in heat absorption transmitted to the interior parts of the building.2.4 Fire resistanceThe major safety requirement for roofs is to reach an optimum performance that fire attack will not immediately bring dispirited the roof and will not affect all other parts as in a domino effect (Harrison et al. 2009). The requirement for dealing with roof fires as cited by (Harrison et al. 2009) is covered by test methods in BS 476-3. This test procedure determines the fire performance in roofs by effec ts of sixth sense and spread of flame which is denoted by two letters. In order to prevent fire, (Harrison et al. 2009) have stipulated quick guidance for fire protection including cavity barriers, puke detectors, sprinklers and smoke extraction systems, which help to maintain an acceptable level of fire safety.2.5 Sound insulationUnwanted sound, which could be termed as dissension can be undesirable to dwellers especially when it emanates from an external source. Sound level which is described on a logarithmic scale in decibels (dB) vary in loudness, frequency and time (Harrison et al. 2009). They opined that noise could arise from various weather generated sources like rain, snow, sun, wind or hail. However, they pointed out that these effects can be controlled by applying some general noise reduction principles like coating the underside of the roof with a thicker layer of a weaker material, damping and introduction of PTFE washers between joints.3.0 DESIGN CONSIDERATIONS/GUID E ROOF ONSTRUCTION/ERECTION(Griffis 2004) highlights some of the factors which should be taken into account in the design and construction of long-span roofs. He equally outlined strategies, knowledge of which in addition to a pretty good taste of the structural behaviour of long span structures and careful implementation, will reduce the incidence of cockle of long span structures as well as kill some of the concomitant problems of erection of long span structures. These strategies are presented belowMajor chuck personnel and their roles and responsibilities should be identified at the start of the cast off in order to determine the correct chain of command and reporting hierarchy This will ensure that proper project management procedures are applied to prevent friction amongst parties concerned, eliminate budget overruns and ensure that project delivery timelines are met.It is advisable to involve the fabricator/erector team at the start of the project This will not only be beneficial to the project cost and time schedules but also enable the team adequately familiarize themselves with certain construction requirements, specifications and details which have been prepared in line with the codes of practice at design present. These include, but are not limited to agreement on the grade of steel, connection type, bolt size and grade, welding procedures and processes, erection sequence and method, paint type and construction deviation allowances.Huge overall cost savings can be made on the structure from materials used in the construction e.g steel by employing high strength steel of the best spirit such that light weight materials are used.Adequate environmental studies should be conducted and results of these should be employed in the estimation of the wind and snow load on the structure. Accuracy of load estimation has a long-term saving effect in cost of the structure.Whether using reinforced concrete or purely steel work, struts and oblige chord o f the roof structure should be framed in order to produce light weight structures.It is never advisable to use front end joints in roof structure because of the inherent difficulties it brings along.Allowance should always be made in the initial design of the roof system to take into recognition additional dead loads which may arise from replacement of roof cladding and other materials in the future.Careful thought should be given to factors such as material shrinkage, support settlements and temperature effect including erection processes when making initial designs and construction planning procedures.So long as the architectural shape and line of vision of the roof structure is not impaired, much attention should not be paid to deflections and camber effects of long span roofs.Careful treatment should be given to diaphragm stresses, choice of diaphragm bracing of structural members and diaphragm attachment, which are important for resisting askance effects of wind and seismic loads by reaching a decision on the system to use based on considerations of economy and risk.Bolted field connections on shop-welded/built steel members are always the best and should be employed in the construction of long span roof systems. This is good practice which can reduce delays and downtime in construction leading to timely completion of project.In as much as the designer needs to start communicating with the fabricator early enough to structured shop practices to support design calculations, he should never allow the fabricator to take on his primary responsibility of designing the roof system. This may result in conflicts on site.For