Relevant bibliographies by topics / BS8110

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  1. Journal articles
  2. Dissertations / Theses
  3. Books
  4. Book chapters
  5. Conference papers

Academic literature on the topic 'BS8110'

Author: Grafiati
Published: 4 June 2021
Last updated: 1 February 2022

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Journal articles on the topic "BS8110"

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Olawale, S. O. A., M. A. Tijani, M. A. Kareem, A. M. Ogungbire, and O. Alabi. "Cost optimisation of the design of reinforced concrete flat slab to BS8110." IOP Conference Series: Materials Science and Engineering 640 (November 13, 2019): 012052. http://dx.doi.org/10.1088/1757-899x/640/1/012052.

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Ho, Goman Wal-ming. "A Comparative Study of BS8110 and GBJ 10–89 in Flexural Strength." HKIE Transactions 5, no. 3 (January 1998): 32–38. http://dx.doi.org/10.1080/1023697x.1998.10667760.

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Tukiar, Mohd Azuan, Abd Ghani Kay Dora, and Nor Hayati Hamid. "Seismic Performance and Assessment of Precast Beam-Column Corner Joint Subject to Reversible Lateral Cyclic Loading." Applied Mechanics and Materials 661 (October 2014): 128–33. http://dx.doi.org/10.4028/www.scientific.net/amm.661.128.

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A seismic performance of full-scale precast reinforced concrete beam-column corner joint with corbel was examined in the laboratory. The precast beam-column joint designed using BS8110:1:1997 was tested under lateral cyclic loading up to +1.5% drift. Displacement ductility of precast beam-column joint with corbel was determined. The visual observation showed that the damage occurred at the corbel of beam-column joint. Major cracks were also observed at the cast-in-place area above the joint area. In this paper, the damage state of the specimen is categorized in accordance to HAZUS®99 and the vulnerability of the specimen was assessed using fragility curve.
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Sule, T. C. Nwoforand S. "Optimization of Steel Reinforcement in a Reinforced Concrete Column using Eurocode2 and BS8110-97." International Journal of Civil Engineering 4, no. 7 (July 25, 2017): 21–28. http://dx.doi.org/10.14445/23488352/ijce-v4i7p104.

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Ahmed, Sami Mustafa M. E., Noor Amila Wan Abdullah Zawawi, and Zulkipli B. Ghazali. "Impacts of Implementation of IBS Score Regulations of CIDB on the Concrete Volumes Required for Building Projects in Malaysia." Applied Mechanics and Materials 695 (November 2014): 24–27. http://dx.doi.org/10.4028/www.scientific.net/amm.695.24.

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Improvement of construction industry will contribute to the economy of Malaysia because it is one of the five sectors used to calculate the national GDP. This fact is encouraging the Construction Industry Development Board (CIDB) of Malaysia to prepare many development plans like Roadmap 2003-2010, CIMP 2006-2015, and Roadmap 2011-2015. Adoption of the Industrialized Building System (IBS) is the step stone for all these plans. CIDB has created an indicator to assess the degree on industrialization for applied building system; IBS score. Furthermore, CIDB has specified the minimum values of this score for the building projects of government and private sector. This paper discusses the effects of adjusting these values on the structural design of an office building. The CIDB method of calculating the IBS score, the moment distribution method of structural analysis and BS8110 code of design will be used to analyze the selected case study.
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Anuar, Shamilah Anudai, Nor Hayati Hamid, and M. H. Hashim. "Retrofitting of Single Unit Tunnel Form Building Using Steel Plate under Out-of-Plane Lateral Cyclic Loading." Applied Mechanics and Materials 661 (October 2014): 95–99. http://dx.doi.org/10.4028/www.scientific.net/amm.661.95.

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A one-third scale single unit of 3-storey tunnel form building with foundation beam was designed, constructed and tested under out-of-plane lateral cyclic loading. This building was designed according to BS8110 with no provision for seismic loading. Tunnel form building was initially tested at ±0.01% , ±0.1%, ±0.25%, ±0.5%, ±0.75%, ±1.00%, ±1.25% and ±1.5% drifts until the structure lost its lateral strength (strength degradation). Then, the specimen was repaired and retrofitted using steel plate and angle which was positioned at the wall-slab joints that had suffered severe damages. A similar drift of displacement before retrofitting was repeated for the specimen after being retrofitted. Visual observation of damages, hysteresis loops, stiffness, ductility and equivalent viscous damping (EVD) of the specimen were analyzed and compared before and after retrofitting. The proposed retrofitting technique has increased its lateral strength by 26%. Fewer cracks occurred after retrofitting the specimen compared to before retrofitting. It can be concluded that steel plate and angle can strengthen the wall-slab joint and this method can be used to retrofit the tunnel form building if it had been damaged caused by earthquake excitations.
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Al-Oraimi, S. K., A. W. Hago, H. F. Hassan, and R. Taha. "Compressive Strength and Surface Absorption of High Strength Silica Fume Concrete Under Different Curing Conditions." Journal of Engineering Research [TJER] 4, no. 1 (December 1, 2007): 17. http://dx.doi.org/10.24200/tjer.vol4iss1pp17-22.

