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

IS 2911 (Part 1ISec 1) : 2010Indian Standard DESIGN AND CONSTRUCTION OF PILE FOUNDATIONS - CODE OF PRACTICE PART 1 CONCRETE PILES Section 1 Driven Cast In-situ Concrete Piles (Second Revision ) ICS 91.100.30 : 93.020 O BIS 2010 BUREAU OF INDIAN STANDARDS MANAK BHAVAN, 9 BAHADUR SHAH ZAFAR MARG NEW DELHI 1 10002 Price Group 8 Soil atid Foundation Engineering Sectional Committee, CED 43 FOREWORD This Indian Standard (Part IJSec I) (Second Revision) was adopted by the Bureau of Indian Standards, after thc draft finalized by thc Soil and Foundation Engineering Sectional Committee had becn approvcd by the Civil Engineering Division Council. Piles find application in foundations to transfer loads from a structure to compctcnt subsurfacc strata having adequate load-bcaring capacity. Thc load transfcr mechanism from a pilc to the surrounding ground is complicated and is not yct fully understood, although application of piled foundations is in practice ovcr many decades. Broadly, piles transfer axial loads either substantially by friction along its shaft andlor by the end-bearing. Piles are used where either of the above load transfer mechanism is possible depending upon the subsoil stratification at a particular site. Construction of pile foundations require a careful choice of piling system depending upon the subsoil conditions, the load characteristics of a structure and the limitations of total settlement, differential settlement and any other special requirement of a project. The installation of piles demands careful control on position, alignment and depth, and involve specialized skill and experience. This standard was originally published in 1964 and included provisions regarding driven cast in-situ piles, the precast concrete piles, bored piles and under-reamed piles including load testing of piles. Subseq~~ently portion pertaining to under-reamed pile foundations was deleted and now covered in IS 291 I (Part 3) : 1980 of pile foundations: Part 3 Under-reamed piles (first revision)'. 'Code of practice for design and co~lstruction At that time it was also decided that the provisions regarding other types of piles should also be published separately for ease of reference and to take into account the recent developments in this field. Consequently this standard was revised in 1979 into three sections. Later, in 1984, a new section as (Part l/Sec 4) was introduced in this part of the standard to covcr thc provisions of bored precast concrete piles. The portion d a t i n g to load tcst on piles has been covered in a scparatc part, namcly, IS 291 1 (Part 4) : 1984 'Codc of practicc for dcsign and construction of pile foundations: Part 4 Load tcst on piles'. Accordingly IS 29 1 I has bcen published in four parts. The othcr parts of the standard arc: Part 2 Timber piles Part 3 Under-reamed piles Part 4 Load test on piles Other sections of Part 1 are: Section 2 Bored cast in-situ concrete piles Section 3 Driven precast concrete piles Section 4 Precast concrete piles in prebored holes It has been felt that the provisions regarding the differcnt typcs of piles should bc further rcviscd to takc into account the recent developme~ltsin this field. This revision has been brought out to incorporate these developments. In the present revision following major modifications have been made: a) Definitions of various terms have been modified as per the prevailing engineering practice. b) Procedures for calculation of bearing capacity, structural capacity, factor of safety, lateral load capacity, overloading, etc, have also been modified to bring them at par with the present practices. c) Design parameters with respect to adhesion factor, earth pressure coefficient, modulus of subgrade reaction, etc, have been revised to make then1 consistence with the outcome of modern research and construction practices. (Continued on third cover) which is installed with a plug or a shoe at the bottom. expressing the result of a test or analysis shall be roundcd off in accordance with IS 2 : 1960 'Rules for rounding off numerical values (1.(Cotrtit7~1edji.\. the final value.Code of practice' should be taken into consideration. The recomn~endationsfor detailing for earthquake-resistant construction given in IS 13920 : 1993 'Ductile detailing of reinforced concrete structures subjected to seismic forces . For this type of pile the subsoil is displaced by the driving of the casing. For the purpose of deciding whether a particular requirement of this standard is con~pliedwith. the concrete poured in-situ comes in direct contact with the soil. vibrated or just poured. The composition of the Cornmittce responsible for the formulation of this standard is given in Annex E.o~n rec. Driven cast in-. In case of the piles driven with temporary casings.itrr pile is fo~med in the ground by driving a casing. where the pile is required to be taken to a greater depth to find adequate bearing strata or to develop adequate skin friction and also when the length of individual piles cannot be predetermined. to control the pile driving at site. instcad of recommending any specific formula. e) Minimum grade of concrete to be used in pile foundations has been revised to M 75. know11as uncased.Code of practice'). This type of piles find wide application. The number of significant places rctaincd in the roundcd off value sliould bc the same as that of the spccificd value in this standard. observed or calculated. where applicable (see ulso IS 4326 : 1993 'Earthquake resistant design and construction of buildings . and subsequently filling in the hole with plain or reinforced concrete. The concrete may be rammed. .evised)'.otiJ cover) d) Provision has bccn niade for usc of any cstablishcd dynamic pilc driving formulae. permanent or temporary. giving due consideration to limitations of various formulae. depending upon the particular system of piling adopted. 3 TERMINOLOGY For the purpose of this standard. The followcr tube should be water-tight when driven in watcr-bearing strata. which throueh reference in this text. if any.2 This standard is not applicable for use of driven cast in-situ concrcte piles for any other purpose.This is the magnitude of displacenlent of the pile head during rebound on removal of a given test load. All standards are subjcct to revision and parties to agreements based on this standard are encouraged to the possibility the recent editions of the standards listed in Annex A.6 Elastic Displacement .An anchor pile means a pile meant for resisting pull or uplift forces.11 Initial Test Pile .The pile which is installed at an anglc to the vcrtical &sing temporary casing or permanent liner. for cxamplc. it is termed as cased pile and when the casing is taken out. 3. 3. temporary or pcrrnanent rctaining structure.~t is the ratio of the ultimate load caDacitv of a Dile to the safe load 011 the Dilc. and b) Elastic displacement of the pile shaft. 2 REFERENCES The standards listed in Annex A contain provisions.12 Load Bearing Pile .9 Gross Displacement . At the time of publication. 3. - subseqilently filling the hole with reinforced concrete.A tube which is used following the main casing tube when adequate set is not obtained with lnain casing tube and it requires to be extended further.8 Follower Tube . constitute provisions of this standard. which are not working piles. the allowable scttlemcnt. 1.A pile formed in the ground for transmitting the load of a structure to the soil by the resistance developed at its tip and/or along its surface.1 This standard (Part llScc 1) covcrs thc dcsign and construction of driven cast in-siru concrctc piles which transmit the load to thc soil by resistance developed either at the pile tip by endbearing or along the surface of the shaft by friction or by both. negative skin friction and othcr rclcvant loading conditions including reversal of loads. 3. it is termed as uncased pile. .The load which may be applied to a pile after taking into account its ultimatc load capacity. . group effcct.3 Batter Pile (Raker Pile) . . 