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；-¬s³aúbbs.3c3t.com´ZñÃQk®LM
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；-¬s³aúbbs.3c3t.com´ZñÃQk®LM
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。-¬s³aúbbs.3c3t.com´ZñÃQk®LM
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。-¬s³aúbbs.3c3t.com´ZñÃQk®LM
①试桩与锚桩之间中心距不得小于（）-¬s³aúbbs.3c3t.com´ZñÃQk®LM
②试验采用快速维持荷载法，每级加载和卸载时间分别为（）-¬s³aúbbs.3c3t.com´ZñÃQk®LM
③各级荷载及桩顶对应沉降见下表-¬s³aúbbs.3c3t.com´ZñÃQk®LM
荷载KN-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 600-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 900-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 1200-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 1500-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 1800-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 2100-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 2400-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 2700-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 300-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 3300-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 3600-¬s³aúbbs.3c3t.com´ZñÃQk®LM
|
沉降mm-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 2.1-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 3.8-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 5.7-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 8.0-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 10.5-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 13.2-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 16.3-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 19.6-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 23.4-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 44.5-¬s³aúbbs.3c3t.com´ZñÃQk®LM
| 76.8-¬s³aúbbs.3c3t.com´ZñÃQk®LM
|
-¬s³aúbbs.3c3t.com´ZñÃQk®LM
沉桩极限承载力（）-¬s³aúbbs.3c3t.com´ZñÃQk®LM
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。-¬s³aúbbs.3c3t.com´ZñÃQk®LM
⑥桩的极限端阻力（），写出计算过程。-¬s³aúbbs.3c3t.com´ZñÃQk®LM
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-¬s³aúbbs.3c3t.com´ZñÃQk®LM
-¬s³aúbbs.3c3t.com´ZñÃQk®LM
-¬s³aúbbs.3c3t.com´ZñÃQk®LM
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