Pilling Requirement to EC 2

Pile plain concrete strength as per EC2 Euroco Eurocode de 2 (Section (Section 9.8.5) 9.8.5)  Note:

Concrete, f cd = α f ck / γ c = 0.85 f ck / 1.5 [driven] = 0.85 f ck / (1.5  1.1) [!ored"reinforc [!ored"reinforced] ed] = 0.#0 f ck / (1.5  1.1) [!ored"unreinforced)] Structur$% c$&$cit' c$&$cit' of &i%e,  = f cd c * f  'd + = 0.515 f ck c * 0.8 f  'k + [!ored"reinfor [!ored"reinforced] ced] = 0.363 f ck Ac [bored-unreinfor [bored-unreinforced] ced] ULS Structural capacity must be greater than the reactions from DA1-C1 combos. See Eqn 6.10 or 6.10a/6.10b (SET B) from NA to SS EN 1990. For piles with full cage reinforcement, SLS Structural capacity must be greater than the reactions from DA1-C2 combos. See Eqn 6.10 (SET C) from NA to SS EN 1990. To get SLS Structural capacity, divide ULS Structural capacity by 1.4. See slide 5 for SLS structural capacity of

- Factor Factor of 0.85 0.85 for flexur f lexuree and axial loading (NA to EC2 3.1.6 - Factor Factor of 0.6 due to le!! le!! ductile  "ro"ertie! of "lain concrete concrete (NA to EC2 12.3.1

For piles with full cage reinforcement For piles without full cage reinforcement (e.g. 12m cage only)

Structure Capacity Eurocode 2 Section 12.1.(2) -%$in $nd %it%' reinforced concrete +tructure+

So f ck u+e 0.# or 0. 

Structure Capacity - Concrete

f ck (C'%inder)  0.8 f ck,cu!e (Cu!e) 3ote4 $tio incre$+e 6it ier r$de

Structure Capacity – Pile Area   c to !e !$+ed on 2..7.2 (2) n te $!+ence of oter &rovi+ion+ te di$eter u+ed in de+in c$%cu%$tion+, of c$+t in &%$ce &i%e+ 6itout &er$nent c$+in +ou%d !e t$ken $+4 " if d no : 700, d = d no " 20  " if 700 ; d no ; 1000, d = 0,95.d no " if d no < 1000, d = d no " 50  -i%e re$,  c  0.9025  3oin$% re$,  0

EC 2 Vs CP4 – Unreinforced Pile EC2, Structur$% c$&$cit' of &i%e, +t = f cd  c, +$' +t,u%t = 1.7+t,+%+ >iniu einforced

?ot$%%' @nreinforced

For piles without full cage

reinforcement. 1.4 was divided to = (0.# f ck  c )/1.7 convert this to SLS Structural = (0.#0.8 f cu!e0.9025  o)/1.7 capacity = 0.18f cu!e  o SLS Structural capacity must be greater than the reactions from DA1-C2 combos. See Eqn 6.10 (SET C) from NA to SS EN 1990.

= (0. f ck c)/1.7 = (0.0.8 f cu!e0.9025  o )/1.7 = 0.155f cu!e  o

C-7, @nreinforced +t

= 0,25f cu!e  o (Aiited to ,5 >&$)

EC 2 Vs CP4 – Unreinforced Pile 

From BS EN 1536:2010 !ec"ion 6.3.1.3 

3B?E 1 Co&re++ive +trent c%$++e+ for $rdened concrete $re iven in E3 20#"142000. ?e r$ne u+u$%%' u+ed for !ored &i%e+ i+ !et6een C20/25 $nd C75/55.

#oncre"e $r%de

#20&25

#25&30

#30&3'

#35&(5

#(0&50

#(5&55

C-7 = 0.25

#.25

.5

.5

.5

.5

.5

EC2 = 0.18

7.#

5.#1

#.9 C2/70 to 8.72

9.5

10.29

EC2 = 0.155

.8

7.#5

5.7

.5

8.5

o!t$in .5

#.95

Structure Capacity 

From BS EN 1536:2010 

'.1.5  !ored &i%e $' !e de+ined $+ $n unreinforced concrete e%eent if &i%e e$d reinforceent i+ &rovided in $ccord$nce 6it .1.# $nd .1.8 





'.1.6 ored &i%e e$d+ for unreinforced !ored &i%e+ +$%% !e reinforced to c$ter for $ccident$% %o$d+ (e.. re+u%tin fro $%% con+truction 6ork+ on te +ite). '.1.) f tere i+ no de+in reDuireent for reinforceent, +t$rter !$r+ or $noter +'+te +ou%d !e &%$ced in te !ored &i%e e$d to %oc$te te centre of te &i%e.

'.1.'  !ored &i%e +ou%d !e reinforced over $n' %ent of +oft or %oo+e +oi%. 

3B?E E$&%e+ of c$r$cteri+tic+ of +oft $nd %oo+e +oi% (e.. coe+ion of +oft c%$', den+it' inde $nd cone re+i+t$nce of %oo+e +$nd) $re iven in E3 199"2.