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!
Mydoc/titip/jal/design/pondasi.xls
kg/m#
Mydoc/titip/jal/design/pondasi.xls
%.2,
Mydoc/titip/jal/design/pondasi.xls
Design Pondasi anki Deo ""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
(angle o! internal !riction)
=
c
(cohesion)
=
t
(tim'unan tanah merah)
=
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
=
%
%.+
;ntuk sudut geser (f)
%
=
$.+
1c
=
2.$
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'!"ntr#
=
%.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!
3u?*(%.+?*-%.+?'-d)£%.4?/4(s3rt(!"c = e'al pondasi (d)
³
.#,$# mm
diam'il te'al pondasi =
%% mm
2. Two way action bc =B/b 'o =#?((*8d)8(*8d))
= . = #$%% mm
Vc =(1+2/bc)*2*sqrtf'c*bo*d
=
cmax=$?s3rt?!"c?'o?d
= $++4,% 1
c > cmaxAA..am'il c
=
@@@ 1
fVc=0.6*Vc
=
#,+244 1
u =3u?((*<#-(*8d)?('8d))
= #,2. 1
3. Tinjauan terhadap momen lentur B5 = Mu/f%9C?d?!y
= +.2,2%$ 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) = CCC# 1mm = CC.C# kgm
> Mu
% kgm
Ok!
500 +%% mm %% mm # 'h #+ #+ 4#+%%
#
$
Design Pondasi anki Deo ""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
(angle o! internal !riction)
=
c
(cohesion)
=
t
(tim'unan tanah merah)
=
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
=
%
%.+
;ntuk sudut geser (f)
% #
=
$.+
1c
=
2.$
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'!"ntr#
=
#.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
3u?*(%.+?*-%.+?'-d)£%.4?/4(s3rt(!"c = e'al pondasi (d)
³ -C2.%+%4
diam'il le'ar pondasi = 3u= Pu/*<# c
=
%%% mm %.%% 1/mm#
<
%.#2,
1/mm#
Ok!
3u?*(%.+?*-%.+?'-d)£%.4?/4(s3rt(!"c = e'al pondasi (d)
³
#.22+24 mm
diam'il te'al pondasi =
#%% mm
2. Two way action bc =B/b 'o =#?((*8d)8(*8d))
= =
+ $,%% mm
Vc =(1+2/bc)*2*sqrtf'c*bo*d
=
cmax=$?s3rt?!"c?'o?d
= .4F8%2 1
c > cmaxAA..am'il c
=
@@@ 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 (#+ 92+9 ##+)
=
##+ kg/cm#
!y
=
#% Mpa
&e'ar kolom pondasi(')
=
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 22= Ptin b"rt s"ndiri "! tin = ,%# t'u =.+?#-#/%.C?*?h >= t*'u('.seme =
b kg
<
.+C kg/cm
% # # = *
1% Ok
omen lentur potongan 1-1
b"rt s"ndiri i!" c (q)
=
M-
= $,%# kgm
=
+#.+
d
=
=
4, kg/m
$.+#
1.5*($0%1.6) 2(0.5)*(2.2)*(225)
*=##%
a'el Eara kekuatan 'atas
%.,
*
Hr. 0iratman
%.#
%. 3 =
t*au
=
min=q*B*,*(2*0.5*mt b"ton)/ t * = dicob di. -! (d) = jarak
=
&uas tulan =
%.%,, #2,% kg/cm
P=,2$#.$kg
#
,., cm# $ mm C cm 2.4 cm#
<
,.,
&o Ok
Mydoc/titip/jal/design/pondasi.xls
= 16.%5& cm#
B"=%.#?Bmin
dicob di. -! (d)
= =
$ mm C cm
&uas tulan =
2.4 cm#
jarak
>
4.$
Ok !!!
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Design Pile Cap (Tanpa tulangan geser) A. Data teknis Gaya aksial ('. mati8'. hidup) (Pu)
=
2028
Momen perlu (M)
=
147
kg Pu
kgm
Mutu 'eton (#+ 92+9 ##+)
=
2+ kg/cm
!y
=
#$% Mpa
&e'ar kolom pondasi(')
=
#% 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 22= Ptin b"rt s"ndiri "! tin = -#,.+
*=#%%
kg
t'u =.+?#-#/%.C?*?h >= t*'u('.seme = -%.$# kg/cm
<
11 Ok
%.2+
*
omen lentur potongan 1-1
b"rt s"ndiri i!" c (q)
=
M-
=
+24 kg/m C,.$ kgm
%.$
=
,
1.5*(&%.$)
2(0.5)*(2)*(15)
=
P=24kg
.C,C a'el Eara kekuatan 'atas Hr. 0iratman
Mydoc/titip/jal/design/pondasi.xls
d
=
%.# 3 =
t*au
=
%.%4, #%,% kg/cm#
min=q*B*,*(2*0.5*mt 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#dii ni!i q minimm 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#
Mydoc/titip/jal/design/pondasi.xls