hitung kolom dan pondasi

INDEX

JUDUL NO. DOKUMEN SHEET LITERATURE

1 Penulangan Kolom BTN/PBI&SKSNI/TS/05 tulkol2 Tabel Penulangan Kolom BTN/PBI&SKSNI/TS/05-1 tblkol3 Diagram Interaksi Kolom BTN/SKSNI/ALDO/05-2 InteraksiKolom4 Penulangan Pile Cap BTN/SKSNI/TS/06 Pilecap5 Penulangan Tangga BTN/SKSNI/TS/07 tanggaatasbawah6 Pondasi Telapak BTN/SKSNI/TS/08-1 pondtelapak7 Daya Dukung Tiang Pancang BTN/SKSNI/TS/08-2 spt8 Pondasi Pelat BTN/SKSNI/TS/08-3 pondplat9 Konsol Pendek BTN/SKSNI/TS/09 konsol pendek

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 - ACI

- SNI - PPBBI - Kombinasi = ditambah "&"(3) Asal, sumber, pembuat - TS - YATSER(4) Nomor - Dua angka

kode file

Kode Contoh Nama File

Sxxx = Sipil S1xx = Administrasi S2xx = Pek. Beton S3xx = Pek. Baja S4xx = Pek. KompositeAxxx = ArsitekturPxxx = PengawasanMExxx = Mekanikel and ElectricalBQxxx = Rab

PT. ALCO ART STUDIO HAL. A-14GEDUNG DAKWAH MUHAMMADIYAH

KABUPATEN GRESIKALCO - TS/21JAN2008

PENULANGAN KOLOM K1 (30x30)

Dari hasil out-put ETABS diperoleh

P = 9,438.03 kgM = 300.47 kg.mpanjang tekuk = 550 cm

b = 30 cmht = 30 cm

eo1 =M

= 300.47

= 0.03 = 3.18

cmP 9,438.03

eo2 =1

ht = 30

= 1 cm30 30

eo = eo1 + eo2 = 4.18 cm

eo=

4.18 = 0.1395 cmht 30

7.098

1 2

= 1 7.098 ( 550 / 100 30 30 = 7.157 cm

e2 = 0.15 ht = 4.50 cm

eu = eo + e1 + e2= 4.18 + 7.157 + 4.5 = 15.84 cm

eau = eu + ( 1/2 ht )= 15.84 + 15.0 = 30.84 cm

P . eau = 9,438.03 x 30.84 = 291,076.31 kg.cm= 2,910.76 kg.m

Pembesian kolom :- lebar kolom = 300 mm- beton decking = 20 mm- tebal efektif d = 280 mm

dari tabel PBI'71 10.6.2 , untuk baja keras -----> C2 =

C1 =

e1 = C1 C2 ( lk / 100.ht )2 . ht

)2

No. Doc : BTN/PBI&SKSNI/TS/05Rev :Judul Dokument Penulangan Kolom

PT. ALCO ART STUDIO HAL. A-15GEDUNG DAKWAH MUHAMMADIYAH


- Mutu beton fc' = K-250 = 25 Mpa- Mutu baja fy = U-354 = 350 MPa

m = fc / (0,85 .fy) = 350 / (0.85 . 25) = 16.47

= 29,107,631/(0.85.300.280,280) = 1.456

= (1/m) * (1 - ( 1 - ((2 Rn m)/fy)) )

= (1/16.47)*(1- ( 1 - ((2 . 1.456.16.47)/350)))

= 0.00431

0.00431 300 280 = 362.30 mm2

4 D ### ( Aact = 1134 mm2)

Pembesian begel :Dsengkang d10 - 300 mm

S1 = 48x10 = 480 mmS2 = 16x19 = 304 mmS3 = 300 mmSmin 300 mm

4D19

d10 - 300 300

300

Rn = M / (f b d2)

r

Aperlu = r .b .d =

Dipasang tulangan 8 d - 19 (Aact =

HAL. A-16GEDUNG DAKWAH MUHAMMADIYAH


TABEL TULANGAN KOLOM

Type K1 (30/30) K2 (D50) K3 (30/30) K4 (D50) K5 (D50) K6 (D50)Lokasi Lt. 4 Lt. 4 Lt. 3 Lt. 3 Lt. 2 Lt. 1No. frame ETABS C32 C32 C56 C38 C39 C39P(kg) 14387 35478 27072 76865 126814 176096M(kg-m) 29 182 9 129 1302 199panjang tekuk (cm) 550 550 400 400 400 450b (cm) 30 50 30 50 50 50ht (cm) 30 50 30 50 50 50(lentur N & PBI 1971)eo1 (cm) 0.20 0.51 0.03 0.17 1.03 0.11 eo2 (cm) 1.00 1.67 1.00 1.67 1.67 1.67

