Desain Jembatan Staadpro,Jimmy, 3 Mrk1,1341320066

Mu = 8.00E+07 Nmmfy = 240 Mpafc' = 30 Mpab = 200 mmh = 600 mmd' = 30 mmd = 570 mm

m =

m = 9.4117647059

h =Rn = 1.5389350569

= 0.0066183597

As = 754.49300424 16

As baru = 804.24771932

a = 35.505553139

Mn = 106594456.79= 85275565.429 > 8.00E+07

OkeMn

Cc = 0,85.fc'.a.b

a

600

Ts = As.fy

b = 200

P = 10 TL = 1.8 mMu = 4.5 T.m

= 45000000 Nmm1.6 Mu = 72000000 Nmmfy = 240 Mpafc' = 25 Mpa

Potongan Plat Tampak Depan

m = 11.294117647 mmb = 1000 mmh = 200 mm 200 mmd' = 30 mmd = 170 mm

Pakai TulanganL =

Rn = 3.1141868512

As Bagi =

As Terpasang =

= 0.0140981806

As = 2396.6907012

As coba = 2820

a = 31.849411765

Mn = 104278159.06 Nmm= 83422527.247 Nmm > 72000000 Nmm

Tulangan Oke

Pakai Tulangan - 100

mm2

mm2

Mn

vv vv

Potongan Plat Tampak Depan19 - 100 10 -

10 - 27 Pakai Tulangan 101800 mm B = 1000

400

400

mm2

mm2

vv vv vv vvvv vv

175

- 27mm

Mu = 180 kNm= 180,000,000.00 Nmm

fy = 400 Mpafc' = 25 Mpab = 200 mmh = 600 mmd' = 40 mmd = 560 mm

As1 = 500

a = 47.0588235294 mm

Mn1 = 107,294,117.65 Nmm

= 90,882,352.94

As' = 436.9344

= 436.9343891403

= 936.9343891403jadi pakai

4 D 19 h = 600

= 436.9343891403jadi pakai

2 D 19b = 200

As total = 936.9344

mm2

�=(��.��)/(0.85 . ��^′. �)

∅��1 .=��.�� (�−�/2)

〖𝑀𝑀〗 _ = 2����� ( − ∅(�� 1)�� )/∅

��2=��^′= 〖𝑀𝑀〗 _(2 �����)/( .�� (�−�^′))

�� ����� 1 2=�� +��

��^′ 2=��

Cc = 0.85 . fc' . A . BCs = As' . fy

Mn1d-a/2 d-d'

Ts1 = As1 . fy Ts2 = As2. .fymm As1 = 500 As2 = 436.9343891403

Mn1mm2 134,117,647.059

Mn total 247,720,588.24 > 180,000,000.00 Tulangan Oke

mm2

Mn2

Mn2 113,602,941.18

L = 6 mMu = 300,000,000.00 Nmmfy = 400 Mpafc' = 15 Mpabw = 200 mmh = 600 mmhf = 200 mmd' = 30 mmd = 570 mm

As = 17001/4 L = 1500 mm

bw + 16 . hf = 3400 mm bef = 1500 mmJb = 1800 mma = 35.56 mm

Cc>Ts, a<hf, pelat tidak perlu semuanya tertekan, termasuk balok T-persegiMn = 300,408,888.89 Nmm > 300,000,000.00 Nmm

Jadi digunakan penulangan4 D 25

mm2

bef = 1500 mm Cc awal =

hf = 200

Cc Baru =

Cc>Ts, a<hf, pelat tidak perlu semuanya tertekan, termasuk balok T-persegiTs =

bw = 200 mm

3,825,000 N

680,000 N

680,000 N

Mu = 5,000,000.00 Nmmfy = 400 Mpa

fc' = 15 Mpabw = 200 mm hf = 120h = 600 mm

hf = 120 mmd' = 40 mmd = 560 mm

As = 50001/4 . L = 1500 mmbw + 16.hf = 2120 mm bef = 750 mmJb = 750 mm

= hf + (As . fy - 0.85 . fc' . bef . Hf) / (0.85 . fc' . bw)

= 454.314 > 120 mmTs>Cc, maka a>hf, sehingga blok tekan masuk balok dibawah plelat, jadi termasuk balok T-murni

