perhitugan total

INPUT DATA ==>>

Type = PL2ly = 500 cm h = 120 mm fy = 240 Mpalx = 500 cm p = 20 mm fc' = 20 Mpa

ly==>> 1.00 ==>> 2 arah

lx

qu (lantai) = 896.800

25

PROSES DATA ==>>

Tinggi efektif arah xd = 87.5 mm

Momen lapanganxlx = 52.00 1.6 1.7

58 59Mlx = 1165.84 kg.m

xly = 36.00 1.6 1.736 36

Mly = 807.12 kg.m

Penulangan lapangan arah xMu = 1165.84 kg.mMn = 1457.30 kg.m ==>> 14573000.00 N.mmRn = 1.90 Mpam = 14.12r = 0.0084

0.0112 < ==>> 0.0058

As = 510.42n = 1.04 ≈ 2 buahs = 500 mm

25 - 500

kg/m²

Digunakan tulangan Æ

rperlu = rmin Digunakan rmin =

mm²

Jadi dipasang tulangan Æ

Penulangan lapangan arah yMu = 807.12 kg.mMn = 1008.90 kg.m ==>> 10089000.00 N.mmRn = 2.58 Mpam = 14.12r = 0.0117

0.0156 < ==>> 0.0058

As = 364.58n = 0.74 ≈ 1 buahs = 1000.00 ≈ 150 mm

25 - 150

Tulangan bagi/susutAsb = 216.00

n = 0.44 ≈ 1 buahs = 1000.00 ≈ 200 mm

25 - 200


mm²


mm²


INPUT DATA ==>> OUTPUT DATA ==>>

TABEL PERHITUNGAN MOMEN0.02080.0058

Type0.0058

PL20.04300.0323 TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH X

Type

PL2PROSES DATA ==>>

TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH YTinggi efektif arah y

d = 62.5 mmType

Momen tumpuan PL2xtx = 52.00 1.6 1.7

58 59 TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH XMtx = 1165.84 kg.m

Typexty = 36.00 1.6 1.7

36 36 PL2Mty = 807.12 kg.m

TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH Y

TypePenulangan tumpuan arah x

Mu = 1165.84 kg.m PL2Mn = 1457.30 kg.m ==>> 14573000.00 N.mmRn = 1.90 Mpam = 14.12r = 0.0084

0.0112 < ==>> 0.0058

As = 510.42n = 1.04 ≈ 2 buahs = 500 mm

25 - 500

rmin =rmin =

digunakan ==>> rmin =

rb =rmax =


mm²


Penulangan tumpuan arah yMu = 807.12 kg.mMn = 1008.90 kg.m ==>> 10089000.00 N.mmRn = 2.58 Mpam = 14.12r = 0.0117

0.0156 < ==>> 0.0058

As = 364.58n = 0.74 ≈ 1 buahs = 1000.00 ≈ 150 mm

25 - 150


mm²


OUTPUT DATA ==>>

TABEL PERHITUNGAN MOMEN

Dimensi qu Ly/Lx Type Pelat

Mlx Mly Mtx MtyLy (cm) Lx (cm) (kg.m) (kg.m) (kg.m) (kg.m)

500 500 896.800 1.00 2 arah 1165.84 807.12 1165.84 807.12

TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH X

Mu Mn dx dy Rnm r

As(kg.m) (kg.m) (mm) (mm) (Mpa)

1165.84 1457.30 87.5 62.5 1.90 14.12 0.0058 0.0084 0.0323 0.0112 510.42

TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH Y

Mu Mn dx dy Rnm r

As(kg.m) (kg.m) (mm) (mm) (Mpa)807.12 1008.90 87.5 62.5 2.58 14.12 0.0058 0.0117 0.0323 0.0156 364.58

TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH X

Mu Mn dx dy Rnm r

As(kg.m) (kg.m) (mm) (mm) (Mpa)

