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IS CODE 2911 PDF

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'Code of practice for design and construction of pile foundations: Part 3 on piles has been covered in a separate part, namely, IS (Part 4): 'Code of. Piles are revised in Some of the important changes in the code are highlighted . Driven cast in situ piles: IS (Part 1/sect.1) This type of Pile is. Sep 10, IS DESIGN AND CONSTRUCTION OF PILE FOUNDATIONS — CODE OF PRACTICE, Part 1: CONCRETE PILES, Section 2: Bored.


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Sep 10, IS DESIGN AND CONSTRUCTION OF PILE FOUNDATIONS — CODE OF PRACTICE, Part 1: CONCRETE PILES, Section 1: Driven. Sep 10, IS Code of practice for design and construction of pile foundations, Part 1: Concrete piles, Section 4: Bored precast concrete piles. IS Part 4 - Download as PDF File .pdf), Text File .txt) or read online. IS code.

It would be more appro- priate to assess the average settlement on the basis of subsoil data and loading details of the structure as a whole using the principles of soil mechanics. Results of cone penetration tests may also be utilized where necessary correlation with soil results data has been established [ see IS : Part 1 1, IS : Part 2 , IS : Part 3 Part II Dynamic method using cone and bentonite slurry Jrsf revision. Other alternative formula may also be applicable, depending on the subsoil characteristics and method of installation of piles.

NOTE- Estimation of this dragdown force is still under research studies and considerations, although a few empirical approaches are in use for the same. The concept is constantly under revision and, therefore, no definite proposal is embodied in this standard. Where piles are installed through very weak soils having an undrained shear strength less than 0. When the finished pile projects above ground level and is not secured against buckling by adequate bracing, the effective length will be governed by fixity conditionsi mposed on it by the structure it supports and by the nature of the soil into which it is installed.

The depth below the ground surface to the lower point of contraflexure varies with the type of the soil.

Is 2911 ( PART 1,Sec-1) 2010 Design & Construction of Pile Foundation

A stratum of liquid mud should be treated as if it was water. The degree of fixity of the position and inclination of the pile top and the restraint provided by any bracing shall be estimated following accepted structural principles. While considering lateral load of piles, effect of other coexistent loads including the axial load on the pile, should be taken into consideration for checking the structural capacity of the shaft.

A recommended method wherever possible for the determination of the depth of fixity of piles required for design is given in Appendix R. Other accepted methods such as the method of Reese and Matlock may also be used. NOTE-Because of limited information on horizontal modulus of soil, and refinements in the theoretical analysis, it is suggested that adequacy of a design may be checked by an actual field load test.

In the preli- minary design the load on a raker pile is generally considered to be axial. The distribution of load between raker and vertical piles in a group may be determined by graphical or analytical methods.

Free-standing raker piles are sub]ected to bending moments due to their own mass, or external forces from other causes. Raker piles embedded in fill or consolida- ting deposits, may become laterally loaded owing to the settlement of the surrounding soil. The choice of the spacing is normally made on semi-empirical approach. The minimum spacing in such cases, shall be 2.

In case of piles resting on rock, the spacing of twice the diameter of the pile may be adopted.

Generally the spacing in such cases shall not be less than three times the diameter of the pile. However, it is very difficult to establish the accuracy of these efficiency equations as the behaviour of piles group is dependent on many complex factors. It is desirable to consider each case separately on its own merit. The ultimate capacity of the group may be computed following this concept, taking into account the frictional capacity.

The additional capacity along with the individual capacity of the piles multiplied by the number of piles in the group should not be more than the capacity worked out in 5. Indian Standard IS: The installation of piles demands careful control on position. The load transfer mechanism from a pile to the surrounding ground is complicated and could not yet be fully ascertained.

There are widely varying practices followed for load tests on piles.

This standard was first prepared in Part 2 Timber piles first revision. Section 1 Driven cast in-situ concrete piles first revision.

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Section 3 Driven precast concrete piles first revision. Part 1 Concrete piles. The number of significant places retained in the rounded off value should be the same as that of the specified value in this standard. Side bar indicates modification of the text as the result of incorporation of the amendment.

