Struktur Dinding Berdasarkan NZS - PERENCANAAM STRUKTUR HIBRID DIMANA 50 % BEBAN LATERAL DIP

LT Md

(kgm) Ml (kgm)

Me,kiri (kgm)

Me.kanan (kgm)

1.2Md-(-1.6MI (kgm)

0.9Md-t-Me 1.05(Md+0.6MI-t-Me) E,kiri E.kanan E,kiri E,kanan 0 35.34 16.92 -56443.00 56443.00 69.48 -56411.19 56474.81 -59217.38 59312.92 1 -34.85 -16.78 -20512.00 20512.00 -68.67 -20543.36 20480.64 -21584.76 21490.44

2 18.11 8.78 -5276.40 5276.40 35.78 -5260.10 5292,70 -5515.68 5564.76

3 -4.15 -1.85 1929.90 -1929.90 -7.93 1926.17 -1933.63 2020.88 -2031.91

4 0.38 -0.17 5874.00 -5874.00 0.18 5874.34 -5873.66 6167.99 -6167.41

5 -8.94 -1.55 8288.50 -8288.50 -13.21 8280.45 -8296.55 8692.56 -8713.29

6 10.87 -3.76 9431.40 -9431.40 7.03 9441.18 -9421.62 9912.01 -9893.93

7 -98.47 -21.04 9055.70 -9055.70 -151.83 8967.08 -9144.32 9391.83 -9625.14

8 -0.00 -0.00 -0.01 0.01 -0.00 -0.01 0.01 -0.01 0.01

Tabel A . 5.14 Gaya Normal Rencana Struktur Dinding Berdasarkan NZS 3101 : 1982

LT Pd PI 1.2Pd-H.6PI 0.9Pd-^Pe 1.05(Pd+0.6PI-fPe)

(kg) (kg) (kg) (kg) (kg)

0 52448.02 5920.00 72409.62 47203.22 58800.02

1 51680.02 5920.00 71488.02 46512.02 57993.62

2 44997.35 6400.00 63468.82 40497.62 50976.82

3 38314.68 6480.00 56217.62 34483.21 44262.41

4 31632.01 6160.00 48326.41 28468.81 37296.01

5 24949.34 5440.00 39795.21 22454.41 30077.61

6 18266.67 4320.00 30624.00 16440.00 22607.20

7 11584.00 2800.00 20812.80 10425.60 14884.80

8 4901.33 800.00 10361.60 4411.20 6910.40

Tabel A - 5.15 Penulangan Lentur Struktur Dinding Lantai Dasar Yang Direncanakan dengan Konibinasi Pembebanan Berdasarkan

N Z S

3101 : 1982

TITIK As

(cm2) (cm) (cm)

fs (Kg/cm2)

fs (Kg/cm2

GAYA

JK SL

JARAK (Thd 1/2 Lw)

(m)

MOMEN (Thd 1/2 Lw)

(Kgm) 1

2 3 4 5 6 7 8 9 10 11

5.67 5.67 5.67 5.67 1.57 1.57 1.57 5.67 5.67 5.67 5.67

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 60.50 87.00 93.50

36.K) 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50

0.00247 0.00193 0.00140 0.00086

-0.00012 -0.00111

-0.00210 -0.00308 -0.00362 -0.00415 -0.00468

4932 3863 2795 1726 -247 -2219 -4192 -6164 -7233 -8301 -9370

4000 3863 2795 1726 -247 -2219 -4000 -4000 -4000 -4000 -4000

22680.00 21903.29 15844.93 9786.58 -387.12 -3484.11 -6280.00 -22680.00 -22680.00 -22680.00 -22680.00

0.435 0.370 0.305 0.240 0.120 0.000

-0.120 -0.240 -0.305 -0.370 -0.435

9865.80 8104.22 4832.70 2348.78

-46.45 0.00 753.60 5443.20 6917.40 8391.60 9865.80

TEKAN BETON 36.50 105485.00 0.34 36379.14

^ P n

74828.56 48638.57 47203.22

^ M n

92855.78 60356.26 59312.92

Tabel A . 5.16 Penulangan Lentur Struktur Dinding Lantai 1 Yang Direncanakan dengan Kombinasi Pembebanan Berdasarkan NZS 3101 : 1982

