Check Allowable Capacity T-11 with SPT.xls

7/24/2019 Check Allowable Capacity T-11 with SPT.xls

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I. ALLOWABLE SOIL BEARING CAPACITY FROM SPT (Standart Penetration Test)

As according to (Joseph E. Bowles, 1982), following the equations to otain allowale earing capacit!

related to "tandar #enetration $est %eport ("#$) of cohesi&e soil '

here,

qa

N "#$ low count

B *oundation lateral ase di+ension

F * *actor

As suggested ! e!erhof (19-)

/n this equations N is the statical a&erage &alue for the footing influence 0one of aout (.B) ao&e

footing ase to at least (2B) elow. * factor in ("/ unit ) shall e use following tale'

*1 . .

*2 .8 .-

*3 .3 .3

* 1.2 1.2

Allowale earing pressure for H = 25 m

*FACTOR

455

470

q_a=N/F_1 K_d ForBF_4

q_a=N/F_2 ((B+F_3/B!2K_d ForB"F_4

K_d=1+0#33 $/B 1#33


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II. ALLOWABLE SOIL BEARING CAPACITY CALCULATION SEET

Based on soil in&estigation data, gi&en following design para+eter '

5 *oundation design 5epth 2. +eter

4 A&erage "#$ low count 3 A&erage of 4 fro+ . B ao&e to 2 B Below

67B %atio 67B 1 1 "quare *ooting)

B 6ateral Base 5i+ension %ange of Base di+ension

As according to "#$ report of cohesi&e soil (/nfo fro+ site)

and proposed /nitial design as follow

4 = 30 A&erage in influence 0one

5 = 2#5 here :4: &alue nearl!constant or increasing

B 1;(.33 57B) qa_N30 *

0#0 m 7%& 'a1. + 1.3


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III. STATIC PILE CAPACITY

All static pile capacities can e co+puted ! following equations'

#u lti+ate +aCi+u+ pile capacit! in co+pression

$u lti+ate pullout capacit!

#pu lti+ate tip pile capacit!

"=in resistance de&eloping with ulti+ate tip resistance#p $ip capacit! that de&elops si+ultaneousl! with

p eight of pile

$he allowale pile capacit! #a and $a is otained fro+ appla!ing a suitale "* on a contriuting part,

@alculated lti+ate #ile @apacit! as according to "tandar #enetration $est ("#$) data, shall e use following

Equations (a!erhof 19-,19


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..* ALLOWABLE SOIL BEARING CAPACITY

5.2.1.1 Bearing Capacity Fro SPT !Stan"ar Penetration Te#t$ For Sprea" Footing

As according to (Joseph E. Bowles, 1982), following the equations to otain allowale earing capacit!

related to "tandar #enetration $est %eport ("#$) of cohesi&e soil '

here,

qa

N "#$ low countB *oundation lateral ase di+ension

F * *actor

As suggested ! e!erhof (19-)

/n this equations N is the statical a&erage &alue for the footing influence 0one of aout (.B) ao&e

footing ase to at least (2B) elow. * factor in ("/ unit ) shall e use following tale'

*1 . .

*2 .8 .-

*3 .3 .3* 1.2 1.2

5.2.1.2 Bearing Capacity Fro CPT !Cone Penetration Te#t$ For Sprea" Footing

$he allowale earing capacit! shall e calculated as si+ilarl! done for direcl! otained "#$ :4: &alue.