Code of practice for design and construction of pile foundations: SCOPE 1. Section 2 Bored cast in-situ concrete piles first revision. Section 4 Bored precast concrete piles. Part 3 Under-reamed piles first revision. This comprises two components as follows: NOTE — In case specific information about strata and past guiding experience is not available. The number of the test may be increased up to 2 percent in a particular case depending upon nature.

The number of tests may generally be one-half percent of the total number of piles required. Maintained load method as given in 6. The general requirements applicable for these three methods are given from 6. In case of pile groups. The pile groups in these conditions shall be tested without their cap resting on the ground.

A bearing plate with a hole at the centre should be placed on the head of the pile for the jacks to rest. The test should be carried out by applying a series of vertical downward incremental load each increment being of about 20 percent of safe load on the pile. For testing of raker piles it is essential that loading is along the axis.

The projecting reinforcement should be cut off or bent suitably and the top finished smooth and level with plaster of Paris or similar synthetic material where required. If the anchor piles are permanent working piles. Care should be exercised to ensure that the datum bar supports are not affected by heaving up of the soil. Settlement shall be recorded with minimum 2 dial gauges for single pile and 4 dial gauges of 0.

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The centre of gravity of the kentledge should generally be on the axis of the pile and the load applied by the jack should also be coaxial with this pile. In case of load test below under-pinned structure.

The procedure is given in Appendix B. In this method application of increment of test load and taking of measurement or displacement in each stage of loading is maintained till rate of displacement of the pile top is either 0.

The test load shall be maintained for 24 h. The procedure as given in Appendix A or by instrumentation may be used. The loading should be applied in increments of about 20 percent of the estimated safe load. If the limit of permissible displacement as given in 6. This method should not be included in routine test. If it is conducted by jack located between two piles or groups.

The dial gauges tips shall rest on the central portion of the glass plate. NOTE — The displacement is at the cut-off level of the pile. NOTE — One of the methods for keeping dial gauge on pile surface is to chip off uneven concrete on the side of the pile and to fix a piece of glass 20 to 30 mm square.

It will have threads at top for fixing it to the framework. For larger loads the number of rods may have to be more and depending on the set-up these may be put in a line or in any other symmetrical pattern.

As an alternative it is sometimes preferable to use a central rod designed to take pile load and embedded centrally in the pile to a length equal to the bond length load required. In some cases. For routine tests.

These are to be recorded sequentially for the tests under consideration and recorded in a suitable tabular form along with the information about the pile. The jack reacts against a frame attached to the top of the test pile such that when the jack is operated. NOTE — One of the methods for pull out tests that may be used is where hydraulic jack is made to rest on rolled steel joist s resting on two supports on the ground.

The framework can be attached to the pile top with the reinforcement bars which may be threaded or to which threaded bolts may be welded. The test may be continued up to 50 percent over the safe load.

Load displacement curve should be an essential part of presentation. When elastic compression of the subgrade works out negative. For predominantly end-bearing piles in sand or gravel. The rate of penetration.

If a mechanical pump is used.. The penetration deflection should be measured by means of dial gauges held by a datum bar resting on immovable supports at a distance of at least 3 D subject to a minimum of A rate of penetration of about Readings of time.

The pump supplying the jack may be hand or mechanically operated.. For force up to ton hand pumping is convenient.. One of the dial gauges will be selected for conducting the test.. With continuous application of pressure on the pile top by operating of the jack. The peak load marked A in Fig. The test should be carried out for the penetration more than 10 percent of the diameter of the pile base.

Bombay Cemindia Company Limited. BDC Roorkee Stup Consultants Limited. New Delhi Calcutta Central Public Works Department. New Delhi University of Roorkee. Copyright BIS has the copyright of all its publications.These pi les are particularly applicable in certain subsoil conditions where penetration to a predetermined depth is essential. The slurry should be maintained at 1.

2911_4-new-2013.pdf - IS 2911(Part 4 2013 Hkkjrh ekud ikby...

The reaction from piles: Related Papers. Particularly, the difficulties regarding the establishment of an acceptable criterion, for determining the ultimate and safe bearing capacity of piles, and predicting the pile group behaviour from the test data obtained from individual load test on single piles cannot be under estimated as the factors affecting are many.

In some cases. Consistency of the drilling mud shall be controlled throughout the boring as well as concreting operations in order to ke ep the hole stabilized as well as to avoid concrete getting mixed up with the th icker suspension of the mud.

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