3. When the casing is left permanently in the ground.A pile formed within the ground by driving a casing of uniform diameter. The steel casing tube is tamped during its extraction to ensure proper co~npaction of concretc.1 Allowable Load . 3. It may be formed either vertically or at an inclination (batter pile) and may be required to resist uplift forces. For displacing the subsoil the casing is driven with a plug or a shoe at the bottom. These piles are tested either to their ultimate load capacity or to twice the estimated safe load. 3.5 Driven Cast In-sit11 Pile .2 Anchor Pile . 3. This comprises two components: of the soil participating a) Elastic displacen~cnt in thc load transfcr.IS 2911 (Part 1lSec 1) : 2010 Indian Standard DESIGN AND CONSTRUCTION OF PILE FOUNDATIONS .It is the level where a pile is cut-off to support the pile caps or beams or any other structural components at that level. Thc inncr diameter of the follower tube should be the same as the inner diamcter of the casing. or a dcvice to providc cnlargcd base and 3. the following definitions shall apply. 3.A test pile is tested to determine the load-carrying capacity of the pile by loading either to its ultimate load or to twice the estimated safe load. may be installed if required to assess the load-carrying capacity of a pile.CODE OF PRACTICE PART 1 CONCRETE PILES Section 1 Driven Cast In-situ Concrete Piles ( Second Revision ) 1 SCOPE 1. 3.One or more piles.Thc total rnovclncnt of the pile top under a given load.7 Factor orsafety .4 Cut-of!' Level . 3.10 Initial Load Test . the editions indicated were valid. suitability information down to depth sufficielltly of which depends on the subsoil condition.19 Working Pile . Ground water 5.Hammer.Dead weight used for a ~ ~ l ~ i l l g of marine construction.The net vertical movement of the pile top after the pile has been subjectcd to a test load and subseq~~ently released. etc.A hammer operated by c) For piling work in water.16 Safe Load .2 Drop Hun~nret(or Monkey) . 4 NECESSARY 1NFOR:MATION tidc Icvcl. b) The nature of the soil both around and 5. there exists a large variety. cut-off levels. finishcd cap Icvel. 4. if any. e) All transient loads due to seismic.2.The load assigned to a pile as per design. layout and orientation of pile cap in the foundation plan and the safe capacity of each type of pile. 3.14 Pile Spacing .A cushion of hardwood or some Adequacy of the bearing strata should be suitable material placcd on thc top of the casing to ensured by supplementary tests. if subjected to routine load test up to not more than 1.2. strength. 5. Sections of trial -boring. then 'Friction pile'. 3.The spacing of piles means the centre-to-centre distance between adjacent pilcs. should incorporate data/ accessories. 3. types of founding material and the required penetration therein. appropriate analysis may be done to deterrninc the dcpth of liqucfaction and considcr thc pilc dcpth accordingly. water level during the working season.1 For the satisfactory design and construction of driven cast itz-situ piles the following information would be necessarv: 5. data on high flood levels.2. etc. . The top levels of finished pile caps shall also be indicated. increasing the energy of blow.3 Single or Double Acting Han~nzer -A hammer level and artesian conditions. sLlpplenlentcd. should operated by stealn air or internal be recorded' of chenlica' tests co~nbustion.It is the load derived by applying a factor of safety on the ultimate load capacity of the pile or as determined from load test. wherever appropriate. compressibility. indicated separately.17 Ultimate Load Capacity .A pile which is selected for load testing may form a working pile itself. ground-water conditions.4 Hvdrtrulic Hatnmer .3 Thc design details of pile foundation shall givc thc information necessary for sctting out and layout of pilcs. wind. etc. 4. commonly used equiptnents are given below: piles but this should generally be not less than 10 n~ beyond the pile founding level. if required. 3. manner Brief definitions of some below the anticipated level of founding of of operation. etc.1 Dolly . a) Site investigation data as laid down under wherever applicable. and in the case 5.the cnergy of its blows being dcrived to ascertain the sulphate.13 Net Displacement .15 Routinc Test Pile . if primarily by friction along its surface. maximum depth of scour. by 5-2 Anlong the commonly used plants. ram or beneath the proposed pile should be monkey raised by a winch and allowed to fall under indicatcd on the basis of appropriate tcsts of gravity.18 Working Load . IS 1892. as in the case of a hydraulic fluid can be used with advantage for bridge foundation. when the founding strata fails by shear as evidenced from the load settlement curve or the pile fails as a structural membcr.2-5 Kenfledge . water current. receive thc blows of thc hammer. 3.IS 291 1 (Part l/Sec 1) : 2010 If the pile supports the load primarily by resistance developed at the pile tip or base it is called 'Endbearing pile' and.2 As far as possible all informations given in 4. data on high and low a test load on a pile.The maximum load which a pile can carry before failure. In soils susceptible to liquefaction during carthquakc. tools and penetratioll tests.1 shall be made available to the agency responsible for the design and/or construction of piles and/or foundation work.1 The equipments and accessories would depend upon the type of driven cast irl-sit11piles chosen for a job after giving due considerations to the subsoil strata.A pile forming part of the foundation system of a given structure. etc. 3. f) 5 EQUIPMENTS AND ACCESSORIES 4. 5.2. that is. d) The general layout of the structure showing estimated Loads and moments at the top of pile caps but excluding the weight of the piles and caps should be provided. corrosive action of chenlicals prcsent and data regarding flow of watcr should be provided. chloride and any mainly from the source of motive power and not fi-om other deleterious cheniical content of soil gravity and water should be indicated. 3.5 times the safe load. such as. coni~nonlyapplicable for cohesive and non-cohesive soil respectively.2 I11 case of deep excavations adjacent to piles. proper shoring or other suitable arrangenient shall be made to guard against undesired lateral movement of soil. Pile capacity should be unconsolidated or it being under a newly placed fill confirmed by initial load tests [see 1 s 291 1 (Part 4)]. It w o ~ ~ be factor of safety is 3. Axial of the tip of the casing will be exaggerated by their load from a pile is normally transmitted to tlie soil low permeability while the frictional resistance on through skin friction along the shaft and end-b~aring the sides is reduced by lubrication. manufacturer's guidelines about energy and set criteria may bc rcfcrred to. Uplift thc pilc using appropriate values of horizontal capacity can be obtained from statlc formula (see subgrade modulus of thc soil. The pile shaft should have adcquatc structural capacity to withstand all loads (vcrtical.2. 6. care shall be taken to avoid damage to such structures.IS 2911 (Part I/Sec 1) : 2010 5. The load-carrying capacity of a pile depends on the saturated silts and clays as the resistance to impact properties of the soil in which it is embedded. a dragdown force is generated along the pile The settlement of pile obtained at safe loadlworking shaft to a point in depth where the sllrrounding load from load-test results on a single pile shall not soil does not move downward relalive to the pile . 6. 6 DESIGN CONSIDERATIONS 6.1 The ultimate load capacity . Dynamic formulae arc not dircctly 6. dynamic pile driving forlnula should be penetrated an hard generally used as a mcasure to control the pile conlpresses as a of eiLher it being driving at site. The two separate static formulae.2.3. through which a pile shaft has However.4 Negative Skin Friction o r Dragdown Force soil test results. weight of the pile (buoyant or total as relevant). The rccomniended ld capacity of the shaft under bending. or by using a dynamic pile formula using data obtained during driving the pile.1 Static foi. . 