Dr. Santiago Calatrava · Dr. Santiago Calatrava Ponte della Constituzione. Title: EdB UB ARC 555...
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Immediate Details Location: Canal Grande in Venice, Italy Span: 80.8m Maximum Height: 4.67m. Span/Rise ratio: around 16:1 Deck: greatest width of 9m at the mid-span and narrowest width of 6.5m at the abutments Assessment Loads The assessment load (QA) can be found from the following equation: QA= γfl QK1 Loading factors Loading γfl Dead 1.05 Superimposed Dead -Surfacing 1.75 -Parapets 1.20 Live 1.5 k = nominal HA UDL x 10 L+270 Live Loading For pedestrian bridges over 36m a factor, k can be used to estimate the live load. Dead and Superimposed Dead Loads From [1] the total weight of the steel framework is given as 4073kN. For the bridge length of 80.8m this gives a factored dead load of 58.2kN/m Superimposed Dead Load: total factored weight is 16kN/m (Istrian stone surfacing and tempered glass parapets) Parapets: 1kN/m live load assumption (tempered glass with a bronze handrail) Eric Becker University at Buffalo Masters of Architecture (3.5) ARC 555: Structures 3 Wind Loading maximum gust speed (Vd) gust factor (Sg) site hourly mean wind speed (Vs) Vd = Sg Vs The site hourly mean wind speed can be found from the equation: Vs = Vb Sp Sa Sd The basic hourly mean wind speed (Vb ) can be taken as 3.5m/s [9] for Venice. The probability factor (Sp) can be taken as 1.0 as it is assumed a 1 in 50 year design period. The altitude factor (Sa) is 1.0 as it is 0m above sea level and the direction factor (Sd) is 0.91 as the bridge is facing the North West. Vs = 3.5 x 1 x 1 x 0.91 = 3.19m/s The gust factor can be found from the equation: Sg = Sb Tg Sh’ Dr. Santiago Calatrava Ponte della Constituzione
Transcript of Dr. Santiago Calatrava · Dr. Santiago Calatrava Ponte della Constituzione. Title: EdB UB ARC 555...
Immediate DetailsLocation: Canal Grande in Venice, ItalySpan: 80.8m Maximum Height: 4.67m. Span/Rise ratio: around 16:1Deck: greatest width of 9m at the mid-span and narrowestwidth of 6.5m at the abutments
Assessment LoadsThe assessment load (QA) can be found from the following equation:QA= γ� QK1
Loading factorsLoading γ�Dead 1.05Superimposed Dead-Surfacing 1.75-Parapets 1.20Live 1.5
k = nominal HA UDL x 10L+270
Live LoadingFor pedestrian bridges over 36m a factor, k can be used to estimate the live load.
Dead and Superimposed Dead LoadsFrom [1] the total weight of the steel framework isgiven as 4073kN. For the bridge length of 80.8m thisgives a factored dead load of 58.2kN/m
Superimposed Dead Load: total factored weight is 16kN/m(Istrian stone surfacing and tempered glass parapets)
Parapets: 1kN/m live load assumption(tempered glass with a bronze handrail)
Eric BeckerUniversity at Bu�alo
Masters of Architecture (3.5)ARC 555: Structures 3
Wind Loadingmaximum gust speed (Vd)
gust factor (Sg)site hourly mean wind speed (Vs)
Vd = Sg Vs
The site hourly mean wind speed can be found from the equation:
Vs = Vb Sp Sa Sd
The basic hourly mean wind speed (Vb ) can be taken as 3.5m/s [9] for Venice.
The probability factor (Sp) can be taken as 1.0
as it is assumed a 1 in 50 year design period. The altitude factor (Sa) is 1.0 as it is 0m
above sea level and the direction factor (Sd) is 0.91 as the bridge is facing
the North West.
Vs = 3.5 x 1 x 1 x 0.91 = 3.19m/s
The gust factor can be found from the equation:
Sg = Sb Tg Sh’
Dr. Santiago CalatravaPonte della Constituzione
