PERHITUNGAN DIMENSI PONDASI TYPE TOWER
=
CC
DATA SONDIR
=
SPEC
KELAS PONDASI
=
KELAS -3 B
=
6.8 m
B2
=
2.4 m
b1
=
0.9 m
b2
=
0.90 m
df
=
0.50 m
d2
=
2.60 m
d3
=
0.40 m
d4
=
0.60 m
h
=
4.10 m
Load Fc
=
142148 kg
Fu
=
126099 kg
Hx
=
21429 kg
Hy
=
24761 kg
Mx
=
Hx * h
87858.9 kg-m
My
=
Hy * h
101521.74 kg-m
Berat Pondasi (Wf) Wf
=
Wf
=
Wf
=
(B² x d4 + B2² B2²xd3+b d3+b1² 1²xx(df+d df+d2) 2))) 32.559
x
2400
78141.6 kg kg
Berat Lean Concrette (Wlc) Wlc
=
B² x 0.05 x 2400 5548 5548.8 .8 kg
Berat urugan Pasir Ws
=
B² x 0.3 x g pasir
=
22195.2 kg kg
Total Berat pondasi (wt) = Wf+Wlc+Ws Wt
=
105885.6 kg kg
ex
=
Mx / V
0.35 > 1/6 B =
0.40
ey
=
My / V
0.41 > 1/6 B =
0.40
1) Tekanan dasar pondasi q1 2
=
V / B² (1 ± 6ex/B ± ey/B)
V
=
Wt + Fc
V
=
248033.6
q1 2
=
q1
=
5895.48 kg/m²
<
12000
kg/m²
OK
q2
=
5325.71 kg/m²
<
12000
kg/m²
OK
q3
=
5402.39 kg/m²
<
12000
kg/m²
OK
q4
=
4832.61 kg/m²
<
12000
kg/m²
OK
kg
5364.048443 ( 1
±
0.04596
±
0.05 )
2) Kontrol Stabilitias UPLIFT FU
126099 kg
Wf
78142 kg
Tinggi Galian Tanah
h2
=
d2 + d3 + d4
h2
=
3.60
Berat Massa Tanah Ws1 {3.14/2x(tan 10°)²x h³ + 2 x tan 10° x h² x B + h x B² - Vc} x 1600
A1
=
h2 x B² =
A2
=
2 x tan 10° x h2 x B
A3
=
3.14 / 3x (tan 10°)² x h2³
Ws1
=
165.111m³
Ws1
=
264177 kg
SF (faktor Keamanan) = (Wf + Ws1) / Fu
166m³ 31.08m³ 0.127 x 1600
=
2.71 > 2.00
OK
3) Kontrol Stabilitas Guling
4) Kontrol terhadap Geser
MG
=
Mx & My
Hx
=
21429 kg
Mx
=
87859kg-m
Hy
=
24761 kg
My
=
101522kg-m Tekanan Tanah Pasive (Pp)
Momen Tahan (MT) = (Wf + Ws1) x B/2 MT
=
1163884.824
kg-m
SF (Faktor Kemanan)
Pp
=
1/2x g Tanah x Ka x (d3+d4)xB
pp
=
108800 kg
SF (Faktor Keamanan )
=
MT / Mx
=
13.25
SF > 2.00
OK
=
Pp / hx
=
5.08
> 1.5
OK
5) Analisa Struktur Pondasi 5.1 Kontrol terhadap ShearPons Pada PAD Tebal PAD bagian bawah = d4
=
600 mm
deff = d4 -50
=
550 mm
Tebal PAD bagian atas = d3
=
400.0 m
deff2 = d3 -50
=
350.0 mm
a) Aksi satu arah qv1
Vu1
b) Aksi dua arah
=
18757kg/m²
bo
=
0.187567
=
qv1 x B x ( B/2 - (b1/2 + deff))
N
=
705.26
N
=
0.705263174
kN
=
7052.63174
kg
Mpa
=
4( b2+deff)
=
2203.6 mm
qv2=qp1
=
0.187567 Mpa
Vu2
=
qv2 x (B² - (b2+deff)²)
=
56747.52179 N
Kekuatan gese Nominal ( Vc1)
=
567.4752179 kN
Vc1
=
56747.52179 kg
=
0.33 x sqrt Fc x bo x deff
QVC1
=
1/6 x sqrt fc x bw x deff
=
31105N
=
311kN
=
150792509.9 N
=
0.6 x Vc1
=
1507925.099 kN
Vc
187kN
QVc
18663kg 2.65 According SNI 03-2847-2002, section 13.12
= =
> 1.5
OK
0.6 x vc 904755.0592 kg 15.94 > 1.5
According SNI 03-2847-2002, section 13.12
5.2 Penulangan PAD ρb
=
0.85 b1 (f'c/fy) (600/(600+fy))
=
0.042518973
ρmak
=
0.75 ρb
ρmak
=
0.0319
ρmin
=
0.5
Mx = My
=
[d4+(B/2 - b2/2 - d4)*B*Fc/B ²* (d4+ (B/2 - b2/2 - d4)/2)]
=
87196.90
N-m
=
87.197
kN-m
=
Mx /0.8
kN-m
=
109.00
kN-m
=
Mn/(Bxdeff²)
=
5.29879E-05
Mn
Rn
=
ρ
=
According SNI 03-2847-2002, section 12.2.27
1.4MPa fy