Mn = 0.8 . (Cc1 . (d - hf )) + Cc2 . (d - hf - (a - hf)/2))Mn = 645,079,019.61 Nmm > 5,000,000.00 Nmm

OkJadi digunakan tulangan

7 D 32

mm2

a T-murni

a T-murni

bef = 750

==

==

Ts ==

bw = 200

Ts =Ts>Cc, maka a>hf, sehingga blok tekan masuk balok dibawah plelat, jadi termasuk balok T-murni =

Cc1

Cc2

0.85 . fc' . hf . bef 1,147,500.00 N

0.85 . fc' . (a-hf) bw852500.0 N

As.fy 2,000,000.00 N

Cc1 + Cc2 2,000,000.00 N

Mu = 70 tm 700000000 NmmPu = 50 t 500000 Nmme = 1400 mmfy = 400 Mpafc' = 30 Mpa abb = 800 mmh = 800 mmd' = 40 mmd = 760 mmAs = 3000 mm2As' = 1500 mm2m = 15.686275ρ = 0.0049342

= 0.85Cb = 456 mmab = 387.6 mm

= 0.0027368fs' = 547.36842 fs'=fy 400 Mpa

5 D 29Cc = 7907040 NCs = 600000 N Pnb = 7307040 NTs = 1200000 N

4749576 > 500000Hancur tarik

Pn = 846439.7 NPn = 550185.81 N > 500000 N

OKJadi, penulangan pakai

5 D 29

β1

εs'

φPnb

��=0.85 . ��^′. . . � � [(ℎ −2�)/ + 2� √(((ℎ −2�)/2�)^2+ .2� . � (1 − ′ � /�) )]

Pnb

Cs = As.fs'

CbCc = 0.85.fc'.ab.b

Ts = As . fy

5 D 29

εcu = 0.003εs'

εs

Mu = 10 tm 100000000 NmmPu = 120 t 1200000 Nmme = 83.33 mmfy = 400 Mpa Pnbfc' = 25 Mpab = 400 mmh = 400 mmd' = 40 mm abd = 360 mmAs = 2000 mm2As' = 1500 mm2 Ts = As . Fy

= 0.85Cb = 216 mmab = 183.6 mm

= 0.0024444444fs' = 488.88888889 fs'=fy 400 Mpa

Cc = 1560600 NCs = 600000N Pnb = 1360600 NTs = 800000 N

884390 N < 1200000Hancur tekan

Pn = 2838679.4609 N= 1845141.6496 N > 1200000 N

OKJadi penulangan pakai

4 D 29

β1

εs'

φPnb

φPn

��= (��^′. ��)/(�/( ′�−� )+0.5)+ ( . ℎ . ′� �� )/((3 . ℎ . �)/�^2+1.18)

Cs = As' . Fs' εcu = 0.003

CbCc = 0.85 . Fc' . Ab . B

Ts = As . Fy

4 D 29

N12 D 29

εs'

εs

Data - datafc' = 25 Mpafy = 400 MpaMu = 45000 kgm

= 450 kNm= 450000000

Pu = 87.3 t= 873000 N

e = 515.4639175258 mmfy = 400 Mpafc' = 25 Mpab = 450 mmh = 600 mmd' = 60 mmd = 540 mmAs = 2000 mm2As' = 1000 mm2As total = 3000 mm2

m = 18.8235294118

ρ = 0.0082304527 ρ = 0.02709375= 0.85

Cb = 324 mmab = 275.4 mm

= 0.0024444444fs' = 488.8888888889 Mpa fs=fy = 400

Cc = 2633512.5Cs = 400000Ts = 800000

= 715419078.75

= 0eb = 320.311204325

e>eb, maka hancur tarik pakai

β1

εs'

ƩM

� =0.75._���� �_�.�_��

� =1.4 _���� /�_� .�.�

�= / �_�(0.85 ′).�_�

�= / �_�)(�.�

�=0.85 _1 ′ (600/.� �_� /�_�(600 ))+�_�

� = _�(600 )/.�(600 )+�_�

� ^′= _�(0.003 ′)) (�_�−� /�_�

� =0.85 ^′_� .�_� .�.�_�

� = ^′_� �_� .�_�

� = ._� �_� �_�

� .(ℎ/2 /2) (ℎ/2 ′) _��=�_� −� +�_� −� +�_�(ℎ/2 ′)−�

No. Mu (kNm) Pu (kN) e1 450 800 562.52 320 1200 266.673 200 7000 28.574 120 4000 305 450 5000 906 200 1200 166.667

