Is 456 code 2000 free download pdf

Indian Standard3. Fourth Revised Edition4. Including Amendment No. IS Plain and Reinforced Concrete - Code of Practice is an Indian Standard code of practice for general structural use of plain and reinforced concrete. The latest revision of this standard was done in year , reaffirmed Topper students of top universities Buy this.

This book is designed to meet the latest demand and development in the field of concrete industry. The current indian standard code IS dealing with plain and reinforced concrete will also be revised timely to pace with the important developments in the fields of concrete production and its use in structural concrete. There are many aspirants who are searching for the is latest version pdf download link, below we will incorporate the free pdf link of the is code pdf.

As soon as the results of 9. Quality assurance in M 10 3. M45 The job of quality control and quality assurance Nominal mix concrete may be used for concrete of would involve quality audit of both the inputs as well M 20 or lower. The proportions of materials for as the outputs. Inputs are in the form of materials for nominal mix concrete shall be in accordance with concrete; workmanship in all stages of batching, Table 9.

Gradedcoarse aggregateshall be used. Exumple For an average grading of tine aggregate that is. Assurance Plan, for its participation in the project. The individual Quality Assurance possible concrete. All ingredients of the concrete Plans shall fit into the general Quality Assurance Plan. A Quality Assurance Plan shall define the tasks and Allowance for building process and its results. Such documentation bulking shall be made in accordance with IS should generally include: Part 3. NOTE-Quality control charts are recommended wherever the The amount-of the added water shall be adjusted to concrete is in continuous production over considerable period.

For the determination of moisture content To avoid confusion and error in batching, consideration To allow for the variation in mass of aggregate due to should be given to using the smallest practical number variation in their moisture content, suitable adjustments of different concrete mixes on any site or in any one in the masses of aggregates shall also be made. In the plant. In batching concrete, the quantity of both cement absence of -exact data, only in the case of nominal and aggregate shall be determined by mass; admixture, mixes, the amount of surface water may be estimated if solid, by mass; liquid admixture may however be from the values given in Table Water concrete plant shall be preferred.

For large and medium F. The material should additional tests to show that the quality and strength be stock-piled for several hours preferably a day before of concrete are satisfactory. The grading of coarse and fine aggregate should be checked as frequently as possible, the frequency The charge to ensure that the specified grading is mixer should comply with IS 1 and IS 12 The maintained. If there is For other types of more efficient mixers, of formwork. The strength referred to shall be that of manufacturers recommendations shall be followed; concrete using the same cement and aggregates and for hydrophobic cement it may be decided by the admixture, if any, with the same proportions and cured engineer-in-charge.

Oand 2. For further details immediately after removal regarding design, detailing, etc. These tolerances apply to concrete dimensions only, and Release agents should be The forms without coating the reinforcement.

Care shall Reinforcement placing should Within the concrete mass, different types of metal in contact Rough handling, shock loading prior to embedment should be avoided to ensure that bimetal corrosion does and the dropping of reinforcement from a height should not take place. Reinforcement should be secured against displacement outside the specified limits. Spacers in its final position to avoid rehandling. The concrete between the links or the bars where no links exist shall be placed and compacted before initial setting of and the formwork should be of the same nominal size concrete commences and should not be subsequently as the nominal cover.

Methods of placing should be such as Spacers, chairs and other supports detailed on to preclude segregaion. Care should be taken to drawings, together with such other supports as avoid displacement of reinforcement or movement may be necessary, should be used to maintain the of formwork.

As a general guidance, the maxi- specified nominal cover to the steel reinforcement. Over vibration and under vibration of connections, tests shall be made to prove that the joints concrete are harmful and should be avoided. Vibration are of the full strength of bars connected. Welding of of very wet mixes should also be avoided. The it is desirable to avoid them. If this is not possible, period of curing shall not be less than 10 days for their number shall be minimized. Concreting shall be concrete exposed to dry and hot weather conditions.

Construction joints should above minimumperiods may be extended to 14 days. Such compounds shall be applied to all exposed uneven surface.