6.2.3. Any established dynamic formula rnay be used to control the pile driving at site giving due consideration to limitations of various formulae. A horizontal load on a vertical pile is transmitted to the subsoil primarily by horizontal subgrade reaction generated in the upper part of the The uplift capacity of a pile is givcn by sum of the shaft.nil~lo The ultimate load capacity of a single pile may be obtained by using static analysis.1 General Pile foulidations shall be designed in such a way that the load from the structure can be transmitted to the sub-surface with adequate factor of safety against shear failure of sub-surface and without causing such settlement (differential or total). thc accuracy being dependent on the reliability of the soil properties for various strata. When computing capacity by static formula. 6. 0' as a result of remoulding during driving of the pile. IS 2974 (Part I) may be used as a guide for studying qualitatively the effect of vibration on persons and structures.A movable steel structure for driving piles in the correct position and alignment by means of a hammer operating in the guides of the frame. axial or othenvisc) and monicnts which are to be transmitted to the subsoil and shall be designed according to IS 456. whcrcvcr possiblc by in-situ shear strength obtained from field tests.0 in the absence of any pullout csscntial to invcstigate tlie latcral load capacity of tcst results and 2.3 Pile Capacity applicable to cohesive soil deposits. Lateral load capacity of a single pile depends frictional resistance and tlie weight of the pile on the soil reaction developed and the structural (buoyant or total as relevant).0 with pullout tcst rcsults. The settlc~nc~it basis of subsoil data and loading dctails of the structure as a whole using the plinciples of soil mechanics.1 When working near existing structures. When a soil stratum.1. Altcrnativcly. the shcar strength parameters obtaincd from a litnitcd number of borchole data and laboratory tests should bc supplcmcnted.of a pile may be estimated by means of static formula on tlie basis of 6. piles Annex B) by ignoting end-bearing but adding may be installed in rake. are based on static indicated in Annex B.2 Adjacent Structures 6. Whenever double acting diesel hanirners or hydraulic hammers are used for driving of piles. Other forn~ula cone penetration test [see IS 4968 (Parts I. which may result in structural damage and/or functional distress under pc~niancnt/trdnsicntloading. at its tip. be directly used for cstimating the scttlc~ne~it of a may bc dctcrmi~iedon the structure.6 Pile Rig . 2 and 3)] and standard penetration test (see IS 2131) are given in B-3 and B-4. 5 Structural Capacity The piles shall have necessary structural strength to transmit the loads imposcd on it. this point may be taken at about half the depth of penetration into such stratum but not more than 3 m or 10 timcs the diameter of thc shaft \vhichevcr is more. In consolidating clay. If ncccssary. may become laterally loaded owing to the settlement of the surrounding soil. and c) nature of the load transfer to the soil and possible reduction in the load capacity of piles group. Whcn thc finishcd pilc projects above ground level and is not secured against buckling by adcquatc by thc bracing.5. In good soil the lower point of contraflexure [nay be taken at a depth of I In below ground surface subject to a niininium of 3 times the diameter of the shaft.5. diameter o f the circu~iiscribing circle shall be adopted. 6. earthquake. that is. due consideration should be made for secondary bending induced as a result of the pile cap movement. water current. should be taken into consideration for checking the structural capacity of the shaft.01 N/rnln2). . a) practical aspects of installing the piles. its axial load-carrying capacity is not necessarily limited by its strength as a long column. In case of uplift. spccial considerations shall bc niadc to determinc whether thc shaft would bchavc as a long column or not. Where necessary. etc.5.2. Where piles are installed through very weak soils (having an undrained shcar strcngth less than 0. Raker piles.3 Raker. Bccause of limited information on horizontal subgrade modulus of soil and pending refinements in thc theoretical analysis.In the case o f piles o f non-circular crosssection. earth pressure. like provision of pcrmancnt caslng should bc taken for rakcr piles. suitablc reductions shall be made for its structural strcngth following the normal structural principles covering the buckling phenomenon.1 Axial Capacitv Where a pile is wholely embedded in the soil (having an u~idrained shear strength not less than 0. thc effcctive Icngth will be govc~ncd fixity imposed on it by the structure it supports and by the nature of the soil into which it is installed. embedded in fill or consolidating deposits. particularly when the cap is rigid. Generally the rake will be limited to 1 horizontal to 6 vertical. The depth below the ground surface to the lower point of colitraflexure varies with the type of the soil. Thc distr~butionof load bctween raker and vcrtical piles in a group may be determined by graphical or analytical methods.Piles Raker piles are normally provided where vertical piles cannot resist the applied horizontal forces. In all other conditions the pile shall be taken as free headed.1 Fi. effect of moving vehicles or ships.IS 2911 (Part l/Sec 1) : 2010 shaft. In weak soil (undrained shear strength less than 0. Thc degree of fixity of thc position and inclination of thc pilc top and the rcstrai~itprovidcd by any bracing shall be estimated following accepted structural principles. 6. effect of other co-existent loads. i t is suggested that the adequacy of a dcsign should be checked by an actual ficld load test. soft clay or soft silt. Caps for singlc piles must be interconnected by grade beams in two directions and for twin piles by grade beams in a line transverse to the common axis of the pair so that the pile head is fixed. A recommended method for the pile analysis under lateral load is given in Annex C. NOTE . In thc zone of soil susceptible to liquefaction the lateral resistance of the soil shall not be considered. The lateral load capacity of a single pile depends not only on the horizontal subgrade modulus of the surrounding soil but also on the structural strength of the pile shaft against bending. b) diameter of pile. While considering lateral load on piles. including the axial load on the pile. such as. consequent upon application of a lateral load. thc str~~ctural capacity of thc pile. Free-standing raker piles are subjected to bending moments due to their own weight or external forces from other causes. plant and equipment.2 Lateral Load Capaciv A pile may be subjected to lateral force for a number of causes. 6. ultimately to thc soil. namely. 6. undcr tcnsion should also bc considcrcd. 6.xed aridj. [n the preliminary design.01 N/mmz). special precautions.01 N/mm2) such as. wind. the load on a rakcr pile is generally considcrcd to bc axial. The permissible stress shall be reduccd in accordance with similar provision for reinforced concrete columns as laid down in IS 456. Existence of such a pllenomenon shall be assessed and suitable correction shall be made to the allo\vable load where appropriate.6 Spacing of Piles The minimum centre-to-centre spacing of pile is considered from three aspects. 6.5.ee head conditions A group of threc or morc pilc connected by a rigid pile cap shall be considcred to havc fixed head condition. In such cases a load test may be carried out on a pile in the group after all the piles in the group have been installed.4 When a pile group is subjected to moment either from superstructure or as a consequence of inaccuracies of installation. bcams may be providcd to restrain the pile cap effectively from lateral or rotational movcrnent. 6. 6.2 When the ultimate load capacity is determined from either static formula or dynamic formula. and c) the properties of the soil may deteriorate with time. the adequacy of the pile group in resisting the applied moment should be checkcd.8. For example. 