TITIK As X C s fs fs GAYA JARAK MOMEN

(Thd 1/2 Lw) (Thd 1/2 Lw)

(cm2) (cm) (cm) (Kg/cm2) (Kg/cm2 (Kg) (m) (Kgm)

1 1.57 6.50 29.00 0.00233 4655 4000 6280.00 0.435 2731.80

2 0.00 13.00 29.00 0.00166 3310 3310 0.00 0.370 0.00

3 0.00 19.50 29.00 0.00098 1966 1966 0.00 0.305 0.00

4 1.57 26.00 29,00 0.00031 621 621 974.48 0.240 233.88

5 0.00 38.00 29.00 -0.00093 -1862 -1862 0.00 0.120 0.00

6 1.57 50.00 29.00 -0.00217 -4345 -4000 -6280.00 0.000 0.00

7 0.00 62.00 29.00 -0.00341 -6828 -4000 0.00 -0.120 0.00

8 1.57 74.00 29.00 -0.00466 -9310 -4000 -6280.00 -0.240 1507.20

9 0.00 80.50 29.00 -0.00533 -10655 -4000 0.00 -0.305 0.00

10 0.00 87.00 29.00 -0.00600 -12000 -4000 0.00 -0.370 0.00

11 1.57 93.50 29.00 -0.00667 -13345 -4000 -6280.00 -0.435 2731.80

TEKAN BETON 29.00 83810.00 0.38 31575.42

Pn 72224.48 Mn 38780.09

^Pn 46945.91 ^Mn 25207.06

Pu 46512.02 Mu 21490.44

Tabel A . 5.17 Penulangan Lentur Struktur Dinding Lantai 2 s/d 8 Yang Direncanakan dengan Kombinasi Pembebanan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) (cm) (cm)

fs (Kg/cm2)

fs (Kg/cm2

GAYA JARAK

(Thd 1/2 Lw) (^ )____

MOMEN (Thd 1/2 Lw)

-IK g m J___

1 2 3 4 5 6 7

9 10 11

1.57 0.00 0.00 0.00 0.00 1.57 0.00 0.00 0.00 0.00 1.57

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00 25.00

0.00222 0.00144 0.00066

-0.00012 -0.00156 -0.00300 -0.00444 -0.00588 -0.00666 -0.00744 -0.00822

4440 2880 1320 -240 -3120 -6000 -8880 -11760 -13320 -14880 -16440

4000 3863 1320 -240 -3120 -4000 -4000 -4000 -4000 -4000 -4000

6280.00 0.00 0.00 0.00 0.00

•6280.00 0.00 0.00 0.00 0.00 -6280.00

0.435 0.370 0.305 0.240 0.120 0.000

-0.120 -0.240 -0.305 -0.370 -0.435

2731.80 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2731.80

TEKAN BETON 25.00 72250.00 0.39 28448.44

Pn pPn Pu

65970.00 42880.50 40497.62

</iMn Mu

33912.04 22042.82 5564.76

Tabel A - 5.18 Tulangan Lentur Struktur Dinding Yang Direncanakan Dengan Kombinasi Pembebanan Berdasarkan NZS 3101 : 1982

LT Mu

(Kgm)

Pu (Kg)

Tulangan 0 59312.92 47203.22 16D19-I-6D10 1 21490.44 46512.02 10D10

2 5564.76 40497.62 6D10

3 2031.91 34483.21 6D10

4 6167.41 28468.81 6D10

5 8713.29 22454.41 6010

6 9893.93 16440.00 6D10

7 9625.14 10425.60 6D10

8 0.01 4411.20 6D10

Tabel A . 5.19 Penulangan Lentur Struktur Dinding Lantai 0 s/d 3 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) (cm) (cm)

fs (Kg/cm2)

fs (Kg/cm2

GAYA

J M .