0.002
kN/m² 0.005 N/mm²
0.85 { f'c/fy) (1-sqrt(1-(2Rn/0.85 f'c)}
=
0.005
Tulmin
PAD bagian Bawah As
=
ρmin x B x deff
=
18,894.27 mm²
nbar
=
As / As bar
S.bar
=
B/(nbar-1)
nbar
dipakai tulangan =
D
19 mm
66.6735
103.54 mm
digunakan jarak antar tulangan
9447.13 mm²
dipakai tulangan
Used 10
cm
Tulangan Tarik As1
=
50 % x As
nbar
=
As / As bar
S.bar
=
B/(nbar-1)
nbar
210.29 mm
=
D
19 mm
33.3367
digunakan jarak tulangan min
Used 21
cm
PAD Bagian Atas =
ρmin x B2 x deff2
=
4243.632124
mm²
dipakai tulangan
nbar
=
As / As bar
nbar
=
S.bar
=
B/(nbar-1)
As
171.74 mm
D
19 mm
14.9748
digunakan jarak antar tulangan
Used 17
cm
5.3 Penulangan CHIMNEY Faktor Akibat beban compress Fc
=
142148 kg
Fu
=
126099 kg
Hx
=
21429 kg
Hy
=
24761 kg
Mx
=
Hx * (h+HL)
100716.3 kg-m
1007.16 kN-m
(input to PCACOL)
My
=
Hy * (h+HL)
116378.58 kg-m
1163.79 kN-m
(input to PCACOL)
Kebutuhan Tulangan tulangan Minimum 1.1% dari Luas Chimney Achimney
=
According SNI 03-2847 Section 12.9.1
b2*b1 81,000.00 mm²
Amin
=
1.1 % x Achimney 8,910.00 mm²
nbar
=
Amin/Abar 31.44
Lampiran Diagram Interaksi Chimney
Jumlah tulangan digunakan
40 D19
5.4 Perhitungan Stub Panjang penyaluran Stub: L150x10
0.02 x AStab x Fyield
= C mm
(fc')^0.5 AStub = luas penampang Stub fc' = 0.83 x fc kubus (Mpa)
reduksi:
- Bila jarak antar stub > 150mm = dikalikan 0.8 - Bila jarak stub ke tepi beton > 70mm = dikalikan 0.8 0.016 Astub
4200 mm2
Fyield
245 N/mm2
Fc' 18.675 N/mm2
Panjang kebutuhan Stub
3047.9 mm
Panjang Aktual Stub
5000 mm Safe Ok…!!!
Check
5.5 Perhitungan Cleat
ASCE 10-97 .24
a. Material Concrete fc'
=
18.67
Mpa
Steel :
Fy
=
512
Mpa
Cleat
=
L 150x18
mm
Acl
= 550 2
mm
= 550.00 b. Support Reaction
Total tension at tower base per one leg : Tleg
=
1260.99
kN
Total compression at tower base per one leg : Pleg
=
1421.48
kN
Total shear force at tower base per one leg : Fx
=
214.29
kN
Fy
=
247.614
kN
S
= =
Fx 2
Fy 2
327.464
kN
c. Capacity Tensile capacity :
Pcleat Trial
= 1.19*F'c*bc*(t+r+x/2) bc
=
180
mm
(Length of Cleat)
t
=
10
mm
(Thick of Cleat)
r
=
30.77
mm
(Radius Gyration Cleat)
w
=
150
mm
(Width of Cleat)
x
= t*[fy/1.19F'c]^0.5
x
=
48.01
Pcleat
=
259033.2 N
Pcleat
=
259.0 kN
ncleat
=
5.5
≤
w-r-t
Used
109.23
4 Clea
5.6 Perhitungan baut Cleat Tensile capacity : Dbolt
=
16
TBolt
=
Fy . Abolt. 1.33
=
109.583
=
TBolt
T
mm
FyBolt
=
410 Mpa
kN
Number of Bolt that needed : n
take,
n use
=
TLeg / Tbolt
=
11.51
=
12
Actual tensile stress of Bolt : Ft1
=
Tleg/nbolt
=
105.1
Mpa
Allowable tensile stress of Bolt : Ft
=
Tbolt/Abolt 54.53
Mpa
T ensill Stress
=
Ft1 > Ft
OK
Tensil Stress
=
Ft/Ft1
0.52
Shear capacity : Actual shear stress of Bolt : Fv
=
S / nbolt 27.29
Mpa
Allowable Shear stress of Bolt Fv1
=
0.4 * Fy * 1.33 218.12
tensil Shear
=
Fv < Fv1
Shear Stress
=
Fv / Fv1
MPa
OK 0.1251 <
1
<
1
<
1
OK
