Support A Split Level Floor

Glue Laminated Timber, cracking takes a significantly lesser amount than in solid wood. Thus, laminated beams are ideal for noticeable roof structures in residential or other purposes, in which the inevitable cracking of solid wood is unwanted.

To begin with, in construction, the use of CFRP helps strengthen large structures with little material used. In research done by Sungnam Hong, he explored the effects of CFRP on RC columns. According to Hong, reinforced concrete beams strengthened with CFRP showed noticeable improvements in their strength (Hong 435). In this study, it proved that sheets of CFRP worked better than plates. These plates are just what they sound like: a plate of CFRP rather than being formed into sheets. Also, they can sometimes be doubled to increase the strength while still being thinner than a pencil. In another study done on the strength utilization percentage of

The use of fiber reinforced composites materials as an alternative to traditional metal materials is becoming widespread. The main technological advantages of these materials are low weight, high specific strength and stiffness, environmental resistance and long life. Compared to metals, composites can be easily made by relatively low tooling cost. Polymer matrix reinforced by woven fabrics is probably the most commonly used form of composites in structural application such as aircrafts, boats, and automobiles

The system consists of L-shaped and T-shaped frame units placed on top of each other.Simply supported floor slabs span between the frames.

The experiment we chose to accomplish was to test trusses and observe which upheld the most weight. Obvious constraints were placed on this, as it was not just open-ended. All trusses were to be based off the same design, with just the addition of more vertical beams on various trusses, the number of beams incrementing steadily.

After careful considerations of material properties with the objectives of the research (minimise cost and weight), the material that would be most suitable for the wind turbine tower is low-alloy steel and for the blades, CFRP. Considering the design constraints, the tower is best designed with a hollow circle frame with 5m (inner) and 3m (outer) radius which translates to a material cost of $4.96 million (tower only) and weighs 7893 tonnes. CFRP is the most suitable material for the blade as it has the lowest density and high fracture toughness and fits the constraints. Additional costs are based on anti-corrosion protection, CFRP production (based on blade length), transport and recycling commitments.

This quantity relates loads or forces to the ensuing structural deformations. Familiar relationships are readily established from first principles of structural mechanics, using geometric properties of members and the modulus of elasticity for the material. In reinforced concrete and masonry structures these relationships are, however, not quite as simple as an introductory text on the subject may suggest. If serviceability criteria are to be satisfied with a reasonable degree of confidence, the extent and influence of cracking in members and the contribution of concrete or masonry in tension must be considered, in conjunction with the traditionally considered aspects of section and element geometry, and material properties (ACI 318,

A steel frame situated around a building’s core or along exterior walls offers structural support. The frame’s columns, however, are free to rock up and down within steel shoes secured at the base.

Examined are multiple articles that conduct research on carbon fiber in circumstances in which, if positive results are found, encourage the development and integrating of carbon fiber into common civil engineering practices. Gomez et al examines the practice of wrapping sheets of carbon fiber around existing structural support beams in the hope of increasing flexural capacity and overall tensile strength. The implementation of carbon fiber into reinforced concrete due to steel’s corrosive properties is discussed. May et al’s study on patching structural fractures with carbon fiber materials rather than steel shows positive test results by slowing the growth of the fracture. Cholake et al’s article conducts research on a specific type of carbon fiber material, short milled carbon fiber. Short milled carbon fiber was found to have increased the strength of the material significantly in addition to reducing the material’s risk of failure due to cracking under tension. This paper discusses carbon fiber’s ability to positively enhance the current standards of structural integrity in civil engineering practices.

Abstract: Advancement in recent years on the efficiency of glass fiber-reinforced polymer (GFRP) in production and cost benefits have increased their use as alternative means to steel rebar in bridge deck bases. The purpose in applying rebar is to increase the tensile strength of concrete. Considering the versatility of bridges there are many factors that need to be analyzed when choosing whether to use steel rebar or GFRP material such as: cost, tensile strength, and weather resistance. Stress-strain graphs were calculated, graphed, and analyzed to determine the yield tensile strength and stiffness of steel rebar and GFRP. Data collected from alkaline bath tests were graphed and analyzed to determine the thermal and corrosion resistance of each material. Costs per square inch of each material were also compared as well as each materials quality and life expectancy. The results of the conducted test analysis found the GFRP to have greater thermal resistance, lower cost, and higher life expectancy than the steel rebar, however the steel rebar’s stiffness was found to be about six times larger than the GFRP’s. These results suggest that the advancements in GFRP can provide longer lasting bridge structures and will change the future of construction and restoration of bridges.