6.cnerally thc spacing in such cascs shall not bc less than 3 times the diameter of the pile shaft.2 Piles deriving their load-carrying capacity mainly from friction shall be spaced sufficiently apart to ensure that the zones of soils from which the pilcs dcrive thcir support do not ovcrlap to such an extent that their bcaring values are rcduccd.IS 2911 (Part l/Sec 1) : 2010 6. whcre.8 Factor of Safety 6. driven into progressively stiffer materials or in cnd-bearing pilcs.8.1 When the cap of the pile group is cast directly on reasonably firm stratum which supports the piles.7. 6. is 25 percent. as arising out of wind loading.3.5. a) settlement is to be limited or unequal settlement avoided.6. a) the reliability of the calculated value of ultimate load capacity of a pile. It is desirable to consider cach case separately on its ow11 merits. In case of loads and nlomcnts arising out of earthquakc effects. 6.8.6. The ultimate load capacity of the group may then be obtained by taking into account the frictional capacity along the perimeter of the block and end-bearing at the bottom of the block using the accepted principles of soil mechanics. a single pile cap may be loaded to a level higher than that of the pile in a group in order to achieve reduced differential settlement bctwcen two adjacent pile caps supported of piles.7. b) the types of superstructure and the type of loading.5 times the diameter of thc circumscribing circle corresponding to the crosssection of the pilc shaft. the factor of safety would depend on the reliability of the formula and the reliability of the subsoil parameters used in the computation.1 In case of piles founded on hard stratum and deriving their capacity nlainly from end-bearing the minimum spacing shall be 2.7. In case of pilcs rcsting on rock. and c) allowable total/differential settlement of the structure. 6. However. For driven piles in loose sandy soils.7. . In case of a siugle pile subjected to ~nomcntdue to lateral loads or ccccntric loading. it is difficult to establish the accuracy of these efficiency equations as the behaviour of pile group is dependent on many complex factors. For transient loading arising out of superimposed loads.1 In ordcr to determine the load-carrying capacity of a group of piles a number of efficiency equations are in use. Such differential settlement should be either catered for in the structural design or it may be suitably reduced by judicious choice of variations in the actual pile loading. C. the group may be visualizcd as a block with thc pilcs ernbcdded within the soil. the spacing of two times thc said diametcr may be adopted.9 Transient Loading The maximum permissible increase over the safe load of a pile. the incrcase of safe load on a single pile may be limited to the provisions contained in IS 1893 (Part I). no increase is allowed. The former holds true in case of friction piles.5 In case of a structure supported on single piles/ group of piles resulting in large variation in the number of piles from column-to-column it may result in excessive differential settlement. 6.7.3 In case of piles deriving their support mainly from friction and conncctcd by a rigid pilc cap.2 The load-carrying capacity of a pile group may be equal to or less than the load-carrying capacity of individual piles multiplied by the number of piles in the group. Thc minilnun1 factor of safety on static formula shall bc 2.7. 6. 6. 6.3. This additional capacity along with the individual capacity of the piles of piles in the group shall multiplied by the nu~nbcr not be morc than the capacity worked out according to 6.3 Higher value of factor of safety for determining the safe load on piles may be adopted. b) large impact or vibrating loads are expected. the group capacity may even be higher due to the effect of compaction. Thc final selection of a factor of safcty shall takc into considcration the load settlement characteristics of the structure as a whole at a given site. on different ~iumbcr 6.7 Pile Groups 6. it may contribute to the load-carrying capacity of the group.7.1 Factor of safety should be choscn aftcr considering. [f required. The clear cover for main reinforcement in the cap slab shall not be less than 60 mm. depends on the type of loading and subsoil strata. in general. The total overloading on the group should not. however.1 The pilc caps may bc dcsigncd by assuming that the load from column is dispersed at 45' from the top of the cap to the mid-depth of the pile cap from the base of the column or pedestal.1 shall be provided throughout the length of the shaft.3 The pile cap should be rigid enough so that the imposed load could be distributed on the piles in a group equitably.11. 6. Portland cement cement cement cement b) 43 Grade ordinary Portland conforming to IS 8 1 12. 6. the minimum reinforcement specified in 6. be more than I0 pcrccnt of the capacity of thc group subject to the incrcasc of the load on any pile bcing not more than 25 pcrccnt of thc allowable load on a single pilc. 6. into the pile cap.IS 2911 (Part 1ISec I) : 2010 6. The clear horizontal spacing between the adjacent vertical bars shall be four times the maximum aggregate size in concrete. during or after execution.12. For pilcs subjected to uplift load.12 Design of Pile Cap 6.5 The clear overhang of the pile cap beyond the outermost pile in the group shall be a minimum of 150 mm. The minimum area of longitudinal reinforcement of any type or grade within the pile shaft shall bc 0. The method of analysis and allowable stresses should be in accordance with [S 456. the nature of the subsoil and the nature of load to be transmitted by the shaft-axial.1 Cement The cement used shall be any of the following: a) 33 Grade ordinary conforming to [S 269.11.12. 7 M A I E R I A L S AND STRESSES 7.13 The design of grade beam if used shall be as given in IS 29 1 1 (Part 3). 6.1 1 Reinforcement 6. it would be necessary to provide reinforce~nentfor the full depth of pile. due consideration for the consequential moment should be given. to fall just short of the load required to be carried by it. the reinforcement should be provided to the full pile depth. or where there may be danger to green concrete due to driving of adjacent piles. 6. whcre diffcrcntial scttle~ncntmay occur between pilcs under the same cap. Minimum 6 numbers of vertical bars shall be uscd for a circular pile and minimum diameter of vertical bar shall be 12 mm. c) 53 Grade ordinary Portland conforming to IS 12269. However. 6. [n case of piles subjected to compressive load only. 6. The laterals of a I-einforcing cage may be in the form of links or spirals.3 Piles shall always be reinforced with a minimum amount of rcinforcement as dowels keeping the minimum bond length into the pile shaft below its cut-off level and with adequate projection of design requirements. the designed quantity of rcinforce~ncutmay bc curtailed at appropriate level according to thc design requirements.7 The embedment of pile into cap should be 75 mm.2 The curtailment of reinforcement along the depth of the pile. separately or with compressive loads.12.4 In case of a large cap. The reaction from piles may also be taken to be distributed at 45" from the edge of the pile.4 Clear cover to all main reinforcement in pile shaft shall be not less than 50 mm.2 Pile cap shall bc dccp enough to allow for ncccssary anchorage of the column and pilc rcinforcement.1 1.12. lateral load and moments.4 pcrccnt of the cross-sectional arca of thc pile shaft. in all cases. or otherwise. the bars can be bundled to maintain such spacing. i~~espective 6. The minimum diameter of the links or spirals shall be 8 mm and the spacing of the links or spiraIs shall be not less than 150 mm. Stiffner rings preferably of 16 mrn diameter at every 1. In soft clays or loose sands. . 6.10 Overloading When a pile in a group.1 1. The minimum rcinforcc~ncntshall be provided throughout the length of thc shaft. 6. d) Rapid hardening Portland conforming to IS 8041. regardless of whether 6r not it is required from uplift and lateral load considerations.12. an ovcrload up to 10 percent of the pile capacity may be allowed on each pile.1 The design of the reinforcing cage varies depending upon the driving and installation conditions. The diameter and spacing of the same is chosen to impart adequate rigidity of the rciuforcing cage during its handling and installations.12. On this basis the maximum bending moment and shear forces should be worked out at critical sections. 