2 2 2 2 2 1

6.44 6.44 5.93 5.93 6.45 5.84

1 1.15 1 1.15 1.15 1.15

e1 (cm) 6.494 4.481 3.163 2.182 2.374 2.720 e2 (cm) 4.50 7.50 4.50 7.50 7.50 7.50 eu (cm) 12.20 14.16 8.70 11.52 12.57 12.00 eau (cm) 27.20 39.16 23.70 36.52 37.57 37.00 P.eau (kgm) 3913 13893 6415 28069 47640 65155

Pembesian kolom :(SKSNI 1991)Lebar kolom (mm) 300 500 300 500 500 500 Beton decking(mm) 20 20 20 20 20 20Tebal efektif d (mm) 280 480 280 480 480 480fc' (Mpa) 25 25 25 25 25 25fy (Mpa) 350 350 350 350 350 350

m 16.47 16.47 16.47 16.47 16.47 16.47 Rn 1.957 1.419 3.209 2.866 4.865 6.654

0.0059 0.0042 0.0100 0.0088 0.0160 0.02360.0059 0.0042 0.0100 0.0088 0.0160 0.0236

494 1,008 839 2,120 3,843 5,663

Dipasang 4 D13 4 D19 8 D13 8 D19 11 D22 15 D22Apakai (mm2) 531 1134 1061 2267 4179 5699

Pembesian begel : d8 d12 d10 d12 d12 d12S1 384 576 480 576 576 576S2 208 304 208 304 352 352S3 300 500 300 500 500 500Smin 208 304 208 304 352 352Spakai d8 - 208 d12 - 304 d10 - 208 d12 - 304 d12 - 352 d12 - 352

C2

C1

r r pakai

Aperlu(mm2)

* C1 (persegi) = 1

* C1 (bulat) = 1.15

No. Doc : BTN/PBI&SKSNI/TS/05-1Rev :Judul Dokument Tabel Penulangan Kolom

HAL. A-17 GEDUNG DAKWAH MUHAMMADIYAHKABUPATEN GRESIKALCO - TS/04/18/2023

DIAGRAM INTERAKSI KOLOM (30/30)

FC (Mpa) 20 b (mm) 300 1FY(Mpa) 320 h (mm) 300

PERHITUNGAN DIAGRAM INTERAKSI KOLOM

ρ 0.01 0.02 0.03 0.04 0.05 0.06 0.07 0.08Mn 0 0 0 0 0 0 0 0

0.02555644 0.04714166 0.06842213 0.08961442 0.11077848 0.13193599 0.15309569 0.174261160.06267203 0.08338907 0.10410611 0.12482315 0.14554019 0.16625723 0.18697427 0.207691310.02555644 0.04714166 0.06842213 0.08961442 0.11077848 0.13193599 0.15309569 0.17426116

P 0.53020588 0.61041176 0.69061765 0.77082353 0.85102941 0.93123529 1.01144118 1.091647060.42416471 0.48832941 0.55249412 0.61665882 0.68082353 0.74498824 0.80915294 0.87331765

0.2060462 0.2037962 0.2015462 0.1992962 0.1970462 0.1947962 0.1925462 0.19029620 0 0 0 0 0 0 0

Type K1a K2 K3 K4 K5Lokasi Lt. 4 Lt. 4 Lt. 3 Lt. 3 Lt. 2No. frame ETABS C32 C32 C56 C38 C39P(kg) 10354 8021 4445 20865 822M(kg-m) 120 130 1000 1290 102

