Laporan Perhitungan Struktur Ruko

Berikut data Struktur Disajikan dalam bentuk gambar

Gambar Struktur 3D

DATA STRUKTUR

Gambar Pembalokan Lantai 1

Gambar Pembalokan Atap

Gambar Portal Y-4

Gambar Portal X-A

A. PERATURAN PEMBEBANANPeraturan Pembebanan yang dipakai adalah Peraturan Pembebanan Indonesia 1983

Berikut Data Beban yang Digunakan dalam Perhitungan Struktur

Beton = 2200 Kg/m3

Beton Bertulang = 2400 Kg/m3

Pasangan Bata Merah = 1700 Kg/m3

Pasangan Batu Cetak = 2200 Kg/m3

Penggantung Langit Langit = 7 Kg/m2

Penutup atap Genring = 50 Kg/m2

Beban ME = 13 Kg/m2

Penutup atap Seng Gelombang = 10 Kg/m2

Penutup Lantai Dari Ubin = 24 Kg/m2

Beban Mati Akibat Tendon Air = 500 Kg/m2

Beban Hidup Lantai Rumah Tinggal = 200 Kg/m2

Beban Hidup Lantai Toserba = 250 Kg/m2

Beban Hidup Tangga = 300 Kg/m2

B. DATA DIMENSI BANGUNAN

Luas Pelat Lantai 1 = 124 m2

Luas Pelat Lantai Atap = 12.3 m2

Luas Pelat Dak Beton = 13 m2

Panjang Total Balok Anak Ba20x30 = 13 mPanjang Total Balok Anak Ba25x30 = 41.5 m

Panjang Total Balok Anak Ba20x25 = 1.5 m

Panjang Total Balok Induk BI30x40 (Lantai 1) = 76 m

Panjang Total Balok Anak Ba25x30 (Lantai Atap) = 3.5 m

Panjang Total Balok Induk BI30x40 (Lantai Atap) = 14 m

Panjang Total Kolom (Lantai Dasar - Lantai 1) = 87.5 m

Panjang Total Kolom (Lantai 1 - Atap) = 60.2 m

Panjang Total Ring Balk 1 RB30x40 = 73 m

Panjang Total Ring Balk 2 RB20x25 = 40 m

Panjang Dinding Total Lantai Dasar = 77 m

Panjang Total Dinding Lantai 1 = 77 m

Panjang Total Dinding Lantai Atap = 23 m

PERHITUNGAN PEMBEBANAN

Panjang Total Tangga (Tangga 1 & 2) = 16 m

C. DATA BEBAN

BEBAN LANTAI 1

Pelat Lantai = Kg

Beban M/E = Kg

Beban Penggantung (Plafond) = Kg

Keramik = Kg

Beban Balok Anak Ba20x30 = Kg



Beban Balok Induk BI30x40 = Kg

Beban Kolom K40x40 = Kg

Beban Dinding = Kg

Beban Tangga = Kg

Beban hidup Pada Lantai = Kg

Beban Hidup Pada Tangga = Kg

Total Beban Lantai 1 W1= Kg

BEBAN ATAP

Pelat Lantai = Kg

Beban M/E = Kg

Beban Penggantung (Plafond) = Kg


Beban Balok Induk BI30x40 = Kg

Beban Ring Balk 1 RB25x30 = Kg

Beban Ring Balk 2 RB20x30 = Kg

Beban Kolom K40x40 = Kg

Beban Dinding = Kg

Beban Titik Akibat Kuda Kuda dan Atap = Kg

Total Beban Atap W2= Kg

D. PERHITUNGAN GAYA GESER AKIBAT GEMPA

BERAT BANGUNAN TOTAL

Berat Lantai 1 W1= Kg

Berat Lantai 2 W2= Kg

Berat Total Wt= Kg

30875

39096

1774.5

2400.78

21888

33600

101640

5760

955.5

3276

7470

180

249636

720

249635.78

1774.5

21024

4800

15411.2

50820

955.5

6000

105447

3528

630

4032

105447

355083

WAKTU GETAR BANGUNAN

Kota Kupang termasuk wilayah gempa 4 = 0,17 n = 0,17 x 3 =0.51 dtkkontrol waktu getar ;

T1 = 0,06 H^= 0.29dtk < n

KOEFISIEN KOEFISIEN

- Koefsn Gempa Dasar : C = 0.07 - Faktor Keutamaan : I = 1.0 - Faktor Reduksi gempa : R = 4.00

GAYA GESER HORIZONTAL

V = Vx = Vy (C x I x Wt) / R = Kg

DISTRIBUSI GAYA GESER HORIZONTAL

Wi x hi

Wi x hi

Wi x hi

(Kg/m)

2 369065.20

1 1372996.79

1742061.99

E. PERHITUNGAN BEBAN PADA PORTAL

BEBAN PADA BALOK INDUK BI30x40Beban Mati

Beban Sendiri = Kg/m

Beban Dinding = Kg/m

Total Beban Mati Balok Induk (qBIDL) = Kg/m

BEBAN PADA BALOK ANAK BA25x30Beban Mati



Total Beban Mati Balok Induk (qBADL) = Kg/m

180

150

330

6213.9522

Fi =Wi x hi

x V

TingkatWi hi Wi x hi Fi =

untuk tiap portal

1/4 Fix 1/5 Fiy

( Kg ) ( m ) ( Kn ) ( Kn ) ( Kn )

x V

105447.20 3.50 1316.46 329.11 329.11

249635.78 5.50 4897.49 1224.37 1224.37

6213.95

288

792

1080









BEBAN RINGBALK 1 RB30x40Beban Mati



Total Beban Mati Balok Induk (qRB1DL) = Kg/m

BEBAN RINGBALK 2 RB20x25Beban Mati


Total Beban Mati Balok Induk (qRB2DL) = Kg/m

BEBAN KOLOM K40x40Beban Mati

Beban Sendiri (qKDL) = Kg/m

BEBAN TITIK AKIBAT KUDA KUDA

Total Beban (Fk) = Kg

BEBAN PELAT

Beban Mati

Beban Sendiri = Kg/m2

Beban Spesi 2 cm = Kg/m2

Beban Penggantung (Plafond) = Kg/m2

Keramik = Kg/m2

Total Beban Mati Pelat Atap (qPLDL) = Kg/m2

120

1320

1320

372

1464

288

288

120

120

144

24

1440

720

384

500

288

42

18

Beban Hidup

Beban hidup Pada Lantai = Kg/m2

Total Beban Mati Pelat Atap (qPLLL) = Kg/m2

BEBAN ATAP

Beban Mati

Beban Penggantung (Plafond) = Kg/m2

Beban M/E = Kg/m2


BEBAN PELAT ATAP

Beban Mati

Beban Sendiri = Kg/m2

Beban Mati Akibat Tendon Air =


Beban Hidup

Beban hidup Pada Lantai = Kg/m2

Total Beban Mati Pelat Atap (qPLLL) = Kg/m2

F. KOMBINASI PEMBEBANANKombinasi Beban yang dimaksud adalah :1. U = 1.4DL2. U = 1.2DL + 1.6LL3. U = 1.2DL + 1.0LL + 1.0 ( 1.0 Ex 0.3 Ey)4. U = 1.2DL + 1.0LL + 1.0 ( 0.3 Ex 1.0 Ey)

250

250

288

288

18

25

43

250

250

G. GAMBAR PORTAL DAN PEMBEBANAN

Pembebanan Pada Portal 3D

PERHITUNGAN BALOK INDUK 30/40

A. DATA BALOK LANTAI

BAHAN STRUKTUR

Kuat tekan beton, fc' = 20 MPa

Tegangan leleh baja (deform) untuk tulangan lentur, fy = 400 MPa

Tegangan leleh baja (polos) untuk tulangan geser, fy = 240 MPa

DIMENSI BALOK

Lebar balok b = 300 mmLebar balok b = 300 mmTinggi balok h = 400 mmDiameter tulangan (deform) yang digunakan, D = 18 mmDiameter sengkang (polos) yang digunakan, P = 10 mm

Tebal bersih selimut beton, ts = 40 mmMOMEN DAN GAYA GESER RENCANA

Momen rencana positif akibat beban terfaktor, Mu+ = 112.524 kNm

Momen rencana negatif akibat beban terfaktor, Mu - = 112.524 kNm

Gaya geser rencana akibat beban terfaktor, Vu = 130.294 kN

B. PERHITUNGAN TULANGAN

Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -

Faktor bentuk distribusi tegangan beton, b1 = 0.85

Rasio tulangan pada kondisi balance ,

rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0217

Faktor tahanan momen maksimum,

Rmax = 0.75 * rb * fy * [1 *0.75* rb * fy / ( 0.85 * fc ) ] = 5.2589

Faktor reduksi kekuatan lentur, f = 0.80

Jarak tulangan terhadap sisi luar beton, ds = ts + + D/2 = 59.00 mm

Jumlah tulangan dlm satu baris, ns = ( b - 2 * ds) / ( 25 + D ) = 4.23

Digunakan jumlah tulangan dalam satu baris, ns = 4 bhJarak horisontal pusat ke pusat antara tulangan,

x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 36.67 mm

Jarak vertikal pusat ke pusat antara tulangan, y = D + 25 = 43.00 mm

1. TULANGAN MOMEN POSITIF

Momen positif nominal rencana, Mn = Mu+

/ f = 140.656 kNm

Diperkirakan jarak pusat tulangan lentur ke sisi beton, d' = 76 mmTinggi efektif balok, d = h - d' = 324.00 mm

Faktor tahanan momen, Rn = Mn * 106 / ( b * d2 ) = 4.4663

Rn < Rmax (OK)Rasio tulangan yang diperlukan :Rasio tulangan yang diperlukan :

r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.01322

Rasio tulangan minimum, rmin = fc' / ( 4 * fy ) = 0.00280Rasio tulangan minimum, rmin = 1.4 / fy = 0.00350

Rasio tulangan yang digunakan, r = 0.01322Luas tulangan yang diperlukan, As = r * b * d = 1285 mm

2

Jumlah tulangan yang diperlukan, n = As / ( p / 4 * D2 ) = 5.051

Digunakan tulangan, 6 D 18

Luas tulangan terpakai, As = n * p / 4 * D2 = 1527 mm

2

Jumlah baris tulangan, nb = n / ns = 1.50

nb < 3 (OK)Baris Jumlah Jarak Juml. Jarak

ke ni yi ni * yi1 4 59.00 236.00

2 2 102.00 204.00

3 0 0.00 0.00

n = 6 S [ ni * yi ] = 440

Letak titik berat tulangan, d' = S [ ni * yi ] / n = 73.33 mm73.33 < 76 perkiraan d' (OK)

