118144974-perhitungan-pondasi-full (1).xls

Design Pondasi Gudang Oli PH 4,5 A. Data teknis Gaya aksial Perlu/vertikal (Pu)

=

5706.4

kg

Gaya aksia sial Perlu erlu/h /hor oriizon zontal tal (Ph (Ph)

=

0

kg

Momen perlu (M)

=

70

!"c

=

# Mpa

!y

=

#$% Mpa

&e'ar kolom pondasi(')

=

#%% mm

inggi kolom pondasi pondasi (h)

=

%% mm

Pu

kgm Ph

B. Hasil Analisa

m m % % )

Mu

&e'ar pondasi (*)

=

+%% mm

e'al e'al pondasi pondasi (d)

=

+% mm

ulangan ulangan

= dia, - #%%

umlah tul.per tul.per le'ar pondasi pondasi

=

200 mm d

$ 'h

= % + 

C. Analisa ata penyelidikan tanah g

(0et density)

=

f

(angle o! internal !riction)

=

c

(cohesion)

=

t

(tim'unan tanah merah)

=

1.289 4.5

0.05 0

gelam 10-6m



t/m o

kg/cm# cm

B=500

Analisa Terzaghi Terzaghi

3ult = 9.c.1c.83.138%9$. 9.c.1c.83.138%9$.g.*.1g

gelam 10-6m

a'el a'el ersaghi untuk untuk nilai :f91c91391 g f

=

0

5

1c

=

+.2

2 .

13

=



.4

1g

=

%

% .+

;ntuk sudut geser (f)

=

$.+

1c

=

2.$

13

=

.+$

1g

=

%.$+

b

o

b

%.$24 kg/cm#

3ult = 9.c.1c.83.138%9$. 9.c.1c.83.138%9$.g.*.1g

=

56 ( sa!ety !actor)

=

3a tanah = 3ult/56

=

%.2 kg/cm#

aya dukung gelamf%-4%%

=

.# kg/cm#

7encana jumlah gelam

=

# 'h

aya dukung gelam total f%-4%%

=

#.$44 kg/cm#

3a tanah 8 gelam

=

#.2, kg/cm#

% % + = *

*=+%%

.+ #%

=

%.#2, 1/mm#

Pu/*<#
Mydoc/titip/jal/design/pondasi.xls

*<# ³ Pu/s'lentur9

*<# =

#%+%+ mm#

* =

$+ mm

diam'il le'ar pondasi =

+%% mm

1. One way action = %.##,#4 1/mm#

3u= Pu/*<# u > c

3u?*(%.+?*-%.+?'-d)£%.4?/4(s3rt(!"c = e'al pondasi (d) ³ $,.,4# mm diam'il te'al pondasi = +% mm 3u= Pu/*<#
2. Two way action bc =B/b

=

%.##, 1/mm#

'o =#?((*8d)8(*8d))

= =

Vc =(1+2/bc)*2*sqrtf'c*bo*d

=

cmax=$?s3rt?!"c?'o?d

= 2$,,, 1

c > cmaxAA..am'il c

=

@@@ 1

fVc=0.6*Vc

=

,4%4# 1

u =3u?((*<#-(*8d)?('8d))

= ++.24 1

<

1/mm#

%.#2,

Ok!

#.+ #4%% mm @@@ 1

<

,4%4# 1

Ok!

3. Tinjauan terhadap momen lentur M (momen aki'at reaksi kolom)

=

2%%%% kgmm

M# (momen aki'at gaya horisontal)

=

% kgmm

B5 = Mu/f%9C?d?!y

= #2.%%4# mm#

dico'a tulangan f

=

, mm

=

#%% mm

Bs perlu

=

#+ mm#

r =Bs perlu/*?d

= %.%%+

r min =.$/6D

= %.%%%+,

arak

rb =b1*((%.,+?!"c)/!y)8(4%%/(4%%8!y) = %.#4## r max =%.2+?rb

>

r min

%.%%%4

>

r =

%.%%$

= %.C2$

&engan momen (a)=(Bperlu?!y)/(%., = 4.2+,, mm fMn =fBs?!y(d-%.+a) = 2%2+42 1mm = 2%2.+2 kgm

> Mu

2% kgm

Ok!


