jembatan aziz

Mu = 80,000,000 Nmmfy = 240 Mpafc' = 30 Mpab = 200 mmh = 600 mmd' = 30 mmd = 570 mm

m = 9.41

Rn = 1.54

= 0.0066183597

h = 200

As = 754.494.00 16

= 804.25

a = 37.85 mm

= 85,094,791 > 80,000,000 NmmOK

mm²

Asbaru mm²

�

∅

∅.��

h = 600

aCc = 0.85 Fc'.a.b

Mn = As fy.(d-a/2)

Ts = As. fy

P = 10 TL = 1.8 m

Mu = 4.5 Tmm= 45,000,000.00 Nmm

1.6 Mu = 72,000,000.00 Nmmfy = 240 Mpafc' = 15 Mpa

200

m = 18.82b = 1000 mmh = 200 mmd' = 30 mmd = 170 mm

=

=

Rn = 3.1141868512

= 0.0151304062

As = 2572.1690620879As(coba) = 2820

a = 53.0823529412

Mn = 97,092,931.76 Nmm= 82,528,992.00 > 72,000,000.00 Nmm= ok

∅ 19 -100

Asbagi

As(terpasang)

mm²mm²

�

∅.��

=====================================

=============================================

=============================================

=============================================

============================

∅ 19 -100

b= 1000

∅ 8 -125L= 1800

400

400

mm²

mm²

Mu = 180 KNmMu = 180,000,000 Nmmfy = 400 Mpafc' = 25 Mpab = 200 mmh = 600 mmd' = 40 mmd = 560 mmAs1 = 500

a = 47.0588235 mm

= 85,835,294 Nmm

Mn2(perlu) = 117,705,882 Nmm

As2 = As' = 565.894Astotal= As1+As2 = 1065.894jadi pakai 4 D 19

As2 = As' 565.894jadi pakai 2 D 19

mm²

mm²mm²

mm²

∅ 1.��

As'=

Cc=

a

h= 600 mm

d-a/2

Ts1=b= 200 mm As1=

Mn1=

565.894

0.85.fc'.a.b

Mn1

As1.Fy500

121,683,863 Nmm

191,705,454 >ok

mm²

mm²

∅ total=.��

As'= 565.894Cs= As'.fy

d-d' Mn2

Ts2= As2.FyAs2= 565.894Mn2= 117,947,955 Nmm

180,000,000 Nmm

mm²

mm²

L = 6 mMu = 300000000 Nmmfy = 400 Mpafc' = 15 Mpa hf= 120bw = 200 mmh = 600 mmhf = 120 mmd' = 40 mmd = 560 mmAs = 2000 mm

1/4 . L = 1500 mmbw + 16.hf = 2120 mm = 1500 mm

jb = 2000 mma = 41.83 mm

Cc > Ts, hf > a, pelat tidak perlu semuanya tertekan, termasuk balok T persegi!

= 345,014,379 Nmm > 300,000,000 Nmm

5 D 25

bef

∅.��

Cc-awal= 0.85.fc'.hf.befbef= 1500 = 2,295,000 N

41.83

Cc-baru= 800,000 N

bw= 200 Ts= As.fy= 800,000 N

L = 6 mMu = 500,000,000 Nmmfy = 400 Mpafc' = 15 Mpa

hf=bw = 300 mmh = 500 mmhf = 120 mmd' = 40 mmd = 460 mmAs = 4000 mm

1/4 . L = 1500 mmbw + 16.hf = 2220 mm = 750

jb = 750 mmCc1 = 1147500 NmmCc2 = 452500 Nmm 1600000

a = 238.30 mm > 120Ts > Cc, a > hf, sehingga balok tekan masuk dibawah pelat, jadi termasuk balok T murni!

= 586,084,477 Nmm > 500,000,000 ok

5 D 32

befbef

∅.��

Cc-1= 0.85.fc'.hf.befbef= 750 = 1,147,500

120238.30

Cc-2==

mmbw= 300 Ts= As.fy

= 1,600,000

mmTs > Cc, a > hf, sehingga balok tekan masuk dibawah pelat, jadi termasuk balok T murni!

