Balok Portal Berdasarkan NZS 3101

Lt M

(KNm)

Tulangan atas Perlu

(cm2)

Terpasang (cm2)

M (KNm)

Tulangan bawah Periu

(cm2)

Terpasang (c^2)

.

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=12.07 7016=14.08 7016=14,08 7016=14.08 6016=12.07 5016=10.06 5016=10,06 2016=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=10.06 7016=14.08 7016=14.08 7016=14.08 5016=10.06 4016= 8.05 4016= 8.05 2016= 4.02

Tabel B.5.5 Momen Leieh : 1982

Lt Tul.Atas (cm2)

Tul.Bawah (cm2)

Momen leleh positif Momen leleh negatilf P’/P p=As/b,d

(% )

Rn Mu=oMn

(KNm)

p7p

^p=As/b.d

(% )

Rn Mu=oMn

(KNm)

-| 4.02 4.02 1.0 0.551 3361 71.643 1.0 0.551 3361 71.643

p 10.06 4.02 1.0 0.551 3361 71.643 0.4 1.378 4495 95.815

3 10.06 6.03 1.0 0.826 3832 81.683 0.6 1.378 4670 99.546

4 10.06 6.03 1.0 0.826 3832 81.683 0.6 1.378 4670 99.546

5 10.06 6.03 1.0 0.826 3832 81.683 0.6 1.378 4670 99.546

6 10.06 6.03 1.0 0.826 3832 81.683 0.6 1.378 4670 99.546

7 10.06 4.02 1.0 0.55t 3361 71.643 0.4 1.378 4495 95.815

8 4.02 4.02 1.0 0.551 3361 71.643 1.0 0.551 3361 71.643

Tabel B.5.6 Gaya Geser Rencana Balok Portal Berdasarkan NZS 3101 : 1982

LANTAI BALOK Vdb (KN)

VIr (KN)

0.6Vlr (KN)

VE (KN)

1.05(Vdb-l-0.6Vlr-l-2VE) (KN)

7-8 25.094 12.167 7.3002 -32.785 -34.83

1 8-7 -25.094 -12.167 -7.3002 -32.785 -102.86

8-9 25.094 12.167 7.3002 -29.731 -28.42

12-13 25.094 12.167 7.3002 -44.582 -59.61

2 13-12 -25.094 -12.167 -7.3002 -44.582 -127.64

13-14 25.094 12.167 7.3002 -41.105 -52.31

17-18 25.094 12.167 7.3002 -45.689 -61.93

3 18-17 -25.094 -12.167 -7.3002 -45.689 -129.96

18-19 25.094 12.167 7.3002 -42.985 -56.25

22-23 25.094 12.167 7.3002 -41.788 -53.74

4 23-22 -25.094 -12.167 -7.3002 -41.788 -121.77

23-24 25.094 12.167 7.3002 -40.091 -50.18

27-28 25.094 12.167 7.3002 -35.113 -39.72

5 28-27 -25.094 -12.167 -7.3002 -35.113 -107.75

28-29 25.094 12.167 7.3002 -34.525 -38.49

32-33 25.094 12.167 7.3002 -26.812 -22.29

6 33-32 -25.094 -12.167 -7.3002 -26.812 -90.32

33-34 25.094 12.167 7.3002 -27.448 -23.63

37-38 25.094 12.167 7.3002 -19.252 -6.42

7 38-37 -25.094 -12.167 -7.3002 -19.252 -74.44

38-39 25.094 12.167 7.3002 -20.934 -9.95

42-43 22.174 4.867 2.9202 -10.297 4.73

8 43-42 -22.174 -4.867 -2.9202 -10.297 -47.97

43-44 22.174 4.867 2.9202 -11.496 2.21

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Tabel B.5.8 Momen Rencana Kolom Portal Berdasarkan : 1982

NZS 3101

Lt Kol Nodal Md (kgm)

1.2Md-H.6MI 0.9Md-t-Me 1,05(Md-t-0.6MI-HMe)