6.5 ni centre-to-centre should be provided along the length of the cage for providing rigidity to reinforcement cage. up to the mid-depth of the p ~ l ecap. 6.11.12.6 The cap is generally cast over a 75 mm thick levelling course of concrete. designed for a certain safe load is found. However. the concrete shall be cast to a minimum of 600 mm above the cut-off level. the requirements specified in IS 456 shall be folloyed. of adequate thickness and of suitable shape.2 The top of concrete in a pile shall be brought above the cut-off level to permit removal of all laitance and weak concrete before capping and to ensure good concrete at cut-off level. For piles to be cut-off at a substantial depth below the working level. Where the casing of the pile is permanent. j) Low bcat Portland ccmcnt conforming to IS 12600.3 The minimum grade of concrete to be used for piling shall be M 25.3 Concrete 7. the driving may have to proceed from outside to inside so that the soil is restricted from flowing out during operations.3. and cement k) Sulphate resisting Portland confornling to IS 12330. and stcel bars c) Structural steel coriforming to IS 2062. a deviation of 4 percent should not be exceeded.50 m below working level.4 For the concrete. 7.3.3.1 In a pile group the sequence of installation of piles shall normally be from the center to the periphery of the group or from one side to the other. thc allowable compressive stress may be increased. casing tubc shall be examincd for any water accumulation and care shall bc takcn to place concrete in a reasonably dry condition. the design shall provide for the worst combination of the above tolerances in position and inclination. 8. In the case of single pile under a column the positional deviation should not be more than 50 mm or Dl6 whichcvcr is less (I 00 nun in case of pilcs having diamctcr more than 600 mm). In case the cut-off is at deeper level. 8. 8. vertically or to the specificd batter.3 Concreting and Withdrawal of Casing Tube 8. 8. The reinforcing cages shall be left with adequate protruding length above cut-off level for proper embedment into the pile cap. b) High strength dcformcd conforming to IS 1786. Concrete shall be so designed or chosen as to have a homogeneous mix having a slumplworkability consistent with the method of concreting under the given conditions of pile installation. the piles shall be replaced or supplemented by additional piles. Greater tolerance may bc prcscribcd for pilcs cast ovcr watcr and for raking piles. 7.2. increases thc skin friction. g) Portland pozzolana cement (calcined clay based) conforming to IS 1489 (Part 2). which in turn.1 Control of AIignrnent Piles shall be installed as accurately as possible according to the design and drawings either .1 needs to he taken.3 Where cut-off level is less than 1. for vertical piles. an angular deviation of 1. with proper mix design and use of proper admixtures the cement content may be reduced but in no case the cement content shall be less than 350 kg/m3.3. Grcatcr care should be exercised in respect of installation of single piles or piles in two pile groups. As a guide. h) Hydrophobic ccment conforming to IS 8043. 7.2 Steel Reinforcement steel shall be any of the following: a) Mild steel and medium tensile steel bars confornling to IS 432 (Part I). For sub aqueous concrete.2. the empty bore shall be 8.3. 7.3.IS 2911 (Part IISec 1 ) : 2010 e) Portland slag cement conforming to IS 455. 8. In case of piles deviating beyond these limits and to such an extent that the resulting eccentricity can not be taken care of by redesign of the pile cap or pile ties.3. in the case of very soft soils.2 Sequence of Piling 8. The minimum cement content shall be 400 kg/m3. 7. Piles should not deviate more than 75 mm or Dl6 whichever is less (75 mm or DIIO whichever is more in case of piles having diameter more than 600 mm) from their designed positions at the working level.2 Dviving u Group qf Friction Piles Driving pilcs in loosc sand tcnds to compact the sand.1 Whenever condition indicates ingrcss of water.1 Consiste~lcy of concrete to be used for driven cast in-sittr piles shall be consistent with the method of installation of piles.2. water and aggregates specifications laid down in IS 456 shall be followed in general.2 The slump should be 150 to 180 mm at the time of pouring. tiowever. In case where stiff clay or dense sand layers have to be penetrated.5 The average compressive stress under working load should not exceed 25 percent of the specified works cube strength at 28 days calculated on the total cross-sectional area of the pile.3. similar precautions described in 8.5 percent and for raker piles. 7. f) Portland pozzolana cement (fly ash based) conforming to IS 1489 (Part I). 4. 33 grade . d) Cut-off level and working level. 8. 8. they shall be left in place and additional piles as necessary shall be provided. ANNEX A (Clause 2 ) LIST OF REF'ERREDlNDIAN STANDARDS IS No. 8. c) Dimensions of the pile including the reinforcement details and mark of the pile.4 Defective Piles 8.Specification Cfolrrth revision) Specification for mild steel and medium tensilc steel bars and hard-drawn steel wire for concrete reinforcement: Part I Mild steel and medium tensile steel bars (third revision) Portland slag cement Specification m ~ r r t h revision) Plain and reinforced concrete Code of practice @urtll revision) Portland-pozzolana cement Specification: Fly ash based (tliird rsvisiotl) Calcined clay based (third revisiorr) IS No. a boring may be made nearby to ascertain the cause of such difference. Also before initial withdrawal of the casing tube. 8. b) Type and size of driving hammer and its stroke. alignment or load-carrying capacity of any pile shall be noted and adequate measures taken to check the design well before the concreting of the pile cap and grade beams are done. Pneumatic tools shall be permitted only after seven days after casting. 269 : 1989 Title Ordinary Portland cement.4.IS 2911 (Part IlSec 1) : 2010 filled with lean concrete or suitable material.7.2 Typical data sheet for recording piling data are shown in Annex D.7. 8. it may be necessary to take such piles to a level below the bottom of the zone. 1786 : 1955 Title Specification for high strength defornied steel bars and wires for concretc reinforee~nent (third revisiotl) Code of practice for sub-surface investigations for foundations (first revision) Criteria for earthquake resistant design of structures: Part I General ~rovisionand buildings (fiifili revisioti) Hot rolled low.2 If therc is a major variation in the depths at which adjacent piles in a group meet refusal.6 While removing excess concretc or laitance above cut-off level. medium and high tensile structural steel (sixth revision) Method for standard penetration test for soils (first revision) Code of practice for design and : construction of pile foundatio~is Under-reamed piles (firsf revision) 432 (Part I) : 1982 1892 : 1979 1893 (Part I) : 2002 455 : 1989 456 : 2000 1489 (Part I) : 199 1 (Part 2) : 1991 2062 : 2006 2131 : 1981 291 1 (part 3) 1980 . during driving. concreting and after withdrawal of casing tube.7 Recording of Data 8. e) Depth driven. 8. adequate quantity of concretc shall be placed into the casing to counter the hydrostatic pressure at pile tip. a groove shall be formed all around the pile diameter at the required cut-off level. and g) Any other important obscrvations. which shows such pockets.1 case defective piles are formed. f ) Time taken for driving and for concreting recorded separately.1 A competent inspector shall be maintained at site to record necessary information during i~~stallation of piles atid thc data to be recorded shall the a) Sequence of installation of piles in a group.5 Deviations Any deviation from the dcsigncd location. wherever the weight of fresh concrete in the casing pipe is found inadequate to counteract upward hydrostatic pressure at any level below the cut-off level. Before chippinglbreaking the pile top. If the boring shows that the strata contain pockets of highly compressive material below the level of shorter pile. manual chipping shall be permitted after three days of pile concreting. y = cfkctive unit weight of the soil at pile tip. = A.. type of The pile. . the earth pressure coefficient depends on the nature of soil strata.3.vc = cross-sectional area of pile tip. B-2 PILES I N COHESIVE SOILS The ultimate load capacity (Q.. Q.1. type of pile. Kt values in the range of I to 2 may be used. in granular soils is given by the following formula: ANALYSIS NOTES I Ny Factor can be taken for general shear failure according to IS 6403. 