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The effect of curing conditions and silica fume replacement on the compressive strength and the initial surface absorption of high performance concrete is reported. The silica fume contents were 5, 10, 15 and 20%, by weight of cement. Four different curing conditions were used: air curing, control curing and two other curing conditions recommended by BS8110 and ACI308-81. The cementitious material (binder) content was constant (400 kg/m3); the water/cement (w/c) ratio was also maintained at a constant value of 0.35; while the water/binder (w/b) ratio ranged from 0.35 to 0.28. The addition of silica fume enhanced the compressive strength significantly up to 30%. The 28-day compressive strength was found to be 69.9 MPa without silica fume and it was determined to be 89.9 MPa with silica fume under the standard curing condition. The 28-day compressive strength results under the control curing condition were found to be higher than the compressive strength for specimens cured under other curing conditions. The surface absorption (ml/m2.s) was found to decrease as the percentage replacement of silica fume was increased. Control curing also decreases the surface absorption of water compared with air curing. Concrete with silica fume was less sensitive to drying than that without silica fume.
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Mohamad, Noridah, Wahid Omar, and Redzuan Abdullah. "Precast Lightweight Foamed Concrete Sandwich Panel (PLFP) Tested under Axial Load: Preliminary Results." Advanced Materials Research 250-253 (May 2011): 1153–62. http://dx.doi.org/10.4028/www.scientific.net/amr.250-253.1153.

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A study is carried out to develop a Precast Lightweight Foamed Concrete Sandwich Panel, PLFP, as a new and affordable building system. Experimental investigation to study the behaviour of the panel under axial load is undertaken. The panel consists of two lightweight foamed concrete wythes and a polystyrene insulation layer in between the wythes. The concrete panels are reinforced with 9mm diameter high tensile steel bars. The rebars are tied to each other through the insulation layer by shear connectors which are made of 6mm mild steel bars bent to 45º angle. Total number of four specimens was tested with one specimen; PA1 was cast without capping at both ends. It was used as a pilot test. The other three specimens are capped with normal concrete at both ends to avoid end crushing during axial loading. Axial load test was conducted and the results are presented here, which include the ultimate load capacity, crack pattern and failure mode, strain distribution and load-deflection curve of the panels. The experimental ultimate strength achieved recorded lesser percentage difference with the formulae by Pillai and Parthasarathy when compared to formulae in BS8110. It is also observed that the strength of the panels are affected by the compressive strength of the foamed concrete forming the wythes, the presence of concrete capping at panel’s ends and the slenderness ratio, H/t. Specimens with capping at both ends recorded higher ultimate loads with no premature crushing. Failure of panels with slenderness ratio, H/t < 18 were by premature buckling near the supports whereas for panels with higher H/t ratio, slight bending was observed in the middle zone. The results also indicate that a certain degree of compositeness is achieved between the wythes.
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Chan, T. K., and R. F. D. Porter Goff. "Welded aluminium alloy connections: test results and BS8118." Thin-Walled Structures 36, no. 4 (April 2000): 265–87. http://dx.doi.org/10.1016/s0263-8231(00)00006-9.

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Ponanake, Pareeyawadee. "Trend of BS 8900: 2006 Guidance for Managing Sustainable Development Application in Thai Logistics Service Providers." Information Management and Business Review 6, no. 5 (October 30, 2014): 226–33. http://dx.doi.org/10.22610/imbr.v6i5.1119.

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The research aimed to study 1) the opinions of Thai logistics provider towards BS8900:2006 Guidance for Managing Sustainable Development and 2) the trend of Thai logistics providers towards the application of BS8900:2006 Guidance for Managing Sustainable Development. Populations were Freight Forwarding service providers on the list of Thailand’s logistics service providers for freight forwarding service and TIFFA including international logistics company i.e. UPS, DHL, TNT and FedEX. The sample groups were random by multi stage sampling. The size of sample group was 168 persons. The research methods were questionnaires which were analyzed by percentage, Mean, Standard Deviation, and inferential statistics perfuming by Logistic Regression. The research found that 1) the opinions of Thai logistics providers towards BS8900:2006 Guidance for Managing Sustainable Development was strongly agreement 2) The probability of application of BS8900:2006 Guidance for Managing Sustainable Development was increased 2.134 times and the accuracy of forecast was 84.5%
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Dissertations / Theses on the topic "BS8110"

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Nyberg, Sebastian. "Beräkning av skjuvbrott i pelarunderstödda plattor : En studie av kontrollen utanför påverkade zonen vid beräkning av genomstansning." Thesis, Mälardalens högskola, Akademin för ekonomi, samhälle och teknik, 2017. http://urn.kb.se/resolve?urn=urn:nbn:se:mdh:diva-35962.