Perencanaan Tulangan1.2 1.3 10 12.9 1.02

103.54 80.21 44.45 208.65 8.22

90000 90000 90000 90000 90000e (mm) 11.59 16.21 224.97 61.83 124.09

0.1041 0.0807 0.0447 0.2098 0.0083Ø use 0.65 0.65 0.65 0.65 0.65

0.0040 0.0044 0.0335 0.0432 0.0034ρ pakai 0.01 0.01 0.02 0.01 0.01

900 900 1,800 900 900

Dipasang 6 d13 6 d13 12 D19 5 D13 6 d12Apakai (mm2) ganti ganti 3401 ganti ganti

atauDipasang tul utama 6 D13 4 D13 4 D13 2 D13 4 D12Apakai (mm2) 796 531 531 265 452Dipasang tul ekstra 6 D10 6 D13 4 D10 3 D13 4 D10Apakai (mm2) 471 796 314 398 314Atot pakai (mm2) ganti ganti ganti ganti ganti

Pembesian begel : d8 d8 d8 d8 d8S1 384 384 384 384 384S2 208 208 304 208 192S3 300 300 300 300 300Smin 208 208 300 208 192Spakai d8 - 208 d8 - 208 d8 - 300 d8 - 208 d8 - 192

Mu (kNm)Pu/f (kN)

Ag (mm2)

Pu/(0,85*f'c*Ag*Ø)

Pu/(0,85*f'c*Ag*Ø) x (e/h)

Aperlu(mm2)

No. Doc : BTN/SKSNI/ALDO/05-2Rev :Judul Dokument Diagram Interaksi Kolom

0 0.05 0.1 0.15 0.2 0.250

0.2

0.4

0.6

0.8

1

1.2

Mn (kN-M)

Pn (k

N)

HAL. A-17 GEDUNG DAKWAH MUHAMMADIYAHKABUPATEN GRESIKALCO - TS/21JAN2008

PERHITUNGAN PILE CAP TYPE P1

Pile Cap Type P1 (4 tiang ) Arah X ( 1100x1100x500 mm2)Data - data

fc' 20 Mpa Type P1

P 100536 kg Jumlah 4 tiang

Selimut beton 60 mm Lx 1100 mm

Ht 500 mm Ly 1100 mm

d 440 mm

1

500 mm

500 mm

1000 mm

1000 mm

Cek Geser Pons

A = 2*(bo+ho)*d

= 2*(1000+1000)*440 = 1760000 mm2

Vc1 =

= (1+2/1) x (20^0.5 /6) x 1760000

= 3935480 N ~ 393547.964 kg

Vc2 =

= (20^0.5 /3) x 1760000

= 2623653 N ~ 262365.309 kg

Diambil yang terkecil ---> Vc = 262365.309 kg

Cek : Vc >

262365 > 167560 (ok)

Berarti dimensi pile cap bisa dipakai.

Penulangan Pile Cap

Data-data

fc' (beton) 25.00 Mpa Ht 500 mm

fy' (baja) 350.00 Mpa b 1100 mm

60 mm

ALTERNATIVE 1

Q pile cap = 1320 kg/m

0.3 m 2P

0.55 m

L1 = 0.30 m 2P = 50268 kg

L = 0.55 m

bc

bklm

hklm

bo = bklm + 2*0.5*Ht

ho = hklm + 2*0.5*Ht

(1+2/bc) x (fc'0.5 /6) x A

(fc'0.5 /3) x A

P / f

d' (1)

No. Doc : BTN/SKSNI/TS/06Rev :Judul Dokument Penulangan Pile Cap



Mu = 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

= 0.5 x 1.1 x 2400 = 1320 kg/m

pmin = = 0.0025

pmaks = 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 = (178.57 x 10^6) = 1.0481 Mpa

(0,8 x 1100 x 440^2)

W = 0,85 { 1 -sqrt[1 - (2,353 x 1.0481)/25]}

= 0.0430

p = 0.0430 x 25/350 = 0.0031 > 0.0025

< 0.0244

ppakai = 0.0031

As = 0.0031 x 1100 x 440 = 1487.09 mm2

mm2 dipakai

As 1487.09 D19 - 175 ( 1,620 mm2 )