JARAK (Thd 1/2 Lw)

(m)

MOMEN (Thd 1/2 Lw)

(Kgm)

2 3 4 5 6 7 8 9 10 11

5.67 5.67 5.67 5.67 1.57 1.57 1.57 5.67 5.67 5.67 5.67

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50

0.00247 0.00193 0.00140 0.00086

-0.00012 -0.00111

-0.00210 -0.00308 -0.00362 -0.00415 -0.00468

4932 3863 2795 1726 -247 -2219 -4192 -6164 -7233 -8301 -9370

4000 3863 2795 1726 -247 -2219 -4000 -4000 -4000 -4000 -4000

22680.00 21903.29 15844.93 9786.58 -387.12 -3484.11 -6280.00 -22680.00 -22680.00 -22680.00 -22680.00

0.435 0.370 0.305 0.240 0.120 0.000

-0.120 -0.240 -0.305 -0.370 -0.435

9865.80 8104.22 4832.70 2348.78

-46.45 0.00 753.60 5443.20 6917.40 8391.60 9865.80

TEKAN BETON 36.50 105485.00 0.34 36379.14

Pn 0Pn Pu

74828.56 48638.57 47203.22

Mn 0Mn Mu

92855.78 60356.26 59312.92

Tabel A . 5.20 Penulangan Lentur Struktur Dinding Lantai 4 s/d 6 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan NZS 3101 : 1982

TITIK As X c s fs

.

f s GAYA JARAK MOMEN

(Thd 1/2 Lw) (Thd 1/2 Lw)

(cm2) (cm) (cm) (Kg/cm2) (Kg/cm2 (Kg) (m) (Kgm)

1 3.08 6.50 26.50 0.00226 4528 4000 12320.00 0.435 5359.20

2 3.08 13.00 26.50 00153 3057 3057 9414.34 0.370 3483.31

3 3.08 19.50 26.50 0.00079 1585 1585 4881.51 0.305 1488.86

4 3.08 26.00 26.50 0.00006 113 113 348.68 0.240 83.68

5 1.57 38.00 26.50 -0.00130 -2604 -2604 ^087.92 0.120 -490.55

6 0.00 50.00 26.50 -0.00266 -5321 -4000 0.00 0.000 0.00

7 1.57 62.00 26.50 -0.00402 -8038 -4000 -6280.00 -0.120 753.60

8 3.08 74.00 26.50 -0.00538 -10755 ^000 -12320.00 -0.240 2956.80

9 3.08 80.50 26.50 -0.00611 -12226 -4000 -12320.00 -0.305 3757.60

10 3.08 87.00 26.50 -0.00685 -13698 -4000 -12320.00 -0.370 4558.40 11 3.08 93.50 26.50 -0.00758 -15170 ■4000 -12320.00 -0.435 5359.20

TEKAN BETON 26.50 76585.00 0.39 29667.11

Pn 43901.60 Mn 56977.21

^iPn 28536.04 «5Mn 37035.19

Pu 28468.81 Mu 36533.85

Tabel A . 5.21 Penulangan Lentur Struktur Dinding Lantai 7 dan 8 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan NZS 3101 ; 1982

TITIK As

(cm2) _{(cm )} (cm)

fs

(Kg/cm2) fs (Kg/cm2

GAYA

JK2L

JARAK (Thd 1/2 Lw)

______ fin )______

MOMEN (Thd 1/2 Lw)

(K g m )

1 2 3 4 5 6 7 8 9 10 11

1.57 1.57 1.57 1.57 0.00

1.57 0.00 1.57 1.57 1.57 1.57

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

17.50 17.50 17.50 17.50 17.50 17.50 17.50 17.50 17.50 17.50 17.50

0.00189 0.00077 -0.00034 -0.00146 -0.00351 -0.00557 -0.00763 -0.00969 -0.01080 -0.01191 -0.01303

3771 1543 -686 -2914 -7029 -11143 -15257 -19371 -21600 -23829 -26057

3771 1543 -686 -2914 -4000 -4000 -4000 -4000 -4000 -4000 -4000

5921.14 2422.29 -1076.57 -4575.43 0.00 -6280.00 0.00 -6280.00 -6280.00 -6280.00 -6280.00