1165.84 1457.30 87.5 62.5 1.90 14.12 0.0058 0.0084 0.0323 0.0112 510.42


Mu Mn dx dy Rnm r

As(kg.m) (kg.m) (mm) (mm) (Mpa)807.12 1008.90 87.5 62.5 2.58 14.12 0.0058 0.0117 0.0323 0.0156 364.58

PERHITUNGAN TULANGAN SUSUT/ BAGI

Asb Ø(mm)

216.00 25

(kg/m²)

rmin rmax rperlu(mm²)




(mm²)

OUTPUT DATA ==>>

n n dipasang S Ø - jarak(batang) (batang) (mm) (mm) (mm)

1.04 2 500 25 - 500


0.74 1 1000.00 25 - 150


1.04 2 500 25 - 500


0.74 1 1000.00 25 - 150

PERHITUNGAN TULANGAN SUSUT/ BAGI


0.44 1 1000.00 25 - 200

TABEL PERHITUNGAN MOMEN

TypeDimensi qu

Ly/Lx Type PelatMlx Mly Mtx Mty

Ly (cm) Lx (cm) (kg.m) (kg.m) (kg.m) (kg.m)PL1 500 300 794.496 1.67 2 arah 419.49 257.42 419.49 257.42PL2 250 250 794.496 1.00 2 arah 258.21 178.76 258.21 178.76PL3 250 170 794.496 1.47 2 arah 130.20 82.66 130.20 82.66PL4 250 80 794.496 3.13 1 arah 37.25 18.31 37.25 18.31PL5 500 100 794.496 5.00 1 arah 73.09 28.60 73.09 28.60PA1 500 300 570.624 1.67 2 arah 301.29 184.88 301.29 184.88PA2 500 250 570.624 2.00 1 arah 221.12 128.39 221.12 128.39PA3 500 150 570.624 3.33 1 arah 96.72 46.22 96.72 46.22

TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH X

TypeMu Mn dx dy Rn

m rAs

(kg.m) (kg.m) (mm) (mm) (Mpa)PL1 419.49 524.37 95 85 0.58 14.12 0.0058 0.0025 0.0323 0.0033 554.17PL2 258.21 322.76 95 85 0.36 14.12 0.0058 0.0015 0.0323 0.0020 554.17PL3 130.20 162.75 95 85 0.18 14.12 0.0058 0.0008 0.0323 0.0010 554.17PL4 37.25 46.56 95 85 0.05 14.12 0.0058 0.0002 0.0323 0.0003 554.17PL5 73.09 91.37 95 85 0.10 14.12 0.0058 0.0004 0.0323 0.0006 554.17PA1 301.29 376.61 95 85 0.42 14.12 0.0058 0.0018 0.0323 0.0023 554.17PA2 221.12 276.40 95 85 0.31 14.12 0.0058 0.0013 0.0323 0.0017 554.17PA3 96.72 120.90 95 85 0.13 14.12 0.0058 0.0006 0.0323 0.0007 554.17

TABEL PERHITUNGAN TULANGAN TUMPUAN ARAH Y

TypeMu Mn dx dy Rn

m rAs


TABEL PERHITUNGAN TULANGAN LAPANGAN ARAH X

TypeMu Mn dx dy Rn

m rAs

(kg.m) (kg.m) (mm) (mm) (Mpa)PL1 419.49 524.37 95 85 0.58 14.12 0.0058 0.0025 0.0323 0.0033 554.17PL2 258.21 322.76 95 85 0.36 14.12 0.0058 0.0015 0.0323 0.0020 554.17

(kg/m²)




PL3 130.20 162.75 95 85 0.18 14.12 0.0058 0.0008 0.0323 0.0010 554.17PL4 37.25 46.56 95 85 0.05 14.12 0.0058 0.0002 0.0323 0.0003 554.17PL5 73.09 91.37 95 85 0.10 14.12 0.0058 0.0004 0.0323 0.0006 554.17PA1 301.29 376.61 95 85 0.42 14.12 0.0058 0.0018 0.0323 0.0023 554.17PA2 221.12 276.40 95 85 0.31 14.12 0.0058 0.0013 0.0323 0.0017 554.17PA3 96.72 120.90 95 85 0.13 14.12 0.0058 0.0006 0.0323 0.0007 554.17