Fence the the allowale earing capacit! equations of cohesion soil, can e eCpressed as follow

here,

qa

qc A&erage cone earing preassure

B *oundation lateral ase di+ension

F * *actor

5.2.1.3 Bearing Capacity Fro %a&oratory Data

$he esti+ate of soil earing capacit! can e otained ased on laorator! report data.

a!erhof (191,19-3) proposed a earing capacit! equation as follows

Dertical 6oad

/ncleaned 6oad

Bearing @apacit! *actor

Bearing @apacit! *actor can e otaned ased on soil angle internal friction &alue. Henerall! the

Allowale earing pressure for H = 25 m

*FACTOR

455

470

As according to a!erhof (19-) the allowale earing capacit! of cohesion soil (c soil) ! +a=ingsutitution for"qc"as follow

Allowale earing pressure for H = 25 m=g7c+2

q_a=N/F_1 K_d ForBF_4

q_a=N/F_2 ((B+F_3/B!2K_d ForB"F_4

K_d=1+0#33 $/B 1#33

N_55=q_>/4

q_a=q_>/30B F_4

q_a=q_>/50 ?(B+F_3/B@!2B" F_4

q_=C#N_C _C d_C+(q# DN_q _q d_q+0#5# E B!

N_E _E d_Eq_=C#N_C d_C _C+(q# DN_q d_q _q+0#5# E B!N_E d_E _E

N_q =!( =?N_qI1@ >o,

N_E =?N_qI1@ aG?1#4 J@


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earing capacit! factor eCpressed on following tale


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Ta&'e : Bearing Capacity Factor !(ayer)of$

Nc Nq

.1 1. .

-.9 1.- . $he co+puted of allowale soil pressure is for an assu+ed 2?++ settle+ent (a!erhof 19-,19


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5.2.2.2 Bearing Capacity Fro CPT Data

As according to @#$ report of cohesi&e soil (see attach+ent 1?1)

A&erage of qc &alue fro+ B72 ao&e to 1.1 B elow the footing ase is

and proposed /nitial design as follow

qc =

5 = 2

constant or increasing

B qa_qc49! *

0#0 m 12 'a1. + 1-2 =#a

1.2 + 1-2 =#a

2. + 128 =#a

3. + 11< =#a

3. + 11 =#a

. + 19 =#a

> $he co+puted of allowale soil pressure is for an assu+ed 2?++ settle+ent (a!erhof 19-,19 "q "! dc dq d! ic iq i! q ult qa

0 1-


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.., STATIC PILE CAPACITY

All static pile capacities can e co+puted ! following equations'

#u lti+ate +aCi+u+ pile capacit! in co+pression

$u lti+ate pullout capacit!

#pu lti+ate tip pile capacit!

"=in resistance de&eloping with ulti+ate tip resistance#p $ip capacit! that de&elops si+ultaneousl! with

p eight of pile

$he allowale pile capacit! #a and $a is otained fro+ appla!ing a suitale "* on a contriuting part,

@alculated lti+ate #ile @apacit! as according to "tandar #enetration $est ("#$) data, shall e use following

Equations (a!erhof 19-,19


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%-DI/0 DT

SUPPORT REACTIONS (A%%!ied to to"er) -EA- LOA- $ad 8oad8oad Ca, Nod F; F FP Q; Q QP

2000 2%73 I41#177 I7%#&5& I3&3#1&7 I3#50& 10#00% I1#102%74 I7 3 I353#35 %#3%0 1#&7 I1#252%75 I#22% 111#51 527#&11 4#%7 12#32& I1#30

2%7 I120#377 I74#105 00#%35 I14#&& #1%5 I1#43R,aG I305#&2 I3#722 3%2#1%4 45#535 I11744 105#17 a >Grod

SUPPORT REACTIONS (A%%!ied to to"er) LIE LOA- 8 8oad8oad Ca, Nod F; F FP Q; Q QP

2100 2%73 I0#001 0 0 0 0 02%74 0 0 0 0 0 02%75 0 0 0 0 0 02%7 0 0 0 0 0 0

R,aG I0#001 0 0 0 0 I0#00 a >Grod

SUPPORT REACTIONS (A%%!ied to to"er) WIN- LOA- Gd 8oad8oad Ca, Nod F; F FP Q; Q QP2200 2%73 I7#750 I10#42% I47#453 I0#202 0#7%% I0#170