kg/m#


%.2,


Design Pondasi anki Deo ""M Modul# "lok $ A. Data teknis Gaya aksial Perlu/vertikal (Pu)

=

718.333

kg

Gaya aksial Perlu/horizontal (Ph)

=

0

kg

Momen perlu (Mu)

=

10

!"c

=

##.+ Mpa

!y

=

#$% Mpa

&e'ar kolom (')

=

+% mm

&e'ar pondasi (*)

=

+%% mm

e'al pondasi (d)

=

%% mm

kgm Pu

dimensi Pondasi

B. Analisa *erat tangki

=

#%%% kg

*erat minyak tanah

=

2$% kg

*erat sendiri plat (t:% cm)

=

#,,% kg

*erat total

=

##% kg

aya dukung tanah 8 gelam

=

,%%% kg

*erat sisa (untuk satu kolom)

= 2,. kg

Mu b=+%

d

= %

gelam 10-6m

ata penyelidikan tanah g

(0et density)

=

f


=

c

(cohesion)

=

t


=

1.289 4.5

0.05 0

t/m o

kg/cm#

"=+%%

cm

Analisa Terzaghi

gelam 10-6m

3ult = 9.c.1c.83.138%9$.g.B.Ng

+ # 

a'el ersaghi untuk nilai :f,Nc,Nq,Ng f

=

0

5

1c

=

+.2

2.

13

=



.4

1g

=

%

%.+


% 

=

$.+

1c

=

2.$

13

=

.+$

1g

=

%.$+

b

" %

% = % % + )

b

o

%.$44 kg/cm#

"= +%%

#+

panjang po

3ult = 9.c.1c.83.138%9$.g.B.Ng

=

56 ( sa!ety !actor)

=

3a tanah = 3ult/56

=

%. kg/cm#

aya dukung gelamf%-4%%

=

%.%# kg/cm#

x

7encana jumlah gelam

=

$ 'h

y

aya dukung gelam total f%-4%%

=

%.%, kg/cm#

.+

le'ar pon  gelam jml gelam

luas perlu

3a tanah 8 gelam Pu/*<#
B^2 ³ P/s'!"ntr#

=

%.C kg/cm#

=

%.%C 1/mm#

jml gelam jumlah gel

*<# = * =

,2$# mm# $#C mm

1. One way action = %.%C%C 1/mm#

3u= Pu/*<# u > c

3u?*(%.+?*-%.+?'-d)£%.4?/4(s3rt(!"c = e'al pondasi (d)

³

diam'il le'ar pondasi = 3u= Pu/*<# c

=

#.+$+ +%% mm %.%#C 1/mm#

<

%.%C

1/mm#

Ok!


³

.#,$# mm

diam'il te'al pondasi =

%% mm

2. Two way action bc =B/b 'o =#?((*8d)8(*8d))

= . = #$%% mm


=


= $++4,% 1


=

@@@ 1

fVc=0.6*Vc

=

#,+244 1

u =3u?((*<#-(*8d)?('8d))

= #,2. 1

3. Tinjauan terhadap momen lentur B5 = Mu/f%9C?d?!y

= +.2,2%$ mm#

@@@ 1

<

#,+244 1

Ok!

dico'a tulangan f%-+% +#$ mm#

Bs perlu

=

r =Bs perlu/*?d

= %.%%$,

r min =.$/6D

= %.%%%+,

rb =b1*((%.,+?!"c)/!y)8(4%%/(4%%8!y))= %.#422 r max =%.2+?rb

=

>

r min

%.%%%4

>

r =

%.%%+

%.#%%,

&engan momen (a)=(Bperlu?!y)/(%., = .+$ fMn =fBs?!y(d-%.+a) = CCC# 1mm = CC.C# kgm

> Mu

% kgm

Ok!