297.42 D10 - 175 ( 449 mm2 )

Pile Cap Type P2 (4 tiang ) Arah Y ( 1100x1100x500 mm2)Data - data

fc' 20 Mpa Type P2

P 100536 kg Jumlah 4 tiang

Selimut beton 60 mm Lx 1100 mm

Ht 500 mm Ly 1100 mm

d 440 mm

1

500 mm

500 mm

1000 mm

1000 mm

Penulangan Pile Cap

Data-data

fc' (beton) 25.00 Mpa Ht 500 mm

fy' (baja) 350.00 Mpa b 1100 mm

60 mm

ALTERNATIVE 1

Q pile cap = 1320 kg/m

As pembagi

bc

bklm

hklm

bo = bklm + 2*0.5*Ht

ho = hklm + 2*0.5*Ht

d' (1)



0.3 m 2P

0.55 m

L1 = 0.30 m 2P = 50268 kg

L = 0.55 m

Mu = 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

= 0.5 x 1.1 x 2400 = 1320 kg/m

pmin = = 0.0025

pmaks = 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 = (178.57 x 10^6) = 1.0481 Mpa

(0,8 x 1100 x 440^2)

W = 0,85 { 1 -sqrt[1 - (2,353 x 1.0481)/25]}

= 0.0430

p = 0.0430 x 25/350 = 0.0031 > 0.0025

< 0.0244

ppakai = 0.0031

As = 0.0031 x 1100 x 440 = 1487.09 mm2

mm2 dipakai

As 1487.09 D19 - 175 ( 1,620 mm2 )

297.42 D10 - 175 ( 449 mm2 )As pembagi

HAL. 20 dari 22 VILLA 2 LANTAI Desa Plintahan Kec Pandaan Kab PasuruanHariyanto- TS/04/18/2023

PENULANGAN PLAT TANGGA ATAS DAN BAWAH

Data - data- Balok diambil bentang yang terpanjang - Tumpuan jepit-jepittebal plat 0.15 m fc' (beton) 22.5 Mpatebal spesi 2 cm fy' (baja) 320 Mpatebal tegel 3 cm d' 20 mmbeban plafond 0 kg/m2 L 1.5 mbeban penggantung 0 kg/m2 optred 0.3 mbeban AC + pipa 0 kg/m2 antrade 0.17 mtebal air hujan 0 m a 45.0 derajatbeban guna 300 kg/m2

Gambar Rencana

1,472.54 kg/m

1,472.54 kg/m

1.5 m

2 m 1.5 m

q = 1,472.54 kg/m2

PembebananBeban terbagi rataBeban matipelat =

[0.15/cosA + 0.17/2] x 2400 = 713.117 kg/m2spesi = 2 x 21 = 42keramik = 3 x 24 = 72plafond = 0penggantung = 0AC + pipa = 0

DD = 827.117 kg/m2Beban hidupair hujan = 0 kg/m2guna = 300

DL 300 kg/m2Beban berfaktorD = 1,2 x 827.12 + 1,6 x 300 = 1472.54 kg/m2

Statika- Tumpuan jepit-jepit- Beban merata

q = 1472.54 kg/m2L = 1.5 m

P = 1.5 x 0.5 x 2 x 1,472.54 = 2208.81 kgL = 1.5 - 0.5 x 100 = 1 m

- Beban terpusat plat anak tangga tengah 200 x 100 cm (bordes)

BORDES FLIGHT/ANAK TANGGA

No. Doc : BTN/SKSNI/TS/07Rev :Judul Dokument Penulangan Tangga



Mtangga = 1/10 x 1,472.54 x 1.5^2 = 331.322 kgmMbordes = 0.9 x 2,208.81 x 1.000 = 1325.29 kgm

1.5

PenulanganPenulangan tangga

Mu 331.32 kgm b 1000 mmfc' (beton) 22.5 Mpa h 150 mmfy' (baja) 320 Mpa d' 20 mm

pmin = 1,4 / 320 = 0.0044pmaks = 0,75 x (0,85 x 22.5)/320 x 0,85 x [600/(600+320)]

= 0.0248

Mu = 331.32 kgm = 3.31 kNmd = 150 - 20 = 130 mmj = 0.8Rn = (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 As (mm2)p = 0.0110 x 22.5/320 = 0.0008 > 0.0044 568.75

