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施工升降机基础承载力计算书计算依据:1、施工现场设施安全设计计算手册谢建民编著2、建筑地基基础设计规范GB50007-20113、混凝土结构设计规范 GB50010-20104、建筑施工扣件式钢管脚手架安全技术规范 JGJ 13020115、木结构设计规范 GB50005-20036、钢结构设计规范 GB50017-20037、砌体结构设计规范 GB50003-2011一、参数信息1. 施工升降机基本参数施工升降机型号SCD200/200J吊笼形式双吊笼架设总高度(m)51.3标准节长度(m)1.51底笼长(m)3底笼宽(m)1.3标准节重(kg)175对重重量(kg)1258单个吊笼重(kg)1480吊笼载重(kg)2000外笼重(kg)1480其他配件总重量(kg)2002. 楼板参数基础混凝土强度等级C40楼板长(m)4楼板宽(m)3楼板厚(m)0.55 (加施工电梯基础)梁宽(m)0.8梁高(m)0.35板中底部短向配筋HRB400 12150板边上部短向配筋HRB400 12100板中底部长向配筋HRB400 12150板边上部长向配筋HRB400 12100梁截面底部纵筋7XHRB400 25梁中箍筋配置HPB300 10100箍筋肢数43.荷载参数:施工荷载(kN/m2)1二、基础承载计算:导轨架重(共需35节标准节,标准节重175kg ): 175kgx35=6125kg, 施工升降机自重标准值:Pk=(1480x2+1480+1258x2+200+6125)+2000x2)x10/1000=172.81kN;施工升降机自重:P=(1.2x(1480x2+1480+1258x2+200+6125)+1.4x2000x2)x10/1000=215.37kN;考虑动载、自重误差及风载对基础的影响,取系数n=2.1P=2.1xP=2.1x215.37=452.28kN三、地下室顶板结构验算验算时不考虑地下室顶板下的钢管的支承作用,施工升降机的全部荷载由混凝土板 来承担。根据板的边界条件不同,选择最不利的板进行验算楼板长宽比: Lx/Ly=3/4=0.751、荷载计算楼板均布荷载: q=452.28/(3x1.3)=115.97kN/m22、混凝土顶板配筋验算依据建筑施工手册(第四版):Mxmax=0-039x115.97x32=40,71kN.mMymax=0-0189x115.97x32=19.73kN-mM0x=-0.0938x115,97x32=-97.9kN.mM0y=-0.076x115,97x32=-79.32kN.m混凝土的泊桑比为卩=1/6,修正后求出配筋。板中底部长向配筋:Mx=Mxmax+Mymax=40-71 + 19-73/6=43-99kN-m as=|M|/(a1fcbh02)=43.99x106/(1.00x19.10x3.00x103x525.002)=0.003; g=1-(1-2xas)i/2=1-(1-2xO.OO3)o.5=O.OO3;Ys=1-&2=1-0.003/2=0.999;As=|M|/(Ysfyh0)=43.99xlO6/(O.999x36O.OOx525.OO)=233.O9mm2。实际配筋:867.08 mm2 233.09 mm2 板中底部长向配筋满足要求。板中底部短向配筋:My=Mymax+PMxmax=19.73+40.71/6=26.51kNmas=|M|/(a1fcbh02)=26.51x106/(1.00x19.10x4.00x103x525.002)=0.001;g=l-(1-2xas)i/2=1-(1-2x0.001)0.5=0.001;Ys=1-&2=1-0.001/2=0.999;As=|M|/(Ysfyh0)=26.51x106/(0.999x360.00x525.00)=140.36mm2。实际配筋:867.08 mm2 140.36 mm2板中底部短向配筋满足要求。板边上部长向配筋:M0x=M0xmax+M0ymax=(-97.9)+-79.32/6=-111.12kNmas=|M|/(a1fcbh02)=111.12x106/(1.00x19.10x3.00x103x525.002)=0.007;g=l-(1-2xas)1/2=1-(1-2x0.007)0.5=0.007;Ys=1-&2=1-0.007/2=0.996;As=|M|/(Ysfyh0)=111.12x106/(0.996x360.00x525.00)=590.03mm2。实际配筋:1244.07 mm2 590.03 mm2板边上部长向配筋满足要求。板边上部短向配筋:“丁“強乂+卩“也乂#79.32”-97.9-95.64as=|M|/(a1fcbh02)=95.64x106/(1.00x19.10x4.00x103x525.002)=0.005;g=l-(1-2xas)1/2=1-(1-2x0.005)0.5=0.005;Ys=1-&2=1-0.005/2=0.998;As=|M|/(Ysfyh0)=95.64x106/(0.998x360.00x525.00)=507.19mm2。实际配筋:1244.07 mm2 507.19 mm2板边上部短向配筋满足要求。3、混凝土顶板挠度验算板刚度:Bc=Eh3/(12(1屮2)=3.25x104x5503/(12x(1-(1/6)2)=46.35x1010q=115.97kN/m2=0.116N/mm2L=3000mm板最大挠度:fmax=maxql4/Bc=O.OO34xO.116x3OOO4/(46.35xlOio)=O.O7mmfmax/L=0.07/3000=1/43534.95 1716.67 mm2;梁截面底部纵筋满足要求!5、混凝土梁抗剪验算梁所受最大剪力: Q=p/2+ql/2=103.69/2+63.5x4/2=178.84kN;Asv1=(Q-0.7ftbh0)/(1.25fyvh0)xs/n=(178.84x103-0.7x1.71x800x325)/(1.25x270x325)x100/ 4=-30.17mm2;梁箍筋满足要求!配筋如下图所示:
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