Koordinat (Mn, Pn) diagram interaksic a Cc Mn sample Pn sample

mm mm N kNm kN49.3 41.91 400716.6 399.818955 0.716562560 51.00 487687.5 421.870219 87.687585 72.25 690890.6 470.308764 290.890625

110 93.50 894093.8 514.429242 494.09375135 114.75 1097297 554.231654 697.296875160 136.00 1300500 589.716 900.5185 157.25 1503703 620.882279 1103.70313210 178.50 1706906 647.730492 1306.90625235 199.75 1910109 670.260639 1510.10938260 221.00 2113313 688.472719 1713.3125310 263.50 2519719 711.94268 2119.71875335 284.75 2722922 717.200561 2322.92188324 275.40 2633513 715.419079 2233.5125360 306.00 2926125 718.140375 2526.125390 331.50 3169969 713.568305 2769.96875420 357.00 3413813 702.778219 3013.8125450 382.50 3657656 685.770117 3257.65625480 408.00 3901500 662.544 3501.5510 433.50 4145344 633.099867 3745.34375600 510.00 4876875 507.459375 4476.875700 595.00 5689688 302.224219 5289.6875

0 6138�_ =0)=0.85 ^(� .�_�′ .ℎ ^′ ′.� +�_� .�_�

0 100 200 300 400 500 600 700 8000

1000

2000

3000

4000

5000

6000

7000

8000 Diagram Interaksi M-P

Mn sample

Pn Sample

Lentur

Tekan Murni

e=eb

0 100 200 300 400 500 600 700 8000

1000

2000

3000

4000

5000

6000

7000

8000 Diagram Interaksi M-P

Mn sample

Pn Sample

Lentur

Tekan Murni

e=eb

Pnb

Cs = As' . Fs'

cbCc = 0.85 . Fc' ab . b

Ts = As . Fy

Mpa

NN Pnb = 2233513 NN

8 D 22

εcu =0.003εs'

εs

�_��=�_�+�_�−�_�

0 100 200 300 400 500 600 700 8000

1000

2000

3000

4000

5000

6000

7000

8000 Diagram Interaksi M-P

Mn sample

Pn Sample

Lentur

Tekan Murni

e=eb

0 100 200 300 400 500 600 700 8000

1000

2000

3000

4000

5000

6000

7000

8000 Diagram Interaksi M-P

Mn sample

Pn Sample

Lentur

Tekan Murni

e=eb

Vu = 180 kN = 180000 Na = 125 mmbw = 250 mmh = 460 mmd' = 110 mmd = 350 mmfc' = 35 Mpafy = 400 MpaMenentukan luas tulangan geser friksi

= 300000 N

= 612500 N > 300000

= 481250 N > 300000

hub. Konsol - 1Avf = 750 mm2

Menentukan luas tulangan tarikNuc = 0.2 . Vu

= 36000 N

Mu = 26460000 Nmm

Af = 370.58824 mm2

Menentukan luas tulangan tarik

= 150 mm2Luas tulangan akhir, As

= 520.5882= 650 mm2

= 306.25 mm2As terbersar = 650 mm2 3 D 19

kolom tidak monolit, maka

〖𝑀𝑀〗 _�����=��/�

0.2 . ��^′. �_ .� �

5.5 . . �� �

���=〖𝑀𝑀〗 _�����/( . �� �)

�� . . (ℎ )=�� �+��� −�

��= ��/( . . 0.85 .� �� �)

��= ( . . . (ℎ )�� � +��� −� )/( . . 0.85 .� �� �)

��= ���/(�.��)

��= 2/3 � ���+����=��+��

�����=0.04 ′ � �� / �� � � � �

Luas tulangan horizontal pembagi, Ah

= 250 mm2 4 D 10Luas landasan, Al

= 13186.813 mm2 jadi luas perlu adalahsisi = 114.83385 mm = 115 mm x 115

ℎ� =1/2 )(�� −��

Vu < φ . 0.6 . fc' . Al

ℎ� =��/(ф.0.6 ′.�� )

mm

Mu = 12.3 tm = 123000000 NmmPu = 100 t = 1000000 Ne = 123 mmfy = 400 Mpafc' = 25 Mpab = 1000 mmh = 400 mmd' = 40 mmd = 360 mmAs = 2530 mm2As' = 1265 mm2m = 18.82353ρ = 0.007028

