c?q159.925??0.1112q2?269.6622?1?2MBx0??clx???c?lx?q?2???0.111?6.3?(0.5?0.111)2?6.32?Mmax952.625?2.660m269.6621q3qM2?q1(x0?lxx0)?x0?lxx0?Bx023lx4lx269.662269.662?2.663??3?6.34?0.5?59.925?(2.662?6.3?2.66)?6.3?2.66?952.625?2.66??764.614kN?m6.3
第二跨：
?1?2MC?MBx0??clx???c?lx?q?2???0.111?6.3?(0.5?0.111)2?6.32?Mmax716.737?952.625?3.262m269.662M?MB1q3q2?q1(x0?lxx0)?x0?lxx0?MC?Cx023lx4lx269.662269.662?3.2623??3?6.34716.737?952.6256.3?3.262?716.737??3.262??347.871kN?m6.3
2?0.5?59.925?(3.2622?6.3?3.262)?中间跨：
x0?6.3/2?3.15mMmax?1q3q2q1(x0?lxx0)?x0?lxx0?MC23lx4269.662269.662?3.153??3?6.346.3?3.15?716.737??472.473kN?m
Mmax?0.5?59.925?(3.152?6.3?3.15)?
支座剪力：
21
1M1952.625QA??(2q1?q)lx?B??(2?59.925?269.662)?6.3???462.271kN4lx46.3QB?QA?q1lx?QB右左1qlx??462.271?59.925?6.3?0.5?269.662?6.3?764.692kN2M?MB1??(2q1?q)lx?C4lx1716.737?952.625??(2?59.925?269.662)?6.3???650.924kN46.31右?QB?q1lx?qlx??650.924?59.925?6.3?0.5?269.662?6.3?576.039kN211??(2q1?q)lx??(2?59.925?269.662)?6.3??613.481kN44QCQC左右剪力弯矩如图6-2-3所示
-764.617-347.871-472.473-347.871-764.617716.737952.625716.737952.625弯矩图（kN·m）764.692576.039613.481650.924462.271-462.271-650.924-613.481-576.039-764.692剪力图（kN）图6-2-36.2.4中间纵梁(JL4)计算
作用在JL4上的是三角形荷载，梁的两边都有荷载，故
q?2?269.662?539.324kN/m
转化为均布的当量荷载p
p?0.625q?0.625?539.324?337.078kN/m
1.支座弯矩
22
利用5跨连续梁系数表，支座弯矩为
MB?0.105plx2?0.105?337.078?6.32?1274.155kN?m Mc?0.079ply2?0.079?337.078?6.32?1056.911kN?m 边跨 x0?12MB11274.155lx???6.32??2.750m 4q4539.324第二跨：
Mmax??q3qMx0?lxx0?Bx03lx4lx539.324539.3241274.155?2.753??6.3?2.75??2.75??1186.316kN·?m3?6.346.32
lM?MB1056.911?1274.155x0?(x?C)?(0.25?6.32?)?2.932m4q539.324Mmax?M?MBq3q539.324539.324x0?lxx0?MC?Cx0??2.9323??6.3 3lx4lx3?6.341056.911?1274.155?2.932??613.279kN?m6.3?2.932?1056.911?中间跨：x0?3.15m
qxqlx539.324539.324Mmax?0?x0?Mc??3.153??6.3?3.15?1056.9113lx43?6.34
??726.903kN?m32.支座剪力
1M1274.155QA??qlx?B??0.25?539.324?6.3?4lx6.3QB左??647.188kN1?QA?qlx??647.188?0.5?539.324?6.32?1051.683kN
23
M?MB11056.911?1274.155右QB??qlx?C??0.25?539.324?6.3?4lx6.3
QCQC左右??883.918kN1右?QB?qlx??889.918?0.5?539.324?6.3?808.953kN21??qlx??0.25?539.324?6.3??849.435kN4
剪力弯矩如图6-2-4所示
-1186.316-613.279-726.903-613.279-1186.3161056.9111274.1551056.9111274.155弯矩图（kN·m）1051.683808.953849.435883.918647.188-647.188-883.918-849.435-808.953-1051.683剪力图（kN）图6-2-4
七、梁板配筋计算
7.1底板配筋
基础底板纵筋选用HRB400,筏板基础用采C40混凝土。
fc?19.1MPa，ft?1.71MPa，?c?1.0,fy?360MPa.
筏板采用双层双向配筋，筏板厚度500mm，保护层厚度70mm，配筋时取每一块筏板的跨中弯矩和最大支座弯矩进行配筋，取横向1.0m为单位宽度计算。 板受拉钢筋最小配筋率
24
?min?0.15%As,min??mibhmm2n?0.15?1000?500?750
截面有效高度h0（两层钢筋） h0x?425mm,h0y?430mm。 7.1.1板顶部配筋（取跨中最大弯矩） 1.横向配筋（x方向） Mxmax?M3x??111.80kN?m 2.截面抵抗矩系数：
M3x111.80?106 ?s???0.031 7221.0?19.1?100?0430?1fcbh0y3.相对受压区高度：
??1?1?2?s?1?1?2?0.031? 70.032?2?b?0.51满足要求84.受拉纵筋总截面积：
As??1fcbh0y?fy?1.0?19.1?1000?430?0.0322?734.607mm2360
As?As,min?750mm2 所以按最小配筋率配置板顶横向钢筋（10C10@100，AS=785.5mm2） 5.纵向配筋（y方向）: Mymax?M3y??90.089kN?m 6.截面抵抗矩系数：
M3x90.089?106 ?s???0.026 1221.0?19.1?100?0425?1fcbh0x7.相对受压区高度：
??1?1?2?s?1?1?2?0.026? 10.026?4?b?0.51满足要求8
25