< 0.0248 3230.26707ppakai = 0.0044

As = 0.0044 x 1000 x 130 = 568.75 mm2As' = 0.002 x 1000 x 130 = 260.00 mm2

568.75 D12 - 175 ( 646 mm2 )Tulangan (tul tekan 260.00 D8 - 200 ( 251 mm2 )

Penulangan bordesMu 1325.29 kgm b 1000 mm

fc' (beton) 22.5 Mpa h 150 mmfy' (baja) 320 Mpa d' 20 mm

pmin = 1,4 / 320 = 0.0044pmaks = 0,75 x (0,85 x 22.5)/320 x 0,85 x [600/(600+320)]

= 0.0248

Mu = 1,325.29 kgm = 13.25 kNmd = 150 - 20 = 130 mmj = 0.8Rn = (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 As (mm2)p = 0.0447 x 22.5/320 = 0.0031 > 0.0044 568.75

< 0.0248 3230.26707ppakai = 0.0044

As = 0.0044 x 1000 x 130 = 568.75 mm2As' = 0.002 x 1000 x 130 = 260.00 mm2

568.75 D12 - 175 ( 646 mm2 )Tulangan (tul tekan 260.00 D8 - 200 ( 251 mm2 )

Tulangan (tul tarik)

Tulangan (tul tarik)



Gambar Penulangan

C3.23 of 18

PONDASI TELAPAK

Perhitungan moment untuk pondasi

PembebananBalok sloof = 0,2.0,3.2400 = 144 kg/m'Tembok = 2.250 = 500 kg/m'

q 644 kg/m'Statika L = 3.6 m

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

adalah sebagai berikut 72 kg/cm2 (data sonder, terlampir)Mu = 1043.28 kgm fc' (beton) 22.5 MpaPu = 5179 kg fy' (baja) 320 Mpab = 1 m d' 30 mmh = 1 m tpond 120 mm

kolom 400 / 400 mm 3.095 kg/cm2

= 400 = 1400

Vu = 51.79 kNMu = 10.43 kNm

= 3.095 x 100 = 309.5 kNm2d = 120 - 30 = 90 mmbo = 4 x (90 + 400) = 1960 mm

= 0.6 x 1/3 x sqrt(22.5) x 1960 x 90= 100408.640265666 N

= 0.6 x (1 + 1/1) x 1/6 x sqrt(22.5) x 1960 x 90= 167347.733776111 N > 100408.64 N OK

= 51.79 + 10.431 x 1 1/6 x 1 x 1^2

= 51.79 + 62.60= 114.39 kN/m2 < 309.5 kN/m2 OK

Statika

Mu = 1043.28 kgm fc' (beton) 22.5 MpaPu = 5179 kg fy' (baja) 320 Mpab = 1 m d' 30 mmh = 1 m tpond 120 mm

kolom 400 / 400 mm 3.095 kg/cm2

= 400 = 1400

Vu = 51.79 kNMu = 10.43 kNm

= 3.095 x 100 = 309.5 kNm2d = 120 - 30 = 90 mmbo = 4 x (90 + 400) = 1960 mm

= 0.6 x 1/3 x sqrt(22.5) x 1960 x 90= 100408.640265666 N

s tanah

bc

s tanah

f Vmin

f Vc

f maks

s tanah

bc

s tanah

f Vmin

No. Doc : BTN/SKSNI/TS/08-1Rev :Judul Dokument Penulangan Pondasi Telapak

C3.24 of 18

No. Doc : BTN/SKSNI/TS/08-1Rev :Judul Dokument Penulangan Pondasi Telapak

= 0.6 x (1 + 1/1) x 1/6 x sqrt(22.5) x 1960 x 90= 167347.733776111 N > 100408.64 N OK

= 51.79 + 10.431 x 1 1/6 x 1 x 1^2

= 51.79 + 62.60= 114.39 kN/m2 < 309.5 kN/m2 OK

= 51.79 - 62.60= -10.81 kN/m2

Diambil q = 114.39 kN/m2

Mu = 1/2 x 114.39 x (0.5x1)^2= 14.30 kNm

Penulangan

Penulangan lapanganMu 1429.84 kgm b 1000 mm

fc' (beton) 22.5 Mpa h 120 mmfy' (baja) 320 Mpa d' 30 mm

pmin = 1,4 / 320 = 0.0044pmaks = 0,75 x (0,85 x 22.5)/320 x 0,85 x [600/(600+320)]

