![]() ![]() 66 Gambar 2.26 - Perhitungan gaya kabel saat pelaksanaan. 64 Gambar 2.25 - Tahap urutan Forward Process Analysis (FPA). 63 Gambar 2.24 - Grafik koefisien koreksi (Walther 1988). ![]() 63 Gambar 2.23 - Kecepatan teoritis untuk flutter (Walther 1988). 61 Gambar 2.22 - Representasi sederhana flutter pada dek jembatan (Walther 1988). 61 Gambar 2.21 - Klasifikasi psikologis berdasarkan percepatan (Walther 1988). 58 Gambar 2.20 - Klaifikasi efek psikologis berdasarkan amplitudo (Walther 1988). 57 Gambar 2.19 - Grafik koefisien CT, CN, CM (Walther 1988). 54 Gambar 2.18 - Efek angin pada penampang lantai kendaraan (Walther 1988). Gambar 2.17 - Prinsip konservasi energi (Walther 1988). The results also showed that the strength of the cable stayed (67%) greater than the suspension bridge (33%), so that the deflection owned cable stayed bridge is smaller (0.25 cm) compared to the suspension bridge (0.26 cm). Owned cable length is longer than the suspension bridge with a length of cable on cable stayed bridge. This is because the longer the span, the greater the resulting deflection. According to Hooke's law and Walther (1988), cable stayed bridge is stronger than the suspension bridge. Cable system is a major component of long-span bridges is a major factor to the strength of the deck owned by long-span bridges. The special characteristic of these two types of bridges can be seen from the order of the cable configuration has. These cables are tied with the voltage and straight (not bent unless caused by its own weight). While the cable stayed bridge is a bridge that uses some of the cable that connects the road with a pylon. Suspension bridge is a cable that crossed over the river or sea floor (structure lanes) were hung on the cable. Long-span bridge is divided into two types, that is: a suspension bridge and cable stayed bridges. Long-span bridge is a bridge construction where the entire traffic load and the forces that work carried by the cable bearers rested on two pairs of towers. ![]()
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