E.kiri E.kanan E.kiri E.kanan

0 1

-1023.43 4651.64 -1185.41 5110.44

-1802.85 1771.27 -83.00 -2481.71 3900.76 -6126.62 3544.80 -5349.90 2556.20 -5940.80

2735.10 -2807.60 5281.20 -5215.10

-2735.10 2807.60 -5281.20 5215.10

CS]CO

Csl

to

wCS3

Tabel B.5,13 Momen Rencana 3101 : 1982

Struktur Dinding Berdasarkan NZS

u Md Ml Me, kin Me.kanan 1.2Md-H.6MI 0.9Md+Me 1.05(Md+0.6MI+Me)

(kgm) (kgm) (kgm) (kgm) (kgm) E,kiri E.kanan E,kiri E.kanan

0 26.54 14.46 -181430.00 181430.00 54.98 -181406.11 181453.89 -190464.52 190538.48 1 -61.28 -27.55 -115570.00 115570.00 -117.62 -115625.15 115514.85 -121430.20 121266.80

2 3.07 3.93 -65759.00 65759.00 9.97 -65756.24 65761.76 -69041.25 69052.65

3 -25.13 -8.90 -28767.00 28767.00 ■44.39 -28789.61 28744.39 ■30237.34 30173.36

4 -27.54 -9.51 -2030.20 2030.20 -48.25 -2054.98 2005.42 -2166.61 2096.81

5 -46.03 -13.85 15544.00 -15544.00 -77.39 15502.57 -15585.43 16264.15 -16378.25 6 -35.96 -20.04 23781.00 -23781.00 -75.22 23748.63 -23813.37 24919.66 -25020.44 7 -171.32 -39.88 21999-00 -21999.00 -269.39 21844.81 -22153.19 22893.94 -23303,96

8 -0.00 0.00 0.19 -0.19 -0.00 0.19 -0.19 0.20 -0.20

Tabel B.5.14 Gaya^Normal^Rencana Struktur Dinding Berdasarkan

Lt Pd PIr PI 1.2Pd+1.6PI 0.9Pd+Pe 1.05(Pd-t^0.6PI-FPe)

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

0 64736.02 3552.00 5920 87155.22 58262.42 71702.42

1 63200.02 3552.00 5920 85312.02 56880.02 70089.62

2 54981.35 3840.00 6400 76217.62 49483.22 61762.42

3 46762.68 3888.00 6480 66483.22 42086.41 53183.21

4 38544.01 3696.00 6160 56108.81 34689.61 44352.01

5 30325.34 3264.00 5440 45094.41 27292.81 35268.81

6 22106.67 2592.00 4320 33440.00 19896.00 25933.60

7 13888.00 1680.00 2800 21145.60 12499.20 16346.40

8 5669.33 480.00 800 8083.20 5102.40 6456.80

Tabel B.5.15 Penulangan Lentur Struktur Dinding Lantai Dasar Yang Direncanakan dengan Korabinasi Pembebanan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) _(cm) (cm)

(Xg/cm2) fs (Kg/cm2)

GAYA JARAK

(Thd 1/2 Lw)

* M *

MOMEN

0.00265 0.00224 0.00183 0.00142 0.00102 0.00061 -0.00015 -0.00091 -0.00167 -0.00243 -0.00320 -0.00396 -0.00472 -0.00548 -0.00589 -0.00629 -0.00670 -0.00711 -0.00752 19504.80 16304.02 11464.49

307021.33 199563.86 190538.48

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

TITIK As

(cm2) (cm) (cm)

21205.80 19315.43 3987.80

0.00

Tabel B.5.17 Penulangan Lentur Struktur Dinding Lantai 2 Yang Direncanakan dengan Kombinasi Pembebanan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) _(cm) Jc m l

5871.80 0,00 4929.80

0.00

Tabel B.5.18 Penulangan Lentur Struktur Dinding Lantai 3 s/d 8 Yang Direncanakan dengan Kombinasi Peitibebanan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) Jcm )_ (cm)

0.00236 0.00162 0.00088 0.00014 -0.00060 -0.00134 -0.00272 -0.00411 -0.00549 -0.00687 -0.00825 -0.00963