Nmm

N

0.85.fc'.(a-hf).bw 452,500 N

N

= 3728 Kg/mL = 8 m

= 14912 kg= 149120 N L= 8

fy = 240 Mpafc' = 15 Mpab = 200 mmh = 500 mmd' = 40 mmd = 460 mm

∅.�� = 35631.45 N∅ 8 - 50

= 189147.6 N∅ tul = 8 mm

= 100.531

b= 200

s = 58.67703 mm

pakai tulangan∅ 8 - 50

h= 500

qult

Vu

Vs(perlu)

Av mm2

∅ =0,6. 1/6.√ ^.�� (��′ ).�.�

�_ ))= −(�(����� (�_� ∅.)/∅�_�

�= )/(�_�.�_�.�(∅ _ )) ).� (�(�����

m

∅ 8 - 100

mm

∅ 8 - 50

Mu 70 tm 700,000,000 NmmPu = 50 t 500,000 Ne = 1400 mm

fy = 400 Mpafc' = 30 Mpab = 800 mm

h = 800 mm

d' = 40 mmd = 760 mm

As = 3000

As' = 1500m = 15.6862745098� = 0.0049342105

1� = 0.85Cb = 456 mmab = 387.6 mm

′�� = 0.0027368421fs' = 547.368421053 fs'=fy = 400 Mpa

Cc = 7,907,040 NCs = 600,000 N = 7,307,040 NTs = 1,200,000 N ∅.Pn

4,749,576 N >hancur tarik

Pn =

Pn = 846,439.7 N= 550,185.8 N > 500,000 N

OK

Jadi penulangan pakai 5 D 29

5 D

ab

mm2

mm2

φ.Pn

Pn

Pnb

0.003Cs = As . fs'

Cc =

Ts = As . fy

500,000.00 Nhancur tarik

5 D 29

29

εcu

=

0.85. fc'.ab.b

εs'

εs

Cb

Mu 10 tm 100,000,000 NmmPu = 120 t 1,200,000 Ne = 83.333 mm

fy = 400 Mpafc' = 25 Mpab = 400 mm

h = 400 mm

d' = 40 mmd = 360 mm

As = 2000

As' = 1500

1� = 0.85Cb = 216 mmab = 183.6 mm

′�� = 0.00244fs' = 488.889 fs'=fy = 400 Mpa

Cc = 1,560,600 NCs = 600,000 N = 1,360,600 NTs = 800,000 N ∅.Pn

884,390 N <hancur tekan

Pn = 2,838,636.2 N= 1,845,113.6 N > 500,000 N

OK

Jadi penulangan pakai 4 D 29

8

ab

mm2

mm2

φ.Pn

Pn

Pnb

Cs = As . fs'

Cc =

Ts = As . fy

1,200,000.00 Nhancur tekan

D 29

εcu

=

0.85. fc'.ab.b

εs'

εs

0.003

Cb

data - datafc' 25 Mpa e 515.46391753fy 400 Mpa m 18.823529412Mu 45,000 kgm � 0.01235

450 kNm 324.00

450,000,000 Nmm 275.40 Pu 87,300 kgm fs' 488.88888889

873 kN fs' 400 873,000 N fs'=fy

0.85b� 0.027093750

Dimensi Kolom / Platb 450 mmh 600 mmd' 60 mmd 540 mm

4,937.84

Asmin = 1.4/fy.b.d 850.5 Pnb

Cs = As . fs'

Cc =

Ts = As . fy

Coba As1 = 2000

Coba As' = As2 = 50%.As1 = 1000

As(total) = 3000

Cc = 0,85 . fc' . ab . b = 2,633,513 NCs = As' . Fs' = 400,000 NTs = As . fy = 800,000 N