500 +%% mm %% mm # 'h #+ #+ 4#+%%

#

$

Design Pondasi anki Deo ""M Modul# "lok $ titik a A. Data teknis Momen perlu (Mu)

=

!"c

=

2.+ Mpa

!y

=

#$% Mpa

aya dukung tiang pancang

=

&e'ar kolom (')

=

#%% mm

&e'ar pondasi (*)

=

%%% mm

e'al pondasi (d)

=

#%% mm

0

kgm Pu

+ kg

dimensi Pondasi

B. Analisa *erat pipa 8 pompa

=

+.C kg

*erat air

=

$+,.$ kg

*erat total

=

#CC%. kg

aya dukung .Pancang

=

#2%# kg

*erat sisa (untuk satu kolom)

= #,,.#C+ kg

Gaya aksial Perlu/vertikal (Pu)

=

288.295

Mu b=#%%

d

= %

kg gelam 10-6m

ata penyelidikan tanah g

(0et density)

=

f


=

c

(cohesion)

=

t


=

1.289 4.5

0.05 0

t/m o

kg/cm#

"= %%%

cm

Analisa Terzaghi

gelam 10-6m

3ult = 9.c.1c.83.138%9$.g.B.Ng

+ # 

a'el ersaghi untuk nilai :f,Nc,Nq,Ng f

=

0

5

1c

=

+.2

2.

13

=



.4

1g

=

%

%.+


% #

=

$.+

1c

=

2.$

13

=

.+$

1g

=

%.$+

b

b

" %

% = % % % ) 

o

%.$4C kg/cm#

"= %%%

#+

panjang po

3ult = 9.c.1c.83.138%9$.g.B.Ng

=

56 ( sa!ety !actor)

=

3a tanah = 3ult/56

=

%.# kg/cm#

jml gelam

aya dukung . &istrik PE-C-%%

=

.# kg/cm #

x

7encana jumlah . &istrik

=

# 'h

y

aya dukung . &istrik total

=

#.$44 kg/cm #

.+

le'ar pon  gelam

luas perlu

3a tanah 8 . &istrik Pu/*<#
B^2 ³ P/s'!"ntr#

=

#.22, kg/cm#

=

%.#22, 1/mm#

jml gelam jumlah gel

*<# = %2+.C mm# * =

%# mm

1. One way action = %.#22,+ 1/mm#

3u= Pu/*<# u > c


³ -C2.%+%4

diam'il le'ar pondasi = 3u= Pu/*<# c

=

%%% mm %.%% 1/mm#

<

%.#2,

1/mm#

Ok!


³

#.22+24 mm

diam'il te'al pondasi =

#%% mm

2. Two way action bc =B/b 'o =#?((*8d)8(*8d))

= =

+ $,%% mm


=


= .4F8%2 1


=

@@@ 1

fVc=0.6*Vc

=

42$4,#4 1

u =3u?((*<#-(*8d)?('8d))

= $CC. 1

3. Tinjauan terhadap momen lentur B5 = Mu/f%9C?d?!y

=

% mm#

Bs perlu

=

+#$ mm#

r =Bs perlu/*?d

= %.%%#4#

r min =.$/6D

= %.%%%+,

@@@ 1

<

42$4,#4 1

Ok!

dico'a tulangan f%-+%

rb =b1*((%.,+?!"c)/!y)8(4%%/(4%%8!y))= %.#+#4, r max =%.2+?rb

>

r min

%.%%%4

>

r =

%.%%#4

= %.,C+

&engan momen (a)=(Bperlu?!y)/(%., = ,.$+$$+ fMn =fBs?!y(d-%.+a) = #F8%2 1mm = C4C.4 kgm

> Mu

% kgm

Ok!

500 +%% mm %% mm # 'h #+ #+ 4#+%%

#

$

Design Pile Cap (Tanpa tulangan geser) A. Data teknis Gaya aksial ('. mati8'. hidup) (Pu)

= 2E+05 kg

Gaya aksial Perlu/horizontal (Ph)

=

0

Momen perlu (M)

=

70

Mutu 'eton (#+ 92+9 ##+)

=

##+ kg/cm#

!y

=

#% Mpa


=

4% cm

&e'ar tiang pancang('")

=

+ cm

Pu

kg kgm Ph

Mu &e'ar pile cap (*) e'al pile cap (ht) Penutup 'eton (P')

= =

##% cm 4% cm

=

2.+ cm



# d

= % 4

B. Analisa a.Tebal pile cap dan penulangan *erat sendiri pile cap

=

6970

kg

*e'an pertiang (ada $tiang)

=

81742

kg

' Pan(ang #5)#5

0.5 0.% 0.6 %. %.+ Geser Pons h=ht-P'