= 0.85Cb = 216ab = 183.6

= 0.002444fs' = 488.8889 fs' = fy = 400 MpaCc = 3901500 NCs = 506000 N Pnb = 3395500 NTs = 1012000 N

2207075 N > 1000000 NHancur Tarik

Pn = 5690940 N= 3699111 N > 1000000 N

OKJadi penulangan tarik pakai

22 - 150

Jadi penulangan tekan pakai22 - 300

Mu = 29.187 tm = 291870000 NmmPu = 192 t = 1920000 Ne = 152.0156 mmfy = 400 Mpafc' = 25 Mpab = 10000 mm

β1

εs'

ф Pnb

ф Pn

��=0.85 . ��^′. . . � � [(ℎ −2�)/ + 2� √(((ℎ −2�)/2�)^2+2 . . � . � (1− ′ � /�) )]

D

D

h

h = 1000 mmd' = 100 mmd = 900 mmAs = 3000 mm2As' = 1500 mm2m = 18.82353ρ = 0.000333

= 0.85Cb = 540ab = 459

= 0.002444fs' = 488.8889 fs' = fy = 400 MpaCc = 97537500 NCs = 600000 N Pnb = 96937500 NTs = 1200000 N

63009375 N > 1920000 NHancur Tarik

Pn = 1.5E+008 N= 97891611 N > 1920000 N

OKJadi penulangan tarik pakai

22 - 126

Jadi penulangan tekan pakai22 - 253

β1

εs'

ф Pnb

ф Pn

��=0.85 . ��^′. . . � � [(ℎ −2�)/ + 2� √(((ℎ −2�)/2�)^2+2 . . � . � (1− ′ � /�) )]

D

D

b = 1000 mm

eba

d-a/2 Cc = 0.85 . fc' . ab

Ts1 = As1 . fy

Pnb

Cc = 0.85 . fc' . ab

Ts1 = As1 . fy

Cs = As' . fy

Ts2 = As2 . fy

d - d'

Mu = 12.3 tm = 123000000 NmmPu = 300 t = 3000000 Ne = 41 mmfy = 400 Mpafc' = 25 Mpab = 1000 mmh = 400 mmd' = 40 mmd = 360 mmAs = 2530 mm2As' = 1265 mm2m = 18.82353ρ = 0.006325

= 0.85Cb = 216ab = 183.6

= 0.002444fs' = 488.8889 fs' = fy = 400 MpaCc = 3901500 NCs = 506000 N Pnb = 3395500 NTs = 1012000 N

2207075 N < 3000000 NHancur Tekan

Pn = 7217351 N= 4691278 N > 3000000 N

OKJadi penulangan tarik pakai

22 - 150

Jadi penulangan tekan pakai22 - 300

β1

εs'

ф Pnb

ф Pn

D

D

��= (��^′. ��)/(�/( ′� −� )+0.5)+ ( . ℎ . ′� �� )/((3.ℎ . �)/�^2+1.18)

h

Ts1= As1.fy

Cc= 0.85 fc'.ab

a

d-a/2eb

b = 1000 mm

d-d'Cc= 0.85 fc'.ab

Pnb Cs= As'.fy

Ts2= As2.fy

L = 25.00 mMu = 1,656,510,000.00 Nmmfy = 400 Mpafc' = 15 Mpabw = 400 mmh = 1200 mmhf = 120 mmd' = 30 mmd = 1170 mm

As = 50001/4 L = 6,250.00 mm

bw + 16 . hf = 2320 mm bef = 1800Jb = 1800 mma = 87.15 mm

Cc>Ts, a<hf, pelat tidak perlu semuanya tertekan, termasuk balok T-persegiMn = 1,802,283,224.40 Nmm > 1,656,510,000.00 Nmm