= 0.0248

Mu = 1,429.84 kgm = 14.30 kNmd = 120 - 30 = 90 mmj = 0.8Rn = (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]}

= 0.1045p = 0.1045 x 22.5/320 = 0.0073 > 0.0044

< 0.0248ppakai = 0.0073

As = 0.0073 x 1000 x 90 = 661.25 mm2As' = 0,4 x 661.25 = 264.50 mm2

Penulanganmm2 mm

661.25 D10 - 100 ( 785 mm2 )661.25 D10 - 100 ( 785 mm2 )

Tumpuan X (tul bagi) 264.50 D8 - 150 ( 335 mm2 )

f Vc

f maks

f min

Lapangan X (tul atas)Tumpuan X (tul atas)

HAL. A-17

DAYA DUKUNG TIANG PANCANG

PONDASI TIANG Dia.30 - 6m' :

Dipakai :

- diameter = 30 cm

- panjang = 600 cm

- Luas penampang tiang (A) = 706.86 cm2- Keliling tiang (K) = 94.25 cm

- Dari hasil test tanah , diperoleh :- Cn = 80 kg/cm2- JHP = 400 kg/cm

- Daya dukung 1 bh pondasi Tiang :

P =A. Cn

+K. JHP

3 5

=56548.668

+37699.112

3 5

= 18849.556 + 7539.8224

= 26,389.38 kg

= 26.39 ton

EFFISIENSI TIANG PANCANG

Eff = 1 -f (n-1)m + (m-1) n

m.n

dimana : f = arc tan d/sm = jumlah baris arah x = 2 bhn = jumlah baris arah y = 2 bhd = ukuran/diameter tiang pancang = 30 cms = jarak antara tiang pancang = 60 cm

f = arc tan d/s

= arc tan 3060

= 11.31

Eff = 1 -11.31 [( 2 -1 ) * 2 ]+ [( 2 -1 ) * 2 ]

2 * 2 = 1 - ( 0.1257 * 1 )

= 0.8743

DAYA DUKUNG TIANG PANCANG

P = 26.39 * 0.8743= 23.073 ton

90o

o

90o

250

250

No. Doc : BTN/SKSNI/TS/08-2Rev :Judul Dokument Daya Dukung Tiang Pancang


PERHITUNGAN PONDASI PELAT

Menentukan eksentrisitas

x(m) y(m) P(kg)

