93723619 perhitungan tugas 3 metode portal ekivalen beton 2

PERHITUNGAN KOMPONEN BALOK PLAT

450

14

50

y

x30

x1 = 225 cm x2 = 225 cmy1 = 43 cm y2 = 18 cm

X = 225 cmY = 39.3 cm

I bp = 795759.5

450

14

I p = 102900

PERHITUNGAN KOMPONEN KOLOM

C1 = 30 cm sejajar arah tinjauanC2 C2 = 30 cm tegak lurus arah tinjauan

C1

Ic =

Ic = 67500

cm4

cm4

cm4

1

2

A B C D E F G H I J K L1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

PEHITUNGAN KOMPONEN TORSI

BAGIAN TEPIbe be

14 14

50 50be = bw + hw be = bw + hwbe = 66 cm be = 66 cm

30 30

C1 = C1 =

C1 = 279900.000 C1 = 153900.000

C2 = C2 =

C2 = 24860.640 C2 = 52300.64

304760.640 206200.640

BAGIAN TENGAHbe be

40 4014 14

50 50be = bw + 2hw be = bw + 2hwbe = 102 cm be = 102 cm

30 30

C1 = C1 =

C1 = 85228.640 C1 = 57788.640

C2 = C2 =

C2 = 153900.000 C2 = 279900.000

239128.640 337688.640

cm4 cm4

cm4 cm4

Σ C = cm4 Σ C = cm4

cm4 cm4

cm4 cm4

Σ C = cm4 Σ C = cm4

1

2

1

2

1

2

1

2

A B C D E F G H I J K L M1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

DATA-DATA :E = 1 L1 = 650 cm

Ic = 67500 L2 = 450 cm

c1 = 30 cm Ibp = 795759.5

c2 = 30 cm Ip = 102900

ΣC1 = 304760.6 (tepi)

ΣC2 = 337688.6 (tengah)

KEKAKUAN KOLOM

C = 6.06 (dari Tabel) Ha = 3.5 mHb = 3.5 m

Kca =Ha KCa

Kca = 116871.4

Kcb =Hb KCb

Kcb = 116871.4

Σ Kc = 233742.9

KEKAKUAN TORSI

> Bagian Tepi > Bagian Tengah

7496.845 8306.845

57975.57 64239.56

46453.61 50390.69

KEKAKUAN BALOK

C = 4.05 (dari tabel)