-0.01101 -0.01239 -0.01313 -0.01388 -0.01462 -0.01536 -0.01610

5871.80 0.00 3516.80

0.00 0.00 0.00 0.00 5871.80

TEKAN BETON 30.4 87856.00 0.87 76505.00

<^Pn Pu

64801.79 42121.16 42086.41

Tabel B.5.19 Tulangan Lentur Struktur Dinding Yang Direncanakan Dengan Kombinasi Pembebanan Berdasarkan NZS 3101 : 1982

0 1 90538.48 58262.42 24D19-1-14D10 1

i

^121266.80 ^56880.02 8D19+14D10 2 69052.65 49483.22 16D10 3 30273.34 42086.41 12D10

^ 2166.61 34689.61 12D10

5 , 16378.25 27292.81 12D10 6 25020.44 19896.00 12D10 7 23303.96 12499.20 12D10

S 0.20 5102.40 12D10

Tabel B.5.20 Penulangan Lentur Struktur Dinding Lantai 0 s/d 2 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) _(cm) JcnVL

* M *

WOMEN 19504.80 16304.02 11464.49

307021.33 199563.86 190538.48

Tabel B.5.21 Penulangan Lentur Struktur Dinding Lantai 3 s/d 5 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan NZS 3101 ; 1982

TITIK As

(cm2) (cm) (cni)

0.00252 0.00196 0.00141 0.00085 0.00030 -0.00026 -0.00130 -0.00233 -0.00337 -0.00441 -0.00544 -0.00648 -0.00752 -0.00856 -0.00911 -0.00967

-0.01022 -0.01078 -0.01133 12528.60

6858.60

238891.93 155279.76 141400.31

Tabel B.5.22 Penulangan Lentur Struktur Dinding Lantai 6 s/d 8 Yang Direncanakan dengan Pemutusan Tulangan Berdasarkan NZS 3101 : 1982

TITIK As

(cm2) (cm) (cm)

-0.00202 -0.00362 -0.00521 -0.00681 -0.00841

-0.01000 -0.01160

15034.80 9701.19 3455.67 3987.80

0.00 12622.80 13628.80 15034.80

TEKAN BETON 26.3 76007.00 0.89 67511.32

Tabel B.5.23 Tulangan Lentur Struktur Dinding Yang

Direncanakan Dengan Pemutusan Tulangan

Berdasarkan NZS 3101 : 1982

0 19(B38.48 58262.42 24D19-I-14D10 1 182779.82 56880.02 24D19-I-14D10 2 162090.07 49483.22 24D19-I-14D10 3 141400.31 42086.41 16D19-H4D10 4 120710.56 34689.61 16019-1-14010 5 IOGCeO.80 27292.81 16019-1-14010 6 79031.05 19896.00 12016-1-10010 7 58641.29 12499.20 12016-1-10010 8 37951.54 5102.40 12016-H10010

Tabel B.5.24 Gaya Geser Rencana Struktur Dinding berdasarkan NZS 3101 : 1982

LT Vd VI Ve.ki Ve.ka 1.2Vd-H.6VI 0.9Vd-h2Ve 1.05(Vd+0.6VI-H2Ve) Vu.d

(KN) vKN) (KN) (KN) (KN)

E.ki (KN)

E.ka (KN)

E,ki (KN)

E.ka

(KN) (KN)

1 -0.27 -0.13 205.81 -205.81 -0.53 411.38 -411.86 431.83 -432.57 432.57 2 0.20 0.10 155.66 -155.66 0.40 311.50 -311.14 327.16 -326.61 327.16

3 -0.09 -0.04 115.60 -115.60 -0.17 231.12 -231.28 242.64 -242.88 242.88

4 -0.01 ■0.00 83.55 -83.55 -0.01 167.09 -167.11 175.45 -175.46 175.46 5 -0.06 -0.01 54.91 -54.91 -0.09 109.78 -109.88 115.25 -115.39 115.39