Over the last two decades Fiber Reinforced Polymers have emerged as an attractive competitor to the more conventional civil engineering materials for the creation of new structures and the strengthening/rehabilitation of existing ones [1-book]. Therefore many related associations such as ACI committee provided practical design manuals for all aspects of application FRPs for strengthening structural elements. The comparison between experimental and analytical code based studies performs previously for shear strengthening of RC beam with FRP composites is not very promising. Specially for shear strengthening the use of additional principle in the actual shear design equations must be questioned.[] The large dispersion between the expected values of different models and experimental results is of real concern bearing in mind some of this semi-empirical models are applied to present design codes. [01-arc] Shear strengthening of RC members with FRP is actually a research problem have not been completely solved and is still under investigation; [2-ar] so that the trustworthiness of existing models to achieve reliable and safe codification needs to be evaluated. Many uncertainties and complicated problems have assessed so far for strengthening of RC beams with FRPs are: real effective strain of FRPs in shear strengthening [Chen & Teng 2003a], main failure modes recognized for each section configuration, most accurate evaluation model [03-arc], and interactions between the external

Pre-cast pre-stressed double-tee girders are considered as an essential element of modern infrastructure used to construct civil project worldwide. These girders can be found in under-strengthlevel because of the local damages and developed cracks as the result of collision due to transportation and mishandling. Therefore, it is very important to find out an efficient retrofitting technique in order to restore the lost capacity and/or even outperform it. The current paper presentsa field tests up to collapse forthree actual-size pre-cast pre-tensioned double-tee (DT) girders having different levels of damage retrofitted using Externally Bonded Carbon Fiber Reinforced Polymer (EB-CFRP) technique. The girder stems for two of them were strengthened in flexure using uni-directional U–shaped CFRP sheets, while all girders were shear-strengthened at the dapped-ends. Each girder was loaded incrementally up to collapse using concrete Jersey Barriers, at the meantime, the deflections of the girder and developed strains on both concrete surface and the CFRP sheets were recorded at each increment. Test results assured the adequacy of the adopted strengthening configurations from both ultimate capacity and ductility viewpoints. It addition, the flexural resistance showed reasonable results compared to the analytical design resistance recommended by ACI 440.2R-08.

When the FRP-confined concrete columns are subjected to axial compressive loads, the concrete core starts to expand laterally and this expansion is resisted by a confining stress provided by the FRP jacket. The value of such lateral confining pressure is a function of the strength and amount of FRP wrap and the column’s cross-sectional dimension. For example, when confining concrete in a circular shape, the FRP jacket provides a uniform pressure around the perimeter resulting a great improvement in strength. On the other hand, concrete in a jacket of non circular sectional shape is confined by non-uniformly pressure and concentrated around the corners of such concrete members. In other words, the external confinement by FRP is more effective for a circular section that for a rectangular section at same amount of FRP. The maximum value is obtained when the strain in the FRP wrap reaches its ultimate strain. In order to study and quantify the behavior of rectangular concrete columns confined by FRP wrap, a number of models have been proposed for determining the amount of confining pressure by using a ratio known as the confinement ratio and is denoted by CR (i.e. ), which is defined as the lateral confining pressure provided by the CFRP (fl) divided by the unconfined concrete compressive strength ( ). This confining pressure can be calculated by the following well known expression (ACI 440.2R-08 2008):

Abstract 1: A slowly growing number of studies have concentrated too much on investigating, but less on modelling the cyclic axial stress-strain response of concrete columns (RC) confined with fiber-reinforced polymer FRP sheets. Since the early 1990s, the largest amount of research, including both experimental and analytical studies, has been rising continuously, in contrast, on the monotonic axial stress-strain behavior of concrete columns externally jacketed with FRP composite wraps. However, most of the available literature on the behavior of FRP-confined RC columns has focused extensively on square and circular concrete columns that can be classified as small or medium-size. Also recently, a few experimental studies have been devoted to investigating the cyclic axial compression behavior of small-scale unreinforced (plain) rectangular concrete columns with smaller-cross sections. Therefore, a deep review indicates that there is a distinct lack of research on the axial stress-strain behavior of FRP-confined RC columns subjected to a cyclic axial compression loading. This is owing to the fact that the majority of the structural buildings columns (RC) are noncircular ,and it has been clearly demonstrated that the behavior of these columns mainly depends on several factors such as aspect ratio of cross-section,

The maintenance, restoration and development of structural components, is maybe one of the most typical problems in construction field applications. In addition, a huge number of structures developed in the past utilizing the ancient established design codes in various parts of the world are basically structurally hazardous as indicated to the recent time design codes on the other hand the retrofitting has become necessary due to the environmental degradation, heavier loading conditions and their life spans. Therefore, various strengthening techniques are being introduced, historically the structural components were repaired by post-tensioning or jacketing with new concrete in conjunction with a surface adhesive, since mid-1960’s steel