INDEX JUDUL 1 2 3 4 5 6 7 8 9
Penulangan Kolom Tabel Pe Penulangan Ko Kolom Diagram In Interaksi Ko Kolom Pe P enulangan Pile Cap Penulangan Tangga Po P ondasi Telapak Daya Dukung Tiang Pancang Po Pondasi Pelat Ko Konsol Pendek
NO. DOKUMEN BTN/PBI&SKSNI/TS/05 BTN/PBI&SKSNI/TS/05-1 BTN/SKSNI/ALDO/05-2 BTN/SKSNI/TS/06 BTN/SKSNI/TS/07 BTN/SKSNI/TS/08-1 BTN/SKSNI/TS/08-2 BTN/SKSNI/TS/08-3 BTN/SKSNI/TS/09
KODE DOKUMENT (1) / (2) / (3) / (4) (1) Jenis doukument - NOTE = data perencanaan, kesimpulan, lampiran - BJ = Konstruksi Baja - BTN = Konstruksi Beton - COM = Konstruksi Kompusit (2) Peraturan - PB! - LRFD - SKSNI SKSNI - ACI - SNI - PPBBI
- Kombinasi = ditambah "&" (3) Asal, sumber, pembuat - TS - YATSER (4) Nomor - Dua angka
kode file K ode
Sxxx = Sipil S1xx = Administrasi S2xx = Pek. Beton S3xx = Pek. Baja S4xx = Pek. Komposite Axxx = Arsitektur Pxxx = Pengawasan MExxx = Mekanikel and Electrical BQxxx = Rab
Co n to h Nam a File
SHEET tulkol tblkol InteraksiKolom Pilecap tanggaatasbawah pondtelapak s pt po ndp l a t konsol pendek
LITERATURE
- Kombinasi = ditambah "&" (3) Asal, sumber, pembuat - TS - YATSER (4) Nomor - Dua angka
kode file K ode
Co n to h Nam a File
Sxxx = Sipil S1xx = Administrasi S2xx = Pek. Beton S3xx = Pek. Baja S4xx = Pek. Komposite Axxx = Arsitektur Pxxx = Pengawasan MExxx = Mekanikel and Electrical BQxxx = Rab
Judul Dokument
No. Doc
Penulangan Kolom
: BTN/PBI&SKSNI/TS/05
PENULANGAN KOLOM K1 (30x30) Dari hasil out-put ETABS diperoleh P = 9,438.03 kg M = 300.47 kg.m panjang tekuk = 550 cm b = ht =
eo1 =
M P
30 cm 30 cm
=
300.47 9,438.03
=
0.03
=
3.18
cm
No. Doc
Penulangan Kolom
Judul Dokument
: BTN/PBI&SKSNI/TS/05
PENULANGAN KOLOM K1 (30x30) Dari hasil out-put ETABS diperoleh P = 9,438.03 kg M = 300.47 kg.m panjang tekuk = 550 cm b = ht =
30 cm 30 cm
eo1 =
M P
300.47 9,438.03
eo2 =
1 ht = 30
= 30 30
=
1
eo = eo1 + eo2 =
4.18
eo = ht
cm
4.18 30
= 0.1395
=
0.03
=
3.18
cm
cm
cm
dari tabel PBI'71 10.6.2 , untuk baja keras -----> C2 = C1 =
1
7.1
2 2
e1 = C1 C2 ( lk / 100.ht ) . ht = =
1
7.1 ( 7.157 cm
e2 =
0.15 ht
eu = =
eo + e1 + e2 4.18 +
eau = = =
=
PT. ALCO ART STUDIO
/
100
30 )
2
30
4.50 cm
7.157 +
4.5 =
15.84 cm
eu + ( 1/2 ht ) 15.84 + 15.0 30.84 cm
P . eau =
Pembesian kolom : - lebar kolom = - beton decking = - tebal efektif d = - Mutu beton fc' = - Mutu baja fy =
550
9,438.03 x
K-250 = U-354 =
30.84 = =
291,076.31 kg.cm 2,910.76 kg.m
300 mm 20 mm 280 mm 25 Mpa 350 MPa