A-1(2) 0 0 38603 0 0

A-2(5) 0 4.5 139119 0 626035.5

A-3(5) 0 9.5 137747 0 1308596.5

A-1(1) 0 14.5 25171 0 364979.5

A-5(1) 0 19.5 3776 0 73632

B-1(3) 6 0 65661 393966 0

B-2(4) 6 4.5 111690 670140 502605

B-3(4) 6 9.5 93617 561702 889361.5

B-4(1) 6 14.5 5799 34794 84085.5

B-5(1) 6 19.5 3776 22656 73632

C-1(3) 12 0 65661 787932 0

C-2(1) 12 4.5 21046 252552 94707

C-3(2) 12 9.5 31609 379308 300285.5

C-4(1) 12 14.5 25329 303948 367270.5

C-5(1) 12 19.5 3776 45312 73632

D-1(3) 18 0 69548 1251864 0

D-2(1) 18 4.5 21046 378828 94707

D-3(2) 18 9.5 31609 568962 300285.5

D-4(1) 18 14.5 25329 455922 367270.5

D-5(1) 18 19.5 3776 67968 73632

E-1(3) 24 0 70284 1686816 0

E-2(1) 24 4.5 21046 505104 94707

E-3(2) 24 9.5 31609 758616 300285.5

E-4(1) 24 14.5 25329 607896 367270.5

E-5(1) 24 19.5 3776 90624 73632

F-1(3) 30 0 68598 2057940 0

F-2(1) 30 4.5 21046 631380 94707

F-3(3) 30 9.5 87857 2635710 834641.5

F-4(1) 30 14.5 25329 759870 367270.5

F-5(1) 30 19.5 3776 113280 73632

G-1(3) 36 0 67908 2444688 0

G-2(1) 36 4.5 21046 757656 94707

G-3(3) 36 9.5 87857 3162852 834641.5

G-4(1) 36 14.5 25329 911844 367270.5

G-5(1) 36 19.5 3776 135936 73632

H-1(3) 42 0 67556 2837352 0

H-2(1) 42 4.5 21046 883932 94707

H-3(6) 42 9.5 156869 6588498 1490255.5

H-4(1) 42 14.5 25329 1063818 367270.5

H-5(1) 42 19.5 3776 158592 73632

I-1(3) 48 0 69680 3344640 0

I-2(1) 48 4.5 21046 1010208 94707

I-3(5) 48 9.5 141507 6792336 1344316.5

I-4(2) 48 14.5 46790 2245920 678455

I-5(1) 48 19.5 3776 181248 73632

J-2(1) 54 4.5 21046 1136484 94707

J-3(5) 54 9.5 141507 7641378 1344316.5

J-4(2) 54 14.5 46790 2526660 678455

SP.x SP.y

No. Doc : BTN/SKSNI/TS/08-3Rev :Judul Dokument Pondasi Pelat


No. Doc : BTN/SKSNI/TS/08-3Rev :Judul Dokument Pondasi Pelat

max 54 19.5 2254972 59847132 15505568.5

x = 59847132 / 2254972 = 26.54 m

y = 15505568.5 / 2254972 = 6.88 m

ex = 54/2 - 26.54 = 0.46 m

ey = 19.5/2 - 6.88 = 2.87 m

Menentukan qnetto

L(m) B(m) A(m2) Ix(cm4) Iy(cm4)

A1 48 19.5 936 29659.5 179712

A2 6 10 60 500 180

996 30159.5 179892

q = 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 pondasiAnggap tegangan tanah merata :s = 0.5 kg/cm2

s = Ptotal + berat pondasiluas pelat

= 2254972 + 10%x(2254972)996x10000

= 0.25 kg/cm2 < 0.5 kg/cm2 (OK)

HAL B-30 GEDUNG DAKWAH MUHAMMADIYAHKABUPATEN GRESIKALCO - TS/21JAN2008

PERHITUNGAN KONSOL PENDEK

Konsol Pendekb = 350 mm fc' (beton) 25 Mpah = 700 mm fy' (baja) 350 Mpaa = 175 mm d' 150 mm (=lebar plat)

Vu = 30672 kg Lebar kolom 500 mmNuc = 118.16 kg

KesimpulanTulangan tarik utama 6 D13Tulangan rangka/sengkang tertutup 4 D8 - 122 mmby (arah memanjang) by = 500 mmUkuran plat landasan (mm) 143.6x143.6 mm

Vu = 30672x10 = 306720 NNuc = 118.16x10^4 = 1181.6 Nd = 700-150 = 550 mmPerhitungan tulangan geserVn1 = 0.2x25x350x550 = 962500 NVn2 = 5.5x350x550 = 1058750 NVn = 306720/0.6 = 511200

511,200 < 962500511,200 < 1058750 ----> Tidak OK

Perhitungan tulangan geser friksi (Avf)Avf = 511,200/(1.4x350) = 1043 mm2Perhitungan tulangan pemikul MuMu = 306720x175+1181600x550 = 54325880 NmmAf = 54325880/(0.65x350x0.85x550) = 511 mm2Perhitungan tulangan pemikul NucAn = 1181.6 /(0.65 x 350) = 5Perhitungan tulangan tarik utamaAs dipilih terbesar antara :a. As1 = 510.79+5.19 = 516 mm2b. As2 = 2/3x1,043.27+5.19 = 701 mm2c. Asmin = 0.04x25/350x350x550 = 550 mm2As max pakai = 701 mm2

6 D13 796.4 mm2by = 5x(3x13)+6 x13+50 = 323 mmTulangan sengkang tertutup (Ah)Ah = 0.5x(701-5) = 348 mm2

4 D8 401.92 mm2s = 2/3 x 550/3 = 122 mm

Ukuran plat landasanA1 = 306720 /(0.7x 0.85 25) = 20620 mm2bplat 143.6

http://sinar-muria.blogspot.co.id/2013/07/file-perhitungan-teknik-sipil-dalam.html

No. Doc : BTN/SKSNI/TS/09Rev :Judul Dokument Konsol Pendek

hitung kolom dan pondasi

Documents