Tinggi efektif balok, d = h - d' = 326.67 mm

a = As * fy / ( 0.85 * fc' * b ) = 119.750 mm

Momen nominal, Mn = As * fy * ( d - a / 2 ) * 10-6

= 162.936 kNm

Tahanan momen balok, f * Mn = 130.349 kNmSyarat : f * Mn Mu+

130.349 > 112.524 AMAN (OK)

2. TULANGAN MOMEN NEGATIF

Momen negatif nominal rencana, Mn = Mu- / f = 140.656 kNm


Faktor tahanan momen, Rn = Mn * 106 / ( b * d

2 ) = 4.4388

Rn < Rmax (OK)Rasio tulangan yang diperlukan :

r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.01312

Rasio tulangan minimum, rmin = fc' / ( 4 * fy ) = 0.00280Rasio tulangan minimum, r min = 1.4 / fy = 0.00350


2

2Jumlah tulangan yang diperlukan, n = As / ( p / 4 * D

2 ) = 5.028



2


nb < 3 (OK)

Baris Jumlah Jarak Juml. Jarak

ke ni yi ni * yi1 4 59.00 236.00

2 2 102.00 204.00

3 0 0.00 0.00

n = 6 S [ ni * yi ] = 440



a = As * fy / ( 0.85 * fc' * b ) = 119.750 mm


= 162.936 kNm

Tahanan momen balok, f * Mn = 130.349 kNmSyarat : f * Mn Mu-

130.349 > 112.524 AMAN (OK)

3. TULANGAN GESER

Gaya geser ultimit rencana, Vu = 130.294 kN

Faktor reduksi kekuatan geser, f = 0.60

Tegangan leleh tulangan geser, fy = 240 MPa

Kuat geser beton, Vc = ( fc') / 6 * b * d * 10-3

= 72.449 kN

Tahanan geser beton, f * Vc = 43.469 kN

Perlu tulangan geserTahanan geser sengkang, f * Vs = Vu - f * Vc = 86.825 kN

Kuat geser sengkang, Vs = 144.708 kN

Digunakan sengkang berpenampang : 2 P 10

Luas tulangan geser sengkang, Av = ns * p / 4 * P2 = 157.08 mm

2

Jarak sengkang yang diperlukan : s = Av * fy * d / ( Vs * 103 ) = 84.41 mm

Jarak sengkang maksimum, smax = d / 2 = 163.33 mm

Jarak sengkang maksimum, smax = 250.00 mm

Jarak sengkang yang harus digunakan, s = 100.00 mm

Diambil jarak sengkang : s = 100 mmDigunakan sengkang, 2 P 10 100



BAHAN STRUKTUR




DIMENSI BALOK







Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -



rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0217


Rmax = 0.75 * rb * fy * [1 *0.75* rb * fy / ( 0.85 * fc ) ] = 5.2589





x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 43.00 mm




/ f = 46.072 kNm




r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.01036



2




2



ke ni yi ni * yi1 3 58.00 174.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 5 S [ ni * yi ] = 372



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 71.695 kNm


57.356 > 36.857 AMAN (OK)





2 ) = 3.6402


r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.01036



2


2 ) = 2.900



2


nb < 3 (OK)


ke ni yi ni * yi1 3 58.00 174.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 5 S [ ni * yi ] = 372



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 71.695 kNm


57.356 > 36.857 AMAN (OK)

3. TULANGAN GESER





= 41.926 kN






2








BAHAN STRUKTUR




DIMENSI BALOK







Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -



rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0217


Rmax = 0.75 * rb * fy * [1 *0.75* rb * fy / ( 0.85 * fc ) ] = 5.2589





x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 52.00 mm




/ f = 27.154 kNm




r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00734



2




2



ke ni yi ni * yi1 2 58.00 116.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 4 S [ ni * yi ] = 314

Letak titik berat tulangan, d' = S [ ni * yi ] / n = 78.50 mm78.50 > 75 perkirakan lagi d' (NG)


a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 56.037 kNm


44.830 > 21.723 AMAN (OK)





2 ) = 2.6819


r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00734



2


2 ) = 1.642



2


nb < 3 (OK)


ke ni yi ni * yi1 2 58.00 116.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 4 S [ ni * yi ] = 314



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 56.037 kNm


44.830 > 21.723 AMAN (OK)

3. TULANGAN GESER





= 33.541 kN






2








BAHAN STRUKTUR




DIMENSI BALOK







Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -



rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0217


Rmax = 0.75 * rb * fy * [1 *0.75* rb * fy / ( 0.85 * fc ) ] = 5.2589





x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 52.00 mm




/ f = 9.202 kNm




r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00394



2




2



ke ni yi ni * yi1 2 58.00 116.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 4 S [ ni * yi ] = 314



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 39.952 kNm


31.962 > 7.361 AMAN (OK)





2 ) = 1.5023


r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00394



2


2 ) = 0.686



2


nb < 3 (OK)


ke ni yi ni * yi1 2 58.00 116.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 4 S [ ni * yi ] = 314



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 39.952 kNm


31.962 > 7.361 AMAN (OK)

3. TULANGAN GESER





= 26.087 kN






2






PERHITUNGAN RING BALOK 30/40


BAHAN STRUKTUR




DIMENSI BALOK







Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -



rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0217


Rmax = 0.75 * rb * fy * [1 *0.75* rb * fy / ( 0.85 * fc ) ] = 5.2589





x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 40.00 mm




/ f = 65.244 kNm




r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00550



2




2



ke ni yi ni * yi1 4 58.00 232.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 6 S [ ni * yi ] = 430



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 135.608 kNm


108.486 > 52.195 AMAN (OK)





2 ) = 2.0590


r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00550



2


2 ) = 2.669



2


nb < 3 (OK)


ke ni yi ni * yi1 4 58.00 232.00

2 2 99.00 198.00

3 0 0.00 0.00

n = 6 S [ ni * yi ] = 430



a = As * fy / ( 0.85 * fc' * b ) = 94.617 mm


= 135.608 kNm


108.486 > 52.195 AMAN (OK)

3. TULANGAN GESER





= 72.672 kN






2






PERHITUNGAN RING BALOK 20/25


BAHAN STRUKTUR




DIMENSI BALOK







Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -



rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0217


Rmax = 0.75 * rb * fy * [1 *0.75* rb * fy / ( 0.85 * fc ) ] = 5.2589





x = ( b - ns * D - 2 * ds ) / ( ns - 1 ) = 64.00 mm




/ f = 7.545 kNm




r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00320



2




2



ke ni yi ni * yi1 2 56.00 112.00

2 2 93.00 186.00

3 0 0.00 0.00

n = 4 S [ ni * yi ] = 298



a = As * fy / ( 0.85 * fc' * b ) = 53.222 mm


= 26.942 kNm


21.554 > 6.036 AMAN (OK)





2 ) = 1.2319


r = 0.85 * fc / fy * [ 1 - * [1 2 * Rn / ( 0.85 * fc ) ] = 0.00320



2


2 ) = 1.083



2


nb < 3 (OK)


ke ni yi ni * yi1 2 56.00 112.00

2 2 93.00 186.00

3 0 0.00 0.00

n = 4 S [ ni * yi ] = 298



a = As * fy / ( 0.85 * fc' * b ) = 53.222 mm


= 26.942 kNm


21.554 > 6.036 AMAN (OK)

3. TULANGAN GESER





= 26.087 kN


Hanya perlu tul.geser minTahanan geser sengkang, f * Vs = Vu - f * Vc = - kN




2






PERHITUNGAN PLAT LANTAI (SLAB ) PLAT LENTUR DUA ARAH (TWO WAY SLAB )

A. DATA BAHAN STRUKTUR


Tegangan leleh baja untuk tulangan lentur, fy = 240 MPa

B. DATA PLAT LANTAI

Panjang bentang plat arah x, Lx = 3.00 m

Panjang bentang plat arah y, Ly = 3.50 m

Tebal plat lantai, h = 120 mm

Koefisien momen plat untuk : Ly / Lx = 1.17 KOEFISIEN MOMEN PLAT

Lapangan x Clx = 36

Lapangan y Cly = 17

Tumpuan x Ctx = 76

Tumpuan y Cty = 57

Diameter tulangan yang digunakan, = 10 mm

Tebal bersih selimut beton, ts = 20 mm

C. BEBAN PLAT LANTAI

1. BEBAN MATI (DEAD LOAD )

No Jenis Beban Mati Berat satuan Tebal (m) Q (kN/m2)

1 Berat sendiri plat lantai (kN/m3) 24.0 0.12 2.880

2 Berat finishing lantai (kN/m3) 22.0 0.05 1.100

3 Berat plafon dan rangka (kN/m2) 0.2 - 0.200

4 Berat instalasi ME (kN/m2) 0.5 - 0.500

Total beban mati, QD = 4.680

2. BEBAN HIDUP (LIVE LOAD )

Beban hidup pada lantai bangunan = 300 kg/m2

QL = 3.000 kN/m2

3. BEBAN RENCANA TERFAKTOR

Beban rencana terfaktor, Qu = 1.2 * QD + 1.6 * QL = 10.416 kN/m2

4. MOMEN PLAT AKIBAT BEBAN TERFAKTOR

Momen lapangan arah x, Mulx = Clx * 0.001 * Qu * Lx2 = 3.375 kNm/m

Momen lapangan arah y, Muly = Cly * 0.001 * Qu * Lx2 = 1.594 kNm/m

Momen tumpuan arah x, Mutx = Ctx * 0.001 * Qu * Lx2 = 7.125 kNm/m

Momen tumpuan arah y, Muty = Cty * 0.001 * Qu * Lx2 = 5.343 kNm/m

Momen rencana (maksimum) plat, Mu = 7.125 kNm/m

D. PENULANGAN PLAT

Untuk : fc' 30 MPa, b1 = 0.85

Untuk : fc' > 30 MPa, b1 = 0.85 - 0.05 * ( fc' - 30) / 7 = -

Faktor bentuk distribusi tegangan beton, b1 = 0.85Rasio tulangan pada kondisi balance ,

r = b * 0.85 * f '/ f * 600 / ( 600 + f ) = 0.0430rb = b1* 0.85 * fc'/ fy * 600 / ( 600 + fy ) = 0.0430