HAL. A-14
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
m
= fc / (0,85 .fy) = 350 / (0.85 . 25) = 16.47 2
Rn = M / (f b d ) = 29,107,631/(0.85.300.280,280) = 1.456 r
= (1/m) * (1 =
( 1 - ((2 Rn m)/fy)) )
(1/16.47)*(1-
=
( 1 - ((2 . 1.456.16.47)/350)))
0.00431
Aperlu = r .b .d = Dipasang tulangan Pembesian begel : d10 Dsengkang
S1 = 48x10 S2 = 16x19 S3 Smin
= = =
0.00431 4 D
19
( Aact =
300
280 =
362.30 mm2
1134 mm2)
300 mm 480 304 300 300
mm mm mm mm
4D19 d10 - 300
300
300
PT. ALCO ART STUDIO
HAL. A-15
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
Judul Dokument
No. Doc
Tabel Penulangan Kolom
: BTN/PBI&SKSNI/TS/05-1
TABEL TULANGAN KOLOM Type Lokasi No. frame ETABS P(kg) M(kg-m) panjang tekuk (cm) b (cm) ht (cm) (lentur N & PBI 1971) eo1 (cm) eo2 (cm)
K1 (30/30) K2 (D50) K3 (30/30) K4 (D50) K5 (D50) K6 (D50) Lt. 4 Lt. 4 Lt. 3 Lt. 3 Lt. 2 Lt. 1 C32 C32 C56 C38 C39 C39 14387 35478 27072 76865 126814 176096 29 182 9 129 1302 199 550 550 400 400 400 450 30 50 30 50 50 50 30 50 30 50 50 50
C 2
0.20 1.00 2 6.44
0.51 1.67 2 6.44
0.03 1.00 2 5.93
0.17 1.67 2 5.93
1.03 1.67 2 6.45
0.11 1.67 1 5.84
C 1
1
1.15
1
1.15
1.15
1.15
2.182 7.50 11.52 36.52 28069
2.374 7.50 12.57 37.57 47640
2.720 7.50 12.00 37.00 65155
e1 (cm) e2 (cm) eu (cm) eau (cm) P.eau (kgm)
6.494 4.50 12.20 27.20 3913
4.481 7.50 14.16 39.16 13893
3.163 4.50 8.70 23.70 6415
Pembesian kolom :
(SKSNI 1991) Lebar kolom (mm) Beton decking(mm) Tebal efektif d (mm) fc' (Mpa) fy (Mpa) m Rn r r pakai
300 20 280 25 350
500 20 480 25 350
300 20 280 25 350
500 20 480 25 350
500 20 480 25 350
500 20 480 25 350
16.47 1.957 0.0059 0.0059
16.47 1.419 0.0042 0.0042
16.47 3.209 0.0100 0.0100
16.47 2.866 0.0088 0.0088
16.47 4.865 0.0160 0.0160
16.47 6.654 0.0236 0.0236
1,008
839
2,120
3,843
5,663
A perlu (mm2) Dipasang Apakai (mm2)
494 4 D13 531
4 D19 1134
8 D13 1061
8 D19 2267
11 D22 4179
15 D22 5699
Pem b esian b eg el :
d8
d 12
d 10
d 12
d 12
d 12
S1 S2 S3 Smin Spakai
384 208 300 208
576 304 500 304
480 208 300 208
576 304 500 304
576 352 500 352
576 352 500 352
d 8 - 208
d 12 - 304
d 10 - 208
d 12 - 304
d 12 - 352
d 12 - 352
* C 1 (persegi) = 1 * C 1 (bulat) = 1.15
HAL. A-16
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
No. Doc
Diagram Interaksi Kolom
Judul Dokument
: BTN/SKSNI/ALDO/05-2
DIAGRAM INTERAKSI KOLOM (30/30) FC (Mpa) FY(Mpa)
20 320
b (mm) h (mm)
300 300
1
PERHITUNGAN DIAGRAM INTERAKSI KOLOM
1.2
