what are the process or steps in designing Fiber Reinforced Concrete?
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you can contact me at blade_trinity_mr@yahoo.com and i will send you some PDFs about fiber reinforcement
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It's quite easy.. You just work out the length and width of the driveway and then multiply by the number of 2 foot widths in each direction.\nAdd 5% for overlaps.\nHowever, are you sure you want to or need to put reinforcing in a floor slab? You should first check with your local building control.. Puting re bar in beefs the concrete up but makes it very very VERY difficult to dig up if you need to at any time in the future.
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According to BS 8110:Part 1, the structural use of concrete, precast concrete beam and cast in-situ beam can be designed using same design approaches and design criteria. But additional design criteria must be consider for precast concrete beam in resisting stresses caused by\n\nHANDLING\nSTORING\nTRANSPORTING\nERECTING\n\nBecause precast concrete beam is fabricated in factory, finished beam must be transported, stroed and erected. During these processes, different type of stresses will be exerted. This condition is absent in cast in-situ concrete.\n\nSecondly, design of connection for precast concrete beam is also very important to maintain its compatibility to the structure.\n\nThirdly precast concrete beam is also more affected by shrinkage and thermal expansion of concrete, thus movement joints must be design and adequtely supplied.\n\nFor more information about precast concrete design, please refer to BS 8110:Part 1 Section 5.
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If you have a shear wall, you need to design it according to chapter 11 of ACI 318. Your wall will obviously have some axial load, but shear due to wind or seismic will control. It's really not that hard to design it if you follow the examples in a good RC book. \nSince you have a  shear wall, then the rest of your structure just carries gravity loads, so effectively, it is common practice (and academically accepted) to design all the gravity load resisting system. And then, design the shear wall. You lateral loads do not affect the size or reinforcement of you beams and columns. Do make sure, however, that the shear walls (you better have at least one in each direction) are big enough that their stiffeness is a lot bigger than that of the columns. So, if you have for example 25 18" x 18" columns, but you wall is only 8" thick and 36" long then obviously, that's not a shear wall since the sum of your column stiffnesses is a lot bigger than the shear wall. PS I need some "best answer" points
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>>Aggregates\n\nAlthough latent heat effects (heats of desorption, dehydration) are primarily determined by the cement paste, the thermal conductivity of concrete is determined by the aggregate.\n\nConcretes may be divided into two major groups: normal weight concretes (usual density range: 120 to 140 lb/ft³) and lightweight concretes (75 to 100 lb/ft³). Normal weight concretes are usually made with natural deposits of gravel and sand aggregates or with crushed stone. The two main factors that determine their value in fire are their chemical stability and degree of crystalline order. Less stable aggregates, i.e. those containing large amounts of hydrated water, undergo decomposition and dehydration reactions at higher temperatures. (In general, concretes that do not show more than 5 per cent weight loss when heated from 200 to 1600°F can be regarded as made with physicochemically stable aggregates.) As these reactions are normally accompanied by the absorption of latent heat, unstable aggregates are often an advantage from a fire endurance standpoint.\n\nThe thermal conductivity of aggregates, and thus of concretes made with them, depends on both the aggregate's internal microstructure and its mineralogical composition. The conductivity of highly crystalline aggregates (i.e. those having a well defined microstructure) is high at room temperature and decreases with rise of temperature. Amorphous aggregates (e.g. traprock, basalt) exhibit low conductivity at room temperature; this increases slightly as the temperature rises.\n\nAmong the common natural stones, quartz has the highest conductivity. The thermal conductivity of concretes made with quartz aggregates may be as high as 1.5 Btu/hr ft °F at room temperature (in oven-dry condition). The lower limit for the conductivity of normal weight concretes made with other natural aggregates is about 0.7 Btu/hr ft °F. When the temperature rises, the difference diminishes, and at temperatures over 1400°F all normal weight concretes exhibit roughly identical conductivities, 0.7 to 0.8 Btu/hr ft °F.\n\nLightweight concretes are usually made with processed lightweight materials or industrial byproducts such as cinder, slag, and various expanded slags, shales, clays and slates. Less frequently, natural lightweight aggregates are used, for example pumice, scoria, volcanic cinder, tuff. Lightweight aggregates, particularly manufactured ones, exhibit high chemical stability at elevated temperatures, so that the only latent heat effects that must be considered are those associated with the dehydration of the cement paste.\n\nSince the porosity of lightweight aggregates is high and the solid matrix normally on the amorphous side, the thermal conductivity of lightweight concretes is very low, typically 0.2 to 0.4 Btu/hr ft °F at room temperature. Again, this range of values decreases at elevated temperatures and, above 1400°F, 0.35 Btu/hr ft °F is a typical value.\n\nIt is becoming more and more popular to substitute sand in lightweight masonry units for some of the fine aggregates. Typically, 10 to 20 per cent of the total aggregate volume is replaced by sand to control the porosity, strength and texture of the units, to ensure good paste-to-aggregate bonds, and to eliminate certain production problems. Lightweight concretes made with natural sand exhibit characteristics between those of the lightweight and normal weight concretes.<<\n\nThere's more stuff at the following link:
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There is precast concrete, is that what your are asking about?\n\nThese are concrete construction members that are cast in a factory and then transported to the construction site. Some of these memeber, such as bridge and building beams are prestressed during the casting process. Concrete can not stand a tensil strain, only a compression strain. Beams are subject to both compression and tension. So to eliminate the tensil strain that the beam will be subjected to the beam when it is cast, is preloaded with a compression load. This is done by imbedding steel rods in the concrete and subjecting the rods to a tensil load during the casting. After the concrete has cured, the tensil load on the steel is released and the steel trys to return to its natural state, putting a compression load on the beam that will counteract the tensil load that the beam will be subjected to after implacement. Even concrete columns, which do not have a tensil load, contain steel rods and steel mesh to absorb any tensil load that the concrete might encounter. That is to be assured that if they are subjected to a tensil load, by wind shear for example, or during transport and erection, they will not suffer a tensil strain. The steel in the concrete absorbs the tensil load instead. They, however, are not normally, prestressed.