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The calculation process in Eurocode 2 that is showing how calculation of punching is to be done is long and some parts are not well explained. At the end of the calculation of punching, it is said that a check of the shear capacity without any reinforcement should be done outside the affected zone but the intent of the check is not justified. The purpose of the study was to find out why the check must be done and then examine whether it is possible to limit the use of the control. The results have been produced by doing literature studies on the field and calculations to understand how the control is affected. The program Excel have been used to compile and compare all the results in the calculation part. To gain a wider understanding of the area two other international standards have been compared with Eurocode 2. The standards used are American Concrete Institute 318 and Brittish Standard 8110. The maximum allowed distance of shear reinforcement without having to extend the area is 2d because the length of the base control section from the column surface in each direction has that distance. By testing how all the conditions affect the distance, is it possible to see which values are required to make the distance exceed 2d. After calculations have been made on several different prerequisites, it can be noted that on many occasions the distance is below 2d. Since so many conditions influenced the outcome, it was difficult to judge reasonable values on all of them which was making it more difficult to evaluate how often the control was needed. An uncomplicated way to limit the use of the control was by finding a prerequisite that is dominant, but it did not work in these cases so instead it was chosen to compare the shear capacitance without shear reinforcement with the transverse force loaded over the control perimeter.
När en pelarunderstödd platta belastats av en koncentrerad last från pelarna och utbredd last ovanifrån finns det risk för genomstansningsbrott eftersom pelarna som stabiliserar pressas mot plattans yta så att betongen runt pelarna stansas ut. Pelarunderstödda plattor är ett vanligt stomsätt som möjliggör att det går att ha balkfria konstruktioner som enbart stabiliseras utav innerväggar och pelare. Stomsättet kan användas i flera sorters konstruktioner t ex i kontorsfastigheter, parkeringshus och broar. Beräkningsgången i Eurokod 2 som visar hur beräkning av genomstansning i pelardäck ska göras är lång och avsikten med kontrollen är inte motiverat. I slutet av beräkningsgången av genomstansning anges att en kontroll av skjuvkapaciteten utan armering ska göras utanför den påverkade zonen men utan förklaring till varför. Eftersom det inte nämns varför kontrollen måste göras vet inte alla konstruktörer vad det är de kontrollerar och om den ens kommer till användning. Vid beräkning av pelardäck måste det göras beräkningar vid alla pelare som skiljer sig vilket kan resultera i att samma beräkning behöver göras många gånger och därför skulle det spara mycket tid om det gick att undvika sista kontrollen. Syftet med studien är att ta reda på varför kontrollen måste göras och sedan undersöka om det går att begränsa användandet av kontrollen. Resultaten har tagits fram genom att göra en litteraturstudie inom området och beräkningar för att förstå hur kontrollen påverkas. Vid beräkningsdelen har programmet Excel används för att sammanställa och jämföra alla resultat. Andra internationella normer har studerats för att kunna jämföras med Eurokod 2 samt för att få en större förståelse inom området. Normerna som används är American Concrete Institute 318 och Brittish Standard 8110. BS8110, ACI318 och Eurokod 2 skiljer sig i tillvägagångsätt en hel del och en av de största skillnaderna är att ACI318 använder en längre procentenhet av betongskapacitet när skjuvkapaciteten med armering dimensioneras. Det högst tillåtna avståndet på skjuvarmering utan att behöva förlänga området är 2d eftersom grundkontrollsnittets längd från pelarens yta i varje riktning har det avståndet. Genom att prova hur alla förutsättningar påverkar avståndet går det att se vilka värden som krävs för att avståndet ska överskrida 2d. Förutsättningen som gör störst påverkan är effektivhöjden vilket syns tydligt när de 3 faktorer som påverkar mest jämförs. Efter att beräkningar har gjorts på flera olika förutsättningsfall kan det konstateras att vid många tillfällen blir avståndet under 2d. På grund av att så många förutsättningar påverkar resultatet är det svårt att bedöma rimliga värden på alla vilket gör det svårare att värdera hur ofta kontrollen är viktig. Ett enkelt sätt att begränsa användandet av kontrollen är genom att hitta en förutsättning som är dominerande men det gick inte detta fall så därför valdes det istället att jämföra skjuvkapaciteten utan armering med tvärkraften belastad över grundkontrollområdet. Det här sättet att begränsa är bundet av vad som antas vara rimliga värden på förutsättningarna och därför kan användandet variera mycket.
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Chen, George, and 陳國堂. "BS8800、ISA2000、SCC&ISRS安全衛生管理與評鑑制度之研究." Thesis, 1999. http://ndltd.ncl.edu.tw/handle/95512240959902190251.