TypeMu Mn dx dy Rn

m rAs




7.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 125


6.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 150


7.05 8 125 10 - 1257.05 8 125 10 - 125

7.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 1257.05 8 125 10 - 125


6.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.86 10 - 1506.31 7 142.857 10 - 1506.31 7 142.857 10 - 1506.31 7 142.857 10 - 150

tegangan ijin tanah 100 1000berat jenis tanah 16berat jenis beton 24kedalaman pondasi 1.5 mtebal pelat pondasi 0.4 mselimut beton 75 mmdiameter tulangan 16 mmtinggi tanah diatas pondasi 1.1 m

p 286050 N 286.05 KNMx 189386000 N.mm 189.386 KN.mMy 28217000 N.mm 28.217 KN.m 28217000Mtot 217603000.00 N.mm 217.603 KN.m

berat tanah diatas pondasi 17.6berat poer pondasi 9.6

tegangan eff 972.8

B >= 6.ee = 760.71665793 mm 0.76071665793 mB >= 4.5642999476 m ==>> dicoba B = 1.3 m

763.53345471 <= 972.8 OK…!

tegangan max 763.5335tegangan min -425.0127

kontrol geser 1 arah kontrol geser 2 arahd = 317 mm 0.317 m d 317l1 = 0.083 m Atot 1.69tegangan 1 48.748674416 Apond 0.667489A1 0.1079 A2 1.022511Vu 43.822620866 KN

x 0.2415geser yang mampu titahan pondasi tegangan 1Vc 307161.20451 N 307.161204509 KN tegangan 2Φ Vc 230.37090338 KN Vu

Vc43.822620866 <= 230.370903382 OK…! Φ Vc

173.0706

t/m² KN/m²KN/m³KN/m³

KN/m²KN/m²

KN/m²

KN/m²KN/m²

KN/m²m²

penulangan lenturtegangan kritis 109.833tegangan kritis per meter lebar pias 109.833045061

Mu 54.916522531 KN.m 54916522.53 N.mmMn 68645653.163 N.mmrho min 0.0035rho b 0.021675rho max 0.01625625

Rn 0.6831160939m 23.529411765rho 0.0017435547

rho digunakan 0.0035As 1109.5n 5.5159801136 ≈ 6s 166.66666667 ≈ 200

jadi dipasang D16 - 200

KN/m²KN/m²

N/mm²

mm²

JointP Mx My B Kontrol geser 1 arah Kontrol geser 2 arah

(kN) (kN.m) (kN.m) (m) Vu Ø Vc Vu Ø Vc115 785.93 170.51 205.85 1.7 205.27 301.25 604.41 1737.25 0.0053118 939.76 231.94 227.96 1.7 248.84 301.25 722.71 1737.25 0.0064119 758.99 170.22 193.85 1.6 177.20 285.53 561.09 1737.25 0.0054120 1021.81 165.10 177.99 1.6 192.56 283.53 755.38 1737.25 0.0072121 1180.66 222.49 196.27 1.8 282.42 318.98 937.43 1737.25 0.0073122 1021.81 164.69 166.94 1.8 233.17 318.98 811.30 1737.25 0.0061123 943.06 153.33 37.70 1.4 91.63 248.09 621.90 1737.25 0.0079146 192.44 10.96 179.97 1.2 16.21 212.65 103.24 1737.25 0.0035125 1052.15 177.57 52.00 1.5 134.86 265.81 740.01 1737.25 0.008147 192.44 9.98 182.35 1.2 16.30 212.65 103.24 1737.25 0.0035126 943.06 151.28 42.86 1.4 92.33 248.09 621.90 1737.25 0.0079142 286.05 192.99 34.50 1.3 45.37 230.37 173.07 1737.25 0.0035140 214.94 13.46 118.94 1.3 28.05 230.37 130.05 1737.25 0.0035143 286.05 189.39 28.22 1.3 43.82 230.37 173.03 1737.25 0.0035127 536.81 28.36 82.98 1.3 59.25 194.03 349.95 1737.25 0.00685120 192.44 10.96 179.97 1.2 16.21 212.65 103.24 1737.25 0.0035128 1052.15 177.57 52.00 1.5 134.86 265.81 740.01 1737.25 0.008151 192.44 9.98 182.35 1.2 16.30 212.65 103.24 1737.25 0.0035129 536.81 28.36 82.98 1.3 59.25 194.03 349.95 1737.25 0.00685130 387.05 87.44 5.10 1.5 67.95 223.89 285.85 1737.25 0.00395131 473.95 76.96 2.23 1.2 32.16 179.11 280.32 1737.25 0.00686132 362.48 86.25 1.87 1.5 64.15 223.89 267.70 1737.25 0.00369133 1021.81 164.69 166.94 1.8 233.17 318.98 811.30 1737.25 0.0061134 1180.66 222.49 196.27 1.8 282.42 318.98 937.43 1737.25 0.0073136 1021.81 164.69 166.94 1.8 233.17 318.98 811.30 1737.25 0.0061