Jadi digunakan penulangan7 D 32

mm2

bef = 1800 mm Cc awal =

hf = 120

Cc Baru =mm

Cc>Ts, a<hf, pelat tidak perlu semuanya tertekan, termasuk balok T-persegiTs =

bw = 400 mm

2,754,000 N

2,000,000 N

2,000,000 N

P = 10 TL = 1.8 mMu = 4.5 T.m

= 45000000 Nmm1.6 Mu = 72000000 Nmmfy = 240 Mpafc' = 25 Mpa

Potongan Plat Tampak Depan

m = 11.294117647 mmb = 1000 mmh = 200 mm 200 mmd' = 30 mmd = 170 mm

Pakai TulanganL =

Rn = 3.1141868512

As Bagi =

As Terpasang =

= 0.0140981806

As = 2396.6907012

As coba = 2820

a = 31.849411765

Mn = 104278159.06 Nmm= 83422527.247 Nmm > 72000000 Nmm

Tulangan Oke

Pakai Tulangan - 100

mm2

mm2

Mn

vv vv

Potongan Plat Tampak Depan19 - 100 10 -

10 - 27 Pakai Tulangan 101800 mm B = 1000

400

400

mm2

mm2

vv vv vv vvvv vv

175

- 27mm

DESAIN BATANG TEKAN SKSNI

coba pakai 400 200 7 11Pu =

=11 Ag =

Fy =E =L =

7 k =400 Iy =

Imin =11

200 Imin = ry =

λc =

λc =

ω =

=

DESAIN BATANG TEKAN (AISC)

Fcr = 192.6298302841

= 1,153,679.32 > 969000 NOk

Φ Pn = Φ . Ag .Fy/ωΦ Pn

Φ Pn = 0.85 . Ag .FcrΦ Pn

√(��/�)

( . � �)/( . � �) √(��/�)

≤�� 1.5

�� >1.5

���=(〖 0.656〗 ^(〖𝜆𝜆〗 ^2 ) )��

��=0.877/〖𝜆𝜆〗 ^2 ��

96,900 Kg969,000.00 N

7046 mm2240 MPa

2000003000

114,677,471.17 mm4

45.6409 mm

λc <0.25 ω=10.725 0.25<λc <1.2 ω=1.43/1.6-0.67 . λc

1.283 λc>1.2

1,120,150 N > 969000 NOK

ω=1.25 . λc2

Pn = Φ . Ag .Fy/ω

( . � �)/( . � �) √(��/�)

PERENCANAAN PIPA TIANG SANDARANELEMENT no. 1075 (101.6 x 3.2)

JIS-3454

Batang TekanPu = 16,691 Kg

= 166,911.37 NFy = 240 MPaL = 1000 mmE = 200000k = 0.707106781Profil ф 101.60 101.60 3.2Letak titik berat = 50.80 mmProperties ProfilA = 989.22 mm2Ix = 1200000 mm4r = 34.82917186 mm

λc =λc <0.25 ω=1

λc = 0.224 0.25<λc <1ω=1.43/1.6-0.67 . λc

ω = 1.000 λc>1.2

= 201,802 N > 166911.4 NOK

ω=1.25 . λc2

Φ Pn = Φ . Ag .Fy/ωΦ Pn

( . � �)/( . � �) √(��/�)

PERENCANAAN PIPA TIANG SANDARANELEMENT no. 1075 (101.6 x 3.2)

JIS-3454

101.60

3.2

101.60

Mu = 0.826 kNm= 826,000.00 Nmm

fy = 240 Mpafc' = 15 Mpab = 100 mmh = 100 mmd' = 30 mmd = 70 mm

As1 = 500

Rn = 2E-06 mm

m = 18.82 Nmm

ρ = 1,032,476.47

As' = 107.5496

= 107.5496323529

= 607.5496323529jadi pakai

3 D 19 h = 100

= 107.5496323529jadi pakai

1 D 19b = 100

As total = 607.5496

mm2

��=��/〖∅ .�.�〗 ^2

∅��1 .=��.�� (�−�/2)

��2=��^′= 〖𝑀𝑀〗 _(2 �����)/( .�� (�−�^′))

�� ����� 1 2=�� +��

��^′ 2=��

'.85.0 c

y

f

fm

fy

Rm

mn..211

1

Cc = 0.85 . fc' . A . BCs = As' . fy

Mn1d-a/2 d-d'

