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PILE FOUNDATION DESIGN CALCULATIONS
REFERENCE CALCULATIONS
no(e)1)
3597
N
ODE-1
NODE-2
NODE-3
PILE LAYOUT
Z-Dir
X-Dir
4153
B
A
A
PILE CAP PLAN PILE CAP SECTION
C
Y1
F
A
Y2
E
DD
B
P1
P2 P3 H
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REFERENCE CALCULATIONS
PILE FOUNDATION DESIGNFor Serviceability and Ultimate load Conditions, check pile capacity,
Pile cap design and Tower leg connection design.
SOIL PARAMETERS
Geotechnical See Geotechnical Investigation eport !k"lama F#$, %ec &''(
eport, %ec )'(
1.0 PILE CAPACITY*ppendi+, ''mm %ia CF* -Contino"s Flight *"ger concrete piles &/m penetration
Table 0.' Sa1e 2orking #oad -with Global Factor o1 Sa1ety 3 /.', S2# 3 463
Check 3No Pile o! "3# le$%&h 'e( c)'
Pile dimensions4
%iameter ''
length 3 # &/
PILE CAP SI*ING +See Fi%,(e A1 )-oe/
$S 5''640(57
8./.6.& * 3 &.'
$ 3 &.&8
C -pile spacing 3 0.8'
% 3 '.6'
! 3 '.5'
F 3 '.5'
9 -pile cap thickness 3 0&''.''
DESIGN DATA
Cover to main rein1t c 3 '
&'
Pile spacing not less than pile perimeter 3 x'.m 3 0.8m
%iameter o1 main rein1t, =
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CONSIDER NODE 1 +IN COMPRESSION/
COMPRESSION CAPACITYSee Table *0above, 1or reaction loads
Table:*0 86.''
0&8.
Table:*0 /5.''
;oment d"e to lateral load4
006'6/./&
REFERENCE CALCULATIONS
To&)l Lo)
*+ial, < 3 8'0.
;oment, ; 3 6/./&
Co#',&e Pile Lo)
where
n 3 n"mber o1 piles /
y 3 respective pile distance to centroid
=0 3 '.(5
=& 3 '.6(
%iameter o1 pile 3 ''
0.66
S"bstit"ting as 1ollows4
"63.30
or &'6.6'
463
O2
TENSION+PULLOUT/ CAPACITY
Check capacity o1 1o"ndation to withstand p"llo"t d"e to tension>overt"rning l
Consider node at ;a+im"m Tension #oad
See Tower %esign eport sec 8.&, pg 8
*+ial #oad, Fy3
*dd sel1 weight o1 pile cap 3 --*@!A-'.-*AF-$:!@9@
#ateral #oad, FB3
Take lever arm, #a3 -9:c:>&
;oment, ; 3 FB@#
a
Pn3 -P>n A>: -; @ y>y&
Pn3 espective pile #oad
y&3 -y0&A -y&&A -y/& 3
Pn3 -P>n A>: -; @ y>y&
M)i#,# Pile Lo) P1
Pile Sa1e 2orking #oad -S2#, Pc3
;a+im"m Pile #oad P0-&7/./D
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S,##)&io$ o! Lo)
*+ial, < 3 :667.6'7;oment, ; 3 6/./&
Co#',&e Pile Lo)
=0 3 '.(5
=& 3 '.6(
0.66S"bstit"ting above and minding the signs
:00(./8
or 15."5
P& 3 P/ :0/6.0&
or 163.71
No&e8n A>: -; @ y>y&
y&
3 -y0&
A -y&&
A -y/&
3
P03
P$e&
3 0no pile + 085.&8 D< A &
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Total capacity per pile cap 3 /;a+ Tensile Force
For the pile cap
Ultimate Upli1t -Tension capacity 3 &'&0.7'
'.&(
F.S. 3 &'&0.7>'.&( 4.00O2
REFERENCE CALCULATIONS
".0 PILE CAP DESIGN
Section /.00.6 For Ultimate #oad eactions
$S500':0,0((8 See Fig"re */ and Table $0 above
Pile cap shall be designed "sing the beam theory
Take 1actor o1 Sa1ety F. S. 0.'