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Books on the topic "BS8110"

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Martin, L. H. Structural design in concrete to BS8110. LONDON: Edward Arnold, 1989.

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Allen, A. H. Reinforced concrete design to BS8110: Simply explained. London: E. & F.N. Spon, 1988.

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Hulse, Ray. An introduction to EC2 and comparison with BS8110. Coventry: School of The Built Environment, Coventry University, 1993.

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C, Steedman James, ed. Examples of the design of reinforced concrete buildings to BS8110. 4th ed. London: E. & F.N. Spon, 1992.

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Brohn, David. Computer-based training in reinforced concrete design to BS8110: Workbook. [U.K.]: [s.n.], 1991.

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Reynolds, Charles E. Examples of the design of reinforced concrete buildings to BS8110 ; and, Reinforced concrete designer's handbook. London: Spon, 1992.

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Concrete Design to Bs8110. Edward Arnold, 1989.

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The Structural Use of Concrete Bs8110. BSI Standards, 1999.

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Reynolds, Charles E. Examples of the Design of Reinforced Concrete Buildings to Bs8110. 4th ed. Routledge, 1991.

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Reynolds, Charles E., and James C. Steedman. Examples of the Design of Reinforced Concrete Buildings to BS8110. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440.

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Book chapters on the topic "BS8110"

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Hadi, N. D., A. G. Kay Dora, and N. H. Hamid. "Comparison of Seismic Performance Between Interior Beam-Column Joint Designed Using BS8110 and Eurocode 8." In InCIEC 2015, 209–20. Singapore: Springer Singapore, 2016. http://dx.doi.org/10.1007/978-981-10-0155-0_20.

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Reynolds, Charles E., and James C. Steedman. "Beam-and-slab construction: one-way slabs." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 69–79. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-10.

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Reynolds, Charles E., and James C. Steedman. "Beam-and-slab construction: two-way slabs." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 80–84. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-11.

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Reynolds, Charles E., and James C. Steedman. "Flat slabs." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 85–94. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-12.

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Reynolds, Charles E., and James C. Steedman. "Other designs of floor." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 95–102. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-13.

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Reynolds, Charles E., and James C. Steedman. "Columns subjected to axial loads only." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 103–8. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-14.

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Reynolds, Charles E., and James C. Steedman. "Columns subjected to bending." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 109–26. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-15.

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Reynolds, Charles E., and James C. Steedman. "Walls." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 127–37. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-16.

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Reynolds, Charles E., and James C. Steedman. "Stairs." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 138–40. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-17.

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Reynolds, Charles E., and James C. Steedman. "Foundations." In Examples of the Design of Reinforced Concrete Buildings to BS8110, 141–56. CRC Press, 2017. http://dx.doi.org/10.1201/9781315273440-18.

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Conference papers on the topic "BS8110"

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De’nan, Fatimah, Md Azlin Md Said, Chong Hong Rui, and Izwan Johari. "Comparative study of Bs8110 and Eurocode 2 standards for design of a factory reinforced concrete flat slab." In 2ND INTERNATIONAL CONFERENCE ON MATERIALS ENGINEERING & SCIENCE (IConMEAS 2019). AIP Publishing, 2020. http://dx.doi.org/10.1063/5.0000079.

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Collberg, Leif, Kristoffer Aronsen, Andrew Palmer, and Guillermo Hahn. "Benefit of Partly Displacement Controlled Condition in Sagbend." In ASME 2003 22nd International Conference on Offshore Mechanics and Arctic Engineering. ASMEDC, 2003. http://dx.doi.org/10.1115/omae2003-37376.

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Some codes like BS8010 and DNV-OS-F101 distinguish between load controlled condition or displacement controlled (or strain based) condition. Even though the principles are clear, it is often hard to determine the difference in practice. A displacement controlled condition allows a higher utilization and is therefore beneficial, and can be applied provided that the condition can be classified as a displacement controlled condition. Many projects have had intense discussions on this matter during the last 15 years, however, without much progress. The objective of this paper is two-fold. First it will show that a discussion on load controlled versus displacement controlled is of limited value. The discussion should rather be on how to take benefit of a partially displacement controlled condition. Second, the paper gives a suggestion on how to allow for a partially displacement controlled condition, also determining the degree of displacement control. The suggestion is supported by specific FE-calculations.
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