Ts1 = As1 . fy Ts2 = As2. .fymm As1 = 500 As2 = 107.5496323529

Mn1mm2 23.529

Mn total 1,290,619.12 > 826,000.00 Tulangan Oke

mm2

Mn2

Mn2 1,290,595.59

Mu = 8.26E-01 kNmm= 8.26E+05 Nmm

fy = 240 Mpafc' = 15 Mpab = 100 mmh = 100 mmd' = 30 mmd = 70 mm

m =

m = 18.823529412

h =Rn = 2.10714E-006

= 8.77976E-009

As = 6.14583E-0051 12

As baru = 452.38934212

a = 1.15686E-005

Mn = 7600140.3195= 6080112.2556 > 8.26E-01

OkeMn

Cc = 0,85.fc'.a.b

a

100

Ts = As.fy

b = 100

Mu = 71.136 tm = 711360000 NmmPu = 0.676 t = 6760 Ne = 123 mmfy = 400 Mpafc' = 25 Mpab = 1000 mmh = 400 mmd' = 40 mmd = 360 mmAs = 2530 mm2As' = 1265 mm2m = 18.82353ρ = 0.007028

= 0.85Cb = 216ab = 183.6

= 0.002444fs' = 488.8889 fs' = fy = 400 MpaCc = 3901500 NCs = 506000 N Pnb = 3395500 NTs = 1012000 N

2207075 N > 6760 NHancur Tarik

Pn = 5690940 N= 3699111 N > 6760 N

OKJadi penulangan tarik pakai

16 - 79

Jadi penulangan tekan pakai16 - 158

Mu = 29.187 tm = 291870000 NmmPu = 192 t = 1920000 Ne = 152.0156 mmfy = 400 Mpafc' = 25 Mpab = 10000 mmh = 1000 mmd' = 100 mmd = 900 mm

β1

εs'

ф Pnb

ф Pn

��=0.85 . ��^′. . . � � [(ℎ −2�)/ + 2� √(((ℎ −2�)/2�)^2+2 . . � . � (1− ′ � /�) )]

D

D

h

As = 3000 mm2As' = 1500 mm2m = 18.82353ρ = 0.000333

= 0.85Cb = 540ab = 459

= 0.002444fs' = 488.8889 fs' = fy = 400 MpaCc = 97537500 NCs = 600000 N Pnb = 96937500 NTs = 1200000 N

63009375 N > 1920000 NHancur Tarik

Pn = 1.5E+008 N= 97891611 N > 1920000 N

OKJadi penulangan tarik pakai

22 - 126

Jadi penulangan tekan pakai22 - 253

β1

εs'

ф Pnb

ф Pn

��=0.85 . ��^′. . . � � [(ℎ −2�)/ + 2� √(((ℎ −2�)/2�)^2+2 . . � . � (1− ′ � /�) )]

D

D

b = 1000 mm

eba

d-a/2 Cc = 0.85 . fc' . ab

Ts1 = As1 . fy

Pnb

Cc = 0.85 . fc' . ab

Ts1 = As1 . fy

Cs = As' . fy

Ts2 = As2 . fy

d - d'

1 = 700 cm22 = 2250 cm23 = 1485 cm24 = 142.5 cm25 = 240 cm2

A girder = 481,750.00 mm2Tinggi girder = 1600 mmbentang jembatan = 30 mJarak Balok = 1.8 mLebar jembatan = 7 mTebal pelat lantai = 0.2 mTebal perkerasan aspal = 0.05 mUkuran diafragmaLebar = 162 cmTinggi = 125 cmTebal = 15 cm

= 5Jarak diafragma = 7.5 mBerat jenis beton = 2400 kg/m3Berat Sendiri Jembatanpelat lantai beton = 1.8 0.2 2400 864 kg/mperkerasan aspal = 1.8 0.05 2200 198 kg/mair hujan = 1.8 0.05 1000 90 kg/mberat gelagar = 481,750.00 1.00E-06 2400 1156.2 kg/m

2308.2 kg/mMu1 = Mmax = 259672.5 kgm

Berat DiafragmaP = 2400.p.L.T = 2400 0.15 1.62 1.25 729Ra = P.jml diaf/2 = 729 5 0.5 1822.5

729 5 0.033333 121.5Mu2 = Mmax = 10935atau Mmax = 13668.75

Muatan HidupKoefisien kejut =

= 1.25Muatan terbagi rata, q = 2.2 t/m

q' =

= 1.44 t/mMmax = 162000 kgm

Muatan Garis k

Ʃ diafragma pd bentang

1+20/(50+�������)