= 2,233,513 N

= 715,419,078.75 N

Cb

ab

β1

Asmax = 0,75 b.A.� eq mm2

mm2

ab

0.85. fc'.ab.b

mm2/m

mm2/m

mm2/m

Pnb = Cc + Cs - Ts

Mnb = Cc.(h/2-a/2)+Cs.(h/2-d')+Ts.(h/2 - d')

∑ M = 0

= 320.31 mme>eb, hancur tarik

= 2,233,512.50 >

Persamaan Pn untuk kasus hancurnya baja di daerah tarik :

Pu=

1,200,015 N >pakai

Mu (kNm) Pu (kN)1 450 8002 320 12003 200 70004 120 40005 450 50006 200 1200

koordinat (Mn, Pn) diagram interaksi

c ano d mm mm1 60 36.0 30.60 2 120 72.0 61.20 3 180 108.0 91.80 4 240 144.0 122.40 5 300 180.0 153.00 6 360 216.0 183.60 7 420 252.0 214.20 8 480 288.0 244.80 9 540 324.0 275.40

10 600 360.0 306.00 11 660 396.0 336.60 12 720 432.0 367.20 13 780 468.0 397.80 14 840 504.0 428.40 15 900 540.0 459.00 16 960 576.0 489.60

eb =

Pnb = (0,85 fc' . Ab . B +As' . Fs' - As . fY)

Pn =

17 1020 612.0 520.20 18 1080 648.0 550.80 19 1140 684.0 581.40 20 1200 720.0 612.00 21 1260 756.0 642.60 22 1320 792.0 673.20

22.47061 1348 808.9 687.60

- 100 200 300 400 500 600 700 800 -

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

8001200

7000

4000

5000

1200

Diagram Interaksi M - P

Mn

Pn

Tekan Murni

Hancur Tekan

Hancur Tarik

Lentur

e = eb

mm

mm

mmMpa > 400

0.003

Cb

εcu

=

εs'

εs

873,000 N Hancur Tarik !

873,000 N ok !8 D 22

e fc'= 25562.50 fy= 400266.67 b= 45028.57 h= 60030.00 1.0090.00

166.67

CcN kNm kN

292,613 371.31 (107.39) 585,225 445.66 185.23 877,838 511.06 477.84 1,170,450 567.50 770.45 1,463,063 614.99 1,063.06 1,755,675 653.53 1,355.68 2,048,288 683.11 1,648.29 2,340,900 703.74 1,940.90 2,633,513 715.42 2,233.51 2,926,125 718.14 2,526.13 3,218,738 711.91 2,818.74 3,511,350 696.72 3,111.35 3,803,963 672.58 3,403.96 4,096,575 639.49 3,696.58 4,389,188 597.44 3,989.19 4,681,800 546.44 4,281.80

=

Mn sampel Pn sampel

4,974,413 486.48 4,574.41 5,267,025 417.57 4,867.03 5,559,638 339.70 5,159.64 5,852,250 252.89 5,452.25 6,144,863 157.11 5,744.86 6,437,475 52.39 6,037.48 6,575,181 0.00 6,175.18

- 100 200 300 400 500 600 700 800 -

1,000

2,000

3,000

4,000

5,000

6,000

7,000

8,000

8001200

7000

4000

5000

1200

Diagram Interaksi M - P

Mn

Pn

Tekan Murni

Hancur Tekan

Hancur Tarik

Lentur

e = eb

Vu = 180 kN 180000 Na = 125 mm

= 250 mmh = 460 mmd' = 110 mmd = 350 mmf'c = 35 Mpafy = 400 Mpa

Menentukan Luas Tulangan Geser Friksi

= Vu = 300000 N

= 612500 > 300000 N

= 481250 > 300000 N

1

= 750

Menentukan Luas Tulangan lentur

= 0.2 . Vu= 36000 N

Mu =Mu = 26,460,000 Nmm

= 370.5882352941

Menentukan Luas Tulangan Tarik

=

= 150

Luas Tulangan Akhir, As

As =

= 650

bw

Vnperlu

0,2.F'c.bw.d

5,5.bw.d

hub. Konsol - Kolom Monolit, maka Avf mm2

Nuc

Vu.a + Nuc.(h-d)