6 0.03 -0 02 25.74 -25.74 0.01 51.51 -51.45 54,07 -54.03 54.07

7 -0.42 -0.06 -5.56 5.56 -0.61 -11.51 10.75 -12.17 11.20 12.17

8 0.54 0.13 -68.74 68.74 0.85 -136.99 137.97 -143.71 145.00 145.00

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Tabel B.5.27 Momen Rencana Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

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(kgm) (kgm) (kgm) (Vgm) E,kiri E.kanan e,kiri E.kanan

1835.62 -4694.47

-5675.0S 690.81

-8055.65 4361.94 -7449.22

4091.79 -8294.98 3652.95 3724.C4 -8403.W

-5542.70 5074.90 -5-4.21 .■‘ O

-1591.00 -1322.80 -1579.20

Tabel B.5.28 Redistribusi Momen Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

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Tabel B.5.30 Momen Lentur dan Tulangan Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Lt M

(KNm)

Tulangan atas Perlu Terpasang

(cm2)

(KNm)

Tulangan bawah Peilu

(cm2)

Terpasang (cm2) 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=

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 B.5.31 Momen Leleh Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Lt Tul.Atas (cm2)

Tul.Bawah (cm2)

Momen leleh oos;tif Momen leleh negatif P7P p=As/b.d

(% )

Rn Mu=^Mn

(KNm)

PVP p=As/b.c (% )

Rn Mu=0Mn

(KNm)

1 4.02 4.02 1.0 0.551 71.643 1.0 0.551 3361 71.643

2 10.06 4.02 1.0 0.551 3351 71.643 0.4 1.378 4495 95.815

3 10.06 6.03 1.0 0.826 3SS2 81.683 0.6 1.378 4670 99.546

4 10.06 6.03 1.0 0.826 3S?2 81.683 0.6 1.378 4670 99.546

5 10.06 6.03 1.0 0.826 3S52 81.683 0.6 1.37S 4670 99.546

6 10.06 6.03 1.0 0.826 3i5>2 81.683 0.6 1.378 4670 99.546

7 10.06 4.02 1.0 0.551 33cn 71.643 0.4 1.378 4495 95.815

8 4.02 4.02 1.0 0.551 3361 71.643 1.0 0.551 3361 71.643

Tabel B.5.32 Gaya Geser Rencana Balok Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Lantai Balok Vd,b (KN)

VI,b (KN)

o.evi.b (KN)

Ve,b (KN)

1.05(Vd,b-f-0.6Vt.b)+Ve,b (KN)

7-S 25.094 12.167 7.3002 -39.26 -5.25

1 8-7 -25.094 -12.167 -7.3002 -39.26 -73.27

8-9 25.094 12.167 7.3002 -39.26 -5.25

12-13 25.094 12.167 7.3002 -45.88 -11.87

2 13-12 -25.094 -12.167 -7.3002 -45.88 -79.89

13-U 25.094 12.167 7.3002 -45.88 -11.87

17-15 25.094 12.167 7.3002 -49.65 -15.64

3 18-17 -25.094 -12.167 -7.3002 -49.65 -83.66

18-19 25.094 12.167 7.3002 -49.65 -15.64

22-23 25.094 12.167 7.3002 -49.65 -15.64

4 23-22 -25.094 -12.167 -7.3002 -49.65 -83.66

23-24 25.094 12.167 7.3002 -49.65 -15.64

27-28 25.094 12.167 7.3002 -49.65 -15.64

5 28-27 -25.094 -12.167 -7.3002 -49.65 -83.66

28-29 25.094 12.167 7.3002 -49.65 -15.64

32«3 25.094 12.167 7.3002 -49.65 -15.64

6 33^-2 -25.094 -12.167 -7.3002 -49.65 -83.66

33-C-4 25.094 12.167 7.3002 -49.65 -15.64

37-oS 25.094 12.167 7.3002 -45.88 -11.87

7 38-^V -25.094 -12.167 -7.3002 -45.88 -79.89

36-C-9 25.094 12.167 7.3002 -45.88 -11.87

42-i3 22.174 4.867 2.9202 -39.26 -12.91

8 43-12 -22.174 -4.867 -2.9202 -39.26 -65.61

43-U 22.174 4.867 2.9202 -39.26 -12.91

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Tabel B.5.36 Tulangan Lentur Kolom Portal Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Lt Kolo As perlu (cm2)