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A precast concrete frame(pcf) is a frame casted at a place other than the place where it has to be fixed.Sometimes due to certain reasons ie shortage of space,raw material,congenial atmosphere etc. a pcf is better in durability,stability and provides human comfort,environmental efficiency and is aesthetic also.
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Before and during construction period of the basement, you have to perform "dewatering" the surroundings, i.e. pumping the water 24 hours a day until the surface is lower than the foundation. On the outer side of the basement concrete, you must place water-proofing sheet before cementing them. However, since the water will give huge pressure to the basement, you have to divert the force by either using  submersible pump(s) to pump out the water automatically when it reaches certain level, or make drain(s) to the lower level, for example to the river down hill, if the situation is suitable.
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typically this is determined by the company making the admixtures.  If you do not have access to high range water reducers/superplasticizers then you are not going to make it happen without segregation and a w/cm ratio that will make it useless.\n\nAlso SCC is very dependent upon the gradation of the aggregates, it has much more in the way of fine aggregates than standard concrete mixes.\n\nHere's a rough example:\n780 pounds cement\n1300 pounds sand\n500 pounds 3/8" chips\n1000 pounds 3/4" nominal diameter aggregate\n36 gallons of water\n\nThe admixture dosages are going to be different depending upon the company making the chemicals.\n\nThis is rough and would end up with an overyield.  SCC is something that to be developed you need a lot of experience or a lot of test batches.  Also go to the Precast/Prestressed concrete institute website.  A while back they had a preliminary guide regardint SCC
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Fiberglass or fibreglass is material made from extremely fine fibers of glass. It is widely used in the manufacture of insulation and textiles. It is also used as a reinforcing agent for many plastic products; the resulting composite material, properly known as glass-reinforced plastic (GRP) or glass-fiber reinforced epoxy (GRE), is called "fiberglass" in popular usage.
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Hi there,\n\nHere are some great websites that explain the entire process:\n\nhttp://www.rcskim.com/makeaboard/How%20to%20build%20a%20skimboard.html\n\nhttp://www.skimonline.com/equipment/board_building.htm\n\nhttp://www.surfing-waves.com/howto/make_skimboard.htm
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Hi, let me tell you before you proceed to read further my answer, i am not answering your question rightaway, but shall share some details with you, presuming you are not aware of them....\n\nUsually, pile cap is designed for a cluster of piles [more than one atleast] or 'Pile Groups' as it is called. The reason being the strengthening of the shaft and the load carrying capacity enhances with more piles than one.\n\nSecondly, as regards to your question i think you are designing for a civil building not a bridge structure[otherwise your question will be totally wrong], in which case, i would suggest you do the design and analysis [i mean finding pile cap resistance and deflection, which many people avoid because of its difficulty] using Staad.Pro or other FEM softwares.\n\nI am providing a link here, see if you find useful. in the meanwhile, let me try to get you a down to earth explanation and understanding for pile cap designs from my collection.\n\nCheck this out, friend. all the best !!\n\nhttp://www.reiworld.com/Product/Tutorials/Foundation/SF4_viewlet_swf.html
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Portland Cement Association is apparently saying that the fiber reinforcement does no good, i'm not exactly sure.  The major property is that mortar and concrete have poor tensile strength but excellent compressive strength.  The goal of the fiber's or any other method of reinforcement is that as the cement hydrates and hardens it pulls the concrete or mortar into tension and it gains tensile strength from the fibers.