simplicity of design/details and avoidance of confusion on site, steel sections should be selected such that one size fits all This will reduce overall cost of materials and facilitate manufacture.Where possible a detailed authenticated erection method should be outlined to ensure clarity to all parties concerned and uniformity of instal lation procedure.The structural engineer should bear in mind that any structure designed should be analyzed and that built should be designed. Also he must ensure that careful supervision of the erection process on site is carried out properly to confirm that results of the design are reflected on site.4.0 PROBLEMS WITH LONG SPAN ERECTION/CONSTRUCTION.The design of long span structures for erection with constructability in mind often poses challenges on the designers which are related to both technological and aesthetical aspects (Kawaguchi 1991). Some of the key questions a designer should find answers to in order to overcome these challenges as outlined by Ruby (2007) areWhat is the loading trajectory for the structural system to be developed?How can the productive use of the structural members in terms of span, size, quantity of shop pieces and constructability be optimized?How can the bracing system determined from a structural perspective be efficiently incorporated into the in itial architectural layout?How can shop fabrication be efficiently utilized to reduce haulage cost, if it will be shipped and not field-built?What will be most effective construction melt order?At what strategic locations would ephemeral bracings be placed while construction and erection is still in progress?How will the determined construction flow order be applied to minimize the use of temporary props for truss during erection?All these questions, carefully evaluated will guide the designer in preparing functional designs which can easily be integrated in the construction and erection process to achieve the best results at reduced overall cost with prompt project delivery.A look at the typical problems associated with long span roof construction will be presented below using a case study of a large single storey building with long span roof as presented by Khup (2009).4.1 Description of the entire structureThis case study illustrates the construction of a large single-storey, lo ng-span industrial building with external dimensions 200m x 60m. The 10.8m high roof which is sustained by rc beams and columns is a 59m span structure with 29 individual steel components at 10.8m maximum height.Main members were double angle steel sections connected back to back.4.2 Erection of the trussThe truss as shown in Figure 4 below was erected by lifting truss units, 3 at a time, to the required height starting from the centre of the building and effectively supporting adjacent truss units against each other while providing temporary shore towers for props at the bottom chords of the truss assembly.4.3 Analysis of the misfortuneShortly after the first two trusses were erected, they failed and all came down Figure 5 shows the details. The immediate cause of the catastrophic collapse of the slender truss was the removal of the temporary shoring towers soon after installation of the truss in position.Some of the remote causes includecommencing installation at the centre of t he building alternatively than at the firm gable end wall,omission of a number of tie beams and purlins close to the shoring towers in order to create allowance for the great lift,non-utilization of temporary diagonal bracings to provide sufficient lateral support and torsional rigidity considering the slender nature of the truss,no continuity in the web angle provide at the knee-joint support due to obstruction from the holding-down bolts at that point which made the support behave as a pin-joint,eccentric loading and non-uniform distribution of stresses and forces at the joints due to the irregular order of construction,angle cleats which connects the purlins to the truss as well as all key truss members were not provided as a continuous strip along the its length to hold the double angles in position andomission of a diagonal strut which made the truss collapse/fail in flexure.4.3 Lessons learnedKhup (2009) has drawn out learning points for further action which could be noted f or correction and application in future jobs. These areThe effect of overall dimensions and section properties of the truss must be considered when dealing with trusses to avoid issues linked with torsion and lateralAdequate site monitoring and effective supervision should be the ultimate responsibility of the engineer as has been highlighted as one of the design considerations given earlier in this report by (Griffis 2004) to ensure erection is done to design specification.Members with slender forms e.g. purlins with angle sections should be properly battened along its entire length to provide sufficient stiffness and braced for lateral stability.Temporary props, if used for erection of the truss should be supported on relatively rigid members like concrete cores within the building