P18 286.05 189.39 28.22 1.3 43.82 230.37 173.07 1737.35 0.0035

mm

m 0.483-204.21743146542.738141522173.070574882 KN

2316468.0377 N 2316.47 KN 32681737.35102827 KN

<= 1737.35 OK…!

rperlu

m²m²m²

KN/m²KN/m²

As n n dipasang S D - jarak(batang) (batang) (mm) (mm) (mm)

1670.6 8.31 9 111.11 16 - 2002033 10.110 11 90.909 16 - 100

1700.1 8.450 9 111.11 16 - 1202285 11.360 12 83.33 16 - 100

2313.3 11.500 12 83.33 16 - 1001947.5 9.680 10 100 16 - 1002500.8 12.430 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 2002545.4 12.650 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 2002498.7 12.420 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 2001109.5 5.520 6 166.67 16 - 2001109.5 5.520 6 166.67 16 - 200

1828.16 9.089 10 100 16 - 1001109.5 5.520 6 166.67 16 - 2002545.4 12.650 13 76.923 16 - 1001109.5 5.520 6 166.67 16 - 200

1828.16 9.089 10 100 16 - 1001055.82 5.249 6 166.667 16 - 1501832.72 9.112 10 100 16 - 100985.577 4.900 5 200 16 - 2001947.5 9.680 10 100 16 - 1002313.3 11.500 12 83.33 16 - 1501947.5 9.680 10 100 16 - 150

1109.5 5.52 6 166.667 16 - 200

(mm²)

DIMENSI BALOK 30 40SELIMUT BETON 40 MMTUL. UTAMA 16 MMTUL. SENGKANG 10 MMFY L 400 MPAFY V 240 MPAF'C 20 MPAM MAX TUMPUAN 158.77 KN.M -129.2322M MAX LAPANGAN 73.16 KN.M 63.4261GAYA LINTANG MAX 102.17 KN 94.497

TINGGI EFEKTIFD' = 58 MMD = 342 MM

RASIO TULANGANRHO MIN = 0.0028 ==>> 0.0035RHO MIN = 0.0035

RHO BALANCE = 0.0217

RHO MAX = 0.0163

PENULANGAN LENTUR PADA TUMPUANMU = 158770000 N.MMMN = 198462500 N.MM

ASUMSI TULANGAN TARIK = 0.008128AS1 = 833.945625

MOMEN TAHANAN TULANGAN TUNGGALMN1 = 103174502 N.MM ==>> MN1 <= MN ==>>

MOMEN SISA YANG HARUS DITAHAN = 95287998 N.MM

KONTROL TULANGAN TEKANTULANGAN TEKAN BELUM LELEH

LUAS TULANGAN TEKAN (AS1) MENJADIAS' = 838.802801

JADI LUAS TULANGAN TOTAL ADALAH = 1672.748

MM²

MM²

MM²

F31

sekarAGAMa: Asumsikan sendiri koef.pembagi untuk tulangan tekan

TULANGAN TERPASANG PADA DAERAH TARIKN = 4.14603649 ≈ 5 5

TULANGAN TERPASANG PADA DAERAH TEKANN = 4.17018438 ≈ 5 5

KONFIGURASI TULANGANTEBAL SELIMUT = 80 MMTUL. SENGKANG = 20 MMTUL. LENTUR = 80 MM

180 MM

S = 30 ==>> OK…!