Rmax = 0.75 * rb * fy * [ 1 * 0.75 * rb * fy / ( 0.85 * fc') ] = 5.9786


Jarak tulangan terhadap sisi luar beton, ds = ts + / 2 = 25.0 mm

Tebal efektif plat lantai, d = h - ds = 95.0 mm

Ditinjau plat lantai selebar 1 m, b = 1000 mm

Momen nominal rencana, Mn = Mu / f = 8.906 kNm

Faktor tahanan momen, Rn = Mn * 10-6 / ( b * d2 ) = 0.98678


r = 0.85 * fc' / fy * [ 1 - [ 1 2 * Rn / ( 0.85 * fc' ) ] = 0.0042

Rasio tulangan minimum, rmin = 0.0025

Rasio tulangan yang digunakan, r = 0.0042

Luas tulangan yang diperlukan, As = r * b * d = 403 mm2

Jarak tulangan yang diperlukan, s = p / 4 * 2 * b / As = 195 mm

Jarak tulangan maksimum, smax = 2 * h = 240 mm

Jarak tulangan maksimum, smax = 200 mm

Jarak sengkang yang harus digunakan, s = 195 mm

Diambil jarak sengkang : s = 190 mmDigunakan tulangan, 10 - 100

Luas tulangan terpakai, A = p / 4 * 2 * b / s = 785 mm2

E. KONTROL LENDUTAN PLAT

Modulus elastis beton, Ec = 4700* fc' = 21019 MPa

Modulus elastis baja tulangan, Es = 2.00E+05 MPa

Beban merata (tak terfaktor) padaplat, Q = QD + QL = 7.680 N/mm

Panjang bentang plat, Lx = 3000 mm

Batas lendutan maksimum yang diijinkan, Lx / 240 = 12.500 mm

Momen inersia brutto penampang plat, Ig = 1/12 * b * h3 = 144000000 mm

3

Modulus keruntuhan lentur beton, fr = 0.7 * fc' = 3.130495168 MPa

Nilai perbandingan modulus elastis, n = Es / Ec = 9.52

Jarak garis netral terhadap sisi atas beton, c = n * As / b = 7.473 mmMomen inersia penampang retak yang ditransformasikan ke beton dihitung sbb. :

Icr = 1/3 * b * c3 + n * As * ( d - c )

2 = 57390911 mm4

yt = h / 2 = 60 mm

Momen retak : Mcr = fr * Ig / yt = 7513188 NmmMomen maksimum akibat beban (tanpa faktor beban) :

Ma = 1 / 8 * Q * Lx2 = 8640000 Nmm

Inersia efektif untuk perhitungan lendutan,Inersia efektif untuk perhitungan lendutan,

Ie = ( Mcr / Ma )3 * Ig + [ 1 - ( Mcr / Ma )

3 ] * Icr = 114341088 mm4

Lendutan elastis seketika akibat beban mati dan beban hidup :

de = 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 3.370 mm

Rasio tulangan slab lantai : r = As / ( b * d ) = 0.0083Faktor ketergantungan waktu untuk beban mati (jangka waktu > 5 tahun), nilai :

z = 2.0

l = z / ( 1 + 50 * r ) = 1.4151Lendutan jangka panjang akibat rangkak dan susut :

dg = l * 5 / 384 * Q * Lx4 / ( Ec * Ie ) = 4.769 mm

Lendutan total, dtot = de + dg = 8.140 mm

Syarat : dtot Lx / 240

8.140 < 12.500 AMAN (OK)

ANALISIS KEKUATAN KOLOM BETON BERTULANGDENGAN DIAGRAM INTERAKSI

KODE KOLOM K5

INPUT DATA KOLOM


Tegangan leleh baja, fy = 390 MPa

Lebar kolom, b = 400 mmTinggi kolom, h = 400 mm

Tebal brutto selimut beton, ds = 50 mm

Jumlah tulangan, n = 16 buah

Diameter tulangan, D = 16 mmPERHITUNGAN DIAGRAM INTERAKSI

Modulus elastis baja, Es = 2.E+05 MPa

1 = 0.85 untuk fc' 30 MPa

1 = 0.85 - 0.008 (fc' - 30) untuk fc' > 30 MPa

Faktor distribusi tegangan, 1 = 0.85

Luas tulangan total, As = n * p / 4 * D2 = 3217 mm

2

Jarak antara tulangan, x = ( h - 2*ds ) / 4 = 75.000 mm

Rasio tulangan, r = As / Ag = 2.01%

Faktor reduksi kekuatan,

f = 0.65 untuk Pn 0.1 * fc' * b * h Untuk : 0 Pn 0.1 * fc' * b * h

f = 0.80 untuk Pn = 0 f = 0.65 + 0.15 * ( Pno - Pn ) / PnoNo Luas masing-masing tulangan Jarak tulangan thd. sisi beton Pada kondisi tekan aksial sentris (Mno = 0) :

1 As1 = 5/16 * As = 1005 mm2

d1 = 4*x + ds = 350 mm Pno = 0.80*[ 0.85*fc' *b*h + As*(fy - 0.85*fc')]*10-3

2 As2 = 2/16 * As = 402 mm2

d2 = 3*x + ds = 275 mm Pno = 3136 kN

3 As3 = 2/16 * As = 402 mm2

d3 = 2*x + ds = 200 mm 0.1 * fc' * b * h *10-3

= 320 kN

4 As4 = 2/16 * As = 402 mm2

d4 = x + ds = 125 mm Pada kondisi balance :

5 As5 = 5/16 * As = 1005 mm2

d5 = ds = 50 mm c = cb = 600 / (600 + fy) * d1 = 212.12 mm

As = 3217 mm2

Pada kondisi garis netral terletak pada jarak c dari sisi beton tekan terluar :

Regangan pada masing-masing baja tulangan : si = 0.003 * ( c - di ) / cTegangan pada masing-masing baja tulangan :

Untuk | si | < fy / Es maka : fsi = esi* Es

Untuk | si | fy / Es maka : fsi =| si | / esi* fyJumlah interval jarak grs netral = 125 Dc = 3.2000

URAIAN PERHITUNGAN PERSAMAAN UNIT

Gaya-gaya internal pada masing-masing baja tulangan : Fsi = Asi * fsi * 10-3

kN

Resultan gaya internal baja tulangan : Cs = [ S Fsi ]*10-3

kN

Momen akibat gaya internal masing-masing baja tulangan : Msi = Fsi*(h/2 - di) kNmm

Ms = S Msi kNmm

Tinggi blok tegangan tekan beton, a = 1 * c mm

Gaya internal pada beton tekan : Cc = 0.85 * fc' * b * a * 10-3

kN

Momen akibat gaya internal tekan beton : Mc = Cc * (h - a) / 2 kNmm

Gaya aksial nominal : Pn = Cs + Cc kN

Momen nominal : Mn = (Mc + Ms)*10-3

kNm

Gaya aksial rencana : Pu = f * Pn kNMomen rencana : Mu = f * Mn kNm

c s1 s2 s3 s4 s5 fs1 fs2 fs3 fs4 fs5 Fs1 Fs2 Fs3 Fs4 Fs5

mm MPa MPa MPa MPa MPa kN kN kN kN kN

KONDISI TEKAN AKSIAL SENTRIS

420.00 0.00050 0.00104 0.00157 0.00211 0.00264 100.000 207.143 314.286 390.000 390.000 100.531 83.297 126.382 156.828 392.071

416.80 0.00048 0.00102 0.00156 0.00210 0.00264 96.161 204.127 312.092 390.000 390.000 96.672 82.084 125.500 156.828 392.071

413.60 0.00046 0.00101 0.00155 0.00209 0.00264 92.263 201.064 309.865 390.000 390.000 92.753 80.853 124.604 156.828 392.071

410.40 0.00044 0.00099 0.00154 0.00209 0.00263 88.304 197.953 307.602 390.000 390.000 88.773 79.602 123.694 156.828 392.071

407.20 0.00042 0.00097 0.00153 0.00208 0.00263 84.283 194.794 305.305 390.000 390.000 84.730 78.331 122.770 156.828 392.071

404.00 0.00040 0.00096 0.00151 0.00207 0.00263 80.198 191.584 302.970 390.000 390.000 80.624 77.041 121.832 156.828 392.071

400.80 0.00038 0.00094 0.00150 0.00206 0.00263 76.048 188.323 300.599 390.000 390.000 76.452 75.729 120.878 156.828 392.071

397.60 0.00036 0.00093 0.00149 0.00206 0.00262 71.831 185.010 298.189 390.000 390.000 72.212 74.397 119.909 156.828 392.071

394.40 0.00034 0.00091 0.00148 0.00205 0.00262 67.546 181.643 295.740 390.000 390.000 67.904 73.043 118.924 156.828 392.071

391.20 0.00032 0.00089 0.00147 0.00204 0.00262 63.190 178.221 293.252 390.000 390.000 63.526 71.667 117.923 156.828 392.071

388.00 0.00029 0.00087 0.00145 0.00203 0.00261 58.763 174.742 290.722 390.000 390.000 59.075 70.268 116.906 156.828 392.071

384.80 0.00027 0.00086 0.00144 0.00203 0.00261 54.262 171.206 288.150 390.000 390.000 54.550 68.846 115.872 156.828 392.071

381.60 0.00025 0.00084 0.00143 0.00202 0.00261 49.686 167.610 285.535 390.000 390.000 49.949 67.400 114.820 156.828 392.071

378.40 0.00023 0.00082 0.00141 0.00201 0.00260 45.032 163.953 282.875 390.000 390.000 45.271 65.930 113.751 156.828 392.071

375.20 0.00020 0.00080 0.00140 0.00200 0.00260 40.299 160.235 280.171 390.000 390.000 40.512 64.434 112.663 156.828 392.071

372.00 0.00018 0.00078 0.00139 0.00199 0.00260 35.484 156.452 277.419 390.000 390.000 35.672 62.913 111.557 156.828 392.071

368.80 0.00015 0.00076 0.00137 0.00198 0.00259 30.586 152.603 274.620 390.000 390.000 30.748 61.365 110.431 156.828 392.071

365.60 0.00013 0.00074 0.00136 0.00197 0.00259 25.602 148.687 271.772 390.000 390.000 25.738 59.791 109.286 156.828 392.071

362.40 0.00010 0.00072 0.00134 0.00197 0.00259 20.530 144.702 268.874 390.000 390.000 20.639 58.188 108.121 156.828 392.071

359.20 0.00008 0.00070 0.00133 0.00196 0.00258 15.367 140.646 265.924 390.000 390.000 15.449 56.557 106.934 156.828 392.071

356.00 0.00005 0.00068 0.00131 0.00195 0.00258 10.112 136.517 262.921 389.326 390.000 10.166 54.897 105.727 156.557 392.071

352.80 0.00002 0.00066 0.00130 0.00194 0.00257 4.762 132.313 259.864 387.415 390.000 4.787 53.206 104.497 155.789 392.071