Check of combination tension and shear capacity : Combination
= =
Tensile Stress + Shear Stress 0.6440
OK
NOT C
CEK
OK
OK
t
PEMBESIAN FOOTPLAT TULANGAN LENTUR ARAH X ax = #DIV/0! m
Jarak tepi kolom terhadap sisi luar foot plat, Tegangan tanah pada tepi kolom,
2 qx = #DIV/0! kN/m
Momen yang terjadi pada plat fondasi akibat tegangan tanah,
Mux = #DIV/0! kNm b = By = ####### mm h = 850 mm 0 mm d' = d= 0 mm f c' = #DIV/0! MPa
Lebar plat fondasi yang ditinjau, Tebal plat fondasi, Jarak pusat tulangan thd. sisi luar beton, Tebal efektif plat, Kuat tekan beton,
f y =
Kuat leleh baja tulangan,
0
MPa
Modulus elastis baja,
Es = ####### MPa
Faktor distribusi teg. beton,
b1 =
0.85
r b = #DIV/0! f = 0.80 Rmax = #DIV/0!
Faktor reduksi kekuatan lentur,
Mn = #DIV/0! kNm Rn = #DIV/0! Rn
<
Rmax
(OK)
Rasio tulangan yang diperlukan,
r = #DIV/0! r min = 0.0025
Rasio tulangan minimum,
r = 0.0000 2 As = 0.00 mm D=0 mm s = #DIV/0! mm smax = 200 mm
Rasio tulangan yang digunakan, Luas tulangan yang diperlukan, Diameter tulangan yang digunakan, Jarak tulangan yang diperlukan, Jarak tulangan maksimum,
s=
Jarak tulangan yang digunakan, Digunakan tulangan, Luas tulangan terpakai,
D0
-
0
mm
0 2 As = #DIV/0! mm
TULANGAN LENTUR ARAH Y Jarak tepi kolom terhadap sisi luar foot plat,
ay = ####### m
Tegangan tanah pada tepi kolom, 2 qy = #DIV/0! kN/m
Momen yang terjadi pada plat fondasi akibat tegangan tanah,
Muy = #DIV/0! kNm b = Bx = 0 h = 850 d' = 0 d= 0 f c' = #DIV/0!
Lebar plat fondasi yang ditinjau, Tebal plat fondasi, Jarak pusat tulangan thd. sisi luar beton, Tebal efektif plat, Kuat tekan beton,
f y =
Kuat leleh baja tulangan,
0
mm mm mm mm MPa MPa
Modulus elastis baja,
Es = ####### MPa
Faktor distribusi teg. beton,
b1 =
0.85
r b = #DIV/0! f =
Faktor reduksi kekuatan lentur,
0.80
Rmax = #DIV/0! Mn = #DIV/0! kNm Rn = #DIV/0! Rn
<
Rmax
(OK)
Rasio tulangan yang diperlukan,
r = #DIV/0! r min = 0.0025
Rasio tulangan minimum,
r = 0.0000 2 As = 0.00 mm D=0 mm s = #DIV/0! mm smax = 200 mm
Rasio tulangan yang digunakan, Luas tulangan yang diperlukan, Diameter tulangan yang digunakan, Jarak tulangan yang diperlukan, Jarak tulangan maksimum,
s=
Jarak tulangan yang digunakan, Digunakan tulangan, Luas tulangan terpakai,
D0
0
mm
0
-
2 As = #DIV/0! mm
TULANGAN SUSUT Rasio tulangan susut minimum, Luas tulangan susut arah x, Luas tulangan susut arah y, Diameter tulangan yang digunakan,
r smin = 0.0014 Asx =
0.000
mm
2
2 Asy = 0.000 mm Ø = #DIV/0! mm
sx = #DIV/0! mm
Jarak tulangan susut arah x,
sx,max =
Jarak tulangan susut maksimum arah x,
200
mm
0
mm
Jarak tulangan susut arah x yang digunakan,
sx =
Jarak tulangan susut arah y,
sy = #DIV/0! mm sy,max =
Jarak tulangan susut maksimum arah y,
sy =
Jarak tulangan susut arah y yang digunakan, Digunakan tulangan susut arah x, Digunakan tulangan susut arah y,
D0 D0
-
0 0
200
mm
0
mm