=

+#.+ cm

luas 'idang geser =$('8h)?h

= $(4%8h)?h

t'pu =Pu/($('8h)?h) >= t*'pu

= 10.15& kg/cm

B=220

<

' Pan(ang #5)#5

15 Ok b

Cek Geser potongan 2-2 22= Ptin  b"rt s"ndiri "! tin = ,%# t'u =.+?#-#/%.C?*?h >= t*'u('.seme =

b kg

<

.+C kg/cm

% # # = *

1% Ok

omen lentur potongan 1-1

b"rt s"ndiri i!" c (q)

=

M-

= $,%# kgm

 =

+#.+

d

=

=

4, kg/m

$.+#

1.5*($0%1.6) 2(0.5)*(2.2)*(225)

*=##%

 a'el Eara kekuatan 'atas

%.,

*

Hr. 0iratman

%.#

%. 3 =

t*au

=

min=q*B*,*(2*0.5*mt b"ton)/ t * = dicob di. -! (d) = jarak

=

&uas tulan =

%.%,, #2,% kg/cm



P=,2$#.$kg

#

,., cm# $ mm C cm 2.4 cm#

<

,.,

&o Ok


= 16.%5& cm#

B"=%.#?Bmin

dicob di. -! (d)

= =

$ mm C cm

&uas tulan =

2.4 cm#

jarak

>

4.$

Ok !!!



Design Pile Cap (Tanpa tulangan geser) A. Data teknis Gaya aksial ('. mati8'. hidup) (Pu)

=

2028

Momen perlu (M)

=

147

kg Pu

kgm

Mutu 'eton (#+ 92+9 ##+)

=

2+ kg/cm

!y

=

#$% Mpa


=

#% cm

&e'ar tiang pancang('")

=

% cm

&e'ar pile cap (*)

=

#%% cm

e'al pile cap (ht) Penutup 'eton (P')

= =

# cm $ cm

#

Ph

Mu



# d

=

# 

B. Analisa a.Tebal pile cap dan penulangan *erat sendiri pile cap

=

1152

kg

*e'an pertiang (ada $tiang)

=

1302

kg

' Pan(ang #5)#5

0.%5 0.$

aki!at y

0.2 %.$ %.+

tiang 9 ----I tertarik keatas P = P

=

##C kg

B=200

tiang #9$----I tertekan ke'aJah P# = P$

=

' Pan(ang #5)#5

24 kg b

Geser Pons

b

h=ht-P'

=

luas 'idang geser =$('8h)?h

= $(#%8h)?h

t'pu =Pu/($('8h)?h) >= t*'pu

= %.%&51 kg/cm

% % # = *

, cm

<

1# Ok

Cek Geser potongan 2-2 22= Ptin  b"rt s"ndiri "! tin = -#,.+

*=#%%

kg

t'u =.+?#-#/%.C?*?h >= t*'u('.seme = -%.$# kg/cm

<

11 Ok 

%.2+

*

omen lentur potongan 1-1

b"rt s"ndiri i!" c (q)

=

M-

=

+24 kg/m C,.$ kgm

%.$ 

 =

,

1.5*(&%.$)

2(0.5)*(2)*(15)

=

P=24kg

.C,C a'el Eara kekuatan 'atas Hr. 0iratman


d

=

%.# 3 =

t*au

=

%.%4, #%,% kg/cm#

min=q*B*,*(2*0.5*mt b"ton)/ t * = C.%,2 cm# dicob di. -! (d) = % mm jarak

=

&uas tulan =

+ cm %.$2 cm#

>

C.%C

Ok !!!

>

.,#

Ok !!!

>

$

Ok !!!

>

%.,

Ok !!!

= 1.1% cm#

B"=%.#?Bmin

dicob di. -! (d)

= =

4 mm #% cm

&uas tulan =

#.,#2 cm#

jarak

nt 35.51#dii ni!i q minimm Bmin =%.#+K?*?h

dicob di. -! (d) jarak

=

$ cm#

=

% mm

=

+ cm

&uas tulan =

%.$2 cm#

=

0. cm#

=

4 mm

=

#% cm

B"=%.#?Bmin

dicob di. -! (d) jarak

&uas tulan =

#.,#2 cm#


118144974-perhitungan-pondasi-full (1).xls

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