349.60 0.00000 0.00064 0.00128 0.00193 0.00257 -0.686 128.032 256.751 385.469 390.000 -0.690 51.485 103.246 155.006 392.071

346.40 -0.00003 0.00062 0.00127 0.00192 0.00257 -6.236 123.672 253.580 383.487 390.000 -6.269 49.731 101.970 154.209 392.071

343.20 -0.00006 0.00060 0.00125 0.00191 0.00256 -11.888 119.231 250.350 381.469 390.000 -11.951 47.946 100.672 153.398 392.071

340.00 -0.00009 0.00057 0.00124 0.00190 0.00256 -17.647 114.706 247.059 379.412 390.000 -17.741 46.126 99.348 152.571 392.071

336.80 -0.00012 0.00055 0.00122 0.00189 0.00255 -23.515 110.095 243.705 377.316 390.000 -23.640 44.272 98.000 151.728 392.071

333.60 -0.00015 0.00053 0.00120 0.00188 0.00255 -29.496 105.396 240.288 375.180 390.000 -29.653 42.382 96.625 150.869 392.071

330.40 -0.00018 0.00050 0.00118 0.00187 0.00255 -35.593 100.605 236.804 373.002 390.000 -35.782 40.456 95.224 149.993 392.071

327.20 -0.00021 0.00048 0.00117 0.00185 0.00254 -41.809 95.721 233.252 370.782 390.000 -42.031 38.492 93.796 149.100 392.071

324.00 -0.00024 0.00045 0.00115 0.00184 0.00254 -48.148 90.741 229.630 368.519 390.000 -48.404 36.489 92.340 148.190 392.071

320.80 -0.00027 0.00043 0.00113 0.00183 0.00253 -54.613 85.661 225.935 366.209 390.000 -54.903 34.446 90.854 147.262 392.071

317.60 -0.00031 0.00040 0.00111 0.00182 0.00253 -61.209 80.479 222.166 363.854 390.000 -61.534 32.362 89.338 146.314 392.071

314.40 -0.00034 0.00038 0.00109 0.00181 0.00252 -67.939 75.191 218.321 361.450 390.000 -68.300 30.236 87.792 145.348 392.071

311.20 -0.00037 0.00035 0.00107 0.00179 0.00252 -74.807 69.794 214.396 358.997 390.000 -75.204 28.066 86.214 144.361 392.071

308.00 -0.00041 0.00032 0.00105 0.00178 0.00251 -81.818 64.286 210.390 356.494 390.000 -82.253 25.851 84.603 143.355 392.071

304.80 -0.00044 0.00029 0.00103 0.00177 0.00251 -88.976 58.661 206.299 353.937 390.000 -89.449 23.589 82.958 142.327 392.071

301.60 -0.00048 0.00026 0.00101 0.00176 0.00250 -96.286 52.918 202.122 351.326 390.000 -96.798 21.279 81.278 141.277 392.071

298.40 -0.00052 0.00024 0.00099 0.00174 0.00250 -103.753 47.051 197.855 348.660 390.000 -104.304 18.920 79.562 140.204 392.071

295.20 -0.00056 0.00021 0.00097 0.00173 0.00249 -111.382 41.057 193.496 345.935 390.000 -111.974 16.510 77.809 139.109 392.071

292.00 -0.00060 0.00017 0.00095 0.00172 0.00249 -119.178 34.932 189.041 343.151 390.000 -119.811 14.047 76.018 137.989 392.071

288.80 -0.00064 0.00014 0.00092 0.00170 0.00248 -127.147 28.670 184.488 340.305 390.000 -127.822 11.529 74.187 136.845 392.071

285.60 -0.00068 0.00011 0.00090 0.00169 0.00247 -135.294 22.269 179.832 337.395 390.000 -136.012 8.955 72.315 135.675 392.071

282.40 -0.00072 0.00008 0.00088 0.00167 0.00247 -143.626 15.722 175.071 334.419 390.000 -144.389 6.322 70.400 134.478 392.071

279.20 -0.00076 0.00005 0.00085 0.00166 0.00246 -152.149 9.026 170.201 331.375 390.000 -152.957 3.629 68.442 133.254 392.071

276.00 -0.00080 0.00001 0.00083 0.00164 0.00246 -160.870 2.174 165.217 328.261 390.000 -161.724 0.874 66.438 132.002 392.071

272.80 -0.00085 -0.00002 0.00080 0.00163 0.00245 -169.795 -4.839 160.117 325.073 390.000 -170.696 -1.946 64.387 130.720 392.071

269.60 -0.00089 -0.00006 0.00077 0.00161 0.00244 -178.932 -12.018 154.896 321.810 390.000 -179.882 -4.833 62.287 129.408 392.071

266.40 -0.00094 -0.00010 0.00075 0.00159 0.00244 -188.288 -19.369 149.550 318.468 390.000 -189.288 -7.789 60.137 128.064 392.071

263.20 -0.00099 -0.00013 0.00072 0.00158 0.00243 -197.872 -26.900 144.073 315.046 390.000 -198.923 -10.817 57.935 126.687 392.071

260.00 -0.00104 -0.00017 0.00069 0.00156 0.00242 -207.692 -34.615 138.462 311.538 390.000 -208.795 -13.920 55.679 125.277 392.071

256.80 -0.00109 -0.00021 0.00066 0.00154 0.00242 -217.757 -42.523 132.710 307.944 390.000 -218.913 -17.100 53.366 123.832 392.071

253.60 -0.00114 -0.00025 0.00063 0.00152 0.00241 -228.076 -50.631 126.814 304.259 390.000 -229.287 -20.360 50.995 122.350 392.071

250.40 -0.00119 -0.00029 0.00060 0.00150 0.00240 -238.658 -58.946 120.767 300.479 390.000 -239.925 -23.703 48.563 120.830 392.071

247.20 -0.00125 -0.00034 0.00057 0.00148 0.00239 -249.515 -67.476 114.563 296.602 390.000 -250.839 -27.134 46.069 119.271 392.071

244.00 -0.00130 -0.00038 0.00054 0.00146 0.00239 -260.656 -76.230 108.197 292.623 390.000 -262.040 -30.654 43.508 117.671 392.071

240.80 -0.00136 -0.00043 0.00051 0.00144 0.00238 -272.093 -85.216 101.661 288.538 390.000 -273.538 -34.267 40.880 116.028 392.071

237.60 -0.00142 -0.00047 0.00047 0.00142 0.00237 -283.838 -94.444 94.949 284.343 390.000 -285.345 -37.978 38.181 114.341 392.071

234.40 -0.00148 -0.00052 0.00044 0.00140 0.00236 -295.904 -103.925 88.055 280.034 390.000 -297.476 -41.791 35.409 112.608 392.071

231.20 -0.00154 -0.00057 0.00040 0.00138 0.00235 -308.304 -113.668 80.969 275.606 390.000 -309.941 -45.709 32.560 110.828 392.071

228.00 -0.00161 -0.00062 0.00037 0.00136 0.00234 -321.053 -123.684 73.684 271.053 390.000 -322.757 -49.736 29.630 108.997 392.071

224.80 -0.00167 -0.00067 0.00033 0.00133 0.00233 -334.164 -133.986 66.192 266.370 390.000 -335.938 -53.879 26.617 107.114 392.071

221.60 -0.00174 -0.00072 0.00029 0.00131 0.00232 -347.653 -144.585 58.484 261.552 390.000 -349.499 -58.141 23.518 105.176 392.071

218.40 -0.00181 -0.00078 0.00025 0.00128 0.00231 -361.538 -155.495 50.549 256.593 390.000 -363.458 -62.528 20.327 103.182 392.071

215.20 -0.00188 -0.00083 0.00021 0.00126 0.00230 -375.836 -166.729 42.379 251.487 390.000 -377.832 -67.046 17.042 101.129 392.071

212.00 -0.00195 -0.00089 0.00017 0.00123 0.00229 -390.000 -178.302 33.962 246.226 390.000 -392.071 -71.699 13.657 99.014 392.071

208.80 -0.00203 -0.00095 0.00013 0.00120 0.00228 -390.000 -190.230 25.287 240.805 390.000 -392.071 -76.496 10.169 96.833 392.071

205.60 -0.00211 -0.00101 0.00008 0.00118 0.00227 -390.000 -202.529 16.342 235.214 390.000 -392.071 -81.442 6.572 94.585 392.071

202.40 -0.00219 -0.00108 0.00004 0.00115 0.00226 -390.000 -215.217 7.115 229.447 390.000 -392.071 -86.544 2.861 92.266 392.071

199.20 -0.00227 -0.00114 -0.00001 0.00112 0.00225 -390.000 -228.313 -2.410 223.494 390.000 -392.071 -91.810 -0.969 89.872 392.071

196.00 -0.00236 -0.00121 -0.00006 0.00109 0.00223 -390.000 -241.837 -12.245 217.347 390.000 -392.071 -97.248 -4.924 87.400 392.071

192.80 -0.00245 -0.00128 -0.00011 0.00105 0.00222 -390.000 -255.809 -22.407 210.996 390.000 -392.071 -102.867 -9.010 84.846 392.071

189.60 -0.00254 -0.00135 -0.00016 0.00102 0.00221 -390.000 -270.253 -32.911 204.430 390.000 -392.071 -108.675 -13.234 82.206 392.071

186.40 -0.00263 -0.00143 -0.00022 0.00099 0.00220 -390.000 -285.193 -43.777 197.639 390.000 -392.071 -114.683 -17.604 79.476 392.071

183.20 -0.00273 -0.00150 -0.00028 0.00095 0.00218 -390.000 -300.655 -55.022 190.611 390.000 -392.071 -120.901 -22.126 76.649 392.071

180.00 -0.00283 -0.00158 -0.00033 0.00092 0.00217 -390.000 -316.667 -66.667 183.333 390.000 -392.071 -127.339 -26.808 73.723 392.071

176.80 -0.00294 -0.00167 -0.00039 0.00088 0.00215 -390.000 -333.258 -78.733 175.792 390.000 -392.071 -134.011 -31.660 70.690 392.071

173.60 -0.00305 -0.00175 -0.00046 0.00084 0.00214 -390.000 -350.461 -91.244 167.972 390.000 -392.071 -140.929 -36.691 67.546 392.071

170.40 -0.00316 -0.00184 -0.00052 0.00080 0.00212 -390.000 -368.310 -104.225 159.859 390.000 -392.071 -148.106 -41.912 64.283 392.071

167.20 -0.00328 -0.00193 -0.00059 0.00076 0.00210 -390.000 -386.842 -117.703 151.435 390.000 -392.071 -155.558 -47.331 60.896 392.071

