1、一根简支搁置的钢筋混凝土梁宽50cm，高100cm，跨距6m，单位长度重量12.4KN/m，试判别下列各题：
①自重情况下，梁的路中弯矩两支座处剪力分别为；(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
②在梁的跨中施加50KN集中荷载，则梁跨中弯矩和支座剪力分别为；(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
③在梁的二个三分点处（即距2个支座各2米处）各施加30KN荷载，则梁跨中弯矩和支座剪力分别为。(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
2、某工程对一根长40m的预应力混凝土空心桩进行静载桩试验，要求进行到地基土破坏，桩身截面尺寸为500mm×500mm。空心直径200mm，桩顶和桩端各有2m空心段，预计沉桩最大试验荷载36000KN。(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
①试桩与锚桩之间中心距不得小于（）(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
②试验采用快速维持荷载法，每级加载和卸载时间分别为（）(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
③各级荷载及桩顶对应沉降见下表(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
荷载KN(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 600(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 900(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 1200(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 1500(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 1800(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 2100(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 2400(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 2700(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 300(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 3300(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 3600(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
|
沉降mm(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 2.1(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 3.8(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 5.7(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 8.0(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 10.5(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 13.2(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 16.3(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 19.6(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 23.4(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 44.5(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
| 76.8(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
|
(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
沉桩极限承载力（）(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
④试验时采用10根对称布置的锚桩，锚桩尺寸与试桩相同，锚桩主筋采用Φ25钢筋，抗拉强度设计值为310KPa，则每根锚桩至少配置（）根Φ25钢筋，写出计算过程。(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
⑥桩的极限端阻力（），写出计算过程。(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
5、某梁跨中载面处测点布置如下图所示，已知ε1=-90με，ε2=-80με，ε3=10με，ε4=100με，ε5=110με，E=30GPa，截面宽b=100mm，截面高h=200mm，求该截面上的轴力N和弯矩My(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³
(WA»=þ¦bbs.3c3t.comk6îÜ 5 Ûp³ %20(2)_1.gif)