6 For piles passing through cohesive strata and terminating In a granular stratum. tlie LiD ratio and its nietliod of constructio~~. = bearing capacity factors depending upon and N. 3 K.Specification (second revision) Hydrophobic Portland cement Specification (secoiid rel~ision) 43 grade ordinary Portland cement . The first term gives end bearing resistance and the second term gives skin friction resistance. PI. 5 In working out pile capacity by static formula. ai ~ i A . 6403 : 198 1 Title Code of practice for determination of bearing capacity of shallow foundations first revision) Rapid hardening Portland cement .Specification @st revision) Specification for 53 grade ordinary Portland cement Specification for sulphate resisting Portland cement Portland cement. in cohesive soils is given by the following formula: Ki = coefficient of earth pressure applicable for the ith layer (see Note 3).1 and 6. in kNlm2. bearing capacity factor. in kN. T~tle Load test on piles ( / k i t revision) Codc of practice for design and construction of machine foundations: Part 1 Foundation for reciprocating type machines (second revision) Method for sub-surface sounding for soils: Dynamic method using 50 mm conc without bcntonite slurry first revision) Dynamic method using cone and bentonite slurry (/irst revision) Static cone penctration test (first revision) IS No. 4 6. a penetration of at least twice the diameter of the pile shaft should be given into the granular stratum. low heat Specification (Part 4) : 1984 2974 (Part I) : 1982 804 I : 1990 8043 : 1991 8112 : 1989 12269 1987 4968 (Part I) : 1976 (Part 2) : 1976 (Part 3) : I976 12330 : 1988 12600 l9a9 ANNEX B (Claiues 6. C> I= I summation for layers I to n in which pile is installed and which contribute to positive skin friction. spacing of pile and its nietliod of co~istn~ction. in mZ. I$ at pile tip.. 2 /Vq factor will depend on the nature of soil. For driven piles in loose to dense sand with ( I varying between 30°and 40°.. Ap D = diameter of pile shaft. the angle of internal friction. may be taken as 9.. = effective overburden pressure at pile tip. in kN11n' (see Note 5). angle of wall friction between pile and soil for the ith layer.. The first term gives the end-bearing resistance and the second term gives the skin friction resistance. where = cross-sectional area of pile tip.) of piles. in m2. the maximum effective overburden at the pile tip should correspond to the critical depth. and surface area of pile shaft in the ith layer.) of piles. in m.th layer. which may be taken I 2 30" as 15 times the diameter of the pile shaft for ( and increasing to 20 times for 6 2 40". Nccp+ CY=. where Ap = A. in m2.. in kN/m3. values applicable for driven piles are given in Fig. N.IS 2911 (Part IISec 1) : 2010 IS 1%.3. I .(2) p.erburden pressure for the . = = effective o\. the angle of wall friction may be taken equal to the friction angle of the soil around the pile stem.2) LOAD-CARRYING CAPACITY O F PlLES -STATIC B-1 P l L E S IN GRANULAR S O I L S The ultimate load capacity (Q. = . i . in kN. 'm7 IAA. (see Note). c. adhesion factor for the ~tli layer depending on the consistency of soil.~I:<I on the undra~nedshear strength o f the clay and may be obtatned fro111 I. sumnlation for layers I to I in which the pile is installed and which contribute to positive skin friction. depends = 2~ -1g ~1 1132 129 ?&a 1 6 ~ IFC. ' f l ~ ~ l ~f-Ck? C . in kN/rnZ.IS 2911 (Part 1ISec 1) : 2010 cp = = average cohesion at pile tip. = 2 . surface area of pile shaft in the ith layer.1 When full static cone penetration data are available for the entire depth. the following correlation may be used as a guide for the determination of ultimate load capacity of a pile. in m2.2 VARIATION OF a WITH Cu B-3.2 Ultimate end bearing resistatlee (q"). average cohesion for the ith layer. : 48 ~Ii!. in kN/m2.lg ? dWDA4NED SByWR STgEhGPt C u ~ h ? i .6 = = . .The value o f adhes~on factor.~ Q = I I B-3 USE O F STATIC C O N E P E N E T R A T I O N DATA B-3. and -n x:=l a. in kN/m2. NOTE . 10 FIG. nh B 3 5 CS -1. may be obtained as: qd) +4Cl + qc2 2 4. . 8.c: & cz tl 5 AS. a. i n kN. The ultimate load capacity of pile (Q"). in kN/m2. sandy silts and slightly cohesive silt-sand mixtures Clean fine to medium sand and slightly silty sand Coarse sand and sands with little gravel Sandy gravel and gravel 150-200 200-250 300-400 500-600 800. in kN/m2. in kN/n12 as givcn in Tablc 2 may be uscd for working out thc end-bcaring resistance and skin friction rcsistance of pilcs.3 Ultimate skin friction resistance can be to local side K). As 8-3.The end-hearing resistance sllould not exceed 400 .4 The correlation between standard penetration resistance. in m2. B-4. f ' kN11n' (3) q'I30 < j .1 0 0 0 ii) iii) iv) v) . B-5 FACTOR OF SAFETY The minimum factor of safety for arriving at the safe pile capacity from the ultimate load capacity obtained by using static formulae shall be 2. water table. N (blows130 cm) and static cone rcsistance. The first term gives tile end-bearing resistance and the second term gives the frictionalresistance. = (1) (2) I ) qc less than 1 000 kN/ml ~ i ) Clay iii) it. < qcl10 qJ?5 L.V. and D = diameter of pile shaft.1 The correlation suggcstcd by Mcycrhof using standard penctration rcsista~icc. in m2. Table 1 Side Friction for Different Types of Soil SI NU. gJ100 < f: < q'/25 qJ100 c i < qJ50 qJ100 qJl50 Ap = cross-sectional area of pile tip.4p. B-3. the ultimate load capacity of piles should be determined by calculating the endbearing and skin friction in different strata by using appropriate expressions given in B-1 and B-2. B-6 PILES IK STRATIFIED SOIL In stratified [email protected] For non-plastic silt or very fine sand the equation has been modified as: The meaning of all terms is same as for equation 3. in kN1m2. In kN!m'. Type of Soil Local Side Friction. iV in saturatcd cohesionless soil to estimate the ultimate load capacity of driven pile is given below. q c ..IS 2911 (Part 1ISec 1) : 2010 where B-4 USE O F STAKDAKD PENETRATION TEST DATA FOR COHESlONLESS SOIL B-4.. and surface area of pile shaft. Table 2 Co-relation Between N a n d qcfor Different Types of Soil SI No. Type of Soil - Clay Silts. Atterberg limits.) v) S~lty clay and s ~ l t ysand Sand Coarse sand and gravel q . This correlation should only be taken as a guide and should preferably be established for a given site as they can substantially vary with the grain size. in m.minimum static cone resistance over the samc 2 0 below the pile tip. where N = average N value at pile tip. < A < 2qJ25 D = diamcter or minimum width of pile shaft. is givell as: q. etc. in m. = cone resistance. - N = = avcrage N along thc pilc shaft. avcragc of the c n v c l o ~ of c mininlumstatic qc2 = cone rcsistance valucs ovcr thc lcngth of pile of 8U above the pile tip. length of penetration of pile in the bearing strata. qc. obtained from static cone resistance as given in Tablc 1. in kN/m2. = avcrage static cone rcsistancc ovcr a depth of 2 0 below the pile tip. i) NOTE . -.5. 