Design concept of the Trans-Tokyo Bay Bridge

Design of the Trans-Tokyo Bay Bridge 7 9 3. Continuou s bridg e with flexible pier s For th e bridge P 3 to P13 the girder and the piers ar e fixed wit h hing e joints excep t en d piers . Fig. 7 shows bending moment , axia l compressiv e forces an d shear forces o f girder s due to dead loads, liv e loads an d temperature chang e o f 35°C . Th e bending momen t cause d b y the temperature chang e i s onl y 5 % o f the dead and live loads . Th e maximum compressive axia l forc e a t the center of the P7-P 8 du e to the temperature change i s abou t 5,500t f whic h i s equivalen t t o 10 % of the total stress . Th e maximum girde r vertical deflection du e to live load s i s 407mm , which i s within the allowable value . Th e maximum vertical reaction of bearings occurs a t P7 with 3,890tf, and no lif t forc e exists . Thes e calculatio n result s above sho w the validity i n achievin g continuou s girders .