0.435 0.370 0.305 0.240 0.120 0.000

-0.120 -0.240 -0.305 -0.370 -0.435

2575.70 896.25 -328.35 -1098.10 0.00 0.00 0.00 1507.20 1915.40 2323.60 2731.80

TEKAN BETON 17.50 50575.00 0.43 21525.98

0 P n

21866.43 14213.18 10425.60

^ M n

32049.47 20832.16 18001.73

Tabel A . 5.22 Tulangan Lentur Struktur Dinding Yang Direncanakan Dengan Pemutusan Tulangan Berdasarkan NZS 3101 : 1982

LT Mu

(Kgm)

Pu (Kg)

Tulangan 0 59312.92 47203.22 16D19+6D10 1 55065.98 46512.02 16D19-1-6D10 2 48888.60 40497.62 16D19-I-6D10 3 42711.23 34483.21 16019-^6D10 4 36533.85 28468.81 16014-I-4D10 5 30356.48 22454.41 16D14-I-4D10 6 24179.11 16440.00 16D14+4D10

7 18001.73 10425.60 18D10

8 11824.36 4411.20 18D10

Tabel A.5.23 Gaya Geser Rencana Struktur Dinding berdasarkan NZS 3101 : 1982

LT Vd

(KN) VI

(KN)

Ve.ki

(KN)

Ve.ka

j m .

l.2Vd+1.6VI

(KN)

0.9Vd+2Ve E.ki JK N L

E,ka (KN)

1.05(Vd+0.6VI+2Ve) E,ki

JK N L

E.ka (KN)

Vu,d

(KN) 1

2 3 4 5 6 7 8

-0.22 0.17 -0,07 0.01 -0.03 0.06 -0.34 0.31

-0.11 0.08 -0.03 0.01

-0.00 -0.01 -0.05 0.07

112.29 47.61 22.52 12.33 7.55 3.57 -1.18 -28.30

-112.29 -47.61 -22.52 -12.33 -7.55 -3,57 1.18 28.30

-0.43 0.33 -0.14 0.03 -0.04 0.06 -0.50 0.47

224.38 95.37 44.98 24.66 15.07 7.20 -2.66 -56.32

-224.78 -95.07 -45.10 -24.64 -15.12 -7.09 2.04 56.87

235.51 100.21 47.20 25.90 15.81 7.56 -2.86 -59.06

-236.11 -99.76 -47.39 -25.86 -15.88 -7.44 2.07 59.79

236.11

100.21

47.39 25.90 15.88 7.56 2.86 59.79

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Tabel A.5.26 Moitien Rencana Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

IT BLK Md Ml Me,kiri Me.kanan 1.2Md+1.6MI 0.9Md-fKi1e 1.05(Md-h0 .6MI-^Me)

(kqm) (kgm) (ktjm) (kgm) E,kiri E.keman E,kiri E.kanan

-11829.97 6335.64 -10867.85

7326.80 -6718.30

-4021.30 3679.30 -4188.80

-5991.49 2465.92 -5799.26

1294.04 -5715.50 1968.15

-7150.69 2011.03 -6828.33

Tabel A . 5.27 Redistribusi Momen Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

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6923.67 1774.49 8698.16

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Tabel A.5.29 Momen Lentur dan Tulangan Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Lt M Tulangan atas M Tulangan bawah

(KNm)

Periu (cm2)

Terpasang

(cm2) (KNm)

Periu (cm2)

Terpasang (cm2) 1

2 3 4 5 6 7 8

79.84 103.83 106.82 100.55 88.93 73.91 60.78 36.87

9.51 12.91 13.60 12.59 11.06 8.79 6.49 2.56

6016=

7D16=

7016=

6016=

5016=

2016=

: 12.07 : 14.08 : 14.08 14.08 12.07 10.06 10.06

= 4.02

67.84 94.94 96.93 88.11 73.50 54.94 38.32 15.14

8.08 11.81 12.34 11.03 9.14 6.53 4.09 2.56

5016=

7016=

5016=

4016=

2016=

10.06 14.08 14.08 14.08 10.06 : 8.05 : 8.05 : 4.02

Tabel A . 5.30 Momen Leleh Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Momen leleh positif Momen leleh negatif

Lt Tul.Atas Tul. Bawah P7p p=As/b.d Rn Mu=0Mn p7p p=As/b.d Rn Mu=«5Mn

(cm2) (cm2) (% ) (KNrti) (% ) (KNm)