5-20. Table 4 Modulus of Subgrade Reaction for Cohesive Soil. The depth from the ground surface to the point o f virtual fixity is then calculated and used in the conventional elastic analysis for estimating the ' lateral deflection and bending moment.2 The lateral soil resistance for preloaded clays with constant soil modulus is modelled according to the equation: where wherc k . The recommended values of k .5-7.5. and modulus of subgrade reaction for which the recoinniended values are given in Table 3 . k . if the pile will behave as a short rigid unit or as an infinitely long flexible member.0 >72. Having calculated the stiffness factor. (1) Soil Tfpe N (RloasI30 cni) (2) Very loose sand Loose sand (3) 0-4 4-10 10-35 > 35 Dry (4) b Range of 11.4-2.2 i) ii) < 0.For q.0 for i ~ i ) Mediumsand iv) Dense sand NO'I'E--.0 36.0 where p y q .. less than 25.0-36. .0 5. n.The q. C-1. ii) = = = lateral soil reactiotl per unit length of pile at depth z below ground levcl. kN/m' x 10' Submerged (5) < 0. in kN/m3 SI No. .re 6. is Tcrzaghi's nlodulus of subgradc reaction as dctern~inedfrom load deflection measurements on a 30 cnl square plate and B is the width of the pile (diameter in case of circular piles). iii) iv) V) NOTE -..4 1.0 9.lodulus of Subgrade Reaction for Granular Soils. Situations that need a rigorous analysis shall be dealt with accordingly. 0 18. in kN/m3 S1 No.IS 2911 (Part l/Sec 1) : 2010 ANNEX C (Clazr. may be taken as zero.4-5.l GENERAL C-1.0-1 8 .0-72. which implies that there is no lateral resislance. adequate in most of the cases is presented here. lateral pile deflection. kN/nil x 10' (4) 4. that is.2) ANALYSIS OF LATERALLY LOADED PILES C .2 The first step is to determine. C-2 STIFFNESS FACTORS C-2. The failure mechanisms also differ for a restrained and unrestrained pile head conditions. are given in Table 4.4 0.2-1.1 The lateral soil resistance for gra~iillarsoils and normally consolidated clays which have varying soil modulus is lnodcllcd according to the equation: Table 3 Il. values may be interpolated intermediate standard penetration values. the criteria for behaviour as a short rigid pile or as a long elastic pile are related to the embedded length L of the pile. This is done by calculating the stiffness factor R or T for the particular combination of pile and soil. k .0 0. $. Because of the conlplexity of the problenl only a procedure for a n approximate solution.0-12. Soil Consistency (1) (2) i) Sort Medium stiff Stiff Very stiff Hard Unconfined Compression Strength.1 Thc ultinlate resistance of a vertical pilc to a lateral load and the deflection of the pile as the load builds LIP to its ultimate value are complex matters involving the interaction between a semi-rigid structural element and soil which deforms partly elastically and partly plastically.5 2.5-9. The failure mechanisms of an infinitely long pile and that of a short rigid pile are different. C-2.5 7.1 0 0 100-100 200-400 > 400 Range of k . qu kN!m' (3) 25-50 50. E = Young's modulus o f pile material.5R NOTE . L O I E E D I CiAv? - --.5 B C . in MN/m2. Type of Pile Behavioi~r 1 = moment o f inertia of the pile crosssection. and B = width of pile shaft (diameter in case o f circular piles).4 D E F L E C T I O N AND M O M E N T S IN LONG ELASTIC PILES C-4.3.. 3.2 Ebr Piles it1 Preloaded Clajs Stiffness factor R. Lx--(.3 Stiffness Factors C-2. = E = Young's modulus of pile material. The depth to the point o f fixity niay be read from the plots given in Fig. in m wherc C-3 CRITERIA FOR SHORT RIGID PlLES AND LONG ELASTIC PILES Having calculated the stiffness factor T o r R. in m where = L 2 4T L 2 3. in m.1 For Piles in Satld und Normally Loaded Clays Stiffness factor T. .--I:CEC) HEAD PILES v .. in 1. z. . W HEAD PILES . Table 5 Criteria for Behaviour of Pile Based on its Embedded Length SI No.\LC Table 4 for values o f k .The intemiediate L shall indicate a case between rigid pile behaviour and elaslic pile behaviour. (1) i) ii) (2) Short (rigid) pile Lonz (elastic) pile Relation of Embedded Length with Stiffness Factor L i n e m t a n t Increasing (3) (4) L 5 2T L 5 ?R C-2. = K = MN/m3).3. moment of inertia of the pile crosssection. in ma. e is the effective eccentricity of the point of load application obtained either by converting the moment to an equivalent horizontal load o r by actual position of the horizontal load application. in m" atid qh = modulus o f subgrade reaction. - 7 - I FCR PKEE I4 F ~ ~ . in MN/m3 (see Table 3). . This requires the determination of depth of virtual fixity. R and Tare the stiffness factors described earlier. the criteria for behaviour as a short rigid pile o r as a long elastic pile are related to the embedded length L as given in Table 5.IS 2911 (Part 1/Sec 1) : 2010 C-2.1 Equivalent cantilever approach gives a simple procedure for obtaining the deflections and moments due to relatively small lateral loads. ' 6 R . O 3 . in MN/m2. lfl~~Ircbikl' L O ~ D t Cu. T h e fixed end moment. 4. in rn.) 3 x 10' 12EI . deflection of pile head.2 The pile head deflcction. for free head pile Fixed end moment. y = equivalent cantilever may be determined from the following expressions: H(e+zd3 3E l lo' . The actual maximum moment may be obtained by multiplying the fixed end moment of the equivalent cantilever by a reduction factor.T.3 The fixed end moment of the pile for the using the followi~igequations: Deflection.rnl L-u a ~ ~ j F g ~ i p . in m4. for free head pile H(e+z.. given in Fig. of the equivalent cantilever is higher than the actual maximum moment M in the pile. 1 % =H(e+zf) Deflection..E$ IN !GB~::$L~CB b>h%. .for fixed head pile = = = = zp = e = lateral load.-. in mm.IS 2911 (Part 1ISec 1) : 2010 C-4. htF= 2 . ..) Fixed end moment. in m. m. M. y where H y E I = - H(e + z.~shall be computed C-4.- FORF~LC I t 4 ~PW-hCMNit CLAYS FCRFRES IWa%PS33 L M &l'.. depth to point of fixity. in kN..ANU aroes. Young's modulus of pile material..I : 4 L n fi OR n -3 12 --- ----- L (: T FOl+ '-'.. moment of inertia of the pile cross-section. and cantilever length above ground/bcd to the point of load application. r ~ 4A For Free Head Pile -- .for fixed head pile .. in kN/m2.YS a 4 8 For Fixed Head Pile .rS TOP PILE%a 5BaND.. ................................ by volumelweight or strength after .....................2) DATA SHEET Site ...................................................................................... No..................................................................................................................................... Pile type: Pile: ............... From centre towards the periphery or from periphery towards the centre Concrete : Mix ratio I : ..................R........................................... if any: ......................... Length finally driven ......... (depth) \ Sequence of piling: (for groups) .................7................................ I Pile specification: Shape ............................ dia for ........................................................................................................................................... Extra cement added................ Reinforcement ........................ if any) .. (Mention proprietary systcm................................................................................................ Dynamic formula used....................................................................... Calculated value of working load ..................................... Weight of hatnnier Fall of hammer ........................ of blows during last 25 mni of driving . Number of pile ............................................................................................................................................ Tip ...... if ally ..................................................................................................................... Pilc tcst completed .... .......................... Title .................. Date of enquiry ............................................................... TEST PILE DATA Pile test commenced ................................................... Type of hammer ......P ..................................................................IS 2911 (Part 11Sec 1) : 2010 ANNEX D (Clause 8..................................................................................................................................................... Nlmm2 Quantity of cement/m3: ............................................................................................................................................... (Calculations may be included) Test loading: Maintained IoadICyclic loading1C.................................. ..... Date piling commenced .............................................................................................days ..................................................................................................................................................................................................................................Shaft ............................... Actual or anticipated date for completion of piling work ............................................................................................................................................................................ No......................................................................................................................................................................................................................................................... if ally) ............RoundISquare Size .............. (Specify rated energy........................................................................................................................................ : .......... ................................................................................................................. No............................................................................................................................................................................................................... ............................................................................1 s 2911 (Part llSec 1) : 2010 Capacity of jack ........................................ Settlement specified for the test pile .......... Name of the piling agency ......................................................................................................................................................................................... Test pile and anchor piles werelwere not working piles Method of Taking Observations: Dial gaugcslEnginccrs level ................................................................................................................ .............................. Scttlemcnt spccificd for thc structure .......... Reduced level of pile tip .................................................................................................................... Working load in a group of piles acceptcd as a result of the tcst .......................................... Length . Working load accepted for a single pile as a result of the test .......... Special Difficulties Encountered: Results: Working load specified for the test pile ................................................. Distance of tcst pilc from nearest anchor pile .............................................................................................................................................................................................. give ...................................................................................................................................................................................................................................................... If anchor piles used............................................................ General description of the structure to be founded on piles .......... General Remarks: ............................................................................................. Roorkce Central Electricity Authority. Mumbai Ground Engi~ieering Limited. New Delhi Ministry o f Surface Transport. SIIAKMA SIIRI N .\TII (Allerrrole) DIRECTOR (TCD) DEPUTY DIRECTOR (TCD) (Alrernore) SUPERISTENDING ENG~E (DESIGN) K EXECUTIVE ENGINEER(DESIGN-V) (Allernole) F. New Delhi Engineers India Limited. V A K A M R A J A ~ D K R.IS 2911 (Part I/Sec 1) : 2010 ANNEX E (Fore~vord) Soil and Foundation Engineering Sectional Committee. Dastur 8: Co~iipany (P) Ltd. Chennai lndian Institute o f Technology. JAIN (Allernare) SHRI T. KANIRAJ(Alrernore) . BERA(Allernole) SIIKI J. Bangalore Indian Institute o f Techtrology. DEUN. New Uelhi National Thermal Power Corporation Limited. Roorkce lndian Society o f Earthquake Teclllrolo~y. B. N. CED 43 In personal capacity (IXX/'YO. N e w Delhi Engineer-in-Chiefs Branch. Kolkata M. klunlbai Central Board o f I r r l g a t ~ o n& Power. Mumbai lndian Institute o f Technology. Mumbai Nagadi Colisultants Pvt Limited. N. BALKAJ SIIKI S. New Delhi lndian Institute o f Science. New Delhi Gujarat Engineering Rescarch Institute. K. Uttaranclial I T D Cenientatio~iIndia Ltd. New Delhi Indian Institute o f ~I'cchnology. New Delhi Central Road Research Institute. S. K. N c w Delhi Mumbai Port Trust. Sou (Chairnlan) AFCONS Infrastn~cture Limited. VILADKAR D K M:\IIENDRA SltiGll (A/rernafe) D K A. DABRAR SIIRI D. Noida PROF bl. New Delhi Central P u b l ~ cWorks Department. Kolkurrrr 7lJUO45) A. New Delhi SIIRI S.P. Engineers l'vt Limited. Hyderabad D R N. Chennai Gammon India Limited. Vadodara lndian Geotechnical Society. New Delhi Central Soil & Materials Research Station. New Delhl Ccnlral B u ~ l d ~ nRcsearcli g Inst~tutc.N. Engineering Research Laboratories. Kolkata M i s Cengrs Geotechnical Pvt Limited. Prince A l r l ~ u rShulr Rood. New Delhi Simplex Infrastructures Limited. Jodhpur BIS Directorate General S~IKI A. SIIK~M~\TI MI\U~1l~~lhl. SAINI. New Delhi Engineers India Limited. Mumbai Ground Enyineeri~ig Liniited. Chennai The Pressure Pll111gC o (I) Pvt L~mited. K. Kolkata M I S Cengrs Geoteclinical Pvt Limited. Road Transport and Highways.I S 2911 (Part 1ISec 1) : 2010 Pile Foundation Constructions C o (I) Pvt Limited. K. K. M u n ~ b a i Assoccation o f P i l ~ n gSpecialists (India).K SIIRI K. DIIARAMKAJI! SIIRI A. V. Noida Pile Foundation Constructions C o (1) Pvt Limited."l~U~~~~ Scientist 'B' (CED). Mumbai Central Building Research Institute.4hKhK (~1:ll. Mumbai Victoria-Jubilee Technical Institute. RAM. SII~\RAI. BHOOMIX. Kolkata Safe Enterprises. BIS SIIRI Sll.Murnba! Univers~ty o f Jodhpur. Lucknow Simplex Infrastructures Limited.~TIIAK(Allernole) DK G. New Dclhi Engineer-in-Chief's Branch.\K (. Kolkata Research. MALIIOTK. Veloche~v.\ (Allerrrrile) S IK I ASIIOK KUMAK Jnth SIIRI NEERAI KL~MAR JAIS (AIl~'rr101e) D R SATYENDRA MITTAI. Scientist 'F' & Head (CED) [Representing Director General (Ex-oflicio)] Member Secretor).4YP.llternote) DR N. Cherrrroi 60U043) AFCONS Infrastructure Ltd. RAY (Allernole) Pile and Deep Fou~~dations Subcommittee. New Dellii Indian Institute o f Technology. DR K.) EXECUTIV~ EKC~ISEER (DESICK D V IS IO II DIRESTOKGENERAL OF WORKS DR ATUL NASDA SIIRI SAXJAY KUM. Designs & Standards Organization. New Delhi I T D Cenientation India Limited.A SIIRI S. N. J~rngorrolho P~rram. T. Chennai TCE Consulting Engineers Limited. R. New Delhi National Thermal Power Corporation. Ne\v Delhi Indian Geotechnical Society. GANDI~~ DR A. New Delhi Gamnion lndia Limited. J ~ N G L E S IK I V.\SAMY Indian Roads Congress. 2rrd Cross Street. Mumbai . Chennai Structural Engineering Research Centre.I (AIterriute) V) (A/~LTIKI~E) SUPB~TENDMG ESOI~TCR (DESIGP. Chennai Indian Institute o f Technology. RAJAGOPAL (Allernole) DK S. !vl~uniba~ School o f Planning and Arch~tecture. Roorkee Central Public Works Department. GANPIILE SHRI MAIJIIUKAK LODII~AVIA (Alternule) S I K I R. Roorkee SIIRI MURLI IYENGAR (Cr~rtvcner) SIIRI A. N. . New Delhi Ministry o f Sliipping. CED 43 : 5 I n personal capacity (Siitycr Avenrre. Road.eauof Indian Standards Act. such as symbols and sizes. Campus. T. Delhi .bis. 2254 23 15 Northern : SCO 335-336. New Delhi 110002 Telephones: 2323 0131. 2337 8561 2337 8626. 1986 to promote harrnonious development of the activities of standardization.GHAZIABAD.org. VISAKHAPATNAM. Review of lndian Standards Amendments are issued to standards as the need arises on the basis of comments. Users of Indian Standards should ascertain that they are in possession of the latest amendments or edition by referring to the latest issue of 'BIS Catalogue' and 'Standards : Monthly Additions'.S. I. if the review indicates that changes are needed. marking and quality certification of goods and attending to connected matters in the country. Scheme VI M. P. FARLDABAD. Andheri (East) MUMBAL 400093 AHMEDABAD. No part of these publications rnay be reproduced in any form without the prior pern~ission in writing of BIS. IV Cross Road. I. 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