0.01 0 0.0255564 0. 062672 0.0255564 0.5302059 0.4241647 0.2060462 0
ρ
Mn 1
0.8 ) N k ( n P
P
0.6
0.02 0 0.0471417 0.0833891 0.0471417 0.6104118 0.4883294 0.2037962 0
0.03 0 0.0684221 0.1041061 0.0684221 0.6906176 0.5524941 0.2015462 0
0.04 0 0.0896144 0.1248231 0.0896144 0.7708235 0.6166588 0.1992962 0
0.05 0 0.1107785 0.1455402 0.1107785 0.8510294 0.6808235 0.1970462 0
0.06 0 0.131936 0.1662572 0.131936 0.9312353 0.7449882 0.1947962 0
0.07 0 0.1530957 0. 1869743 0.1530957 1. 0114412 0. 8091529 0. 1925462 0
0.08 0 0.1742612 0. 2076913 0.1742612 1. 0916471 0. 8733176 0. 1902962 0
0.4 K4
0.2 K1a K2 K5
0
K3
0
0.05
0.1
0.15
0.2
0.25
Mn (kN-M)
Type Lokasi No. frame ETABS P(kg) M(kg-m)
K1a Lt. 4 C32
K2 Lt. 4 C32
K3 Lt. 3 C56
K4 Lt. 3 C38
K5 Lt. 2 C39
10354 120
8021 130
4445 1000
20865 1290
822 102
1.2 103.54 90000 11.59 0.1041 0.65
1.3 80.21 90000 16.21 0.0807 0.65
10 44.45 90000 224.97 0.0447 0.65
12.9 208.65 90000 61.83 0.2098 0.65
1.02 8.22 90000 124.09 0.0083 0.65
0.0040 0.01
0.0044 0.01
0.0335 0.02
0.0432 0.01
0.0034 0.01
Perencanaan Tulangan
Mu (kNm) Pu/f (kN) 2 Ag (mm ) e (mm) Pu/(0,85*f'c*Ag*Ø) Ø use Pu/(0,85*f'c*Ag*Ø) x (e/h) ρ pakai A perlu (mm2) Dipasang Apakai (mm2)
900
900
1,800
900
900
6 d13 ganti
6 d13 ganti
12 D19 3401
5 D13 ganti
6 d12 ganti
6 D13 796 6 D10 471 ganti
4 D13 531 6 D13 796 ganti
4 D13 531 4 D10 314 ganti
2 D13 265 3 D13 398 ganti
4 D12 452 4 D10 314 ganti
atau
Dipasang tul utama Apakai (mm2) Dipasang tul ekstra Apakai (mm2) Atot pakai (mm2) Pem bes ian begel :
d8
d8
d8
d8
d8
S1 S2 S3 Smin Spakai
384 208 300 208
384 208 300 208
384 304 300 300
384 208 300 208
384 192 300 192
d8 - 208
d 8 - 208
d8 - 300
d 8 - 208
d 8 - 192
HAL. A-17
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/6/3/2013
No. Doc
Penulangan Pile Cap
Judul Dokument
: BTN/SKSNI/TS/06
PERHITUNGAN PILE CAP TYPE P1 Pile Cap Type P1 (4 tiang ) Arah X ( 1100x1100x500 mm2) Data - data fc' P Selimut beton Ht
20 100536 60 500
d
Mpa kg mm mm
Type Jumlah Lx Ly
P1 4 tiang 1100 mm 1100 mm
440 mm 1 500 mm
bc
bklm hklm
500 mm
bo = bklm + 2*0.5*Ht
1000 mm
ho = hklm + 2*0.5*Ht
1000 mm
Cek Geser Pons A
Vc1
Vc2
= =
2*(bo+ho)*d 2*(1000+1000)*440
= = =
(1+2/ b c) x (fc'
= =
.
=
/6) x A
(1+2/1) x (20^0.5 /6) x 1760000 3935480 N 0.5
(fc'
1760000 mm2
~
393547.96 kg
~
262365.31 kg
= > >
262365.31 k g P/f
/3) x A
(20^0.5 /3) x 1760000
=
2623653 N
Diambil yang terkecil ---> Vc Cek : Vc 262365
167560
(ok)
Berarti dimensi pile cap bisa dipakai.