MOMEN NOMINAL AKTUALA = 65.4075 MMAS1 = 1005.71429AS' = 1005.71429

MNT = 114249143 N.MM ==>> TIDAK OK…! 114.25

MM²MM²

PENULANGAN LENTUR PADA LAPANGANMU = 73.16 N.MM

73164000 N.MM

MN = 91455000 N.MM

RN = 2.6064 MPA

TULANGAN RANGKAP M = 23.5294

RHO = 0.0071

RHO PERLU = 0.0095 > RHO MIN

AS = 972.7506

N = 4.8361 ≈ 5

AST = 1005.7143

MM²

MM²

KAPASITAS TERPASANGA = 78.8796 MM

MNL = 121715655.86 N.MM ==>> OK…!

KONFIGURASI TULANGANTEBAL SELIMUT = 80 MMTUL. SENGKANG = 20 MMTUL. LENTUR = 80 MM

180 MM

S = 30 ==>> OK…!

PENULANGAN GESER

VC = 76473.52 N

VU = 102170 NØ VC = 57355.14 N

VU > Ø VC ==>> DIPERLUKAN TUL. GESER

GAYA GESER YANG DITAHAN TUL. GESERVS = 59753.14 N

VS MAX = 305894.1 N

VS < 2/3*FIC^0.5*B*D ==>> PENAMPANG OK…!

MENENTUKAN JARAK SENGKANGAV = 157.1429 MM²

S = 215.8595 MM

S MIN = 449.7691 MM ≈ 250 MM

121.72

b = 400 mm Pu = 1937.22 kN.mh = 600 mm Mu = 392.2445 kN.m

f'c = 20 Mpafy = 400 MpaEs = 200000 Mpa

tul. Ltr = 22 mmtul. Skg = 10 mmdecking = 50 mm

d' = 71 mmd = 529 mm

Ag = 240000As = 2116

BEBAN AKSIAL BALANCE

p0 = 4890428 N ε'c = 0.0030= 4890.43 kN

εy = 0.0020pn = 3912.34 kN

Cb = 317.4 mmpu = 2543.02 kN

Regangan baja tekanε's = 0.0023 > εy ==>> Baja Tekan Leleh

fs = 400 MPa

Berdasarkan diagram tegangan dan gaya-gaya :ab = 269.79 mm

Cc = 1834572 N= 1834.57 kN

Cs = 423200 N= 423.20 kN

Ts = 423200 N= 423.20 kN

Pnb = 1834.57 kN

Pub = 1192.47 kN

mm²mm²

Mnb = 496722.61 kN.mm= 496.72 kN.m

Mub = 322.87 kN.m

MOMEN LENTUR MURNI

Ts = 423.20 kN

Cc = 6800 *a = 5780 *c N

Cs = 634800 *(c-d')/c N

Ts = Cc + Cs423200 *c = 5780 634800 *c - 45070800

a b c-5780 -211600 45070800

c1 = -108.49 mm ==>> digunakan c = 71.88 mmc2 = 71.88 mm

a = 61.10 mm

Cc = 415451.25 N

Cs = 7748.75 N

Mn = 210631481.30 N.mm= 210.63 kN.m

Mu = 136.91 kN.m

*c² +

BEBAN AKSIAL DAN LENTUR MURNI

Pn = 2980.34 kN.m

Mn = 603.45 kN.m

ρ = 0.0156

As = 3293.90 ==>> 8.669 Ø 22

mm²

h = 500 mm Tul. Lentur = D 19 mmb = 300 mm Tul. Sengkang = 10 mmf'c = 22.5 Mpafy = 300 Mpap = 50 mm