1 12.07 10.06 1.2 1.378 5095.00 108.61 0.8 1.653 5582.50 119.00

2 14,08 14.08 1.0 1.929 6597.14 140.62 1.0 1.929 6597.14 140.62

3 14.08 : 14.08 1.0 1.929 6597.14 140.62 1.0 1.929 6597.14 140.62

4 14.08 14.08 1.0 1.929 6597.14 140.62 1.0 1.929 6597.14 140.62

5 12.07 10.06 1.2 1.378 5095.00 108.61 0.8 1.653 5582.50 119.00

6 10.06 8.05 1.2 1.103 4428.89 94.41 0.8 1.378 4870.00 103.81

7 10.06 8.05 1.2 1.103 4428.89 94.41 0.8 1.378 4870.00 103.81

8 4.02 4.02 1.0 0.551 3361.33 71.65 1.0 0.551 3361.33 71.65

Tabel A . 5.31 Gaya Geser Rencana Balok Portal Berdasarkan Usulan T- Paulay & M.J.N. Priestley

LANTAI BALOK Vdb (KN)

VIr (KN)

o.evir (KN)

VE (KN)

1.05(Vdb+0.6Vlr)-hVE (KN)

7-8 25.094 12.167 7.3002 -62.36 -28.35

1 8-7 -25.094 -12.167 -7.3002 -62.36 -96.37

8-9 25.094 12.167 7.3002 -62.36 -28.35

12-13 25.094 12.167 7.3002 -77.05 -43.04

2 13-12 -25.094 -12.167 -7.3002 -77.05 -111.06

13-14 25.094 12.167 7.3002 -77.05 -43.04

17-18 25.094 12.167 7.3002 -77.05 -43.04

3 18-17 -25.094 -12.167 -7.3002 -77.05 -111.06

18-19 25.094 12.167 7.3002 -77.05 -43.04

22-23 25.094 12.167 7.3002 -77.05 -43.04

4 23-22 -25.094 -12.167 -7.3002 -77.05 -111.06

23-24 25.094 12.167 7.3002 -77.05 -43.04

27-28 25.094 12.167 7.3002 -62.36 -28.35

5 28-27 -25.094 -12.167 -7,3002 -62.36 -96.37

28-29 25.094 12.167 7.3002 -62.36 -28.35

32-33 25.094 12.167 7.3002 -54.31 -20.30

6 33-32 -25.094 -12.167 -7,3002 -54.31 -88.32

33-34 25.094 12.167 7.3002 -54.31 -20.30

37-38 25.094 12.167 7.3002 -54.31 -20.30

7 38-37 -25.094 -12.167 -7.3002 -54.31 -88.32

38-39 25.094 12.167 7.3002 -54.31 -20.30

42-43 22.174 4.867 2.9202 -39.26 -12.91

8 43-42 -22.174 -4.867 -2.9202 -39.26 -65.61

43-44 22.174 4.867 2,9202 -39.26 -12.91

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Tabel A.5.35 Tulangan Lentur Kolom Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

LT KOL As perlu (cm2)

As terpasang (cm2)

0 1

25.48 21.56

4D25+4D14=25.80 4D19+4019=22.69

1 1

24.50 49.98

4025+4014=25.80 4032+4025=51.82

2 1

19.60 41.16

4025=19.64 4032+4019=43.53

3 1

17.64 34.30

4025=19.64 4025+4022=34.85

4 1

19.60 39.20

4025=19.64 4025+4025=39.29

5 1

15.68 32.34

4025=19.64 4025+4022=34.85

6 1

16.17 30.38

4025=19.64 4025+4022=34.85

7 1

16.66 31.36

4025=19.64 4025+4022=34.85

8 1

9.80 9.80

4019=11.35 4019=11.35

C(C

Tabel A.5.37 Momen Rencana Struktur Dinding Berdasarkan Usulan T. Paulay & M.J.N. Priestley