Penulangan Pile Cap Data-data
fc' (beton) fy' (baja) d' (1)
25.00 Mpa 350.00 Mpa 60 mm
Ht b
500 mm 1100 mm
ALTERNATIVE 1
Q pile cap =
0.3 m
1320
kg/m
2P 0.55 m
L1 = L= Mu
0.30 m 0.55 m =
2P =
50268 kg
1.2 x ( 2P.L1 - 1/2.Q.L^2)
HAL. A-17
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
=
1.2 x (50268x0.3-1/2x1320x0.55^2) =
Qpile cap = Ht x B x 2400 = 0.5 x 1.1 x 2400 pmin pmak
= =
No. Doc
Penulangan Pile Cap
Judul Dokument
17856.90 kgm
=
1320 kg/m
= 0.0025 0,75 x (0,85 x 25)/350 x 0,85 x [600/(600+350)] =
0.0244
Mu
=
17856.9 kgm
=
178.57 kNm
d
500 - 60 0.80
=
440.00 mm
j
= =
Rn
=
=
1.0481 Mpa
W
=
: BTN/SKSNI/TS/06
(178.57 x 10^6)
(0,8 x 1100 x 440^2) 0,85 { 1 -sqrt[1 - (2,353 x 1.0481)/25]} = =
p = 0.0430 x 25/350 ppakai As = 0.0031 x 1100 x 440
0.0430 0.0031
=
0.0025 0.0244
0.0031
=
1487.09 mm2
mm2 As As pembagi
> <
dipakai
1487.09 297.42
D19 - 175 D10 - 175
( 1,620 mm2 ) ( 449 mm2 )
Pile Cap Type P2 (4 tiang ) Arah Y ( 1100x1100x500 mm2) Data - data fc' P
20 Mpa 100536 kg
Selimut beton Ht d bc bklm hklm
60 500 440 1 500
mm mm mm
Type Jumlah
P2 4 tiang
Lx Ly
1100 mm 1100 mm
mm
500 mm
bo = bklm + 2*0.5*Ht
1000 mm
ho = hklm + 2*0.5*Ht
1000 mm
Penulangan Pile Cap Data-data
fc' (beton) fy' (baja) d' (1)
25.00 Mpa
Ht
500 mm
350.00 Mpa 60 mm
b
1100 mm
ALTERNATIVE 1
Q pile cap =
HAL. A-18
1320
kg/m
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
No. Doc
Penulangan Pile Cap
Judul Dokument
0.3 m
: BTN/SKSNI/TS/06
2P 0.55 m
L1 =
0.30 m
L=
0.55 m
Mu
2P =
50268 kg
=
1.2 x ( 2P.L1 - 1/2.Q.L^2)
=
1.2 x (50268x0.3-1/2x1320x0.55^2) =
17856.90 kgm
Qpile cap = Ht x B x 2400 = pmin
=
pmak
=
0.5 x 1.1 x 2400
=
1320 kg/m
=
0.0025
0,75 x (0,85 x 25)/350 x 0,85 x [600/(600+350)] =
0.0244
Mu
=
17856.9 kgm
=
178.57 kNm
d
=
500 - 60
=
440.00 mm
j
=
0.80
Rn
=
=
1.0481 Mpa
(178.57 x 10^6) (0,8 x 1100 x 440^2)
W
=
0,85 { 1 -sqrt[1 - (2,353 x 1.0481)/25]}
p = 0.0430 x 25/350 ppakai As = 0.0031 x 1100 x 440
=
0.0430
=
0.0031
=
0.0025 0.0244
0.0031
= mm2
As As pembagi
> <
1487.09 mm2 dipakai
1487.09
D19 - 175
( 1,620 mm2 )
297.42
D10 - 175
( 449 mm2 )
HAL. A-19
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
No. Doc
Penulangan Tangga
Judul Dokument
: BTN/SKSNI/TS/07
PENULANGAN PLAT TANGGA ATAS DAN BAWAH Data - data - Balok diambil bentang yang terpanjang - Tumpuan jepit-jepit tebal plat tebal spesi tebal tegel beban plafond beban penggantung beban AC + pipa tebal air hujan beban guna
0.15 2 3 0 0 0 0 300
