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Bearing_I beam_L=25.7M.xls【Cal pier】 SHEET NO : / CROSS SECTION CROSS SECTION 12000 11000 500 2.1 500 The length of span Distance from end of beam to center of bearing The length between two supports in span The width of birdge Width of carriage way Number of girder Number of lane Wearing surface thickness L= a= Ltt = B= Bxc = N= n= dp = Left span 25.7 0.35 25 12 11 0.05 Right span 25.7 m 0.35 m 25 m m m Deck slab thickness dmc = 0.2 m Height of parapet hlc = 1.33 m Height of girder hd = 1.45 Concrete density γc = 25 m KN/m3 23 KN/m3 γb = Bituminous wearing surface density LOADS Dead load: Total dead load from superstructure (From abutment calculation sheet) Items Units Dead load from superstructure and auxiliary structures (DC) Deck slab KN Transversal beam KN Main girders KN KN Sum (DC) Dead load from pavement and utilities (DW) Pavement KN Handrail and parapet KN KN Sum (DW) Dead load per bearing Left span Bearing DC (kN) G1_L 430.03 G2_L 430.03 G3_L 430.03 G4_L 430.03 G5_L 430.03 Checked by LEE, Jong Dae Approved by CHO, Wan Hyoung DW (kN) 86.48 86.48 86.48 86.48 86.48 Bearing G1_R G2_R G3_R G4_R G5_R m Bearing reaction Left span Right span 956.04 156.60 1037.50 2150.14 956.04 156.60 1037.50 2150.14 162.55 269.85 432.40 162.55 269.85 432.40 Right span DC (kN) 430.03 430.03 430.03 430.03 430.03 DW (kN) 86.48 86.48 86.48 86.48 86.48 Bearing_I beam_L=25.7M.xls【Cal pier】 SHEET NO : / 2.2 Live load (LL): 2.2.1 Put the vehicle in longitudinal of the bridge: Load Points Y-axis 4 Weight of axles 35 145 145 110 110 3.1 0.66 0.83 1.00 0.95 Tandem 1.00 Lane load 12.5 Truck Reaction of left span Tandem Reaction of right span Truck Reaction of left span (25% dynamic load allowance) Reaction of right span (25% dynamic load allowance) Truck Reaction Units 22.96 120.06 145.00 104.72 110.00 38.75 288.02 214.72 0.00 360.03 0.00 KN KN KN KN KN KN/m KN KN KN KN KN KN KN KN KN KN KN 2.2.2 Put the vehicle in transverse of bridge: 2.2.2.1 Case 1: Put the vehicle in lanes, centrical, axle weight of unity = KN, lane load of unity = KN/m q G1 G2 G3 G4 G5 KN KN KN KN KN KN 2.2.2.2 Case 2: Put the vehicle in lanes, ecccentric, axle weight of unity = KN, lane load of unity = KN/m q G1 Checked by LEE, Jong Dae Approved by CHO, Wan Hyoung G2 G3 G4 G5 Bearing_I beam_L=25.7M.xls【Cal pier】 SHEET NO : / 2.2.2.3 Results of bearing reaction by axle weight of unity and lane load of unity: (Analysis by MIDAS/Civil) Bearing reaction G1 G2 G3 G4 G5 Case Case axle weight axle weight Lane load of Lane load of of unity of unity unity = 1KN/m unity = 1KN/m P=1KN P=1KN 0.791 0.158 0.131 0.526 2.531 1.373 2.149 1.722 1.503 2.357 1.685 2.395 1.722 2.531 1.242 2.409 0.526 0.791 1.542 1.916 2.2.2.4 The value of bearing reaction by lives load: Weight of axles in transverse of bridge on left span: Weight of axles in transverse of bridge on right span: Lane load: Results of bearing reaction by lives load and lane load: Bearing Left 106.54 346.88 307.66 346.88 106.54 G1 G2 G3 G4 G5 2.3 Deflection and Rotation Longitudinal of bearing Deflection due to Dead load and live load (from girder calculation sheet) ∆Dead+Live = 48.89 Rotation Longitudinal R = ATAN(∆Dead+Live /L) = 0.002 Right 4.32 70.78 78.89 79.34 63.11 mm rad LOAD COMBINATION: Load DC DW LL IM Multiple presence factors "m" 0.85 0.85 Bearing reaction (KN) Case Case Right Left 26.05 28.44 83.35 280.82 77.62 336.79 83.35 269.41 26.05 299.05 180.01 KN 0.00 KN 38.75 KN/m Strength I 1.25 1.5 1.75 1.75 Strength II 1.25 1.5 - Combination Strength III 1.25 1.5 1.35 1.35 Service 1 1 Extreme 1.25 1.5 0.5 0.5 CHOOSE BEARING No Combination Strength Service Force and rotation at bearing N Rotation (KN) (rad) 1274 863 0.002 Dimension of bearing choose: ===> Checked by LEE, Jong Dae Approved by CHO, Wan Hyoung Choose Compression allowable rotation allowable disp (KN) (rad) (mm) 200x350x63 mm 1291 0.013 45