IS - - Code of practice for calculation of settlements of foundations, Part 1: Shallow foundations subjected to symmetrical static vertical loads. CODE OF PRACTICE. IS: (Part I ') - (Reallimed ). Standard. FOR CALCULATION OF. SETTLEMENTS OF FOUNDATIONS. PART I SWALLOW. IS: (Part I) - Indian Standard. CODE OF PRACTICE FOR CALCULATION OF. SETTLEMENTS OF FOUNDATIONS. PART 1 SHALLOW.
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IS Code of practice for calculation of settlements of foundations, Part 1: Shallow foundations subjected to symmetrical static vertical. IS Code of practice for calculation of settlement of foundations, Part 2: Deep foundations subjected to symmetrical static vertical loading. IS (): Code of practice for calculation of settlement of foundations, Part 2: Deep foundations subjected to symmetrical static vertical loading [CED 43 .
The computation may be done by the procedure given in 9. For more information: From the strain gauge readings the manner of the transfer of load to the soil can be estimated. Rights Published under the auspices of the Right to Information Act Be the first one to write a review. If allowed sufficient time. Settlement in this situation can be estimated largely on local experience.
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For more information: Civil Engineering Section Name: Shallow foundations subjected to symmetrical static vertical loads Number of Amendments: Superceded by: Identifier gov. Identifier-ark ark: Ppi Rights Published under the auspices of the Right to Information Act There are no reviews yet. Be the first one to write a review. Government Documents.
Additional Collections. Part 4 Load test on piles first revision. But if there is a possibility for development of negative skin friction. NOTE — If the clay is heavily over consolidated then it may not be possible to adopt this procedure. The deformation modulus Ev can be obtained or from standard penetration test.
But in such cases. From the strain gauge readings the manner of the transfer of load to the soil can be estimated. Strain gauges should be provided at various levels of the pile and a regular load test is done.
The curves relating deformation modulus to standard penetration resistance is shown in Fig. NOTE 1 — In this case settlement is to be calculated for the loading at end and for the frictional loading separately. NOTE 3 — The possibility of development of negative skin friction should not be overlooked in this case see 8. The settlement should.
The computation may be done by the procedure given in 9. In the absence of data regarding A. Sc may often be large compared to Sa and therefore must not be overlooked. The modulus Ev may be obtained from undrained test to work out the immediate settlement and from drained test to obtain the immediate plus consolidation settlement.
The value of E in this case shall be determined from the stress-train curve obtained from triaxial consolidated undrained test with a consolidation pressure equal to effective pressure at the depth from which the sample was taken. Sc may be calculated on the same lines as SI is calculated in 9.
NOTE — In this case. Hc is equal to the thickness the soft clay layer. The value of I may be determined from Fig. That is. It can reasonably be assumed that the settlement of a pile group in cohesionless soils will be equal to the settlement of a well foundation having a depth and base equal to the overall dimensions of the pile group estimated by Equation 8 and Fig.
Pile load test may be conducted after all the piles of the group have been driven [ see IS: For this equivalent footing. Based on this theory. This relationship is shown in Fig. The coefficient of consolidation shall be evaluated from the one dimensional consolidation tests using suitable fitting methods [ see IS: When considering the drainage of clay layer.
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Standards are also reviewed periodically. Scheme VII M. This does not preclude the free use. Sector A. No part of these publications may be reproduced in any form without the prior permission in writing of BIS. Copyright BIS has the copyright of all its publications. New Delhi This Indian Standard has been developed by Technical Committee: Enquiries relating to copyright be addressed to the Director Publications.
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