2%74 7#750 I10#42% 47#453 I0#202 I0#7%% I0#170

2%75 7#&7& I10#314 I47#505 I0#22 I0#77% 0#132%7 I7#&7& I10#314 47#505 I0#22 0#77% 0#13

R,aG 0 I41#4& 0 11%7#%% 0 3#05 a >Grod 1# FOSN$ATON CHUQ

SUPPORT REACTIONS (A%%!ied to to"er) EART/UA0E LOA- UarWqa'8oad Ca, Nod F; F FP Q; Q QP2300 2%73 1 1&01 &4#1&& 0#303 I0#30 0#010

2%74 #&&4 3#011 11#14 I1#277 0#&&4 0#&2%75 2#705 #553 10#541 I0#&0 1#1%4 I0#&2%7 15#011 14#700 I2#&11 0#000 0#052 0#00%

R,aG 43#04 43#04 43#04 I%25#%47 %33#51& I7#571 a >Grod

S( %-DI/0 DT

aC @o+press 6oad aC $ension 6oad6oad @ase 6oad in (=4) o+ent in (=4.+) 6oad in (=4) o+ent

F; F FP Q; Q QP F; F FP Q;5ead 6oad I120#377 I74#105 00#%35 I14#&& #1%5 I1#43 I41#177 I7%#&5& I3&3#1&7 I3#50& 106i&e 6oad 0#000 0#000 0#000 0#000 0#000 0#000 I0#001 0#000 0#000 0#000 0ind 6oad I7#&7& I10#314 47#505 I0#22 0#77% 0#13 I7#750 I10#42% I47#453 I0#202 0Earthqua=e 1 1&01 &4#1&& 0#303 I0#30 0#010 15#011 14#700 I2#&11 0#000 0

"u++ar! 6oad ?19.


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A##E45/ A 5etailed @alculation "heet 1

,oad FoGdaoG Ca>aoG (AC 31&QI%5Iss1e2 $UVN aX

-ate21 o: 3

Pro3e&t2Re4ised #'2 $N

C5e&6ed #'2 $N

YY W ,r ,r>r ,or ra>oG or ad d,XG oadIn%1t -ata

Ma7 Co8%ress Load Ma7 Tension 9 U% Li:t Load

Loads (6N) Loads (6N)FZ FL FZ FL

$ad *;* (N/mm2 *@.Stee! Stren$t5

:L (N/mm2 ;??

A!!o"a#!e Soi! Press1re

qa ('N/m2 **;

Base Soi! an$!e o: interna! :ri&tion ,?

U!ti8ate Loads (ACI >..)8oad Ca, 0#%$+1#3 1#4$+1#78 0#75(1#4$+1#78+1#7 0#75(1#4$+1#78+1#&7U

Fa>or, ?.> *., *.; *. *.? *. *. *.? *. *.;?,

FZ ('N = 144#0%45341& 1%7#%014075 14#%73&1&&7&1 154#3447&0502

FL ('N = 02#5%& &45#55% %4#73&125 40#0&7&

Q[ ('N#m = 15#55712221 22#573031%3 17#%3%7772 1#%2%7%77145

A%%ro7i8ate Base -i8ensions B L Based on Un:a&tored Loads (ACI *.A%%ro7i8ate Base -i8ensions B (mm ]A8SU^ 8 (mm ]A8SU^

User In%1t -i8ensions B (mm ,?? 8 (mm ,??