Kbp =

cm4

cm4

cm4

cm4

cm4

KT = KT =

KT = KT =

KT* = KT* =

KT* = KT* =

Kec = Kec =

Kec = Kec =

A B C D E F G H1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

Kbp =

Kbp = 4958.194

A B C D E F G H48

49

TABEL FAKTOR KEKAKUAN DAN FAKTOR CARRYOVER BALOK

W

30 cm

A B h 30 cm

650 cmh = 14 cm

0.05

0.05

Dimensi KolomBeban Merata

Faktor Kekakuan Faktor Carryover

0.00

0.00 0.083 0.083 4.00 4.00 0.500 0.500

0.05 0.083 0.084 4.01 4.04 0.504 0.500

0.10 0.082 0.086 4.03 4.15 0.513 0.499

0.15 0.810 0.089 4.07 4.32 0.528 0.498

0.20 0.079 0.093 4.12 4.56 0.548 0.495

0.25 0.077 0.097 4.18 4.88 0.573 0.491

0.30 0.075 0.102 4.25 5.28 0.603 0.485

0.35 0.073 0.107 4.33 5.78 0.638 0.478

0.05

0.05 0.084 0.084 4.05 4.05 0.503 0.503

0.10 0.083 0.086 4.07 4.15 0.513 0.503

0.15 0.081 0.089 4.11 4.33 0.528 0.501

0.20 0.080 0.092 4.16 4.58 0.548 0.499

0.25 0.078 0.096 4.22 4.89 0.573 0.494

0.30 0.076 0.101 4.29 5.30 0.603 0.489

0.35 0.074 0.107 4.37 5.80 0.638 0.481

0.10

0.10 0.085 0.085 4.18 4.18 0.513 0.513

0.15 0.083 0.088 4.22 4.36 0.528 0.511

0.20 0.082 0.091 4.27 4.61 0.548 0.508

0.25 0.080 0.095 4.34 4.93 0.573 0.504

0.30 0.078 0.100 4.41 5.34 0.602 0.498

0.35 0.075 0.105 4.50 5.85 0.637 0.491

0.15

0.15 0.086 0.086 4.40 4.40 0.526 0.5260.20 0.084 0.090 4.46 4.65 0.546 0.5230.25 0.083 0.094 4.53 4.98 0.571 0.519

0.30 0.080 0.099 4.61 5.40 0.601 0.5130.35 0.078 0.104 4.70 5.92 0.635 0.505

0.20

0.20 0.088 0.088 4.72 4.72 0.543 0.5430.25 0.086 0.092 4.79 5.05 0.568 0.5390.30 0.083 0.097 4.88 5.48 0.597 0.5320.35 0.081 0.102 4.99 6.01 0.632 0.524

0.250.25 0.090 0.090 5.14 5.14 0.563 0.5630.30 0.088 0.095 5.24 5.58 0.592 0.5560.35 0.085 0.100 5.36 6.12 0.626 0.548

0.300.30 0.092 0.092 5.69 5.69 0.585 0.5850.35 0.090 0.097 5.83 6.26 0.619 0.576

0.35 0.35 0.095 0.095 6.42 6.42 0.609 0.609

C1A C1B

C1A =

C1B =

l1 =

l1

C1A/l1 =

C1B/l1 =

FEM = Koef.(Wl2l12)

C1A/l1 C1B/l2 MAB MBA kAB kBA COFAB COFBA

TABEL FAKTOR KEKAKUAN DAN FAKTOR CARRYOVER KOLOM

B b

lu = 300 cm

ln = 350 cm

a = 25 cmlu ln b = 25 cm

lu/ln = 0.857

a/b = 1.00

A a

0.95 0.90 0.85 0.80 0.75

0.204.32 4.70 5.33 5.65 6.27

0.57 0.64 0.71 0.80 0.89

0.404.40 4.89 5.45 6.15 7.00

0.56 0.61 0.68 0.74 0.81

0.604.46 5.02 5.70 6.54 7.58

0.55 0.60 0.65 0.70 0.76

0.804.51 5.14 5.90 6.85 8.05

0.54 0.58 0.63 0.67 0.72

1.004.55 5.23 6.06 7.11 8.44

0.54 0.57 0.61 0.65 0.68

1.204.58 5.30 6.20 7.32 8.77

0.53 0.57 0.60 0.63 0.66

1.404.61 5.36 6.31 7.51 9.05

0.53 0.56 0.59 0.61 0.64

1.604.63 5.42 6.41 7.66 9.29

0.53 0.55 0.58 0.60 0.62

1.804.65 5.46 6.49 7.80 9.50

0.53 0.55 0.57 0.59 0.60

2.004.67 5.51 6.56 7.92 9.68

0.52 0.54 0.56 0.58 0.59

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

kAB

CAB

lu/lna/b

PERHITUNGAN KOEFISIEN DISTRIBUSI

K balok = 4958.194K kolom1 = 46453.61 (tepi)K kolom2 = 50390.69 (tengah)