164.00 -0.00340 -0.00203 -0.00066 0.00071 0.00209 -390.000 -390.000 -131.707 142.683 390.000 -392.071 -156.828 -52.963 57.376 392.071

160.80 -0.00353 -0.00213 -0.00073 0.00067 0.00207 -390.000 -390.000 -146.269 133.582 390.000 -392.071 -156.828 -58.818 53.717 392.071

157.60 -0.00366 -0.00223 -0.00081 0.00062 0.00205 -390.000 -390.000 -161.421 124.112 390.000 -392.071 -156.828 -64.911 49.908 392.071

154.40 -0.00380 -0.00234 -0.00089 0.00057 0.00203 -390.000 -390.000 -177.202 114.249 390.000 -392.071 -156.828 -71.257 45.942 392.071

151.20 -0.00394 -0.00246 -0.00097 0.00052 0.00201 -390.000 -390.000 -193.651 103.968 390.000 -392.071 -156.828 -77.872 41.808 392.071

148.00 -0.00409 -0.00257 -0.00105 0.00047 0.00199 -390.000 -390.000 -210.811 93.243 390.000 -392.071 -156.828 -84.772 37.495 392.071

144.80 -0.00425 -0.00270 -0.00114 0.00041 0.00196 -390.000 -390.000 -228.729 82.044 390.000 -392.071 -156.828 -91.978 32.992 392.071

141.60 -0.00442 -0.00283 -0.00124 0.00035 0.00194 -390.000 -390.000 -247.458 70.339 388.136 -392.071 -156.828 -99.509 28.285 390.196

138.40 -0.00459 -0.00296 -0.00134 0.00029 0.00192 -390.000 -390.000 -267.052 58.092 383.237 -392.071 -156.828 -107.388 23.360 385.272

135.20 -0.00477 -0.00310 -0.00144 0.00023 0.00189 -390.000 -390.000 -287.574 45.266 378.107 -392.071 -156.828 -115.640 18.203 380.114

132.00 -0.00495 -0.00325 -0.00155 0.00016 0.00186 -390.000 -390.000 -309.091 31.818 372.727 -392.071 -156.828 -124.293 12.795 374.706

128.80 -0.00515 -0.00341 -0.00166 0.00009 0.00184 -390.000 -390.000 -331.677 17.702 367.081 -392.071 -156.828 -133.375 7.118 369.030

125.60 -0.00536 -0.00357 -0.00178 0.00001 0.00181 -390.000 -390.000 -355.414 2.866 361.146 -392.071 -156.828 -142.920 1.153 363.064

122.40 -0.00558 -0.00374 -0.00190 -0.00006 0.00177 -390.000 -390.000 -380.392 -12.745 354.902 -392.071 -156.828 -152.965 -5.125 356.786

119.20 -0.00581 -0.00392 -0.00203 -0.00015 0.00174 -390.000 -390.000 -390.000 -29.195 348.322 -392.071 -156.828 -156.828 -11.740 350.172

116.00 -0.00605 -0.00411 -0.00217 -0.00023 0.00171 -390.000 -390.000 -390.000 -46.552 341.379 -392.071 -156.828 -156.828 -18.720 343.192

112.80 -0.00631 -0.00431 -0.00232 -0.00032 0.00167 -390.000 -390.000 -390.000 -64.894 334.043 -392.071 -156.828 -156.828 -26.095 335.816

109.60 -0.00658 -0.00453 -0.00247 -0.00042 0.00163 -390.000 -390.000 -390.000 -84.307 326.277 -392.071 -156.828 -156.828 -33.902 328.010

106.40 -0.00687 -0.00475 -0.00264 -0.00052 0.00159 -390.000 -390.000 -390.000 -104.887 318.045 -392.071 -156.828 -156.828 -42.178 319.734

103.20 -0.00717 -0.00499 -0.00281 -0.00063 0.00155 -390.000 -390.000 -390.000 -126.744 309.302 -392.071 -156.828 -156.828 -50.967 310.945

100.00 -0.00750 -0.00525 -0.00300 -0.00075 0.00150 -390.000 -390.000 -390.000 -150.000 300.000 -392.071 -156.828 -156.828 -60.319 301.593

96.80 -0.00785 -0.00552 -0.00320 -0.00087 0.00145 -390.000 -390.000 -390.000 -174.793 290.083 -392.071 -156.828 -156.828 -70.289 291.623

93.60 -0.00822 -0.00581 -0.00341 -0.00101 0.00140 -390.000 -390.000 -390.000 -201.282 279.487 -392.071 -156.828 -156.828 -80.940 280.971

91.00 -0.00854 -0.00607 -0.00359 -0.00112 0.00135 -390.000 -390.000 -390.000 -224.176 270.330 -392.071 -156.828 -156.828 -90.146 271.765

KONDISI TEKAN AKSIAL KECIL : Pn = 0.1 * fc' * b * h

KONDISI BALANCE

212.12 -0.00195 -0.00089 0.00017 0.00123 0.00229 -390.000 -177.857 34.286 246.429 390.000 -392.071 -71.521 13.787 99.095 392.071

b = 400 mm

h = 400 mm

16 D 16

fc' = 20 MPa

fy = 390 MPa

Pu Mu(kN) (kNm)

625.000 83.670

562.606 58.301

466.181 13.286

206.697 59.716

263.048 74.788

271.746 77.483

319.249 41.136

190.370 118.304

121.417 116.696

0

100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

1600

1700

1800

1900

2000

2100

2200

2300

2400

2500

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200

f.P

n (

kN

)

f.Mn (kNm)

h

b

ANALISIS KOLOM DENGAN DIAGRAM INTERAKSI 148.502 106.551

b = 400 mm

h = 400 mm

16 D 16

fc' = 20 MPa

fy = 390 MPa

Pu Mu

(kN) (kNm)

625.000 83.670

562.606 58.301

466.181 13.286

206.697 59.716

263.048 74.788

271.746 77.483

319.249 41.136

190.370 118.304

0

100

200

300

400

500

600

700

800

900

1000

1100

1200

1300

1400

1500

1600

1700

1800

1900

2000

2100

2200

2300

2400

2500

0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200

f.P

n (

kN

)

f.Mn (kNm)

h

b

121.417 116.696

ANALISIS KOLOM DENGAN DIAGRAM INTERAKSI 148.502 106.551Cs Ms1 Ms2 Ms3 Ms4 Ms5 Ms a Cc Mc Pn Mn .Pn .MnkN kNmm kNmm kNmm kNmm kNmm kNmm mm kN kNmm kN kNm kN kNm

3135.95 0.00 0.65 2038.37 0.00

859.109 -15079.64 -6247.28 0.00 11762.12 58810.61 49245.81 357.00 2427.60 52193.40 3135.95 101.44 0.65 2038.37 65.94

853.155 -14500.77 -6156.32 0.00 11762.12 58810.61 49915.65 354.28 2409.10 55072.12 3135.95 104.99 0.65 2038.37 68.24

847.109 -13912.94 -6063.94 0.00 11762.12 58810.61 50595.85 351.56 2390.61 57900.53 3135.95 108.50 0.65 2038.37 70.52

840.968 -13315.94 -5970.13 0.00 11762.12 58810.61 51286.67 348.84 2372.11 60678.62 3135.95 111.97 0.65 2038.37 72.78

834.731 -12709.56 -5874.84 0.00 11762.12 58810.61 51988.33 346.12 2353.62 63406.42 3135.95 115.39 0.65 2038.37 75.01

828.395 -12093.58 -5778.04 0.00 11762.12 58810.61 52701.12 343.40 2335.12 66083.90 3135.95 118.79 0.65 2038.37 77.21

821.958 -11467.75 -5679.70 0.00 11762.12 58810.61 53425.29 340.68 2316.62 68711.07 3135.95 122.14 0.65 2038.37 79.39

815.417 -10831.86 -5579.77 0.00 11762.12 58810.61 54161.11 337.96 2298.13 71287.93 3113.55 125.45 0.65 2023.80 81.54

808.771 -10185.64 -5478.22 0.00 11762.12 58810.61 54908.87 335.24 2279.63 73814.48 3088.40 128.72 0.65 2007.46 83.67

802.015 -9528.86 -5375.01 0.00 11762.12 58810.61 55668.87 332.52 2261.14 76290.73 3063.15 131.96 0.65 1991.05 85.77

795.148 -8861.23 -5270.10 0.00 11762.12 58810.61 56441.40 329.80 2242.64 78716.66 3037.79 135.16 0.65 1974.56 87.85

788.167 -8182.51 -5163.45 0.00 11762.12 58810.61 57226.78 327.08 2224.14 81092.29 3012.31 138.32 0.65 1958.00 89.91

781.069 -7492.40 -5055.00 0.00 11762.12 58810.61 58025.33 324.36 2205.65 83417.61 2986.72 141.44 0.65 1941.37 91.94

773.850 -6790.62 -4944.72 0.00 11762.12 58810.61 58837.39 321.64 2187.15 85692.62 2961.00 144.53 0.65 1924.65 93.94

766.509 -6076.87 -4832.56 0.00 11762.12 58810.61 59663.31 318.92 2168.66 87917.31 2935.16 147.58 0.65 1907.86 95.93

759.041 -5350.84 -4718.47 0.00 11762.12 58810.61 60503.43 316.20 2150.16 90091.70 2909.20 150.60 0.65 1890.98 97.89

751.444 -4612.21 -4602.40 0.00 11762.12 58810.61 61358.13 313.48 2131.66 92215.78 2883.11 153.57 0.65 1874.02 99.82

743.714 -3860.65 -4484.30 0.00 11762.12 58810.61 62227.79 310.76 2113.17 94289.56 2856.88 156.52 0.65 1856.97 101.74

735.847 -3095.82 -4364.11 0.00 11762.12 58810.61 63112.81 308.04 2094.67 96313.02 2830.52 159.43 0.65 1839.84 103.63

727.840 -2317.36 -4241.78 0.00 11762.12 58810.61 64013.60 305.32 2076.18 98286.17 2804.02 162.30 0.65 1822.61 105.49

719.418 -1524.91 -4117.25 0.00 11741.79 58810.61 64910.25 302.60 2057.68 100209.02 2777.10 165.12 0.65 1805.11 107.33

710.350 -718.08 -3990.46 0.00 11684.16 58810.61 65786.23 299.88 2039.18 102081.55 2749.53 167.87 0.65 1787.20 109.11

701.117 103.52 -3861.36 0.00 11625.47 58810.61 66678.26 297.16 2020.69 103903.78 2721.81 170.58 0.65 1769.17 110.88