m cm cm kg/m2 kg/m2 kg/m2 m kg/m2
fc' (beton) fy' (baja) d' L optred antrade a
22.5 320 20 1.5 0.3 0.17 45.0
Mpa Mpa mm m m m derajat
Gambar Rencana 1,472.54 kg/m 1,472.54 kg/m 1.5
m
2m
BORDES
1.5 m
FLIGHT/ANAK TANGGA q = 1,472.54 kg/m2
Pembebanan Beban terbagi rata
Beban mati pelat spesi keramik plafond penggantung AC + pipa
= [0.15/cosA + 0.17/2] x 2400 = 2 x 21 = 3 x 24
DD Beban hidup air hujan guna
= = = = = = =
713.12 kg/m2 42 72 0 0 0 827.12 kg/m2
= =
0 kg/m2 300 300 kg/m2
=
1472.5 kg/m2
DL Beban berfaktor D = 1,2 x 827.12 + 1,6 x 300
Statika - Tumpuan jepit-jepit - Beban merata q = 1472.54 kg/m2 L = 1.5 m - Beban terpusat plat anak tangga tengah 200 x 100 cm (bordes) P = 1.5 x 0.5 x 2 x 1,472.54 = 2208.81 kg L = 1.5 - 0.5 x 100 = 1 m Mtangga Mbordes
= 1/10 x 1,472.54 x 1.5^2 = 0.9 x 2,208.81 x 1.000
= =
HAL. 20 dari 22
331.32 kgm 1325.3 kgm VILLA 2 LANTAI Desa Plintahan Kec Pandaan Kab Pasuruan Hariyanto- TS/6/3/2013
No. Doc
Penulangan Tangga
Judul Dokument
: BTN/SKSNI/TS/07
1.5
Penulangan Penulangan tangga Mu fc' (beton) fy' (baja)
pmin pmaks
331.32 kgm 22.5 Mpa 320 Mpa
b h d'
1000 mm 150 mm 20 mm
= 1,4 / 320 = 0.0044 = 0,75 x (0,85 x 22.5)/320 x 0,85 x [600/(600+320)] = 0.0248
Mu d
= 331.32 kgm = 3.31 kNm = 150 - 20 = 130 mm = 0.8 j Rn = (3.31 x 10^6) = 0.2451 Mpa (0,8 x 1000 x 130^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.2451)/22.5]} = 0.0110 p = 0.0110 x 22.5/320 = 0.0008 > < 0.0044 ppakai = 568.75 mm2 As = 0.0044 x 1000 x 130 = 260.00 mm2 As' = 0.002 x 1000 x 130 = Tulangan (tul tarik) Tulangan (tul tekan Penulangan bordes Mu fc' (beton) fy' (baja)
pmin pmaks
0.0044 0.0248
As (mm2) 568.75 3230.2671
568.75 D12 - 175 ( 646 mm2 ) 260.00 D8 - 200 ( 251 mm2 )
1325.29 kgm 22.5 Mpa 320 Mpa
b h d'
1000 mm 150 mm 20 mm
= 1,4 / 320 = 0.0044 = 0,75 x (0,85 x 22.5)/320 x 0,85 x [600/(600+320)] = 0.0248
Mu d
= 1,325.29 kgm = 13.25 kNm = 150 - 20 = 130 mm = 0.8 j Rn = (13.25 x 10^6) = 0.9802 Mpa (0,8 x 1000 x 130^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 0.9802)/22.5]} = 0.0447 p = 0.0447 x 22.5/320 = 0.0031 > < 0.0044 ppakai = 568.75 mm2 As = 0.0044 x 1000 x 130 = 260.00 mm2 As' = 0.002 x 1000 x 130 = Tulangan (tul tarik) Tulangan (tul tekan
0.0044 0.0248
As (mm2) 568.75 3230.2671
568.75 D12 - 175 ( 646 mm2 ) 260.00 D8 - 200 ( 251 mm2 )
HAL. 21 dari 22
VILLA 2 LANTAI Desa Plintahan Kec Pandaan Kab Pasuruan Hariyanto- TS/6/3/2013
Judul Dokument
Penulangan Tangga
No. Doc
: BTN/SKSNI/TS/07