It is recommended to clean out laitance surfaces of the concrete as soon as possible after the and cement slurry by using wire brush on the surface concrete has set. The surface may also be used to provide effective barrier prepared surface should be in a clean saturated surface against evaporation. It is exceedingly difficult and costly to alter concrete Fresh concrete should be thoroughly vibrated near once placed.

Hence, constant and strict supervision of construction joints so that mortar from the new concrete all the items of the construction is necessary during flows between large aggregates and develop proper the progress of the work, including the proportioning bond with old concrete.

Supervision is also of extreme importance to check the reinforcement and Where high shear resistance is required at the its placing before being covered. Sprayed curing membranes and release agents should The prevention of moisture loss from the concrete is particularly important if the-water- Part 1 or IS Part 2. The curing regime should also prevent the development of high temperature gradients within the concrete. The water-cement ratio shall not Exposed surfaces of concrete shall be kept exceed 0.

If the charge in the tremie is lost while the space into which concrete is to be deposited. Otherwise it may be leached and of the tremie method, the vertical end piece of become segregated. Concrete shall be deposited, the pipe line is always inserted sufficiently deep continuously until it is brought to the required height.

The bucket shall be filled completely and pipes the lower end of which is always inserted lowered slowly to avoid backwash. The on the surface upon which the concrete is to be concrete emerging from the pipe pushes the deposited and when discharged, shall be material that has already been placed to the side withdrawn slowly until well above the concrete.

They shall be placed carefully in header batch of the mix or the entire contents the and stretcher courses so that the whole mass is. The tremie pipe shall interlocked. Bags used for this purpose shall be be not less than mm in diameter and shall free from deleterious materials.

A separate and also to the faces of the concrete shall not lifting device shall be provided for each tremie exceed one metre. Stone aggregate of not less pipe with its hopper at the upper end. Unless than 50 mm nor more than mm size shall be the lower end of the pipe is equipped with an deposited outside the steel cages over the full approved automatic check valve, the upper end area and height to be concreted with due care to of the pipe shall be plugged with a wadding of prevent displacement of the cages.

As the grouting proceeds, the concrete. It will be necessary to raise slowly the pipe shall be raised gradually up to a height of tremie in order to cause a uniform flow of the not more than 6 mm above its starting level concrete, but the tremie shall not be emptied so after which it may be withdrawn and placed into that water enters the pipe. At all times after the the next cage for further grouting by the same placing of concrete is started and until all the procedure.

Additional samples may be The amount of grout to be sent down shall be required for various purposes such as to determine the sufficient to fill all the voids which may be either strength of concrete at 7 days or at the time of striking ascertained or assumed as 55 percent of the the formwork, or to determine the duration of curing, volume to be concreted. Additional samples may also be required for testing samples cured by The care shall be exercised not to disturb the concrete as specimen shall be tested as described in IS The individual If more, the test results of the sample are invalid.

For this purpose the values should be arrived at based a The mean strength determined from any group on actual testing. In all cases, the 28 days compressive of four consecutive test results compiles with strength specified in Table 2 shall alone be the criterion the appropriate limits in co1 2 of Table However, the hardened concrete Where applicable, use should The methods as considered in the design.

If within 24 h of removal of the imposed probe penetration, pullout and maturity. If the recovery is less can supplement the data obtained from a limited than 80 percent, the structure shall be deemed to be number of cores. These methods are based on measuring a concrete property that bears some unacceptable. The accuracy of these methods, With an other materials and of the workmanship, as verified appropriate degree of safety, they should sustain all by inspections, is adequate for safety, serviceability the loads and deformations of normal construction and and durability.

Account should compliance with clearly defined standards for be taken of accepted theories, experiment and materials, production, workmanship and also experience and the need to design for durability. Calculations alone do not produce safe, serviceable and durable structures. In structural design, account shall be taken of the dead, Unless more accurate calculations are If within 24 h of the removal Part 3 and IS Part 4 respectively. The recovery after the second test should be at least 75 percent of the maximum deflection In this case only 0.