Mu = 176.4762 kN.mMn = 220.59525 kN.m = 220595250 N.mm

Cc = 5737.5 *ad = 430.5 mm

a b c2868.75 -2469993.75 220595250 ==>> a1 = 759.79 mm

1 -861 76895.9477 a2 = 101.21 mm

c = 119.07 mm

kontrol regangan baja tulangan

εs = 0.0078

εy = 0.0015 < εs ==>> Baja Tulangan Sudah Leleh

ρb = 0.036125ρmax = 0.02709375

keseimbangan gaya-gayaAs = 1935.5716076ρ = 0.0149870043 < ρmax ==>> Tidak Perlu Tulangan Rangkap

diperlukan tulangan pada daerah tarik sejumlah 6.82

Analisis Penulangan Rangkapsebagai pendekatan awal diambil ρ1 = 0.3 *ρb

ρ1 = 0.0108375As1 = 1399.663125

keseimbangan gayaa = 73.185 mmc = 86.1 mm

Mn1 = 159518271.38 N.mmMn2 = 61076978.622 N.mm

mm²

mm²

F35

sekarAGAMa: nilai maksimal yang boleh digunakan yaitu 0,75 (<=0,75*ρb)

As' = 535.05894544

kontrol regangan baja tekanε's = 0.0012578397 < εy ==>> Baja Tulangan Belum Leleh

Jadi dipakai tulanganAs = 1934.7220704 ==>> 6.82 buah ==>> 7As' = 535.05894544 ==>> 1.89 buah ==>> 2

Konfigurasi tulanganTebal Selimut = 50 mmTul. Sengkang = 20 mmTul. Lentur = 133 mm

203 mm

S = 16.166666667 ==>> TIDAK OK…!

mm²

mm²mm²

Tum. (kN.m)Lap. (kN.m)

176.48

176.48 107.37170.51 104.80170.56 102.89173.53 108.42158.77 73.16

digunakan a = 101.21 mm

buah ≈ 7 buah

D 19D 19

No. Dimensi (mm) Momen Gaya Geserρ perlu

Penulangan Lentur pada Tumpuan Mntρ perlu

Portal b h Tum. (kN.m) Lap. (kN.m) (kN) Daerah Tarik Daerah Tekan (kN.m)C - C 30 40 31.22 19.78 37.70 0.0081 3 D 19 2 D 19 98.70 0.0024G - G 30 40 31.22 19.79 13.73 0.0081 3 D 19 2 D 19 98.70 0.00241 - 1 30 40 160.99 73.15 109.09 0.0081 5 D 16 5 D 16 114.25 0.00952 - 2 30 40 219.02 112.97 139.33 0.0081 5 D 16 8 D 16 108.14 0.01553 - 3 30 40 123.49 110.22 137.09 0.0081 5 D 16 3 D 16 118.32 0.01514 - 4 30 40 223.43 111.58 140.78 0.0081 5 D 16 8 D 16 108.14 0.01535 - 5 30 40 214.42 112.94 138.31 0.0081 5 D 16 8 D 16 108.14 0.01555 - 5 30 40 158.77 73.16 102.17 0.0081 5 D 16 5 D 16 224.35 0.0095

30 40 158.77 73.16 102.17 0.0081 5 D 16 5 D 16 114.25 0.0095

Penulangan Lentur pada Lapangan MnlPenulangan Geser

Daerah Tarik Daerah Tekan (kN.m)

2 D 19 2 D 19 72.22 Ø 12 - 1502 D 19 2 D 19 72.22 Ø 12 - 1505 D 16 2 D 16 121.72 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2508 D 16 2 D 16 179.51 Ø 10 - 2505 D 16 2 D 16 121.72 Ø 10 - 250

5 D 16 2 D 16 121.72 Ø 10 - 250

perhitugan total

Documents