691.713 940.30 -3729.86 0.00 11565.70 58810.61 67586.76 294.44 2002.19 105675.69 2693.91 173.26 0.65 1751.04 112.62

682.134 1792.69 -3595.92 0.00 11504.82 58810.61 68512.20 291.72 1983.70 107397.30 2665.83 175.91 0.65 1732.79 114.34

672.375 2661.11 -3459.45 0.00 11442.79 58810.61 69455.07 289.00 1965.20 109068.60 2637.57 178.52 0.65 1714.42 116.04

662.430 3546.04 -3320.39 0.00 11379.58 58810.61 70415.85 286.28 1946.70 110689.59 2609.13 181.11 0.65 1695.94 117.72

652.294 4447.95 -3178.66 0.00 11315.16 58810.61 71395.07 283.56 1928.21 112260.27 2580.50 183.66 0.65 1677.33 119.38

641.962 5367.33 -3034.19 0.00 11249.49 58810.61 72393.25 280.84 1909.71 113780.64 2551.67 186.17 0.65 1658.59 121.01

631.428 6304.69 -2886.89 0.00 11182.53 58810.61 73410.96 278.12 1891.22 115250.70 2522.64 188.66 0.65 1639.72 122.63

620.686 7260.57 -2736.68 0.00 11114.26 58810.61 74448.76 275.40 1872.72 116670.46 2493.41 191.12 0.65 1620.71 124.23

609.729 8235.52 -2583.47 0.00 11044.62 58810.61 75507.28 272.68 1854.22 118039.90 2463.95 193.55 0.65 1601.57 125.81

598.552 9230.11 -2427.18 0.00 10973.58 58810.61 76587.12 269.96 1835.73 119359.03 2434.28 195.95 0.65 1582.28 127.37

587.147 10244.95 -2267.70 0.00 10901.09 58810.61 77688.95 267.24 1817.23 120627.86 2404.38 198.32 0.65 1562.85 128.91

575.507 11280.66 -2104.95 0.00 10827.11 58810.61 78813.43 264.52 1798.74 121846.38 2374.24 200.66 0.65 1543.26 130.43

563.626 12337.89 -1938.81 0.00 10751.59 58810.61 79961.29 261.80 1780.24 123014.58 2343.87 202.98 0.65 1523.51 131.93

551.495 13417.32 -1769.19 0.00 10674.49 58810.61 81133.24 259.08 1761.74 124132.48 2313.24 205.27 0.65 1503.61 133.42

539.107 14519.66 -1595.96 0.00 10595.75 58810.61 82330.06 256.36 1743.25 125200.07 2282.36 207.53 0.65 1483.53 134.89

526.453 15645.64 -1419.02 0.00 10515.32 58810.61 83552.55 253.64 1724.75 126217.35 2251.21 209.77 0.65 1463.28 136.35

513.525 16796.03 -1238.25 0.00 10433.15 58810.61 84801.55 250.92 1706.26 127184.32 2219.78 211.99 0.65 1442.86 137.79

500.314 17971.63 -1053.51 0.00 10349.18 58810.61 86077.92 248.20 1687.76 128100.98 2188.07 214.18 0.65 1422.25 139.22

486.809 19173.29 -864.68 0.00 10263.35 58810.61 87382.57 245.48 1669.26 128967.34 2156.07 216.35 0.65 1401.45 140.63

473.002 20401.87 -671.61 0.00 10175.59 58810.61 88716.46 242.76 1650.77 129783.38 2123.77 218.50 0.65 1380.45 142.02

458.883 21658.30 -474.18 0.00 10085.85 58810.61 90080.59 240.04 1632.27 130549.11 2091.15 220.63 0.65 1359.25 143.41

444.439 22943.53 -272.21 0.00 9994.05 58810.61 91475.98 237.32 1613.78 131264.54 2058.22 222.74 0.65 1337.84 144.78

429.661 24258.56 -65.56 0.00 9900.11 58810.61 92903.72 234.60 1595.28 131929.66 2024.94 224.83 0.65 1316.21 146.14

414.535 25604.44 145.93 0.00 9803.98 58810.61 94364.97 231.88 1576.78 132544.46 1991.32 226.91 0.65 1294.36 147.49

399.051 26982.27 362.45 0.00 9705.56 58810.61 95860.90 229.16 1558.29 133108.96 1957.34 228.97 0.65 1272.27 148.83

383.195 28393.20 584.17 0.00 9604.78 58810.61 97392.77 226.44 1539.79 133623.15 1922.99 231.02 0.65 1249.94 150.16

366.953 29838.45 811.28 0.00 9501.55 58810.61 98961.89 223.72 1521.30 134087.03 1888.25 233.05 0.65 1227.36 151.48

350.312 31319.26 1043.98 0.00 9395.78 58810.61 100569.63 221.00 1502.80 134500.60 1853.11 235.07 0.65 1204.52 152.80

333.255 32836.98 1282.47 0.00 9287.37 58810.61 102217.44 218.28 1484.30 134863.86 1817.56 237.08 0.65 1181.41 154.10

315.769 34393.01 1526.99 0.00 9176.23 58810.61 103906.84 215.56 1465.81 135176.81 1781.58 239.08 0.65 1158.02 155.40

297.835 35988.80 1777.76 0.00 9062.24 58810.61 105639.42 212.84 1447.31 135439.46 1745.15 241.08 0.65 1134.35 156.70

279.437 37625.91 2035.02 0.00 8945.30 58810.61 107416.85 210.12 1428.82 135651.79 1708.25 243.07 0.65 1110.36 157.99

260.556 39305.96 2299.03 0.00 8825.30 58810.61 109240.90 207.40 1410.32 135813.82 1670.88 245.05 0.65 1086.07 159.29

241.174 41030.66 2570.05 0.00 8702.11 58810.61 111113.44 204.68 1391.82 135925.53 1633.00 247.04 0.65 1061.45 160.58

221.270 42801.82 2848.38 0.00 8575.60 58810.61 113036.41 201.96 1373.33 135986.94 1594.60 249.02 0.65 1036.49 161.87

200.822 44621.34 3134.30 0.00 8445.63 58810.61 115011.88 199.24 1354.83 135998.04 1555.65 251.01 0.65 1011.17 163.16

179.808 46491.22 3428.14 0.00 8312.07 58810.61 117042.05 196.52 1336.34 135958.82 1516.14 253.00 0.65 985.49 164.45

158.204 48413.60 3730.23 0.00 8174.75 58810.61 119129.19 193.80 1317.84 135869.30 1476.04 255.00 0.65 959.43 165.75

135.985 50390.70 4040.92 0.00 8033.53 58810.61 121275.76 191.08 1299.34 135729.47 1435.33 257.01 0.65 932.96 167.05

113.125 52424.90 4360.58 0.00 7888.23 58810.61 123484.33 188.36 1280.85 135539.34 1393.97 259.02 0.65 906.08 168.37

89.594 54518.72 4689.60 0.00 7738.67 58810.61 125757.61 185.64 1262.35 135298.89 1351.95 261.06 0.65 878.76 169.69

65.364 56674.80 5028.42 0.00 7584.67 58810.61 128098.50 182.92 1243.86 135008.13 1309.22 263.11 0.65 850.99 171.02

40.971 58810.61 5377.46 0.00 7426.01 58810.61 130424.70 180.20 1225.36 134667.06 1266.33 265.09 0.65 823.12 172.31

30.506 58810.61 5737.20 0.00 7262.50 58810.61 130620.92 177.48 1206.86 134275.69 1237.37 264.90 0.65 804.29 172.18

19.715 58810.61 6108.14 0.00 7093.89 58810.61 130823.25 174.76 1188.37 133834.00 1208.08 264.66 0.65 785.25 172.03

8.583 58810.61 6490.80 0.00 6919.95 58810.61 131031.98 172.04 1169.87 133342.01 1178.45 264.37 0.65 766.00 171.84

-2.907 58810.61 6885.77 0.00 6740.42 58810.61 131247.41 169.32 1151.38 132799.71 1148.47 264.05 0.65 746.50 171.63

-14.772 58810.61 7293.62 0.00 6555.03 58810.61 131469.88 166.60 1132.88 132207.10 1118.11 263.68 0.65 726.77 171.39

-27.031 58810.61 7715.02 0.00 6363.48 58810.61 131699.74 163.88 1114.38 131564.18 1087.35 263.26 0.65 706.78 171.12

-39.703 58810.61 8150.64 0.00 6165.48 58810.61 131937.35 161.16 1095.89 130870.94 1056.18 262.81 0.65 686.52 170.83

-52.811 58810.61 8601.22 0.00 5960.67 58810.61 132183.12 158.44 1077.39 130127.41 1024.58 262.31 0.65 665.98 170.50

-66.377 58810.61 9067.54 0.00 5748.70 58810.61 132437.47 155.72 1058.90 129333.56 992.52 261.77 0.65 645.14 170.15

-80.425 58810.61 9550.44 0.00 5529.20 58810.61 132700.87 153.00 1040.40 128489.40 959.98 261.19 0.65 623.98 169.77

-94.981 58810.61 10050.82 0.00 5301.76 58810.61 132973.81 150.28 1021.90 127594.93 926.92 260.57 0.65 602.50 169.37

-110.074 58810.61 10569.65 0.00 5065.93 58810.61 133256.81 147.56 1003.41 126650.16 893.33 259.91 0.65 580.67 168.94

-125.735 58810.61 11107.96 0.00 4821.24 58810.61 133550.43 144.84 984.91 125655.07 859.18 259.21 0.65 558.47 168.48

-141.994 58810.61 11666.88 0.00 4567.18 58810.61 133855.30 142.12 966.42 124609.68 824.42 258.46 0.65 535.87 168.00

-152.415 58810.61 11762.12 0.00 4303.22 58810.61 133686.57 139.40 947.92 123513.98 795.51 257.20 0.65 517.08 167.18

-161.930 58810.61 11762.12 0.00 4028.74 58810.61 133412.09 136.68 929.42 122367.96 767.49 255.78 0.65 498.87 166.26

-171.831 58810.61 11762.12 0.00 3743.12 58810.61 133126.47 133.96 910.93 121171.64 739.10 254.30 0.65 480.41 165.29

-182.143 58810.61 11762.12 0.00 3445.66 58810.61 132829.01 131.24 892.43 119925.01 710.29 252.75 0.65 461.69 164.29

-192.892 58810.61 11762.12 0.00 3135.61 58810.61 132518.96 128.52 873.94 118628.07 681.04 251.15 0.65 442.68 163.25

