DESAIN JEMBATAN KOMPOSIT.xls

(1)

Data Perencanaan : Jembatan Kelas I Bentangan Jembatan = m Lebar Jembatan = m Lebar Trotoar = m Jarak Gelegar (S) = m Tebal Aspal = m Tebal Lantai = m

Pipa Reling/Sandaran = Inchi

Pipa Saluran = Inchi

Baja yang digunakan Fe. 360 (Tegangan Ultimed) σy = MPa

Beton yang digunakan K.225 fc' = MPa

Berat Jenis Beton Bertulang = Kg/m3

Berat Jenis Beton = Kg/m3

Berat Jenis Air Hujan = Kg/m3

Berat Jenis Aspal = Kg/m3

Rencana Gelegar Memanjang = Profile Flens Lebar Din 85

H = mm Ix = Cm4 B = mm Iy = Cm4 t1 = mm ix = cm t2 = mm iy = cm Fs = cm2 Wx = Cm3 G = 292 Kg/m' Wy = Cm3 34.6 6.61 850 300 25.00 7.50 1.00 1.25 2,400 0.20 1,000 2,200 0.05 2.50 4.00 10440 2,000 1080 19 36 372 443890 16270 240 25 t2 H B t1 1 ,5 % 1 ,5 % Ø 1 4 - 20 0 m m Ø 1 4 - 15 0 m m A s p a l t = 5 cm P ip a G a lv an is 2 Ø 2,5" P ro fil Ba ja 0 .50 0 .90 0 .95 0 .60 1 .25 1 .00 1 .25 1 .25 C enter Line D E T A IL A P E R E N C A N A A N J E M B A T AN KO M PO SIT P O T O N G A N M E L IN T A N G S ka la 1 : 150 0 .60 1 .25 1 .25 1 .25 3 .75 7 .50

ANALISA PERENCANAAN JEMBATAN KOMPOSIT

DENGAN ANALISA PLASTIS

TUGAS

2

a

.

S b e e 0 .0 5 0 .2 0 0 .0 5

.

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Menentukan Lebar Efektif Balok Komposit e = 30 + 5 + 5 = 30 + 10 = 40 cm S = 2a + e 125 = 2a + 40 2a = 125 - 40 2a = cm a = cm a/L = cm = cm = ~ m cm

Harga λ, ditentukan dari tabel berikut ini :

berdasarkan tabel harga λ diatas didapat sebagai berikut : Untuk harga a/L = ; Lihat tabel harga λ

λ/a = 1

λ = a

λ = cm

Jadi Lebar Efektif Balok Komposit Sebagai berikut : be = 2λ + e

= 2 x +

= 85 + = cm

◘

PEMBEBANAN

Beban Mati (Dead Load)/(DL) 0.05 0.2 42.5 127.50 42.50 42.5 85 25 42.5 42.5 42.5 a/L λ/a 0.1 0.15 1 0.89 0.78 0.05 0.017 0.05 42.5 2500 0.25 0.3 0.68 0.58 0.5 λ a

.

S b e e 0 .0 5 0 .2 0 0 .0 5

.

λ

e

λ S b e e 0 .0 5 0 .2 0 0 .0 5

.

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Gelegar Memanjang Tengah

Lantai = x x = Kg/m'

Voute = x 0.4 + 0.3 x = Kg/m'

2

Gelegar Memanjang (Profile Din 85) = Kg/m'

Diafragmanya 30% = Kg/m' = Kg/m' Berat Baut = x = Kg/m' = Kg/m' Momen DL = 1/8 x x L2 = x x 2 = Kg m Gaya Lintang DL = 1/2 x x L = x x = Kg

Gelegar Memanjang Tepi

Lantai = x x = Kg/m'

Voute = x 0.4 + 0.3 x = Kg/m'

2

Gelegar Memanjang (Profile Din 85) = Kg/m'

Diafragmanya 30% = Kg/m' = Kg/m' Berat Baut = x = Kg/m' = Kg/m' Momen DL = 1/8 x x L2 = x x 2 = Kg m Gaya Lintang DL = 1/2 x x L = x x = Kg