LT Md Ml

JkfimL

Me,kiri

Jkgm L

Me.kanan

_Jksm L_

1.2Md + 1.6MI ___ !Ha."]L

0.9Md+Me E.kiri E.kanan

1.05(Md+0 6MI+Me) E,kifi E.kanan 35.34

-34.85

18.11

-4.15 0.38 -8.94 10.87 -98.47

-0.00

16.92 -16.78 8.78 -1.85 -0.17 -1.55 -3.76 -21.04

-0.00

-56443.00 -20512.00 -5276.40 1929.90 5874.00 8288.50 9431.40 9055.70

•0.01

56443.00 20512.00

5276.40 -1929.90 -5874.00 -8288.50 -9431.40 -9055.70

0.01

69.48 -68.67 35.78 -7.93 0.18 -13.21 7.03 -151.83

-0.00

-56411.19 -20543.36 -5260.10 1926.17 5874.34 8280.45 9441.18 8967.08

-0.01

56474.81 20480.64 5292.70 -1933.63 -5873.66 -8296.55 -9421.62 -9144.32

0.01

-59217.38 -21584.76 -5515.68 2020.88 6167.99 8692.56 9912.01 9391.83

-0.01

59312.92 21490.44 5564.76 -2031.91 -6167.41 -8713.29 -9893.93 -9625.14

0.01

Tabel A . 5.38 Gaya Normal Rencana Struktur Dinding Berdasarkan Usulan T. Paulay & M.J.N- Priestley

LT Pd

(kg)

PI (kg)

1.2Pd + 1.6PI (kg)

0.9Pd+Pe (kg)

1.05(Pd + 0.6PI + Pe) (kg)

0 52448.02 5920.00 72409.62 47203.22 58800.02

1 51680.02 5920.00 71488.02 46512.02 57993.62

2 44997.35 6400.00 63468.82 40497.62 50976.82

3 38314.68 6480.00 56217.62 34483.21 44262.41

4 31632.01 6160.00 48326.41 28468.81 37296.01

5 24949.34 5440.00 39795.21 22454.41 30077.61

6 18266.67 4320.00 30624.00 16440.00 22607.20

7 11584.00 2800.00 20812.80 10425.60 14884.80

8 4901.33 800.00 10361.60 4411.20 6910.40

Tabel A . 5.39 Penulangan Lentur Struktur Dinding Lantai Dasar Yang Direncanakan dengan Korabinasi

Perabebanan Berdasarkan Usulan T. Paulay & M.J.N.

Priestley

TITIK As

(cm2) (cm) _{Jc m} _L

fs

(Kg/cm2) fs (Kg/cm2

GAYA JARAK

(Thd 1/2 Lw) (m)

MOMEN (Thd 1/2 Lw) ___ M ___

1 2 3 4 5 6 7

9 10 11

5.67 5.67 5.67 5.67 1.57 1.57 1.57 5.67 5.67 5.67 5.67

6.50 13.00 19.50 26.00 38.00 50.00 62.00 74.00 80.50 87.00 93.50

36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50 36.50

0.00247 0.00193 0.00140 0.00086

-0.00012

-0.00111

-0.00210 -0.00308 -0.00362 -0.00415 -0.00468

4932 3863 2795 1726 -247 -2219 -4192 -6164 -7233 -8301 -9370

4000 3863 2795 1726 -247 -2219 -4000 -4000 -4000 -4000 -4000

22680.00 21903.29 15844.93 9786.58 -387.12 -3484.11 -6280.00 -22680.00 -22680.00 -22680.00 -22680.00

0.435 0.370 0.305 0.240 0.120 0.000

-0.120 -0.240 -0.305 -0.370 -0.435

9865.80 8104.22 4832.70 2348.78

-46.45 0.00 753.60 5443.20 6917.40 8391.60 9865.80

TEKAN BETON 36.50 105485.00 0.34 36379.14

<f)Pn Pu

74828.56 48638.57 47203.22

Mn Mu

92855.78 60356.26 59312.92

Tabel A . 5.40 Penulangan Lentur Yang Direncanakan

Struktur Dinding Lantai 1

Dalam dokumen PERENCANAAM STRUKTUR HIBRID DIMANA 50 % BEBAN LATERAL DIPIKUL OLEH STRUKTUR DINDING. Jenis Bangunan yang direncanakan adalah (Halaman 23-41)