Af mm2

An Nuc

. Fy

mm2

mm2

� =_�� 〖��〗 /_�����_ ). (� (� )�

� /_�=�_�( 〖∅ .�〗 _ ).(�(0,85 )).�� = + .(ℎ ))/_� (�_�.� �_�� −�( 〖∅ .�〗 _ ).(0,85 ))(� .�

2/3 _.�_��.��

2/3 �

�h

�s

As = Af + An

= 520.5882352941

=

= 306.25

= 650 3 D 19

Luas Tulangan Horisontal Pembagi, Ah

= 250 4 D 10

Luas Landasan, AlVu <

= 13186.81318681sisi = 114.8 mm

jadi luas perlu ialah= 115 mm x 115 mm

mm2

Asmin

mm2

Asterbesar mm2

mm2

.0.6.fc'.Af

mm2

�_ℎ= 1/2 ( �_�−�_�)

� /(_�=�_� ∅.0.6 ′).��

0.04. ��′/��.�.�

3 D 194 D 10

�

dℎ

Nu

Vu

Mu = 12.3 tm 123,000,000 NmmPu = 100 t 1,000,000 N

e = 123 mmfy = 400 Mpa

fc' = 25 Mpab = 1000 mmh = 400 mm h

d' = 40 mmd = 360 mm

As = 2530 b=

As' = 1265m = 18.82� = 0.0070277778

1� = 0.85Cb = 216 mmab = 183.6 mm

′�� = 0.00244fs' = 488.889 fs'=fy = 400 Mpa

Cc = 3,901,500 NCs = 506,000 N = 3,395,500 NTs = 1,012,000 N ∅.Pn

2,207,075 N >hancur tarik

Pn =

Pn = 5,690,940.4 N= 3,699,111.2 N > 1,000,000 N

OK

Jadi penulangan tarik pakaiD 22 - 150

Jadi penulangan tekan pakaiD 22 - 300

mm2

mm2

φ.Pn

Pn

Cc= 0.85.fc'.ab

1000 mm

1,000,000.00 Nhancur tarik

eb

Ts1 =As1.fy

Cs = As'.fy

Cc= 0.85.fc'.ab

Pnb

Ts2 =As2.fy

Mu 77.066 kNm 77,066,000 NmmPu = 13.744 N 2,748,800 Ne = 28.036 mmfy = 400 Mpafc' = 25 Mpab = 1000 mmh = 200 mmd' = 30 mmd = 170 mm

As = 5050

As' = 2525m = 18.8235294118� = 0.0297061� = 0.85

Cb = 102 mmab = 86.7 mm

′�� = 0.00212fs' = 423.5 fs'=fy = 400 Mpa

Cc = 1,842,375 NCs = 1,010,000 N = 832,375 NTs = 2,020,000 N ∅.Pn

541,044 N <hancur tekan

Pn = 4,279,900.2 N= 2,781,935.1 N > 2,748,800 N

OK

Jadi penulangan tarik pakaiD 22 - 75

Jadi penulangan tekan pakaiD 22 - 150

mm2

mm2

φ.Pn

Pn

2,748,800.00 N

DESIGN TIANG SANDARANno. 1116

Mu = 15.95 KNmMu = 15,950,000 Nmmfy = 400 Mpafc' = 30 Mpab = 150 mmh = 150 mmd' = 40 mmd = 110 mmAs1 = 100