Superimposed Dead Load/(SDL) Gelegar Memanjang Tengah

Aspal = x x = Kg/m' Air Hujan = x x = Kg/m' = Kg/m' Momen SDL = 1/8 x x L2 = x x 2 = Kg m 0.05 0.20 0.05 1085.3 1060.1 12,949.22 0.20 13,566.00 25.00 qSDL 165.75 1033.6 87.60 1.275 2,400 612.00 2,400 42.00 292.00 140.25 0.02 1.275 25.50 2,200 51.68 qDL qDL 25.00 1085.3 5% 0.125 1085.3 25.00 1,034 84,787.50 qDL 0.5 50.48 2,400 42.00 588.00 1.225 2,400 292.00 82,818.75 0.125 1060.1 1009.6 5% 1009.6 qDL 1060.1 87.60 0.05 1.275 1,000 qSDL qDL 13,251.00 qDL 0.125 165.75 0.5 25.00 25.00

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Gaya Lintang SDL = 1/2 x x L

= x x

= Kg

Gelegar Memanjang Tepi

Trotoar = x x = Kg/m'

Dinding Tepi = x x = Kg/m'

Tiang dan Relling = Kg/m'

= Kg/m' Momen SDL = 1/8 x x L2 = x x 2 = Kg m Gaya Lintang SDL = 1/2 x x L = x x = Kg

beban Hidup (Live Load)/(LL) Gelegar Memanjang Tengah Beban Merata

Bentangan L = 25 m Dimana; q = 2.2 t/m' (Standar Pembebanan Jembatan)

q' = x α x S Dimana ; α = 1

= x 1 x

= t/m' = Kg/m'

Beban Terpusat

Beban garis / terpusat Dimana; P = 12 t (Standar Pembebanan Jembatan)

P' = x α x S Dimana ; α = 1 = x 1 x = t = Kg Faktor Kejut k = 1 + 20 Dimana ; L = 25 m 50 + L = 1 + 20 = 50 + 25 Momen LL = 1/8 x q' x L2 _{+ 1/4 x} _P' _x _L _x _k = x x 252 ₊ _x _x 25 x = Kg m 5454.545 1.267 264.00 0.25 1,000.00 0.20 0.55 qSDL 25.00 794.00 q 2.75 2.2 794.00 62,031.25 2,400 1.00 0.125 P 2.75 2,400 2.75 0.20 1.00 1.25 0.125 1,000 12 1.25 2.75 5.45 qSDL 5,454.545 9,925.00 121306.818 0.5 794.0 25.00 480.00 50.00 1.267 2,071.88 qSDL 0.5 165.75 qDL 25.00

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Gaya Lintang LL = 1/2 x x L + 1/2 x PLL x k

= x x + x x

= Kg + Kg

= Kg

Gelegar Memanjang Tepi Beban Merata

Bentangan L = 25 m Dimana; q = Kg/m2

(Standar Pembebanan Jembatan)

q' = x 1 m

= x 1 m

= Kg/m'

Beban Terpusat

Beban garis / terpusat Dimana; P = 12 t (Standar Pembebanan Jembatan)

P' = x α x 1/2 S Dimana ; α = 1 = x 1 x = t = Kg Faktor Kejut k = 1 + 20 Dimana ; L = 25 m 50 + L = 1 + 20 = 50 + 25 Momen LL = 1/8 x q' x L2 _{+ 1/4 x} _P' _x _L _x _k = x x 252 ₊ _x _x 25 x = Kg m Gaya Lintang LL = 1/2 x x L + 1/2 x PLL x k = x x + x x = Kg + Kg = Kg KETERANGAN ; ◘ Momen

Gelegar Memanjang Tengah MDL = Kg m

MSDL = Kg m MLL = Kg m + Kg m 12,949.219 1000.0 15,954.55 12,500.00 1.267 2.75 12 0.63 2.75 qLL 1.267 0.125 350 2.727 500 219,043.537 500 350 P 0.25 2727.273 1.267 48934.659 0.5 350.0 25.00 q 0.5 qLL 0.5 2,727.273 1.267 4,375.00 1727.27 0.5 5,454.545 3454.55 25.00 2,727.273 84,787.500 121,306.818 6,102.27

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Gelegar Memanjang Tepi MDL = Kg m

MSDL = Kg m

MLL = Kg m +

Kg m

◘ Lintang

Gelegar Memanjang Tengah DDL = Kg

DSDL = Kg

DLL = Kg +

Kg

Gelegar Memanjang Tepi DDL = Kg

DSDL = Kg

DLL = Kg +

Kg

= Kg m; dan Kg

◘

MENENTUKAN GARIS NETRAL DAN INERSIA KOMPOSIT

193,784.659 62,031.250 82,818.750

Dari hasil momen dan Lintang yang didapat maka untuk mendeasain jembatan kumposit diambil momen dan lintang yang terbesar yaitu Gelegar memanjang tengah dengan momen dan nilai lintang