-204.105 58810.61 11762.12 0.00 2812.15 58810.61 132195.50 125.80 855.44 117280.82 651.33 249.48 0.65 423.37 162.16

-215.814 58810.61 11762.12 0.00 2474.39 58810.61 131857.75 123.08 836.94 115883.27 621.13 247.74 0.65 403.73 161.03

-229.926 58810.61 11762.12 0.00 2121.37 58529.47 131223.58 120.36 818.45 114435.40 588.52 245.66 0.65 382.54 159.68

-247.655 58810.61 11762.12 0.00 1752.03 57790.78 130115.54 117.64 799.95 112937.22 552.30 243.05 0.65 358.99 157.98

-266.223 58810.61 11762.12 0.00 1365.20 57017.12 128955.05 114.92 781.46 111388.74 515.23 240.34 0.65 334.90 156.22

-285.691 58810.61 11762.12 0.00 959.61 56205.95 127738.30 112.20 762.96 109789.94 477.27 237.53 0.65 310.23 154.39

-306.126 58810.61 11762.12 0.00 533.88 55354.47 126461.09 109.48 744.46 108140.84 438.34 234.60 0.65 284.92 152.49

-327.603 58810.61 11762.12 0.00 86.44 54459.61 125118.79 106.76 725.97 106441.43 398.37 231.56 0.65 258.94 150.51

-350.203 58810.61 11762.12 0.00 -384.38 53517.95 123706.31 104.04 707.47 104691.71 357.27 228.40 0.65 232.23 148.46

-367.296 58810.61 11762.12 0.00 -880.49 52525.74 122217.99 101.32 688.98 102891.68 321.68 225.11 0.65 209.09 146.32

-381.255 58810.61 11762.12 0.00 -1403.97 51478.79 120647.56 98.60 670.48 101041.34 289.22 221.69 0.66 192.17 147.30

-396.006 58810.61 11762.12 0.00 -1957.15 50372.43 118988.02 95.88 651.98 99140.69 255.98 218.13 0.68 174.07 148.33

-411.619 58810.61 11762.12 0.00 -2542.63 49201.47 117231.58 93.16 633.49 97189.73 221.87 214.42 0.70 154.42 149.24

-428.171 58810.61 11762.12 0.00 -3163.32 47960.07 115369.49 90.44 614.99 95188.46 186.82 210.56 0.71 133.10 150.01

-445.750 58810.61 11762.12 0.00 -3822.51 46641.69 113391.91 87.72 596.50 93136.89 150.75 206.53 0.73 109.95 150.63

-464.453 58810.61 11762.12 0.00 -4523.89 45238.93 111287.78 85.00 578.00 91035.00 113.55 202.32 0.75 84.79 151.09

-484.393 58810.61 11762.12 0.00 -5271.64 43743.43 109044.53 82.28 559.50 88882.81 75.11 197.93 0.76 57.44 151.37

-505.697 58810.61 11762.12 0.00 -6070.52 42145.67 106647.89 79.56 541.01 86680.30 35.31 193.33 0.78 27.66 151.46

-524.109 58810.61 11762.12 0.00 -6760.98 40764.75 104576.51 77.35 525.98 84853.72 1.87 189.43 0.80 1.50 151.38

208.00 0.00

208.00 200.00

0.00 0.00

41.361 58810.61 5364.05 0.00 7432.11 58810.61 130417.38 180.30 1226.06 134680.90 1267.42 265.10 0.65 823.82 172.31

PERHITUNGAN FONDASI FOOTPLAT BENTUK EMPAT PERSEGI PANJANG

A. DATA FONDASI FOOT PLAT

DATA TANAH

Kedalaman fondasi, Df = 1.00 m

Berat volume tanah, g = 1000.00 kN/m3

Sudut gesek dalam, f = 15.00 Kohesi, c = 0.00 kPa

Tahanan konus rata-rata (hasil pengujian sondir), qc = 1000.00 kg/cm2

Nilai N hasil uji SPT N = 1000DIMENSI FONDASI

Lebar fondasi arah x, Bx = 1.65 m

Lebar fondasi arah y, By = 1.65 m

Tebal fondasi, h = 0.40 m

Lebar kolom arah x, bx = 0.40 m

Lebar kolom arah y, by = 0.40 m

Posisi kolom (dalam = 40, tepi = 30, sudut = 20) as = 40

BAHAN KONSTRUKSI

Kuat tekan beton, fc' = 20.0 MPa

Kuat leleh baja tulangan, fy = 390 MPa

Berat beton bertulang, gc = 24 kN/m3

BEBAN RENCANA FONDASI

Gaya aksial akibat beban terfaktor, Pu = 625.291 kN

Momen arah x akibat beban terfaktor, Mux = 80.000 kNm

Momen arah y akibat beban terfaktor, Muy = 80.000 kNm

B. KAPASITAS DUKUNG TANAH

1. MENURUT TERZAGHI DAN PECK (1943)

Kapasitas dukung ultimit tanah menurut Terzaghi dan Peck (1943) :

qu = c * Nc * (1 + 0.3 * B / L) + Df * g * Nq + 0.5 * B * Ng * (1 - 0.2 * B / L)

c = kohesi tanah (kN/m2) c = 0.00

Df = Kedalaman fondasi (m) Df = 1.00 m

g = berat volume tanah (kN/m3) g = 1000.00 kN/m3

B = lebar fondasi (m) B = By = 1.65 m

L = panjang fondasi (m) L = By = 1.65 m

Sudut gesek dalam, f = 15.00

f = f / 180 * p = 0.2617994 rad f = f / 180 * p = 0.2617994 rada = e(3*p / 4 - f/2)*tan f = 1.8153276

Kpg = 3 * tan2 [ 45 + 1/2*( f + 33) ] = 20.359467

Faktor kapasitas dukung tanah menurut Terzaghi :

Nc = 1/ tan f * [ a2 / (2 * cos2 (45 + f/2) - 1 ] = 12.861

Nq = a2 / [ (2 * cos2 (45 + f/2) ] = Nc * tan f + 1 = 4.446

Ng = 1/2 * tan f * [ Kpg / cos2 f - 1 ] = 2.790

Kapasitas dukung ultimit tanah menurut Terzaghi :

qu = c*Nc*(1+0.3*B/L) + Df*g*Nq + 0.5*B*Ng*(1-0.2*B/L) = 4448.01 kN/m2

Kapasitas dukung tanah, qa = qu / 3 = 1482.67 kN/m2

2. MENURUT MEYERHOF (1956)

Kapasitas dukung tanah menurut Meyerhof (1956) :

qa = qc / 33 * [ ( B + 0.3 ) / B ]2 * Kd ( dalam kg/cm

2)

dengan, Kd = 1 + 0.33 * Df / B harus 1.33

qc = tahanan konus rata-rata hasil sondir pada dasar fondasi ( kg/cm2 )



Kd = 1 + 0.33 * Df / B = 1.2 < 1.33

diambil, Kd = 1.2

Tahanan konus rata-rata hasil sondir pada dasar fondasi, qc = 1000.00 kg/cm2

qa = qc / 33 * [ ( B + 0.3 ) / B ]2 * Kd = 50.789 kg/cm

2

Kapasitas dukung ijin tanah, qa = 5078.89 kN/m2

3. MENURUT SKEMPTON (1986)

Kapasitas dukung tanah menurut Skempton (1986) :

qa = 12.5 * N' * [ ( B + 0.3 ) / B ]2 * Kd ( dalam kN/m

2 )

dengan, N' = CN * N

CN = 2 / ( 1 + po / pr )

Kd = 1 + 0.33 * Df / B harus 1.33



po = tekanan overburden efektif, po = Df * g = 1000 kN/m2

pr = tegangan efektif referensi, pr = 100 kN/m2

C = faktor koreksi overburden , C = 2 / ( 1 + p / p ) = 0.18CN = faktor koreksi overburden , CN = 2 / ( 1 + po / pr ) = 0.18

N' = nilai SPT terkoreksi, N' = CN * N = 181.82

Kd = 1 + 0.33 * Df / B = 1.2 < 1.33

Diambil, Kd = 1.2Kapasitas dukung ijin tanah,

qa = 12.5 * N' * [ ( B + 0.3 ) / B ]2 * Kd = 3809.17 kN/m

2

4. KAPASITAS DUKUNG TANAH YANG DIPAKAI

Kapasitas dukung tanah menurut Terzaghi dan Peck : qa = 1482.67 kN/m2

Kapasitas dukung tanah menurut Meyerhof : qa = 5078.89 kN/m2

Kapasitas dukung tanah menurut Skempton : qa = 3809.17 kN/m2

Kapasitas dukung tanah yang dipakai : qa = 1482.67 kN/m2

C. KONTROL TEGANGAN TANAH

Luas dasar foot plat, A = Bx * By = 2.7225 m2

Tahanan momen arah x, Wx = 1/6 * By * Bx2 = 0.7487 m

3

Tahanan momen arah y, Wy = 1/6 * Bx * By2 = 0.7487 m

3

Tinggi tanah di atas foot plat, z = Df - h = 0.60 m

Tekanan akibat berat foot plat dan tanah, q = h * gc + z * g = 609.600 kN/m2

Eksentrisitas pada fondasi :

ex = Mux / Pu = 0.1279 m < Bx / 6 = 0.2750 m (OK)

0 tak terjadi teg.tarik (OK)

D. GAYA GESER PADA FOOT PLAT1. TINJAUAN GESER ARAH X

Jarak pusat tulangan terhadap sisi luar beton, d' = 0.075 mTebal efektif foot plat, d = h - d' = 0.325 m

Jarak bid. kritis terhadap sisi luar foot plat, ax = ( Bx - bx - d ) / 2 = 0.463 mTegangan tanah pada bidang kritis geser arah x,

qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 933.177 kN/m2

Gaya geser arah x, Vux = [ qx + ( qmax - qx ) / 2 - q ] * ax * By = 292.643 kN

Lebar bidang geser untuk tinjauan arah x, b = By = 1650 mm

Tebal efektif footplat, d = 325 mm

Rasio sisi panjang thd. sisi pendek kolom, bc = bx / by = 1.0000

Kuat geser foot plat arah x, diambil nilai terkecil dari Vc yang diperoleh dari pers.sbb. :

Vc = [ 1 + 2 / bc ] * fc' * b * d / 6 * 10-3 = 1199.091 kN

Vc = [ as * d / b + 2 ] * fc' * b * d / 12 * 10-3 = 1974.262 kN

Vc = 1 / 3 * fc' * b * d * 10-3 = 799.394 kN

Diambil, kuat geser foot plat, Vc = 799.394 kNFaktor reduksi kekuatan geser, f = 0.75