frame.All shoring towers should be designed against accidental lateral or gravity loads that may occur during erection of the truss.Details of connections at joints should be clearly provided such that there are no eccentric moments arising from induced forces as result of misinterpretation of details by the fabricators.5.0 DESIGN GUIDANCE FOR LONG-SPAN ROOF SYSTEMS5.1 Structural design rulesFor the design of roof systems, The Corus (2010) has recommended BS 5950-6 (1995) for full design rules and test procedures used by various manufacturers of roof systems, the basis on which the respective load/span tables are generated. The design rules for metal roof cladding systems have not yet been included in the Eurocode 3 published earlier in the year, April, 2010. As a guide for assisting engineers and practitioners especially in the UK to make quick, approximate designs for their roof systems, reference can be made to BS5950-6 (1995) as cited in (Corus 2010).5.2 dispatch limitsDesigns will be done normally based on the flexural strength at ultimate limit states and deflection will be checked to ensure that it is satisfactory at serviceability states by applying the appropriate servi ceability loads such that the roof system performs satisfactorily and fulfils its intended purpose without collapse during its entire design life (Corus 2010)5.3 Serviceability and deflection limits(Corus 2010) advices that significant distortions or deflections in the structure is absolutely undesirable and must be checked at design stage in order to prevent complications such asPoor drainage systems and ponding in specific locationsDamage to sealants at overlap sections of the roof system unjustified strains at regions of overlaps or other interconnected parts such as interior coveringsGeneral external deformations or distortion in the regular shape or profile of the roof systems.Corus (2010) has specified, according to the code BS 5950 Part6 (1995), the permissible values of deflection for satisfying the serviceability limits as shown in the Table 4 below. A limiting value of L/200 is however recommended for use where L is the span which is a function of the span of the structure as will be obtained from the load/span tables used by the respective manufacturer of the particular roof system employed in construction.5.4 Ultimate limit statesAt ultimate limit states, the critical load or the worst load case is used to determine the design value of load at mischance where the material yield or the structure collapses. Corus (2010) has specified two likely modes of failure tensile fracture and compressive buckling, concluding that the probability of the former occurring is close to zero while the latter is prevalent in web-strengthened flanges subjected to high compressive stress levels leading to buckling at yield. This must be taken into account when carrying out design calculations.For shear, Corus (2010) documented that shear failure is improbable for small sections of long span members but could be present in deeper sections especially when used over short spans. This can be controlled by use of web stiffeners.5.5 Roof load calculations5.5.1 Concentrated i mposed loadThough relevant software packages are now getable for calculation of these loads, Corus (2010) has specified quick guidance for calculating loads from human activities in line with provisions of BS 6399-3 as cited in (Corus 2010)Roof with recover (for maintenance purposes only) greater of 0.9kN or effective snow loadRoof load for all purpose access greater of 1.8kN or the effective snow load.5.5.2 Dead loadLoad due to the self weight of the entire roof system which acts downwards like a gravity load.5.5.3 Uniform imposed loadThis relates to snow loading which is extremely difficult to calculate due to the variability of meteorological data. Corus (2010) suggests that extra concern should be given to estimation of this load especially for application at altitudes greater than 500m. As cited in (Corus 2010), BS 6399-3 (1988) is the recommended code for calculating uniform imposed loading on roof systems.5.5.4 elevate loadWind force has two momentous effects the positiv e lateral imposed wind pressure acting on the walls and the negative straight suction pressure acting majorly on the roof (Foster and Greeno 2007). Roof system as such must be designed against these effects. BS 6399-2(1997 or 2002 in style(p) version) as cited in (Corus 2010) is the recommended code for calculating these loads.5.6 Design loadsCorus (2010) has summarized a quick reference in Table 5 for determining design loads to be applied to buildings by confirming the relevant load case and calculating the design load using the worst loading situationLoading combination/situationLoad caseWind load (imposed or suction)Snow load (uniformly distributed or redistributed)Uniformly distributed load (kN/m2)Concentrated load (kN)Roof with accessDetermined from BS 6399 Part 2Determined from BS 6399 Part31.51.8Roof without accessDetermined from BS 6399 Part 2Determined from BS 6399 Part30.60.9WallsDetermined from BS 6399 Part 2