1 2 3 4 5

A B C D E

6 7 8 9 10

> Bagian Tepi > Bagian Tengah

97865.42 110697.8

Ɛ AB = Ɛ BA =

Ɛ AB = 0.051 Ɛ BA= 0.045

Ɛ A1 = Ɛ BC =

Ɛ A1 = 0.475 Ɛ BC = 0.045

Ɛ A6 = Ɛ B2 =

Ɛ A6 = 0.475 Ɛ B2 = 0.455

Ɛ B7 =

Ɛ B7 = 0.455

Σ K.A = Σ K.B =Σ K.A = Σ K.B =

A B C D E F G H I1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

PEMBEBANAN

DATA-DATA:t plat = 0.14 m W beton = 2400

L = 4.5 m W Finishing = 100

b balok = 0.3 m 250

h balok = 0.5 m 250H = 3 m M = 0.084

Ln = 6.2 m

BS. Plat = = 1512 kg/mBS. Balok = = 360 kg/m

B. Finishing = = 450 kg/m

TOTAL = 2322 kg/m

= 750 kg/m

= 1125 kg/m

= 5486.4 kg/m

= 4586.4 kg/m

FEM 1 = = 17715.366144 kg mFEM 2 = = 14809.302144 kg m

kg/m3

kg/m2

W ½ Bata = kg/m2

qLL KANTOR = kg/m2

> Beban Mati (qDL)

= q DL 1

B. ½ Bata = = q DL 2

> Beban Hidup (qLL)

q LL =

> Beban Total (qU)

q U 1 =

q U 2 =

A B C D E F G H1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

METODE CROSS

1 2 3 4 5

A B C D E

6 7 8 9 10

Tumpuan A Tumpuan B Tumpuan C Tumpuan D Tumpuan EA1 A6 AB BA B2 B7 BC CB C3 C8 CD DC D4 D9 DE ED E5 E10

Koef. Distribusi 0.4747 0.4747 0.0507 0.0448 0.4552 0.4552 0.0448 0.0448 0.4552 0.4552 0.0448 0.0448 0.4552 0.4552 0.0448 0.0507 0.4747 0.4747COF 0.6043 0.6043 0.5022 0.5022 0.6043 0.6043 0.5022 0.5022 0.6043 0.6043 0.5022 0.5022 0.6043 0.6043 0.5022 0.5022 0.6043 0.6043FEM 17715.3661 -17715.3661 17715.3661 -17715.3661 14809.3021 -14809.3021 14809.3021 -14809.3021

-8408.9228 -8408.9228 -897.5205 -450.762410.1399 20.1898 205.1914 205.1914 20.1898 10.1399

-4.8131 -4.8131 -0.5137 -0.2580 65.1441 129.7095 1318.2525 1318.2525 129.7095 65.1441-1.4596 -2.9063 -29.5368 -29.5368 -2.9063 -1.4596 -1.4654 -2.9178 -29.6542 -29.6542 -2.9178 -1.4654

0.6928 0.6928 0.0739 0.0371 0.0658 0.1310 1.3315 1.3315 0.1310 0.0658 376.8557 750.3637 7030.2019 7030.2019-0.0023 -0.0046 -0.0469 -0.0469 -0.0046 -0.0023 -8.4789 -16.8825 -171.5783 -171.5783 -16.8825 -8.4789

0.0011 0.0011 0.0001 0.0001 0.1908 0.3799 3.8607 3.8607 0.3799 0.1908 0.2157 0.4296 4.0247 4.0247-0.0043 -0.0085 -0.0869 -0.0869 -0.0085 -0.0043 -0.0091 -0.0182 -0.1851 -0.1851 -0.0182 -0.0091

0.0020 0.0020 0.0002 0.0001 0.0003 0.0006 0.0061 0.0061 0.0006 0.0003 0.0002 0.0005 0.0043 0.00430.0000 0.0000 -0.0002 -0.0002 0.0000 0.0000 0.0000 0.0000 -0.0002 -0.0002 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.00000.0000 0.0000 0.0000 0.0000 0.0000 0.0000

0.0000 0.0000 0.0000 0.0000TOTAL -8413.0400 -8413.0400 16826.0799 -18149.0789 175.5207 175.5207 17798.0375 -17576.4714 1323.4509 1323.4509 14929.5697 -14763.7197 -201.4178 -201.4178 15166.5553 -14068.4619 7034.2309 7034.2309KONTROL 0.0000 0.0000 0.0000 0.0000 0.0000

