118144974-Perhitungan-Pondasi-Full
October 13, 2022 | Author: Anonymous | Category: N/A
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Design Pondasi Gudang Oli PH 4,5 A. Data teknis Gaya aksial Perlu/vertikal (Pu)
=
Gaya aksia sial Per erlu lu/h /hor oriizo zon ntal tal (Ph (Ph)
=
Momen perlu (M)
=
!"c
=
# Mpa
!y
=
#$% Mpa
&e'ar kolom pondasi(')
=
#%% mm
inggi kolom pondasi pondasi (h)
=
%% mm
5706.4
0
70
kg kg
Pu
kgm Ph
B. Hasil Analisa
m m % % )
Mu
&e'ar pondasi (*)
=
+%% mm
e'al e'al ponda pondasi si (d)
=
+% mm
ulangan ulangan
= dia, - #%%
umlah tul.per tul.per le'ar pondasi pondasi
=
200 mm
$ 'h
d
= % +
C. Analisa ata penyelidikan tanah γ (0et density)
=
φ c
(angle o! internal !riction) (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$. 9.c.1c.83.138%9$.γ .*.1γ
gelam 10-6m
a'el a'el ersaghi untuk untuk nilai :φ91c91391 γ φ
=
0
5
1c
=
+.2
2.
13 1γ
=
.4
=
%
%.+
;ntuk sudut geser (φ)
=
$.+
1c
=
2.$
13
=
.+$
1γ
=
%.$+
b
o
3ult = 9.c.1c.83.138%9$. 9.c.1c.83.138%9$.γ .*.1γ
=
56 ( sa!ety !actor)
=
3a tanah = 3ult/56
=
%.2 kg/cm#
aya dukung gelamφ%-4%%
=
.# kg/cm#
7encana jumlah gelam
=
# 'h
aya dukung gelam totalφ%-4%%
=
#.$44 kg/cm#
3a tanah 8 gelam
=
#.2, kg/cm#
b
%.$24 kg/cm#
% % + = *
*=+%%
.+ #%
=
%.#2, 1/mm#
Pu/*= τ∗'u('.seme =
b kg
<
.+C kg/cm
% # # = *
1% Ok
omen lentur potongan 1-1
b"rt s"ndiri i!" c (q)
=
M-
= $,%# kgm
=
+#.+
δ
=
=
4, kg/m
$.+#
1.5*($0%1.6) 2(0.5)*(2.2)*(225)
*=##%
a'el a'el Eara kekuatan kekuatan 'atas
%.,
*
Hr. 0iratman
%.#
%. 3 =
τ∗au
=
min=q*B*,*(2*0.5*mt min=q*B*,*(2*0.5* mt b"ton)/ τ * = dicob di. -! (d) = jarak
=
&uas tu tulan =
%.%,,
P=,2$#.$kg
#2,% kg/cm# ,., 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 tu tulan =
2.4 cm#
jarak
>
4.$
Ok !!!
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Design Pile Cap (T (Tanpa anpa tulangan geser) A. Data teknis Gaya aksial ('. mati8'. hidup) (Pu)
=
Momen perlu (M)
=
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 e'al cap (ht) Penutup 'eton (P')
= =
# cm $ cm
2028
147
kg kgm
Pu
Ph
Mu
# d
=
#
B. Analisa a.Tebal pile cap dan penulangan *erat sendiri pile cap
=
1152
kg
*e'an pertiang (ada $tiang)
=
1302
kg
' Pan(ang #5)#5
0.%5 0.$ 0.2 %.$ %.+
aki!at y tiang 9 ----I tertarik keatas P = P
=
# ##C kg
=
24 kg
B=200
tiang #9$----I tertekan ke'aJah P# = P$
' Pan(ang #5)#5 b
Geser Pons
b
h=ht-P'
=
luas ' 'iidang geser = =$ $('8h)?h
= $(#%8h)?h
τ'pu =Pu/($('8h)?h) >= τ∗'pu
= %.%&51 kg/cm
% % # = *
, cm
<
1# Ok
Cek Geser potongan 2-2 22= Ptin b"rt s"ndiri "! tin = -#,.+
*=#%%
kg
τ'u =.+?#-#/%.C?*?h >= τ∗'u('.seme = -%.$# kg/cm
<
11 Ok
%.2+
*
omen lentur potongan 1-1
b"rt s"ndiri i!" c (q)
=
M-
=
+24 k kg g/m C,.$ kgm
%.$
=
,
1.5*(&%.$) 2(0.5)*(2)*(15)
=
P=24kg
.C,C a'el kekuatan 'atas a'el Eara kekuatan Hr. 0iratman
Mydoc/titip/jal/design/pondasi.xls
δ
=
%.# 3 =
τ∗au
=
%.%4, #%,% kg/cm#
min=q*B*,*(2*0.5*mt min=q*B*,*(2*0.5* mt b"ton)/ τ * = C.%,2 cm# dicob di. -! (d) = % mm jarak
=
&uas tu tulan = B"=%.#?Bmin
dicob di. -! (d) jarak
+ cm %.$2 cm#
>
C.%C
Ok !!!
>
.,#
Ok !!!
>
$
Ok !!!
>
%.,
Ok !!!
= 1.1% cm# = 4 mm = #% cm
&uas tu tulan =
#.,#2 cm#
nt 35.51#dii ni!i q minimm Bmin =%.#+K?*?h
dicob di. -! (d) jarak
=
$ cm#
=
% mm
=
+ cm
&uas tu tulan =
%.$2 cm#
=
0. cm#
=
4 mm
=
#% cm
B"=%.#?Bmin
dicob di. -! (d) jarak
&uas tu tulan =
#.,#2 cm#
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
Mydoc/titip/jal/design/pondasi.xls
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