Kuat geser foot plat, f * Vc = 599.546 kN

Syarat yang harus dipenuhi,Syarat yang harus dipenuhi,

f * Vc Vux 599.546 > 292.643 AMAN (OK)

2. TINJAUAN GESER ARAH Y


Jarak bid. kritis terhadap sisi luar foot plat, ay = ( By - by - d ) / 2 = 0.468 mTegangan tanah pada bidang kritis geser arah y,

qy = qmin + (By - ay) / By * (qmax - qmin) = 931.882 kN/m2

Gaya geser arah y, Vuy = [ qy + ( qmax - qy ) / 2 - q ] * ay * Bx = 295.307 kN

Lebar bidang geser untuk tinjauan arah y, b = Bx = 1650 mm

Tebal efektif footplat, d = 315 mm


Kuat geser foot plat arah y, diambil nilai terkecil dari Vc yang diperoleh dari pers.sbb. :

Vc = [ 1 + 2 / bc ] * fc' * b * d / 6 * 10-3 = 1162.196 kN

Vc = [ as * d / b + 2 ] * fc' * b * d / 12 * 10-3 = 1866.558 kN

Vc = 1 / 3 * fc' * b * d * 10-3 = 774.798 kN

Diambil, kuat geser foot plat, Vc = 774.798 kNFaktor reduksi kekuatan geser, f = 0.75

Kuat geser foot plat, f * Vc = 581.098 kN

Syarat yang harus dipenuhi,

f * Vc Vux 581.098 > 295.307 AMAN (OK)

3. TINJAUAN GESER DUA ARAH (PONS)3. TINJAUAN GESER DUA ARAH (PONS)


Lebar bidang geser pons arah x, cx = bx + d = 0.715 m

Lebar bidang geser pons arah y, cy = by + d = 0.715 m

Gaya geser pons yang terjadi,

Vup = ( Bx * By - cx * cy ) * [ ( qmax + qmin ) / 2 - q ] = 507.875 kN

Luas bidang geser pons, Ap = 2 * ( cx + cy ) * d = 0.901 m2

Lebar bidang geser pons, bp = 2 * ( cx + cy ) = 2.860 m


Tegangan geser pons, diambil nilai terkecil dari fp yang diperoleh dari pers.sbb. :

fp = [ 1 + 2 / bc ] * fc' / 6 = 2.236 MPafp = [ as * d / bp + 2 ] * fc' / 12 = 2.387 MPa

fp = 1 / 3 * fc' = 1.491 MPaTegangan geser pons yang disyaratkan, fp = 1.491 MPa

Faktor reduksi kekuatan geser pons, f = 0.75

Kuat geser pons, f * Vnp = f * Ap * fp * 103 = 1007.24 kN

Syarat : f * Vnp Vup 1007.237 > 507.875 AMAN (OK)

f * Vnp Pu1007.237 > 625.291 AMAN (OK)

E. PEMBESIAN FOOTPLAT

1. TULANGAN LENTUR ARAH X

Jarak tepi kolom terhadap sisi luar foot plat, ax = ( Bx - bx ) / 2 = 0.625 mTegangan tanah pada tepi kolom,

qx = qmin + (Bx - ax) / Bx * (qmax - qmin) = 891.083 kN/m2

Momen yang terjadi pada plat fondasi akibat tegangan tanah,

Mux = 1/2 * ax2 * [ qx + 2/3 * ( qmax - qx ) - q ] * By = 125.495 kNm

Lebar plat fondasi yang ditinjau, b = By = 1650 mm

Tebal plat fondasi, h = 400 mmJarak pusat tulangan thd. sisi luar beton, d' = 75 mmTebal efektif plat, d = h - d' = 325 mm



Modulus elastis baja, Es = 2.00E+05 MPa

Faktor distribusi teg. beton, b1 = 0.85

rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0224553


Rmax = 0.75 * rb * fy * [1-*0.75* rb * fy / ( 0.85 * fc ) ] = 5.299

Mn = Mux / f = 156.869 kNm

Rn = Mn * 106 / ( b * d2 ) = 0.90009

Rn < Rmax (OK)Rasio tulangan yang diperlukan,

r = 0.85 * fc / fy * [ 1 - {1 2 * Rn / ( 0.85 * fc ) } ] = 0.0024



Luas tulangan yang diperlukan, As = r * b * d = 1340.63 mm2

Diameter tulangan yang digunakan, D 16 mm

Jarak tulangan yang diperlukan, s = p / 4 * D2 * b / As = 247 mm

Jarak tulangan maksimum, smax = 200 mm

Jarak tulangan yang digunakan, s = 200 mmDigunakan tulangan, D 16 - 100

Luas tulangan terpakai, As = p / 4 * D2 * b / s = 3317.52 mm

2Luas tulangan terpakai, As = p / 4 * D * b / s = 3317.52

2. TULANGAN LENTUR ARAH Y

Jarak tepi kolom terhadap sisi luar foot plat, ay = ( By - by ) / 2 = 0.625 mTegangan tanah pada tepi kolom,

qy = qmin + (By - ay) / By * (qmax - qmin) = 891.083 kN/m2

Momen yang terjadi pada plat fondasi akibat tegangan tanah,

Muy = 1/2 * ay2 * [ qy + 2/3 * ( qmax - qy ) - q ] * Bx = 125.495 kNm

Lebar plat fondasi yang ditinjau, b = Bx = 1650 mm

Tebal plat fondasi, h = 400 mmJarak pusat tulangan thd. sisi luar beton, d' = 85 mm

Tebal efektif plat, d = h - d' = 315 mm



Modulus elastis baja, Es = 2.00E+05 MPa

Faktor distribusi teg. beton, b1 = 0.85

rb = b1* 0.85 * fc/ fy * 600 / ( 600 + fy ) = 0.0224553


Rmax = 0.75 * rb * fy * [1-*0.75* rb * fy / ( 0.85 * fc ) ] = 5.299

Mn = Muy / f = 156.869 kNm

Rn = Mn * 106 / ( b * d2 ) = 0.95815

Rn < Rmax (OK)Rasio tulangan yang diperlukan,

r = 0.85 * fc / fy * [ 1 - {1 2 * Rn / ( 0.85 * fc ) } ] = 0.0025



Luas tulangan yang diperlukan, As = r * b * d = 1315.09 mm2

Diameter tulangan yang digunakan, D 16 mm

Jarak tulangan yang diperlukan, s = p / 4 * D2 * b / As = 252 mmsJarak tulangan maksimum, smax = 200 mm

Jarak tulangan yang digunakan, s = 200 mmDigunakan tulangan, D 16 - 100

Luas tulangan terpakai, As = p / 4 * D2 * b / s = 3317.52 mm

2

3. TULANGAN SUSUT

Rasio tulangan susut minimum, rsmin = 0.0014

Luas tulangan susut arah x, Asx = rsmin* d * Bx = 750.750 mm2

Luas tulangan susut arah y, Asy = rsmin* d * By = 727.650 mm2

Diameter tulangan yang digunakan, 10 mm

Jarak tulangan susut arah x, sx = p / 4 * 2 * By / Asx = 173 mm

Jarak tulangan susut maksimum arah x, sx,max = 200 mm

Jarak tulangan susut arah x yang digunakan, sx = 173 mm

Jarak tulangan susut arah y, sy = p / 4 * 2 * Bx / Asy = 178 mm

Jarak tulangan susut maksimum arah y, sy,max = 200 mm

Jarak tulangan susut arah y yang digunakan, sy = 178 mmDigunakan tulangan susut arah x, 10 - 100Digunakan tulangan susut arah y, 10 - 100

TABLE: Element Forces - Frames

Frame Station OutputCase CaseType P V2 V3 T M2 M3

Text m Text Text KN KN KN KN-m KN-m KN-m

1 0 1.4DL Combination 0.74 -41.57 0.01 -0.974 0.013 -25.67

1 0.6 1.4DL Combination 0.74 -27.4 0.01 -0.974 0.006 -4.886

1 1.2 1.4DL Combination 0.74 -11.67 0.01 -0.974 3E-04 6.874

1 1.8 1.4DL Combination 0.74 4.262 0.01 -0.974 -0.006 9.095

1 2.4 1.4DL Combination 0.74 20 0.01 -0.974 -0.012 1.777

1 3 1.4DL Combination 0.74 34.16 0.01 -0.974 -0.018 -14.56

1 0 1.2DL+1.6LL Combination 0.688 -39.31 0.009 -0.698 0.011 -24.01

1 0.6 1.2DL+1.6LL Combination 0.688 -26.47 0.009 -0.698 0.005 -4.13

1 1.2 1.2DL+1.6LL Combination 0.688 -11.07 0.009 -0.698 -6E-04 7.196

1 1.8 1.2DL+1.6LL Combination 0.688 4.643 0.009 -0.698 -0.006 9.124

1 2.4 1.2DL+1.6LL Combination 0.688 20.04 0.009 -0.698 -0.012 1.654

1 3 1.2DL+1.6LL Combination 0.688 32.89 0.009 -0.698 -0.018 -14.37

2 0 1.4DL Combination 0.125 -27.71 0.017 0.878 0.017 -15

2 0.5 1.4DL Combination 0.125 -16.03 0.017 0.878 0.009 -4.012

2 1 1.4DL Combination 0.125 -3.116 0.017 0.878 -5E-05 0.819

2 1.5 1.4DL Combination 0.125 9.798 0.017 0.878 -0.009 -0.896

2 2 1.4DL Combination 0.125 21.47 0.017 0.878 -0.017 -8.767

2 0 1.2DL+1.6LL Combination 0.132 -26.69 0.014 0.823 0.015 -14.76

2 0.5 1.2DL+1.6LL Combination 0.132 -16.19 0.014 0.823 0.008 -3.953

2 1 1.2DL+1.6LL Combination 0.132 -3.678 0.014 0.823 0.001 1.086

2 1.5 1.2DL+1.6LL Combination 0.132 8.831 0.014 0.823 -0.006 -0.275

2 2 1.2DL+1.6LL Combination 0.132 19.33 0.014 0.823 -0.013 -7.402

3 0 1.4DL Combination 2.392 -41.06 -0.012 0.088 -0.008 -22.07

3 0.58333 1.4DL Combination 2.392 -28.18 -0.012 0.088 -0.001 -1.874

3 1.16667 1.4DL Combination 2.392 -15.3 -0.012 0.088 0.006 10.81

3 1.75 1.4DL Combination 2.392 -2.426 -0.012 0.088 0.012 15.98

Laporan Perhitungan Struktur Ruko

Documents

Transcript of Laporan Perhitungan Struktur Ruko