Gambar Penulangan
HAL. 22 dari 22
VILLA 2 LANTAI Desa Plintahan Kec Pandaan Kab Pasuruan Hariyanto- TS/6/3/2013
Judul Dokument
No. Doc
Penulangan Pondasi Telapak
: BTN/SKSNI/TS/08-1
PONDASI TELAPAK Perhitungan moment untuk pondasi Pembebanan Balok sloof = 0,2.0,3.2400 Tembok = 2.250
= =
144 kg/m' 500 kg/m' 644 kg/m'
q Statika
L = Mtum = 1/18 x 644 x 3.6^2
=
1043.28 kgm
Kontrol Kekuatan Pondasi dengan Daya dukung tanah - Diasumsikan pondasi 1 x 1 m, kedalaman 2 m, diambill tegangan tanah rata-rata 72 kg/cm2 (data sonder, terlampir) adalah sebagai berikut Mu = 1043.28 kgm fc' (beton) 22.5 Mpa Pu = 5179 kg fy' (baja) 320 Mpa b = 1 m d' 30 mm h = 1 m tpond 120 mm s tanah kolom 400 / 400 mm 3.095 kg/cm2 bc
=
Vu Mu s tanah d bo
= = = 3.095 x 100 = 120 - 30 = 4 x (90 + 400)
f Vmin
= 0.6 x 1/3 x sqrt(22.5) x 1960 x 90 = 100408.6403 N
f Vc
= 0.6 x (1 + 1/1) x 1/6 x sqrt(22.5) x 1960 x 90 = 167347.7338 N >
f maks
= = =
400 400
51.79 1x1 51.79
=
1
51.79 kN 10.43 kNm = = =
+ + 114.39 kN/m2
309.5 kNm2 90 mm 1960 mm
100408.64 N
10.43 1/6 x 1 x 1^2 62.60 <
OK
309.5 kN/m2
OK
Statika Mu Pu b h kolom
= = = =
1043.28 5179 1 1 400 / 400
kgm kg m m mm
fc' (beton) fy' (baja) d' tpond s tanah
bc
=
400 400
Vu Mu s tanah d bo
= = = 3.095 x 100 = 120 - 30 = 4 x (90 + 400)
f Vmin
= 0.6 x 1/3 x sqrt(22.5) x 1960 x 90 = 100408.6403 N
f Vc
= 0.6 x (1 + 1/1) x 1/6 x sqrt(22.5) x 1960 x 90 = 167347.7338 N >
=
22.5 320 30 120 3.095
Mpa Mpa mm mm kg/cm2
1
51.79 kN 10.43 kNm = = =
C3.23 of 18
309.5 kNm2 90 mm 1960 mm
100408.64 N
OK
3.6
m
Judul Dokument
f maks
= = =
No. Doc
Penulangan Pondasi Telapak
51.79 1x1 51.79
+ + 114.39 kN/m2
10.43 1/6 x 1 x 1^2 62.60 <
: BTN/SKSNI/TS/08-1
309.5 kN/m2
f min
= 51.79 - 62.60 = Diambil q = Mu
-10.81 kN/m2 114.39 kN/m2
= 1/2 x 114.39 x (0.5x1)^2 = 14.30 kNm
Penulangan Penulangan lapangan Mu fc' (beton) fy' (baja)
pmin pmaks
1429.84 kgm 22.5 Mpa 320 Mpa
b h d'
1000 mm 120 mm 30 mm
= 1,4 / 320 = 0.0044 = 0,75 x (0,85 x 22.5)/320 x 0,85 x [600/(600+320)] = 0.0248
Mu d j Rn
= 1,429.84 kgm = 14.30 kNm = 120 - 30 = 90 mm = 0.8 = (14.30 x 10^6) = 2.2065 Mpa (0,8 x 1000 x 90^2) W = 0,85 { 1 -sqrt[1 - (2,353 x 2.2065)/22.5]} = 0.1045 p = 0.1045 x 22.5/320 = 0.0073 > < ppakai = 0.0073 661.25 mm2 As = 0.0073 x 1000 x 90 = As' = 0,4 x 661.25 = 264.50 mm2 Penulangan mm2
Lapangan X (tul atas) Tumpuan X (tul atas) Tumpuan X (tul bagi)
661.25 661.25 264.50
mm
D10 - 100 ( 785 mm2 ) D10 - 100 ( 785 mm2 ) D8 - 150 ( 335 mm2 )