219,043.537 31,592.420 13,251.000 9,925.000 6,102.273 29,278.273 13,566.000 2,071.875 15,954.545 48,934.659 31,592.420

σ

_c 0 .2 0 a d c B d t y c y s G A R I S N E T R A L t1 t2 H 0 .0 5

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dimana diketahui ; H = mm Ix = Cm4 B = mm Iy = Cm4 t1 = mm ix = cm t2 = mm iy = cm Fs = cm2 Wx = Cm3 G = Kg/m' Wy = Cm3 Fs = cm2 Fb = b/n x 20 cm Dimana; n = 20 = 128 / 20 x 20 = 6 x 20 = 128 cm2 Ft = Fs + Fb dt = 1/2 x H + 1/2 x 20 + 5 = + = 1 x + 1 x 20 + 5 = cm2 = + + 5 = cm

Statis Momen terhadap titik berat beton

Fb x 0 + Fs x dt = Ft x dc 0 + x = x dc dc = dc = cm a = dc - 5 + 1/2 x 20 = - 5 + 10 = - 15 = cm yc = a + 5 + 20 ys = - a = + 25 = -= cm = cm It = 1/12 x b/n x 20 3 _{+ Fb x dc} 2 _{+ I} xs + Fs x ys - 2 = x 6 x + 128 x 2 ₊ ₊ _x - 2 = + + + = cm4 499.5 42.823 443890 27.823 57.177 21390 42.50 762084.82 0.083 42.50 233809 443890 80136 52.823 4250 57.177 372 8000 10440 57.5 372 57.5 42.823 27.823 27.823 499.5 42.823 85 85 42.823 443890 300 16270 292 1080 19 34.6 372 127.5 36 372 499.5 850 372 6.61 85 42.5 10

σ

_s 0 .2 0 a d c B d t y c y s G A R I S N E T R A L t1 t2 H 0 .0 5

(8)

AKIBAT CREEP n' = n x 1 + ψ Dimana, Komposit ψ = 2 = 20 x 1 + 2 = 20 x 3 = 60 Fb' = b/n' x 20 cm Ft = Fs + Fb' = 128 / 60 x 20 = + = 2 x 20 = cm2 = 43 cm2

Statis Momen terhadap titik berat beton

Fb x 0 + Fs x dt = Ft x dc' dc' = Fs x dt Ft dc' = x = cm a = dc' - 5 + 1/2 x 20 = - 5 + 10 = - 15 = cm yc' = a + 5 + 20 ys' = - a = + 25 = -= cm = cm It' = 1/12 x b/n' x 20 3 _{+ Fb x dc'} 2 _{+ I} xs + Fs x ys' - 2 = x 2 x + 60 x 2 ₊ ₊ _x - 2 = + + + = cm4

Tegangan Baja Maksimum yang terjadi

σs = x 102 x 102 x ys' x 102 x ys

= x x

= + +

= Kg/cm2

= MPa ≤ σy = MPa……….Ok !

36.604 48.396 12930 372 42.5 414.5 812.14 182.368 51.604 51.604 372 51.604 372 85 36.604 85 57.5 414.5 42.50 61.604 36.604 0.083 51.604 443890 443890 618017.42 1416.7 159780 Wxs It MDL ₊ MSDL ₊ It' MLL + _762084.82 1,823.676 12,130,681.818 57.177 + 1294921.88_618017.4248.396 101.4 910.1 8,478,750.00 10440 240 48.396 42.50 8000

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SF = MPa = MPa

Tegangan Beton Maksimum yang terjadi

σc = x 102 x yc' x 102 x yc x n' x n' = x x x 60 x 20 = + = Kg/cm2

= MPa ≤ fc' = MPa……….Ok !

SF = MPa =

MPa Cek Lendutan

Yang kita gunakan hanya beban hidup pada gelegar tengah untuk menentukan besar lendutan

P' = Kg L = cm

q' = Kg/cm' Es = 2.1 x 106 Kg/cm2

Lendutan yang terjadi

. q' . L4 _{1 . P' . L}3 48 1 = cm 2.1 106 _{48 2.1} Lendutan Izin = = = 5 cm Kontrol : ≤ ≤ 5 ……….Ok !