GAMBAR DIAGRAM FREE BODY

A B C D E1 2 3 4 5

8413.04 -175.5207 -1323.451 201.41784 -7034.2309

-16826.08 18149.079 -17798.04 17576.471 -14929.57 14763.72 -15166.55534 14068.4628413.04 -175.5207 -1323.451 201.41784 -7034.2309

6.5 6.5 6.5 6.5

6 7 8 9 10

PERHITUNGAN MOMEN LAPANGAN

BENTANG AB-BC-CD-DE (Beban Trapesium) BENTANG AB (Beban Momen) BENTANG M Maks

(m) (kgm)

q = 6174 kg/m AB 15771.733

BC 15572.05816826.08 kgm 18149.08 kgm CD 14451.730

DE 14680.8666.5 m M maks = 17487.579 kgm

2.25 m 2.25 m

M maks = BENTANG BC (Beban Momen)

M maks = 27397.125 kgm

17798.04 kgm 17576.47 kgmBENTANG AB -BC (Beban Terbagi Rata)

M maks = 17687.254 kgmq = 1110 kg/m

BENTANG CD (Beban Momen)

6.5 m

M maks = 14929.57 kgm 14763.72 kgm

M maks = 5862.1875 kgm M maks = 14846.645 kgm

BENTANG CD -DE (Beban Terbagi Rata) BENTANG DE (Beban Momen)

q = 360 kg/m

15166.56 kgm 14068.46 kgm

6.5 m M maks = 14617.509 kgm

M maks =

M maks = 1901.25 kgm

L =a = a =

L =

L =

PEMBEBANAN

DATA-DATA:t plat = 0.14 m W beton = 2400

b = 4.5 m W Finishing = 100

b balok = 0.3 m 250

h balok = 0.5 m 250H = 3 m

Ln = 6.2 m

> Beban Trapesium

BS. Plat = = 3024 kg/mB. Finishing = = 900 kg/m

B. Hidup = = 2250 kg/mTOTAL = 6174 kg/m

> Beban Terbagi Rata= 750 kg/m

BS. Balok = = 360 kg/m

q 1 = 1110 kg/mq 2 = 360 kg/m

kg/m3

kg/m2

W ½ Bata = kg/m2

qLL KANTOR = kg/m2

B. ½ Bata =

Δ Pembagian Momen ( kgm )

MomenBentang A-B Bentang B-C Bentang C-D Bentang D-E

M (-) Eks M (-) Int M (+) M (-) ki M (-) ka M (+) M (-) ki M (-) ka M (+) M (-) Eks M (-) Int M (+)Mu 16826.080 18149.079 15771.733 17798.038 17576.471 15572.058 14929.570 14763.720 14451.730 14068.462 15166.555 14680.866M J Kolom 15195.801 15288.784 13286.108 14993.067 14806.420 13117.902 12576.669 12436.957 12174.138 12705.369 12776.306 12367.162M Balok 12916.431 12995.466 11293.192 12744.107 12585.457 11150.216 10690.169 10571.414 10348.017 10799.563 10859.860 10512.088M Plat 2279.370 2293.318 1992.916 2248.960 2220.963 1967.685 1886.500 1865.544 1826.121 1905.805 1916.446 1855.074M J Tengah 1630.279 2860.295 2485.625 2804.971 2770.052 2454.156 2352.900 2326.762 2277.593 1363.093 2390.249 2313.705

Δ PERHITUNGAN Mn ( kgm )

JALUR KOLOM - BALOK


M (-) Eks M (-) Int M (+) M (-) ki M (-) ka M (+) M (-) ki M (-) ka M (+) M (-) Eks M (-) Int M (+)M Balok 12916.431 12995.466 11293.192 12744.107 12585.457 11150.216 10690.169 10571.414 10348.017 10799.563 10859.860 10512.088Lebar Jalur 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06 1.06Mn 15231.640 15324.843 13317.443 15028.428 14841.340 13148.840 12606.331 12466.290 12202.850 12735.334 12806.439 12396.330