A%%ro7i8ate Footin$ EDe&ti4e -e%t5 d Ass18in$ P1n&5in$ S5ear Go4erns (ACI **.*)

8oad Ca, 1 2 3 4

YqmaZ ('N/m2 %7#75 135#&& 112#33 104#30

d (mm ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

d (mm ,? mG 150mm (AC 15#7#

$ (mm @?? mG >or 70mm (AC 7#7#

Fo1ndation Wei$5t -: (6N)CoG>r a9 B Y 8 Y $ Y 25 245

d,a Z Y L Y (H+W I $ Y 25 13#5

o a9o a9 (BY8 I ZYL Y (H I W\ Y 20 2&5#3

arad o (BY8 I ZYL Y (W\ I $ Y (20I10 0

Toa $: ('N = 543#&

Net U!ti8ate Stresses Pro!e (6N98)8oad Ca, 1 2 3 4

qmaZ ('N/m2 ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^qmG ('N/m2 ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

q1 ('N/m2 ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

275 BUNVKAANV SBTATON _ TOURNTURQU$ATU FOSN$ATON

Q[('N#m

Q[('N#m

User In%1t-e%t5

qu+aC

qu+in

ddd72d72

q1q2q3q

qq-

B

6

F

h

C

0

0*!

*C

hw

H$

BL

#HFux$u%

LB

Fu&qu

2

)(6max

+++=


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A##E45/ A 5etailed @alculation "heet 1-

q5 ('N/m2 ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

q ('N/m2 ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

,oad FoGdaoG Ca>aoG (AC 31&QI%5Iss1e2 $UVN aX

-ate2 02 o: 3

Pro3e&t2Re4ised #'2 $N

C5e&6ed #'2 $N

CEC0ING2Conta&t Press1re

F4 (6N) + FL + $: 11%% 8a7 (6N98) **., 8in (6N98) ;;.;@

( 3qmaZ + qmG /4

124#5& 'N/m2 H a + **;.; NO

Sta#i!it' A$ainst O4ert1rnin$OrrGGX momG = Q[ + FZ Y (H + W 3&1#2 'N#m

a9[GX momG = F Y (8/2 20% 'N#m

.;>@ H *. YES

Sta#i!it' A$ainst S!idin$

;.,== H *. YES

C5e&6 "ide #ea8 s5ear in t5e 7dire&tion (ACI **.,.)]> ('N = (1/ Y RT(:> Y B Y d 1&43#%

Load Case * , ;

] ('NY = ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

] / 0#&5]> ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

Y] = 0#5 Y (q1+qmaZ Y (8/2 I Z/2 I d Y B

8a7 1 9 ?.@& + Y 9o Y d &40

((40 Y d/9o + 2 Y (1/12Y RT(:M> Y 9o Y d 104%4

Load Case * , ;

] ('NY = ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

] / 0#&5]> ]A8SU^ ]A8SU^ ]A8SU^ ]A8SU^

Y] ('N = FL I (0#5 Y (q2+q5 Y (Z+d Y (L+d

8a7 1 9 ?.@& + oG momG,-

Q (Boom R = q3 Y B Y 0#5Y(8/2IZ/2!2 + 0#5Y(qmaZIq3 Y B Y (2/3Y(8/2IZ/2!2 Q (To R = qmG Y B Y 0#5 Y (8/2IZ/2!2 (aroZmaoG

Y [ I dr>oG momG-

275 BUNVKAANV SBTATON _ TOURNTURQU$ATU FOSN$ATON

qV

(Xro,, r,,r ('N/m2 =

GP

+

Stabilizing moment

Overturning moment=

Fvtan

Fh

=

2min,max

)(

BL

#HF$

LB

Fq x%'

++=

)'

59.0(9.0

Bf

AfdAf$u

c

s&

s& =


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A##E45/ A 5etailed @alculation "heet 1aoG (ACIss1e2 $UVN aX

-ate2 01 o: 2

Pro3e&t2 KAANV SBTATON _ TOUR NTURQU$ATU FOS

Re4ised #'2 $N

C5e&6ed #'2 $N

A!!o"a#!e U%!i:t For&e

= Toa $: (' = 543#& = K = K

= qa/2 ('N/m = 57#221 3

= 30 1#7321

= 20 0#%11&

0#05 0#5

: 1#02% AraX 1#53

30 YY `o, U Bo\, ,> 4I13

T1 (6N) = U%!i:t Sa:et' Fa&t

Ta (6N) *,@ H U%!i:t Load +


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A##E45/ A 5etailed @alculation "heet 18

