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；G»<a5yÝïObbs.3c3t.com`áçDa(V
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；G»<a5yÝïObbs.3c3t.com`áçDa(V
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。G»<a5yÝïObbs.3c3t.com`áçDa(V
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。G»<a5yÝïObbs.3c3t.com`áçDa(V
①试桩与锚桩之间中心距不得小于（）G»<a5yÝïObbs.3c3t.com`áçDa(V
②试验采用快速维持荷载法，每级加载和卸载时间分别为（）G»<a5yÝïObbs.3c3t.com`áçDa(V
③各级荷载及桩顶对应沉降见下表G»<a5yÝïObbs.3c3t.com`áçDa(V
荷载KNG»<a5yÝïObbs.3c3t.com`áçDa(V
| 600G»<a5yÝïObbs.3c3t.com`áçDa(V
| 900G»<a5yÝïObbs.3c3t.com`áçDa(V
| 1200G»<a5yÝïObbs.3c3t.com`áçDa(V
| 1500G»<a5yÝïObbs.3c3t.com`áçDa(V
| 1800G»<a5yÝïObbs.3c3t.com`áçDa(V
| 2100G»<a5yÝïObbs.3c3t.com`áçDa(V
| 2400G»<a5yÝïObbs.3c3t.com`áçDa(V
| 2700G»<a5yÝïObbs.3c3t.com`áçDa(V
| 300G»<a5yÝïObbs.3c3t.com`áçDa(V
| 3300G»<a5yÝïObbs.3c3t.com`áçDa(V
| 3600G»<a5yÝïObbs.3c3t.com`áçDa(V
|
沉降mmG»<a5yÝïObbs.3c3t.com`áçDa(V
| 2.1G»<a5yÝïObbs.3c3t.com`áçDa(V
| 3.8G»<a5yÝïObbs.3c3t.com`áçDa(V
| 5.7G»<a5yÝïObbs.3c3t.com`áçDa(V
| 8.0G»<a5yÝïObbs.3c3t.com`áçDa(V
| 10.5G»<a5yÝïObbs.3c3t.com`áçDa(V
| 13.2G»<a5yÝïObbs.3c3t.com`áçDa(V
| 16.3G»<a5yÝïObbs.3c3t.com`áçDa(V
| 19.6G»<a5yÝïObbs.3c3t.com`áçDa(V
| 23.4G»<a5yÝïObbs.3c3t.com`áçDa(V
| 44.5G»<a5yÝïObbs.3c3t.com`áçDa(V
| 76.8G»<a5yÝïObbs.3c3t.com`áçDa(V
|
G»<a5yÝïObbs.3c3t.com`áçDa(V
沉桩极限承载力（）G»<a5yÝïObbs.3c3t.com`áçDa(V
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。G»<a5yÝïObbs.3c3t.com`áçDa(V
⑥桩的极限端阻力（），写出计算过程。G»<a5yÝïObbs.3c3t.com`áçDa(V
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MyG»<a5yÝïObbs.3c3t.com`áçDa(V
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