Wind and seismic loading shall be treated as imposed loading. Under transient wind load the lateral sway at the top For seismic. Part 5. The fire resistance of a care shall be exercised by the designer to ensure structural element is expressed in terms of time in hours adequate safety for possible stress reversal. Fire resistance of concrete elements depends upondetails of member size, cover The stability of a structure as a whole against In cases where dead load provides the restoring moment, Restoring moment ilue to imposed loads ceilings and sacrificial steel in tensile zone, should be shall be ignored.

For unsymmetrical or very tall centre to centre distance shall be used. The assumptions made shall be consistent for all the Where a member is built into a masonry wall which For such a The simplifying assumptions as given in Table 13 Shear for Coeffkients Clauses For non- centroid of the area of tension reinforcement and the monolithic construction the design of the membershall maximum compression fibre, excluding the thickness be done keeping in view This will not apply to deep beams.

The shears computed at the face of the support shall be used in the design of the member at that section However, where simplified analysis using coefficients is adopted, In the absence of more accurate determination, the redistribution of moments shall not be done. The deflection shall half the sum of the clear distances to the adjacent beams generally be limited to the following: on either side.

For high stmngthdeformedbarsof gradeFe For a cantilever, the clear distance from the free end of the cantilever to the lateral restraint shall not Slabs spanning in one direction and continuous over d supports shall be designed according to the provisions aDDkabk to continuous beams. If such supports are formed slab for one load does not overlap the effective due to beams which justify fixity at the support of slabs, width of slab for another load, both calculated then the effects on the supporting beam, such as, the as in a above, then the slab for each load can bending of the web in the transverse direction of the be designed separately.

If the effective width beam and the torsion in thelongitudinal direction of the of slab for one load overlaps the effective width beam, wherever applicable, shall also be considered in of slab for an adjacent-load, the overlapping the design of the beam.

Oand above 2. Where this moment per metre width of slab shall be ratio is one, that is, where the transverse and calculated separately for each load according to longitudinal flexural rigidities are approximately its appropriate effective width of slab calculated equal, the value of effective width as found for solid as in a above and added together for design slabs may be used.

But as the ratio decreases, calculations. The procedure should be as be as given in The slabs spanning in two directions at right angles 2 Determine the points of contraflexure of the and carrying uniformly distributed load may be new support moments [from c ] with the designed by any acceptable theory or by using span moment [from l ].

For determining Extend half the support tension steel at each 3 -bending moments in slabs spanning in two directions end to at least an effective depth or 12 bar at right angles and carrying concentrated load, any diameters beyond the nearest point of accepted method approved by the engineer-in-charge contraflexure.

Table 26 for adjacent panels may differ significantly. Where bi-axial bending is considered, it is sufficient to ensure that eccentricity exceeds the The unsupported length, 1, of a compression member minimum about one axis at a time. Reinforcing steel of same type and grade shall be used b in beam and slab construction, it shall be the as main reinforcement in a structural member. Bundled bars shall be enclosed within stirrups struts in each vertical plane, provided that to be or ties.

Bundled bars shall be tied together to ensure an adequate support, two such struts shall the bars remaining together. Bars larger than 32 mm meet the columns at approximately the same diameter shall not be bundled, except in columns. Such struts shall be of should be taken into consideration, where applicable adequate dimensions and shall have sufficient see afso IS The development length Ld is given by For bars in compression, the values of bond stress for b Stirrups-Notwithstanding any of the bars in tension shall be increased-by 25 percent.

Hooks should normally The projected For limit state method of design, this stress shall not length of hooks, bends and straight lengths beyond bends if provided for a bar in compression, shall only exceed - 1.

For working Bent 4 tension bar at a re-entrant angle should be avoided. The excess stirrup area shall be not At least one-third of the total reinforcement provided less than 0. Bars in a bundle shall terminate at different points cl For 36 mm and smaller bars, the continuing bars spaced apart by not less than 40 times the bar diameter provide double the area required for flexure at except for bundles stopping at a support.

Adequate end anchorage shall be provided for tension Where splices are provided in the-reinforcing bars, they , b When a flexural member is part of the primary shall as far as possible be away from the sections of lateral load resisting system, the positive reinforcement required to be extended into the maximum stress and be staggered.