JALUR KOLOM - PLAT


M (-) Eks M (-) Int M (+) M (-) ki M (-) ka M (+) M (-) ki M (-) ka M (+) M (-) Eks M (-) Int M (+)M Plat 2279.370 2293.318 1992.916 2248.960 2220.963 1967.685 1886.500 1865.544 1826.121 1905.805 1916.446 1855.074Lebar Jalur 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19 1.19Mn 2394.296 2408.947 2093.399 2362.353 2332.944 2066.896 1981.618 1959.605 1918.194 2001.896 2013.073 1948.607

JALUR TENGAH - PLAT


M (-) Eks M (-) Int M (+) M (-) ki M (-) ka M (+) M (-) ki M (-) ka M (+) M (-) Eks M (-) Int M (+)M Plat 1630.279 2860.295 2485.625 2804.971 2770.052 2454.156 2352.900 2326.762 2277.593 1363.093 2390.249 2313.705Lebar Jalur 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25 2.25Mn 905.710 1589.053 1380.903 1558.317 1538.918 1363.420 1307.167 1292.646 1265.329 757.274 1327.916 1285.391

PENULANGAN BALOK JALUR KOLOM

DATA-DATA DATA PENAMPANGfc' = 25 MPa h = 500 mmfy = 350 MPa b = 300 mm

d' = 20 mmd = 480 mm

PERHITUNGANKriteria Tulangan Leleh

b𝜌 =0.85 x fc' x 1 𝛽

x600

fy 600 + fy

b𝜌 = 0.0326

max𝜌 = 0.75 x b𝜌 = 0.0244

min𝜌 =1.4

= 0.004fy

1𝜌 = 0.5 b𝜌1𝜌 = 0.0163

As1 = 1 x b x d𝜌 = 2346.77

a =As1 x fy

= 128.84 mm0.85 x fc' x b

As = Mnfy x (d - a/2)

As min = min x b x d𝜌JALUR KOLOM - BALOK

Bentang As min n n dibulatkan S (mm)

A-BM (-) eks 152316401.86 1047.19 576.00 19 3.69 4.0 100.0M (+) 133174431.22 915.59 576.00 19 3.23 4.0 100.0M (-) int 153248425.08 1053.60 576.00 19 3.72 4.0 100.0

B-CM (-) ki 150284278.01 1033.22 576.00 19 3.64 4.0 100.0M (+) 131488401.34 903.99 576.00 19 3.19 4.0 100.0M (-) ka 148413403.33 1020.36 576.00 19 3.60 4.0 100.0

C-DM (-) ki 106901690.74 734.96 576.00 19 2.59 3.0 150.0M (+) 122028502.16 838.96 576.00 19 2.96 3.0 150.0M (-) ka 124662898.92 857.07 576.00 19 3.02 4.0 100.0

D-EM (-) int 128064390.13 880.45 576.00 19 3.11 4.0 100.0M (+) 123963296.79 852.26 576.00 19 3.01 4.0 100.0M (-) eks 127353341.10 875.57 576.00 19 3.09 4.0 100.0

mm²

Mn (Nmm) As (mm2) Ø tul. (mm)

PENULANGAN PLAT JALUR KOLOM


d' = 20 mmd = 120 mm


b𝜌 =0.85 x fc' x 1 𝛽

x600

fy 600 + fy

b𝜌 = 0.0326

max𝜌 = 0.75 x b𝜌 = 0.0244

min𝜌 =1.4

= 0.004fy

1𝜌 = 0.5 b𝜌1𝜌 = 0.0163

As1 = 1 x b x d𝜌 = 1955.64

a =As1 x fy

= 32.21 mm0.85 x fc' x b


As min = min x b x d𝜌JALUR KOLOM - PLAT

Bentang As min Ø tul. (mm) n n dibulatkan S (mm)