C3.24 of 18
0.0044 0.0248
OK
No. Doc
Daya Dukung Tiang Pancang
Judul Dokument
: BTN/SKSNI/TS/08-2
DAYA DUKUNG TIANG PANCANG PONDASI TIANG Dia.30 - 6m' : Dipakai : - diameter = 30 - panjang = 600
cm cm
- Luas penampang tiang (A) - Keliling tiang (K)
= =
706.86 cm2 94.25 cm
- Dari hasil test tanah , diperoleh : - Cn = 80 kg/cm2 - JHP = 400 kg/cm - Daya dukung 1 bh pondasi Tiang : A. Cn 3
P =
K. JHP 5
+
=
56548.668 3
=
18849.556 +
=
+
37699.112 5 7539.8224
26,389.38 kg
=
26.39 ton
EFFISIENSI TIANG PANCANG
250
250
Eff = 1 dimana :
f
(n-1)m + (m-1) n m.n
f o 90 f m n d s
= arc tan d/s = jumlah baris arah x = jumlah baris arah y = ukuran/diameter tiang pancang = jarak antara tiang pancang
2 2 30 60
bh bh cm cm
= arc tan d/s 30 60
= arc tan =
11.31
Eff = 1 = 1 - ( =
o
11.31 o 90 0.126 *
[(
2 -1 ) * 2
2 ]+ [( *
1 )
0.874
DAYA DUKUNG TIANG PANCANG P = =
= = = =
26.39 * 23.07 ton
0.874
HAL. A-17
2 -1 ) * 2
2 ]
Judul Dokument
No. Doc
Pondasi Pelat
: BTN/SKSNI/TS/08-3
PERHITUNGAN PONDASI PELAT Menentukan eksentrisitas P(kg)
S P.x
S P.y
x(m)
y(m)
A-1(2) A-2(5) A-3(5)
0 0 0
0 4.5 9.5
38603 139119 137747
0 0 0
0 626035.5 1308596.5
A-1(1) A-5(1) B-1(3)
0 0 6
14.5 19.5 0
25171 3776 65661
0 0 393966
364979.5 73632 0
B-2(4) B-3(4) B-4(1) B-5(1) C-1(3)
6 6 6 6 12
4.5 9.5 14.5 19.5 0
111690 93617 5799 3776 65661
670140 561702 34794 22656 787932
502605 889361.5 84085.5 73632 0
C-2(1) C-3(2) C-4(1) C-5(1)
12 12 12 12
4.5 9.5 14.5 19.5
21046 31609 25329 3776
252552 379308 303948 45312
94707 300285.5 367270.5 73632
D-1(3) D-2(1) D-3(2) D-4(1) D-5(1) E-1(3)
18 18 18 18 18 24
0 4.5 9.5 14.5 19.5 0
69548 21046 31609 25329 3776 70284
1251864 378828 568962 455922 67968 1686816
0 94707 300285.5 367270.5 73632 0
E-2(1) E-3(2) E-4(1)
24 24 24
4.5 9.5 14.5
21046 31609 25329
505104 758616 607896
94707 300285.5 367270.5
E-5(1) F-1(3)
24 30
19.5 0
3776 68598
90624 2057940
73632 0
F-2(1) F-3(3)
30 30
4.5 9.5
21046 87857
631380 2635710
94707 834641.5
F-4(1) F-5(1) G-1(3)
30 30 36
14.5 19.5 0
25329 3776 67908
759870 113280 2444688
367270.5 73632 0
G-2(1)
36
4.5
21046
757656
94707
G-3(3) G-4(1) G-5(1) H-1(3)
36 36 36 42
9.5 14.5 19.5 0
87857 25329 3776 67556
3162852 911844 135936 2837352
834641.5 367270.5 73632 0
H-2(1) H-3(6) H-4(1) H-5(1) I-1(3) I-2(1)
42 42 42 42 48 48
4.5 9.5 14.5 19.5 0 4.5
21046 156869 25329 3776 69680 21046
883932 6588498 1063818 158592 3344640 1010208
94707 1490255.5 367270.5 73632 0 94707
