m. yusuf mufid (09 643 013)

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A. 1 No. 1 Gelagar memanjang WF. 32 x 240 2 Cover Plat 40x2.5 3 Diafragma type C-30 (W=46.2 kg) 4 Lantai aspal tebal 5 cm 5 Lantai beton tebal 20 cm 6 Plat penyambung 121.80 7 Plat penyambung 100.40 8 Paku Rivet Ø 3 cm 9 Tiang sandaran 10 Pipa sandaran 11 Lantai beton trotoar tebal 20 cm 12 Lantai trotoar Total beban 2 2 Faktor Keamanan: 1.2 = beban x 1.2 = x 1.2 = ton = kN 2 Klas jembatan = 1 muatan hidup = 100 % a Beban roda T = x beban roda 10 ton = 1 x 10 = 10 ton b Beban garis P 12 ton = x beban garis = 1 x 12 = 12 ton c Beban merata q 2.2 ton/m = x beban merata = 1 x 2.2 = 2.2 ton/m 3 Perhitungan koefisien kejut (K) 20 50 + L 20 50 + 33 4 Perhitungan total beban hidup q = 2.2 ton/m P = 12 ton L = 33 m 1296.8 Perhitungan beban hidup 100% 100% 100% K = 1 + = 216.13 = 108.065 ton 108.07 129.68 = 1 + = 1.241 0.09 0.60 0.78 12.50 13.75 Total 216.13 Jadi, beban mati untuk 1 abutment = 3.01 Perhitungan Struktur Atas Perhitungan beban mati pada bangunan atas Uraian Bahan Berat (ton) 53.58 8.01 0.61 20.90 95.00 7.29 q = 2.2 ton/m p = 12 ton L = 33 m

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A.

Perhitungan Struktur Atas 1 Perhitungan beban mati pada bangunan atas

No. 1 2 3 4 5 6 7 8 9 10 11 12

Uraian Bahan Gelagar memanjang WF. 32 x 240 Cover Plat 40x2.5 Diafragma type C-30 (W=46.2 kg) Lantai aspal tebal 5 cm Lantai beton tebal 20 cm Plat penyambung 121.80 Plat penyambung 100.40 Paku Rivet 3 cm Tiang sandaran Pipa sandaran Lantai beton trotoar tebal 20 cm Lantai trotoar Total =

Berat (ton) 53.58 8.01 0.61 20.90 95.00 7.29 3.01 0.09 0.60 0.78 12.50 13.75 216.13 Total beban 2 216.13 = 2 = beban = 108.07 x x

Jadi, beban mati untuk 1 abutment

= 1.2 1.2

108.065

ton

Faktor Keamanan: 1.2

=

129.68 ton

=

1296.8 kN

2 Perhitungan beban hidup Klas jembatan = 1 a Beban roda T 10 ton b Beban garis P 12 ton

muatan hidup = = 100% 1 x

= 100 % x beban roda 10 = 10 ton

= =

100% 1 x

x beban garis 12 = 12 ton

c

Beban merata q 2.2 ton/m

= =

100% 1 x

x beban merata 2.2 = 2.2 ton/m

3 Perhitungan koefisien kejut (K) K = 1 + 20 50 + L 20 = 50 + 33 1.241

=

1

+

4 Perhitungan total beban hidupq = 2.2 ton/m p = 12 ton

q P L

= = =

2.2 ton/m 12 ton 33 m

L = 33 m

L = 33 m

a

Beban lajur 1 V1 = q 2 1 = x 2.2 2 = 48.3 ton untuk 2 lajur = =

x x

L 33

+ +

P 12

2 2

x V1 x 48.3

=

96.6

ton

b

Beban Trotoar V2 2 q = 500 kg/m V2 = 1 2 x q

= q = 500 x L

x

lebar trotoar kanan dan kiri

= =

1 x 500 x 33 2 8250 = 8.25 ton = = = beban hidup pada lajur (v1) + beban hidup pada trotoar (v2) 96.6 + 8.25 104.85

Total Beban hidup

5 Perhitungan gaya akibat tekanan tanah Data tanah Timbunan : 1 Bahan Tanah kohesif 2 Sudut geser dalam () = 22 3 Berat volume tanah (g ) = 18 kN/m3

Gambar 1.1 Gaya akibat tekanan tanaha. Kohesi tekanan tanah aktif Ka = tg2 (45-/2 ) = tan2 (45 - 22/2) = 0.389 Beban Tambahan diatas timbunan oprit setinggi 60 cm q = g x 0.6 m = 18 x 0.6 = 10.8 kN/m g = Ka x g x H = 0.389 x 18 x5.2 = 36.3871 kN/m q = Ka x q = 0.389 x 10.8 = 4.199 kN

b.

jadi :

Pa == = paq = = =

x g x panjang x 36.387 x 5.294.606 kN q x panjang x H 4.199 x 5.2 21.832 kN

c.

Gaya tekanan Tanah Bagian Pa paq Total > Gaya (KN) 1 94.606 21.832 116.439 Lengan (m) 2 1.743 2.61 4.353 Momen kNm) 1x2 164.899 56.982 221.881

lengan : Jarak dari titik berat kedasar abutment Tinggi Abutmen (H) = 5.2 Pa = = paq = =

1/3 H1/3 x 5.2 = 1.733 m

H x 5.2 == = =

2.60

m

jarak titik berat : o

221.881 116.439 1.906 kNm

Pa total

= = = = = =

gaya 116.439 x 221.88

1.906

Momen

Pa total x o 221.88 x 1.906 422.81 kNm