A-BM (-) eks 23942963.81 658.44 480.00 12 5.82 6.0 200.0M (+) 20933993.64 575.69 480.00 12 5.09 6.0 200.0M (-) int 24089470.68 662.47 480.00 12 5.86 6.0 200.0

B-CM (-) ki 23623529.61 649.66 480.00 12 5.74 6.0 200.0M (+) 20668962.74 568.40 480.00 12 5.03 6.0 200.0M (-) ka 23329442.54 641.57 480.00 12 5.67 6.0 200.0

C-DM (-) ki 19816180.93 544.95 480.00 12 4.82 5.0 250.0M (+) 19181939.54 527.51 480.00 12 4.66 5.0 250.0M (-) ka 19596046.40 538.90 480.00 12 4.76 5.0 250.0

D-EM (-) int 20130734.58 553.60 480.00 12 4.89 5.0 250.0M (+) 19486074.33 535.87 480.00 12 4.74 5.0 250.0M (-) eks 20018963.16 550.53 480.00 12 4.87 5.0 250.0

mm²

Mn (Nmm) As (mm2)

PENULANGAN PLAT JALUR TENGAH


d' = 20 mmd = 120 mm


b𝜌 =0.85 x fc' x 1 𝛽

x600

fy 600 + fy

b𝜌 = 0.0326

max𝜌 = 0.75 x b𝜌 = 0.0244

min𝜌 =1.4

= 0.004fy

1𝜌 = 0.5 b𝜌1𝜌 = 0.0163

As1 = 1 x b x d𝜌 = 1955.64

a =As1 x fy

= 32.21 mm0.85 x fc' x b


As min = min x b x d𝜌JALUR TENGAH - PLAT

Bentang As min Ø tul. (mm) n n dibulatkan S (mm)

A-BM (-) eks 9057104.91 249.07 480.00 12 4.2 5.0 250.0M (+) 13809028.53 379.75 480.00 12 4.2 5.0 250.0M (-) int 15890526.85 437.00 480.00 12 4.2 5.0 250.0

B-CM (-) ki 15583170.62 428.54 480.00 12 4.2 5.0 250.0M (+) 13634201.92 374.95 480.00 12 4.2 5.0 250.0M (-) ka 15389177.21 423.21 480.00 12 4.2 5.0 250.0

C-DM (-) ki 13071667.68 359.48 480.00 12 4.2 5.0 250.0M (+) 12653292.78 347.97 480.00 12 4.2 5.0 250.0M (-) ka 12926456.77 355.48 480.00 12 4.2 5.0 250.0

D-EM (-) int 13279161.78 365.18 480.00 12 4.2 5.0 250.0M (+) 12853914.13 353.49 480.00 12 4.2 5.0 250.0M (-) eks 7572740.40 208.25 480.00 12 4.2 5.0 250.0

mm²

Mn (Nmm) As (mm2)

PENULANGAN KOLOM


d' = 20 mmd = 280 mm


b𝜌 =0.85 x fc' x 1 𝛽

x600

fy 600 + fy

b𝜌 = 0.0326

max𝜌 = 0.75 x b𝜌 = 0.0244

min𝜌 =1.4

= 0.004fy

1𝜌 = 0.5 b𝜌1𝜌 = 0.0163

As1 = 1 x b x d𝜌 = 1368.95

a =As1 x fy

= 75.16 mm0.85 x fc' x b


As min = min x b x d𝜌Kolom As min n n dibulatkan S (mm)

A1 A6 84130399.58 991.55 336.00 19 3.50 4.0 100.0B2 B7 1755206.91 20.69 336.00 19 0.07 2.0 300.0C3 C8 13234508.74 155.98 336.00 19 0.55 2.0 300.0D4 D9 2014178.36 23.74 336.00 19 0.08 2.0 300.0E5 E10 70342309.46 829.05 336.00 19 2.92 3.0 150.0

mm²

Mn (Nmm) As (mm2) Ø tul. (mm)

93723619 perhitungan tugas 3 metode portal ekivalen beton 2

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