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Fiberglass or fibreglass is material made from extremely fine fibers of glass. It is used as a reinforcing agent for many plastic products; the resulting composite material, properly known as glass-reinforced plastic (GRP) or glass-fiber reinforced epoxy (GRE), is called "fiberglass" in popular usage.\n\nFormation\nGlass fiber is formed when thin strands of silica-based or other formulation glass is extruded into many fibers with small diameters suitable for textile processing. Glass is unlike other polymers in that, even as a fiber, it has little crystalline structure (see amorphous solid). The properties of the structure of glass in its softened stage are very much like its properties when spun into fiber. One definition of glass is "an inorganic substance in a condition which is continuous with, and analogous to the liquid state of that substance, but which, as a result of a reversible change in viscosity during cooling, has attained so high a degree of viscosity as to be for all practical purposes rigid."\n\nThe technique of heating and drawing glass into fine fibers has been known to exist for thousands of years; however, the concept of using these fibers for textile applications is more recent. The first commercial production of fiberglass was in 1936. In 1938, Owens-Illinois Glass Company and Corning Glass Works joined to form the Owens-Corning Fiberglas Corporation. Until this time all fiberglass had been manufactured as staple. When the two companies joined together to produce and promote fiberglass, they introduced continuous filament glass fibers.Owens-Corning is still the major fiberglass producer in the market today.\n\nManufacturing Processes\nThere are two main types of glass fiber manufacture and two main types of glass fiber product. First, fiber is made either from a direct melt process or a marble remelt process. Both start with the raw materials in solid form. The materials are mixed together and melted in a furnace. Then, for the marble process, the molten material is sheared and rolled into marbles which are cooled and packaged. The marbles are taken to the fiber manufacturing facility where they are inserted into a can and remelted. The molten glass is extruded to the bushing to be formed into fiber. In the direct melt process, the molten glass in the furnace goes right to the bushing for formation. \n\nThe bushing plate is the most important part of the machinery. This is a small metal furnace containing nozzles for the fiber to be formed through. It is almost always made of platinum alloyed with rhodium for durability. Platinum is used because the glass melt has a natural affinity for wetting it. When bushings were first used they were 100% platinum and the glass wetted the bushing so easily it ran under the plate after exiting the nozzle and accumulated on the underside. Also, due to its cost and the tendency to wear, the platinum was alloyed with rhodium. In the direct melt process, the bushing serves as a collector for the molten glass. It is heated slightly to keep the glass at the correct temperature for fiber formation. In the marble melt process, the bushing acts more like a furnace as it melts more of the material. \n\nThe bushings are what make the capital investment in fiber glass production expensive. The nozzle design is also critical. The number of nozzles ranges from 200 to 4000 in multiples of 200. The important part of the nozzle in continuous filament manufacture is the thickness of its walls in the exit region. It was found that inserting a counterbore here reduced wetting. Today, the nozzles are designed to have a minimum thickness at the exit. The reason for this is that as glass flows through the nozzle it forms a drop which is suspended from the end. As it falls, it leaves a thread attached by the meniscus to the nozzle as long as the viscosity is in the correct range for fiber formation. The smaller the annular ring of the nozzle or the thinner the wall at exi
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What do you mean by "structure?"  Technically, it's a life form, so it's carbon based.  However, it's "fibers" for lack of better term, are silicates.
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There are several types of tests for testing the strength of concrete in various ways but the most common is the compressive testing.\n\nASTM C 31/ C31M-03 allows for three different sizes of cylinders (first number is diameter): 4"x8" (100mm x 200mm), 6" x 12" (150mm x 300mm), and 9" x 18" (225mm x 450mm). They have to be prepared in a very specific manner, they are to be filled in equal layers (the number of which dependent upon the cylinder size) and each layer rodded 25 times.  After the first layer all subsequent layers should have the rod break about 1" into the layer below it.  Here's the number of layers each size cylinder requires: 4"-2 layers, 6"- 3 layers, 9"- 4 layers.  On the top layer you have to heap it over the top before rodding and if it falls below the top you have to stop and add more concrete then continue rodding.  After that you strike the top off flat and put it in a safe place.\n\nFor compression testing of cylinders you'll refer to ASTM C 39/C 39M.  Basically you have to use either a steel cap with neoprene padding or a bonded cap that is messy and stinks to high heaven when being applied.  You have then zero the machine and start applying load.  You can either run a metered advance all the way or you can apply load at an increased rate up to 50% of the design strength.  The loading rate has to be between 20 psi/second and 50 psi/second.  Some bodies have a tighter requirement of say 35 psi/s +/- 7 psi/s.\n\nAs far as running the machine if it's digital you'll have a scale that says "pace deviation" you will want to put it on the zero there during the second half of the loading, be gentle in your adjustments otherwise you risk having one break with no warning.  Once you get it in the middle it should stay there till right before the cylinder goes, it will start moving to the minus side and lower the loading rate.  You are not supposed to continue adjusting it during this phase, you have to let the cylinder fail (or you can stop it right before it goes off the minus side of the scale to avoid having to clean up a mess).\n\nIf you're using a newer machine you can hit "stress" and it'll tell you the PSI or you'll have to divide the pounds of force applied by the area of the top of the cylinder (Pi r^2) to get the pounds per square inch.\n\nHow violent the concrete fails will be dependent upon the strength of the concrete.  A 4000 psi concrete doesn't make much sound... an 8000 or 9000 psi concrete sounds kinda like a gun going off and can send stuff flying across the room.  The machine i used this summer i blew the door off of on atleast 3 seperate occasions and on one of those it sent a good sized chunk of concrete flying about 15 feet across the room.
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You can describe different types:\n\nhttp://www.aecom.yu.edu/ehs/Industrial%20Hygiene/Fs_Fibergls.htm\n\nhttp://www.clarkcraft.com/fiberglasscovering.php3