�/2.75 . ����� �����

Muatan anginP =

q1 = 2.Pq2 = =q3 = 0.5 . q2

l1 == 05 . 2 1.6 0.2 0.05

l2 == 0.5 1.6 0.2 0.05

= 5,236.69 kg.m

Mu 4 = 5,236.69

Gaya Rem

H = 5% muatan D tanpa kejutH =

= 0.5655272727

19 18 19

12.5

7.5

107.5

1022.5

24 18 24

kgkgkg/mkgmkgm

1

44

2

55

3

= 150 kg/m2= 300 kg/m2

150 1.6 0.2 0.05 = 277.5 kg/m2= 138.75 kg/m2

= 2.85 m

= 0.925 m

= 46.5484 kg/m

× + +

1 = 700

2 = 2250

3 = 1485

4 = 142.5

5 = 240

A girder = 481,750.00 Tinggi girder = 1,600.00 mmBentang Jembatan = 30.00 mJarak balok = 1.80 mLebar jembatan = 7.00 mTebal plat lantai = 0.20 mTebal perkerasan aspal = 0.05 mUkuran diafragmaLebar = 162.00 cmTinggi = 125.00 cmTebal = 15.00 cm

= 5.00 jarak diafragma = 7.50 m

berat jenis beton = 2,400.00

Berat sendiri jembatanpelat lantai betonperkerasan aspalair hujanberat gelagar

Berat diafragma 2,400.00 729.00 729.00

Muatan hidupKoefisien kejut K =

cm2

cm2

cm2

cm2

cm2

mm2

Σ diafragma pada bentang

kg/m3

Muatan terbagi rata, q = 2.2

= 1.44

Muatan garis P 12 t

122.75

Muatan angin

p

2.p

(0,5.2) 1.60 0.20

0.5 1.60 0.20

1 46.55 900.00 8

Gaya remH = 5% muatan D tanpa kejut

0.05 2.2 1.80

2.75

1.8 1.60 0.20

M = H.Z

Beban Trotoirq = 60% . 500kg/m

q1

q2

q3 0,5.q2

l1

l2

Z = 1,8 + (tgirder + tpelat + tperkerasan)

=

=

=

=

= =

=

=

= + +

=

= +x

= x x

=

= xx

= + +

300 kg/m

1 300.00 900.00 8

jadi total momen

259,672.50 10,935.00 235,636.36

=

= x x

= + + +

12.5

7.5

107.5

10

22.5

160

1.80 0.20 2,400.00 864 kg/m 1.80 0.05 2,200.00 198 kg/m 1.80 0.05 1,000.00 90 kg/m 481,750.00 1.00E-06 2,400.00 1156.2 kg/m

2308.2 kg/m

259,672.50 kgm

0.15 1.62 1.25 729.00 kg 5.00 0.50 1,822.50 kg 5.00 0.03 121.50 kg/m

10,935.00 kgmatau 13,668.75 kgm

1 + 20 = 1.25 30

t/m

t/m = 1.44 t/m

162,000.00 kgm

1.25 1.80 = 9.82 t

73,636.36 kgm 235,636.36 kgm

150.00

300.00

150 1.60 0.20 0.05 277.50

138.75

0.05 2.85 m

0.05 0.93 m

46.55 kg/m

5,236.69 kgm 5,236.69 kgm

12 1.80

0.46 t/m2.75 464.73 kg/m

0.05 3.65 m

1,696.25 kgm 1,696.25 kgm

kg/m2

kg/m2

kg/m2

kg/m2

x x

=

=

== + +

=

=+

+

x

=

=

=

+ x==

+ =

=

33,750.00 kgm 33,750.00 kgm

5,236.69 1,696.25 33,750.00 546,926.81 kgm

=

=+ ++

19 18 19

24 18 24

1 = 700.002 = 2,250.003 = 1,485.004 = 142.505 = 240.00

spek

A girder = 481,750.00

tinggi girder = 1,600.00Bentang Jembatan = 30.00 mJarak balok = 1.80 mLebar jembatan = 7.00 mTebal plat lantai = 0.20 mTebal perkerasan aspal = 0.05 mUkuran diafragma

Lebar = 162.50

Tinggi = 125.00

Tebal = 15.00= 5.00

jarak diafragma = 7.50 m

berat jenis beton = 2,400.00

Berat sendiri jembatan

mm2

mm2

cm2

cm2

cm2

Σ diafragma pada bentang

kg/m3

12.57.5

107.5

1022.5

19 18 19

14 4

2

5 53

24 18 24