a = 10.4575163 mm

= 3,352,680 Nmm

Mn2(perlu) = 15,746,650 Nmm

As2 = As' = 562.380Astotal= As1+As2 = 662.380jadi pakai 5 D 13

As2 = As' 562.380jadi pakai 5 D 13

mm²

mm²mm²

mm²

∅ 1.��

DESIGN TIANG SANDARANno. 1116

As'=

Cc=

a

h= 150 mm

d-a/2

Ts1=b= 150 mm As1=

Mn1=

150

5 D 13150

5 D 13

DESIGN TIANG SANDARANno. 1116

562.380

0.85.fc'.a.b

Mn1

As1.Fy100

- Nmm

14,866,016 <redesigne

mm²

mm²

∅ total=.��

As'= 562.380Cs= As'.fy

d-d' Mn2

Ts2= As2.FyAs2= 562.380Mn2= 18,582,521 Nmm

15,950,000 Nmm

mm²

mm²

DESIGN BALOK Tno. 750

L = 6 mMu = 1,656,511,000 Nmmfy = 400 Mpafc' = 30 Mpa hf= 120bw = 200 mmh = 1200 mmhf = 120 mmd' = 40 mmd = 1160 mmAs = 5000 mm

1/4 . L = 1500 mmbw + 16.hf = 2120 mm = 1500 mm

jb = 2000 mma = 52.29 mm

Cc > Ts, hf > a, pelat tidak perlu semuanya tertekan, termasuk balok T persegi!

= 1,814,169,935 Nmm > 1,656,511,000 NmmOK

7 D 32

bef

∅.��

DESIGN BALOK Tno. 750

Cc-awal= 0.85.fc'.hf.befbef= 1500 = 4,590,000 N

52.29

Cc-baru= 2,000,000 N

bw= 200 Ts= As.fy= 2,000,000 N

DESIGN PELAT LANTAI JEMBATANAKIBAT My no. 625

Muy = 1409.494 Kgm

Muy = 14,094,940.00 Nmmfy = 400 Mpafc' = 15 Mpa

200

m = 31.37b = 1000 mmh = 200 mmd' = 30 mmd = 170 mm

=

=

Rn = 0.6096427336

= 0.0015623984

As = 265.6077319877As(coba) = 392

a = 12.2980392157

Mn = 25,691,833.73 Nmm= 21,838,058.67 > 14,094,940.00 Nmm= ok

pakai tulanganD 10 -200

Asbagi

As(terpasang)

mm²mm²

�

∅.��

DESIGN PELAT LANTAI JEMBATANAKIBAT Mx no. 625

Mux = 1926.515 Kgm

Mux = 19,265,150.00 Nmmfy = 400 Mpafc' = 15 Mpa

200

m = 31.37b = 1000 mmh = 200 mmd' = 30 mmd = 170 mm

=

=

Rn = 0.8332677336

= 0.0021560905

As = 366.5353904513As(coba) = 392

a = 12.2980392157

Mn = 25,691,833.73 Nmm= 21,838,058.67 > 19,265,150.00 Nmm= ok

pakai tulangan

Asbagi

As(terpasang)

mm²mm²

�

∅.��

D 10 -200

DESIGN PELAT LANTAI JEMBATANAKIBAT My no. 625

D 10 -200

b= 1000

D 10 -200L= 0

400

400

mm²

mm²

DESIGN PELAT LANTAI JEMBATANAKIBAT Mx no. 625

D 10 -200

b= 1000

D 10 -200L= 0

400

400

mm²

mm²

PERENCANAAN PIPA PAGAR JEMBATANno. Elemen 1064

Batang Tekan JIS-3454

Pu = 240,300 Nfy = 240 Mpak = 0.7071L = 1000 mm

Profil = 101.6 101.6Letak titik berat = 50.8 mm

Properties profil

A = 1226.5

lx = 1200000r = 31.22 mm

= 0.2497142004< 0.25

ω = 1

0.25 < < 1.2

ω =

> 1.2

ω 1.25

yang dipakai kondisi adalahω = 1

=

= 250,201.47 N >Jadi profil tersebut di atas OK! memenuhi

mm2

mm4

λc

λc

λc

λc2

Nn

λ /(_�=�� ).√ )�.� (��/�

1.43/(1.6−0.67λ )_�

)(�_�.�_� /�

1

3

PERENCANAAN PIPA PAGAR JEMBATANno. Elemen 1064

101.6

4 4

101.6

240,300 NOK! memenuhi

1

2

3