As terpasang (cm2)

0 1

9.80 9.80

4D14+4D14=12.32 4D14+4D14=12.32

1 1

15.68 28.42

4014+4019=17.51 4022+4022=30.42

2 1

9.80 20.58

4014+4014=12.32 4014+4022=21.37

3 1

9.80 16.66

4014+4014=12.32 4014+4019=17.51

4 1

9.80 15.68

4014+4014=12.32 4014+4019=17.51

5 1

9.80 17.44

4014+4014=12.32 4014+4019=17.51

6 1

9.80 19.60

4014+4014=12.32 4014+4022=21.37

7 1

9.80 18.62

4014+4014=12.32 4014+4022=21.37

6 1

9.80 13.72

4014+4014=12.32 4D14+4D16=14.21

to

Tabel B.5.38 Momen Rencana Struktur Dinding Berdasarkan Usulan T. Paulay & M.J.N. Priestley

u Md Mi M e,kiri M e.kanan 1.2M d+ 1.6M I 0.9M d+ M e 1.05(Md-f-0.6Mf-t-Me)

(kgm ) (kgm ) (kgm ) (kgm ) (kgm ) E,kiri E.kanan E,kiri E.kan an

0 26 54 14.46 -181430.00 181430.00 54.98 -161406.11 181453 63 -190464.52 190538.45

1 -61 : s -27.55 -115570.00 115570.00 -117.62 -115625.15 115514 85 -121430 20 121266,80

o 3 07 3.93 -65759.00 65759.00 9.97 -65756.24 65761 76 -69041,25 69052,6*

s -25 13 -8.90 -28767.00 28767.00 -44.39 -28789.61 287*4 39 -30237 34 30173.5€

4 -27 54 -9.51 -2030.20 2030.20 -48.25 -2054.98 20C5 42 -2166.61 2096,81

5 -46 03 -13.65 15544.00 -15544.00 -77.39 15502.57 -1 S5S5.43 16264.15 -16378 25

6 -35 96 -20.04 23781.00 -23781.00 -75.22 23748.63 -23815 57 24919.66 -25020*4

7 171 52 -39.88 21999.00 -21999.00 -269.39 21844.81 -22153 19 22893.94 -23303 96

6 -OiX) 0.00 0.19 -0.19 -0.00 0.19 -0.19 0,20 •0,20

Tabel B.5.39 Gaya Normal Rencana Struktur Dinding Berdasarkan Usulan T. Paulay & M.J.N. Priestley

Lt Pd P lr PI 1.2Pd-t-1.6Pl 0.9 Pd-fPe 1.05(Pd-t-0.6PI->^~«}

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

0 S4736.02 3552.00 5920 87155.22 58262.42 7170Z

1 63200.02 3552.00 5920 85312.02 56880.02 70089 S2

54981.35 3840.00 6400 76217.62 49483.22 6 1 7 6 ; *3

S 46762.68 3888.00 6480 66483.22 42086.41 53183^1

4 'S544.01 3696.00 6160 56108.81 34689.61 443S2

5 50325.34 3264.00 5440 45094.41 27292.81 3 5 2 6 S.n

6 ^ 1 0 6 .6 7 2592.00 4320 33440.00 19896.00 25935. S :

7 13SS8.00 1680.00 2800 21145.60 12499.20 1634&40

S 5569.33 480.00 800 8063.20 5102.40 6 45 S50

Tabel B.5.40 Penulangan Dasar Yang

Lentur Struktur Dinding Lantai

Dalam dokumen PERENCANAAM STRUKTUR HIBRID DIMANA 50 % BEBAN LATERAL DIPIKUL OLEH STRUKTUR DINDING. Jenis Bangunan yang direncanakan adalah (Halaman 95-124)

Balok Portal Berdasarkan NZS 3101

.

Tabel B.5.5 Momen Leieh : 1982