土建

m 0 0 m 2． 6． 2 活载作用下的内力计算 竖向活荷载是可变荷载，它可以单独的作用在某层的某一跨或某几跨，也可能同时作用于整个结构。 对于构件的不同截面或同一截 面的不同种类的最不利内力往往有个不相同的活荷载最不利布置位置，最不利内力的种类来确定。 本设计中将活荷载分跨布置（分为左布活载、中布活载、右布活载三种情况），并求出内力，然后叠加求出控制截面的不利内力。 在分布活荷载下

r mon procedures ranging from crossarch tunnel numerical simulation, using stratigraphic structural model of the structure of the tunnel by the force and deformation analysis (Figure 1, Fi gure 2,

n of a foundation depends on many soil factors, such as type of soil, soil stratification, thickness of soil lavers and their paction, and groundwater conditions. Soils rarely have a single position；

o be found inappropriate for a standalone system, this because of the difficulty in mobilizing sufficient stiffness under lateral forces. Analysis can be acplished by STRESS, STRUDL, or a host of

e or axle. The center hexagonal walls are buttressed by the wing walls and hammerhead walls, which behave as the webs and fl anges of a beam to resist the wind shears and moments. Outriggers at the

until the 26th day. At the end of 28 days of water curing, the specimens are dried and heated up to target temperatures and then cooled to room temperature either in air gradually or in water rapidly

n time history was scaled by appropriate factors to represent the 10/50 and 2/50 events. Scaling was done by considering the 5% damped Pseudo Spectral Acceleration (PSA) of a SDOF system with period

cs of a project. Many times there is no recognition of the cost drivers operating outside the project’s physical configuration. A joint New York and New Jersey mission in 1918 remended a

discussed in the paper It is of interest to note that results of the type shown in Fig. 2 have been also found by Bertero39。 in shake table tests of a dual system. DESCRIPTION OF TEST STRUCTURE The

表 15 桩号 X 切线高程 y=x2/2R 设计高程 K0+520 0 0 K0+540 20 K0+560 40 K0+580 60 K0+600 80 K0+620 100 K0+640 120 K0+660 140 K0+680 160 K0+700 180 K0+720 160 K0+740 140 K0+760 120 K0+780 100 K0+800 80 K0+820 60