Table $0 Check
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where
n 3 n"mber o1 piles /
y 3 respective pile distance to centroid
=0 3 '.(5
=& 3 '.6(
0.66S"bstit"ting as be1ore4
394.97
REFERENCE CALCULATIONS
Take band width 1or pile cap, b 3 Mpile A 0' 7';a+im"m moment in pile cap as 1ollows4
; 3 P#>6 per band
P 3 ma+im"m pile load 3 /(6.(
# 3 pile spacing 3 0.8'
; 3 /(6.(+0.8>6 per band 078.5
!11ective depth o1 pile cap -ass"ming &'mm %ia rods,
Section /.6.6.6 d 3 006'
$S500':0,0((8 '.''8(
B 3 '.(d 3 0'5/.''
(/7.&5
Table /.& or 066'.6&8
$S 500':0((8 Check ;inim"m *rea o1 steel, '.0/Jbh 3 07'.''
P(oie Y"0 -)( > 157 ?o&&o#
Pn3 -P>n A>: -; @ y>y&
Pn3 #oad per pile
y&
3 -y0&
A -y&&
A -y/&
3
;a+im"m Pile #oad 3 P03
D 3 ; > b@d&@Fc"
3
*rea o1 steel re"ired *sre
4
*s-per band 3 ;>'.(@Fy@B 3
%
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5&
;a+im"m Shear 1orce per $and 3 P>& 0(8.68$S 500' Shear stress at critical section
Sec. /.00.6./, v 3 >bd '.&8
/...& 0''*s>bd 3 '.&6
Table /.5 '.6'
/.00.6.6 O2
'.0$S 500' /.(&
/.8.8.& 0.8
v E &d>av @ vc O2
No he)( (ei$!o(ce#e$& i (e,i(e
REFERENCE CALCULATIONS
PILE INTEGRITY
Pile dimensions
%iameter ''
#enght # 3 &/
Cross sectional *rea * 3 0(7/6(.
0(7/
394.97
?nly nominal rein1orcement is re"ired
85./(5&
*ss"me %ia o1 rods 3 0&
P(oie Y1" Bi&h Y170cc Li$k
904.5
av 3
65& A hp>
vc
3
v-'.&8mm& E vc-'.6mm&
av>d 3&d>a
v
!nhanced shear 3 &d>av @ vc
Pile Ultimate #oad, 1p3 570+0'''>'.7+1
c"
6c& A 7''c : /0& 3 '
FIGURE A/: ,ASE PLATE PLAN
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She)( c)')ci&:
/'Cls 7./.& 8
$S(':04&'''
$olt %ata /8
Steel ;an"al 70
Check 5 n"mber o1 $olts, n 3 5
Total capacity 3 nP 075/CASE "8 TENSION LOADING
Consider tension load on base d"e to load reversal
*s be1ore, ;a+im"m Tension 3 ;a+im"m Compression
570.'
Table /6 0'8.7
$S(':04&''' Tension capacity o1 bolts$olt %ata &0.//
Steel ;an"al 70
&'0'.7&6
She)(
Shear 1orce to be resisted 8
075/7./.6.6 Check co#-i$e he)( )$ Te$io$
$S(':04&''' Combined shear and tension
'.67
No; 30## Di) ?ol& '(oie O2
Check /'mm %ia anchor bolts, 3
Shear 1orce to be resisted Fs3
Shear capacity o1 bolts, P 3 Ps*
s
Ps3 shear strength per bolt
*s3 tensile stress area
Ft3
Tension carried by each bolt appro+, Ft>5
Pt3 '.5p
t*
t
*t, tensile stress area 3
Total Capacity, nPt3
Total Shear capacity o1 bolts, P 3 Ps*s
Fs>P
sA F
t>P
t/0.6
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TA,LE 10: PILE ,EARING CAPACITY
Pi+( Di#0(,(r = 400
E- B(#ri-) C##!i,
S6i- Fri!,i&- C##!i,
U+,i0#,( Pi+( C##!i,
A++&'#%+( Pi+( C##!i, S8L
END BEA:IN;
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S#-
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SIN F:ICTION
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+#(r
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TA,LE 10: PILE ,EARING CAPACITY
Pi+( Di#0(,(r = 400
E- B(#ri-) C##!i,
S6i- Fri!,i&- C##!i,
U+,i0#,( Pi+( C##!i,A++&'#%+( Pi+( C##!i, S8L
END ,EARING S2IN FRICTION