Jadi Gelegar Memanjang Profile Lebar Din 85 aman untuk digunakan

◘

PERENCANAAN SHEAR CONNECTOR (Penghubung Geser) Perencanaan Cannal Connector :

182.37 1.316 240 1294921.88 25 5.66 4.419 618017.42 2.151 42.041 61.604 ₊ MSDL ₊ MLL It It' 762084.82 44.192 4.419 4.288 25 12,130,681.818 52.823 10.0 500 500 δ 2,500.00 δ = ₃₈₄5 _E + s .It Es.It 5454.55 762084.82 δ = 5 10.0 384 4.288 L 2500 2.5004 + 5454.545 2.500 3 762084.82 106



d L t

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Profil Cannal Connector yang digunakan adalah Baja Profil Cannal C 14, dimana : b = 6 ; Lebar Flens (cm)

ht = 14 ; Tinggi Flens (cm) t = 1 ; Tebal Flens (cm) d = 7 ; Tebal Badan (cm) L = 15 ; Lebar Flens (cm) σc = Tegangan beton K.225 σc = 25 MPa = Kg/cm2

Q = Kekuatan Cannal Connector (Kg)

Kekuatan Untuk 1 bh Cannal Connector adalah ;

Q = 20 x t + 5/2 x L x σc

= 20 x 1 + 2.5 x 15 x

= Kg

Digunakan 1Bh Cannal Shear Connector = 1 x = Kg

Statis Momen komposit (S)

S = b x d x dc S' = b x d x dc'

n n'

= x 20 x = x 20 x

20 60

= cm3 = cm3

GAYA GESER (Longitudinal Shear)

Besarnya gaya geser persatuan panjang bentangan jembatan q = 0.5 x DDL + DSDL x S' DLL x S It 250 250 16602.0 127.5 51.604 6579.55 16601.958 16601.958 127.5 It' + 42.823 5459.91 d L t

h t

t

d

b



t



L c Q20 5 2 . . 

b e

d

d c

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= 0.5 x + x x

= Kg/cm

Jarak Stud Connector

X = = = ~ cm

q

Cek Jarak Shear Connector

q x X ≤ Q

x 80 ≤ Kg

Kg ≤ Kg ……….Ok !

Jumlah Cannal Connector

n = L = = ~ Buah

X 80

Jumlah Cannal Connector untuk 1 gelegar memanjang adalah buah

◘

PERENCANAAN DIAFRAGMA (PENGAKU)

beban yang digunakan untuk menentukan dimensi diafragma :

P = P1 + L1 - 4 x P2 x k

4 diaman :

P = beban fiktif

P1 = tekanan roda tengah / belakang (10 Ton) ---> Untuk Jembatan Kelas I 618017.42 31.00 13566 2,071.875 6579.6 762084.82 5459.9 206.822 Q Total 16601.958 + 80.27 15954.545 16601.958 206.822 2,500.00 206.822 80.00 31.25 16545.791 16601.958 31.00 4.00 4.00 25.00 0 .8 0 0 .8 0 0 .1 4 0 .8 5

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P2 = tekanan roda depan (2,5 Ton) ---> Untuk Jembatan Kelas I L1 = jarak diafragma (Mak. 6 m)

k = koefisen kejut P = 10 + - 4 x 2.5 x = 10 + x 2.5 x = x = Ton = Kg P = Kg S = m Mmax = 1/4 x P x S = x x = Kg m = Kg cm σ = ≤ σ_l W = Wx = Kg cm = MPA MPA MPA Wx = cm3

berdasarkan tabel didapatkan profile yang akan digunakan sebagai berikut : direncanakan menggunakan Profile H 250/125 mm

H = mm Ix = Cm4 B = mm Iy = Cm4 t1 = mm ix = cm t2 = mm iy = cm Fs = cm2 Wx = Cm3 G = Kg/m' Wy = Cm3

Cek berat yang direncanakan

= 0.3 x berat gelegar memanjang ≥ S x Kg/m'

= 0.3 x kg/m' ≥ x Kg/m'

= Kg/m' ≥ Kg/m' ……….Ok !

Cek Tegangan Ultimed

39583.333 240 12666.667 12.667 4 1.267 0.000 1.267 4.00 1.25 0.25 12666.667 250.00 240 164.93 1.25 3958.3 Mmax W 395833.33 294.00 6.00 10.40 Mmax σl 4050.0 125.00 47.00 292.0 36.70 9.00 2.79 37.66 324.00 36.70 1.25 45.88 36.70 87.60 395833.33 10.000 1.267 12666.667 t1 t2 H B

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σ = ≤ σy

σ = ≤ σy = Mpa

= MPa ≤ MPa ……….Ok !

SF = MPa =

MPa

Jadi Gelegar Memanjang Profile H 250 x 125 aman untuk digunakan 1.96 122.17 240 240 122.171 240 324 Mmax Wx 395833.3333