Pile cap design excel file for 2 pilesFull description
pile cap for 6 pilesFull description
Pile cap design excel file for 2 pilesFull description
Pile cap for 3 piles
pILE CAP DESIGN
This document presents how to design a pile cap using BS8110.1997 British code. CSC TEDDS was used to generate the calculation. Strut and tie method was used. Once the structure has been analysed ...
Mecanica de Suelos 3
Full description
laporan pile capDeskripsi lengkap
Full description
Full description
CAP
pile cap designFull description
Full description
pile cap designFull description
Pelaksanaan Pile Cap
sharingFull description
structural
semoga bermanfaatDeskripsi lengkap
colimnFull description
pile cap designFull description
PILECAP DESIGN FOR 3 PILES WITH A SINGLE CO LUMN
THICKNESS OF PILECAP (T) CLEAR COVER WIDTH OF COLUMN (b) DEPTH OF COLUMN (d) /- FOR PILECAP
= = = = =
0.70 0.075 0.30 0.0 !5
m m m m MP" MP "
= THICKNESS OF SOIL LA%ER LA%ER A&OVE PILECA = UNIT WEI'HT OF SOIL A&OVE PILECAP = CLEAR CANTILEVER FROM PILE = DIAMETER OF PILES =
#$5 0.70 $.00 0.!0 0.#0
MP" MP" m -N1m3 m m
FOR PILECAP
AREA OF PILECAP
= 3.05
m!
UNFACTORED REACTIONS AT COLUMN BASE
COLUMN
F ( (-N)
F2 ( (-N)
F ( (-N)
82
#$.5
*7.5!
#.#0
M2 (-N.m) M (-N.m) *$7!.70
*!.30
C
% 0.7 + ,
!.00 0.#0 1
0.3
2
0. 0.35
$.#
0. 0.6
C
4 3
0.
42
COLUMN MOMENT DUE TO SHEAR AT PILECAP &ASE (M +6)
C
#5.0
-N.m
MOMENT DUE TO SHEAR AT PILECAP &ASE (M ,6)
5.!
-N.m
TOTAL TOT AL &ENDIN' MOMENT (M+)
*$!7.!
-N.m
TOTAL TOT AL &ENDIN' MOMENT (M,)
!. 553.0
-N.m -N
TOTAL TOT AL VERTICAL VERTICAL UNFACTORED UNFACTORED FORCE FORCE
#$%2
PILE NO. #$% (&) 1 2 3
0.00 0.00 0.000 #$%2
#'%2
#'% (&)
0.3 0.3 0.00 0.7!
0.3# 0.3# 0.3 #'%2
FINAL FORCES IN PILE (kN) 121 126 307
0.$! 0.$! 0.# 0.7!
1
2
121 kN
126 kN
+ , 307 kN 3
MA+IMUM ULTIMATE &ENDIN' MOMENT (M U+)
= 3$
-N.m
MA+IMUM ULTIMATE &ENDIN' MOMENT (M U,)
= $$3 = 0.$7 = 0.0$
-N.m m m
A89 REUIRED
= 5$7
mm!
MIN. A89 REUIRED
= = = = = = =
$0$$ $ $! 5 7 $5$ $50
mm! mm mm
A89 REUIRED
= $557
mm!
MIN. A89 REUIRED
= = = = = = =
mm! mm mm
EFFECTIVE DEPTH ALON'*+ DIRECTION EFFECTIVE DEPTH ALON'*, DIRECTION !DIRECTION
DIA. OF MAIN &ARS DIA. OF DISTRI&UTION &ARS REUIRED NO. OF MAIN &ARS IN 'IVEN WIDTH PROVIDED NO. OF MAIN &ARS IN 'IVEN WIDTH REUIRED SPACIN' OF DISTRI&UTION &ARS PROVIDED SPACIN' OF DIST. &ARS
mm mm
"!DIRECTION
DIA. OF MAIN &ARS DIA. OF DISTRI&UTION &ARS REUIRED NO. OF MAIN &ARS IN 'IVEN WIDTH PROVIDED NO. OF MAIN &ARS IN 'IVEN WIDTH REUIRED SPACIN' OF DISTRI&UTION &ARS PROVIDED SPACIN' OF DIST. &ARS
5 $ $! $5 $50
mm mm
CHECK FOR SHEAR
ONE!WA* SHEAR ALONG!
MA+IMUM ULTIMATE SHEAR (V U)
= $
-N
ULTIMATE SHEAR STRESS ( τu)
= 0.3 = 0.! = $.#$
N1mm! ; N1mm!
:9 OF STEEL PROVIDED TOTAL SHEAR STRESS RESISTED &% SECTION
DESIGN FOR SHEAR IS NOT RE+UIRED IN !DIRECTION.
ALONG!"
MA+IMUM ULTIMATE SHEAR AT CRITICAL SECTION (V = #$ ULTIMATE SHEAR STRESS ( τu) = 0. :9 OF STEEL PROVIDED = 0.33 TOTAL SHEAR STRESS RESISTED &% SECTION = $.$
-N N1mm! ; N1mm!
DESIGN FOR SHEAR IS NOT RE+UIRED IN "!DIRECTION.
SIDE FACE REINFORCEMENT
AREA REUIRED FOR SIDE FACE REINFORCEMENT DIAMETER OF SIDE FACE REINFORCEMENT SPACIN' REUIRED SPACIN' PROVIDED