I-3(5) I-4(2) I-5(1) J-2(1)
48 48 48 54
9.5 14.5 19.5 4.5
141507 46790 3776 21046
6792336 2245920 181248 1136484
1344316.5 678455 73632 94707
J-3(5) J-4(2) max
54 54 54
9.5 14.5 19.5
141507 46790 2254972
7641378 2526660 59847132
1344316.5 678455 15505568.5
HAL. A-28
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
No. Doc
Pondasi Pelat
Judul Dokument
x
=
59847132 / 2254972
=
y
=
15505568.5 / 2254972
=
6.88 m
ex
=
54/2 - 26.54
=
0.46 m
ey
=
19.5/2 - 6.88
=
2.87 m
: BTN/SKSNI/TS/08-3
26.54 m
Menentukan qnetto
L(m)
B(m)
A1
48
19.5
A2
6
10
q
A(m2)
Iy(cm4)
29659.5
179712
60
500
180
996
30159.5
179892
=
Ptot/A - (Ptot.ex)/Iy + (Ptot.ey)/Ix
=
(2254972/996) - (2254972x0.46x X)/179892 + (2254972x2.87x Y)/30159.5
=
2,264 - 5.77X + 214.87Y
X
=
27.46 m
Y
=
12.62 m
q
=
2,264 - 5.77x27.46 + 214.87x12.62
=
4818.21 kg/m2
Menentukan ukuran pelat pondasi Anggap tegangan tanah merata : s = s
Ix(cm4)
936
=
= =
0.5 kg/cm2
Ptotal + berat pondasi luas pelat 2254972 + 10%x(2254972) 996x10000 0.25 kg/cm2 < 0.5 kg/cm2
HAL. A-29
(OK)
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
Judul Dokument
No. Doc
Konsol Pendek
: BTN/SKSNI/TS/09
PERHITUNGAN KONSOL PENDEK Konsol Pendek b h a Vu Nuc
= = = = =
350 700 175 30672 118.16
Tulangan tarik utama Tulangan rangka/sengkang tertutup by (arah memanjang) Ukuran plat landasan (mm)
mm mm mm kg kg
fc' (beton) fy' (baja) d' Lebar kolom
= = =
(=lebar plat)
306720 N 1181.6 N 550 mm
= = =
962500 N 1058750 N 511200
---->
OK
=
1043 mm2
= =
54325880 Nmm 511 mm2
=
5
= = = = 796.4 mm2 =
516 701 550 701
= 401.92 mm2 =
348 mm2
Ukuran plat landasan A1 = 306720 /(0.7x 0.85 25) bplat
Mpa Mpa mm mm
6 D13 4 D8 - 122 mm 500 mm 143.6x143.6 mm
by =
Vu = 30672x10 Nuc = 118.16x10^4 d = 700-150 Perhitungan tulangan geser Vn1 = 0.2x25x350x550 Vn2 = 5.5x350x550 Vn = 306720/0.6 511,200 < 962500 511,200 < 1058750 Perhitungan tulangan geser friksi (Avf) Avf = 511,200/(1.4x350) Perhitungan tulangan pemikul Mu Mu = 306720x175+1181600x550 Af = 54325880/(0.65x350x0.85x550) Perhitungan tulangan pemikul Nuc An = 1181.6 /(0.65 x 350) Perhitungan tulangan tarik utama As dipilih terbesar antara : a. As1 = 510.79+5.19 b. As2 = 2/3x1,043.27+5.19 c. Asmin = 0.04x25/350x350x550 As max pakai 6 D13 by = 5x(3x13)+6 x13+50 Tulangan sengkang tertutup (Ah) Ah = 0.5x(701-5) 4 D8 s = 2/3 x 550/3
25 350 150 500
=
mm2 mm2 mm2 mm2
323 mm
122 mm
20620 mm2 143.6
HAL B-30
GEDUNG DAKWAH MUHAMMADIYAH KABUPATEN GRESIK ALCO - TS/21JAN2008