Y $mG,oG, ar G mm


19/24

/solated *oundation @alculation (A@/)/ssue 5E"/H4 #age

5ate 1 of 2

Pro4ect: ALA4H "B"$A$/K4 M $KE% /4$E%E5/A$E *K%e&ised ! 54"

@hec=ed ! 54"

Inpt Data

%oa"# !/$ Concrete Strengt) Fon"ation Propertie#

#C #! fIc (47++2) 18.75 F (++) 2 h (++) 3

5ead 1,1.358 6.35 16.1236 Stee' Strengt) hw (++) 67B 1

6i&e 2.5 f! (47++2) , Pe"e#ta' Dien#ionind 12.785 ,7.55 .81112 ''o9a&'e Soi' Pre##re C (++) 6 ! (++) 6

E ,.22 ,.22 qa (=47+2) 11,.,,18,571

"u+ 18.< -.1- 1-.93< Ba#e Soi' ang'e of interna' friction 3

'tiate %oa"# !CI .2.$6oad @ase .95;1.3 1.5;1.


20/24

/solated *oundation @alculation (A@/)/ssue 5E"/H4 #age

5ate 2 of 2

Pro4ect: ALA4H "B"$A$/K4 M $KE% /4$E%E5/A$E *K%e&ised ! 54"

@hec=ed ! 54"

-.1- =4

18.- =4 1-.93 =4.+

3

H$

F (in oth directions)

2

8 5i+ensions are in ++

d

As (c+2)

hw

!

C

5

hw

*!

*C 0


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SORT RUACTON (Ad o o\r $UA$ 8OA$Ca, Nod F; F FP Q; Q QP2000 2%7 I41#177 I7%#&5& I3&3#1&7 I3#50& 10#00% I1#10

2%74 I7 3 I353#35 %#3% 1#&7 I1#252%75 I#22% 111#51 527#&11 4#%7 12#32& I1#302%7 I120#377 I74#105 00#%35 I14#&& #1%5 I1#43

R,aG I305#&2 I3#722 3%2#1%4 45#535 I11744 105#17 a >Grod

SORT RUACTON (Ad o o\r 8]U 8OA$Ca, Nod F; F FP Q; Q QP

2100 2%7 I0#001 0 0 0 0 02%74 0 0 0 0 0 02%75 0 0 0 0 0 02%7 0 0 0 0 0 0

R,aG I0#001 0 0 0 0 I0#00 a >Grod

SORT RUACTON (Ad o o\r N$ 8OA$

Ca, Nod F; F FP Q; Q QP

2200 2%7 I7#75 I10#42% I47#453 I0#202 0#7%% I0#172%74 7#75 I10#42% 47#453 I0#202 I0#7%% I0#172%75 7#&7& I10#314 I47#505 I0#22 I0#77% 0#132%7 I7#&7& I10#314 47#505 I0#22 0#77% 0#13

R,aG 0 I41#4& 0 11%7#%% 0 3#05 a >Grod

SORT RUACTON (Ad o o\r UARTHSAKU 8OA$Ca, Nod F; F FP Q; Q QP

2300 2% 1 1&01 &4#1&& 0#303 I0#3 0#01 Comr,,

2%74 #&&4 3#011 11#14 I1#277 0#&&4 0#&

2%75 2#705 #553 10#541 I0#& 1#1%4 I0#&2%7 15#011 14#7 I2#&11 0 0#052 0#00% S:

R,aG 43#04 43#04 43#04 I%25#%47 %33#51& I7#571 a >Grod


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"tu Angle 5esign in @oncrete

$he stu Angle, at plane of intersection with the concrete, shall e chec=ed with co+ination of of

tension and plus shear and co+pression plus shear, as follow

(A"@E?


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Check Allowable Capacity T-11 with SPT.xls

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