本科毕业设计-上海师范大学5号宿舍楼设计土木工程正文

第十章构件配筋计算混凝土强度C30钢筋强度HPB300， HRB400，，一、框架梁截面设计（一）正截面受弯承载力计算由梁的内力组合表可知，底层边跨梁的跨中弯矩最大，M=104.23，首先以顶层左边跨梁为例，进行正截面受弯承载力计算。当梁下部受拉时，按T形截面设计；当梁上部受拉时，按矩形截面设计。（1）T形梁翼缘计算宽度的确定：按计算跨度考虑按梁净距考虑按翼缘高度考虑因为故翼缘宽度不受此项限制，取前两者中的较小值。所以，（2）计算类型的判定：因为所以，属于第一类T型截面。（3）配筋计算：梁的截面尺寸为300mm×700mm，跨中截面弯矩M=104.23下部实配314（）满足最小配筋率的要求。上部按构造要求配筋。其余各梁正截面受弯承载力配筋计算见下表：表10.1框架梁正截面配筋表楼层梁位置截面位置bM()实配钢筋实配5左边跨梁左支座114.3300670128.610.06680.0692360552.31414615420跨中114.32400670104.230.00680.0068360433.59414615420右支座114.3300670132.160.06860.0712360568跨梁左支座114.330037055.290.09410.0990360436.70414615240跨中114.390037024.470.01390.0140360185.03214308240右支座114.330037055.290.09410.0990360436.70414615240右边跨梁左支座114.3300670132.160.06860.0712360568中114.32400670104.230.00680.0068360433.59414615420右支座114.3300670128.610.06680.0692360552.314146154204左边跨梁左支座114.3300670196.750.10220.1080360862.264201256420跨中114.3240067071.430.00460.0046360296.81414615420右支座114.3300670185.150.09610.1013360808.554201256420中跨梁左支座114.330037081.580.13890.1502360662.174201256240跨中114.39003704.470.00250.002536033.62220628240右支座114.330037081.580.13890.1502360662.174201256240右边跨梁左支座114.3300670185.150.09610.1013360808.554201256420跨中114.3240067071.430.00460.0046360296.81414615420右支座114.3300670196.750.10220.1080360862.2642012564203左边跨梁左支座114.3300670254.560.13220254201256420跨中114.3240067074.980.00490.0049360311.61314461420右支座114.3300670229.220.11900.12713601014.824201256420中跨梁左支座114.3300370116.710.19870.2238360986.624201256240跨中114.39003705.670.00320.003236042.61220628240右支座114.3300370116.710.19870.2238360986.624201256240右边跨梁左支座114.3300670229.220.11900.12713601014.824201256420跨中114.3240067074.980.00490.0049360311.61314461420右支座114.3300670254.560.132202542012564202左边跨梁左支座114.3300670285.670.14830.16143601288.304221520420跨中114.3240067074.130.00480.0048360308.07414615420右支座114.3300670266.070.13820104221520420中跨梁左支座114.3300370132.510.22560.25923601142.974221520240跨中114.39003705.490.00310.003136041.27222760240右支座114.3300370132.510.22560.25923601142.974221520240右边跨梁左支座114.3300670266.070.13820104221520420跨中114.3240067074.130.00480.0048360308.07414615420右支座114.3300670285.670.14830.16143601288.3042215204201左边跨梁左支座114.3300670335.720.17430.19293601540.514221520420跨中114.3240067086.870.00560.0057360361.16414615420右支座114.3300670300.170.15590384221520420中跨梁左支座114.3300370159.500.27160.32413601429.014221520240跨中114.39003709.300.00530.005336070.03222760240右支座114.3300370159.500.27160.32413601429.014221520240右边跨梁左支座114.3300670300.170.15590384221520420跨中114.3240067086.870.00560.0057360361.16414615420右支座114.3300670335.720.17430.19293601540.514221520420（二）斜截面受剪承载力计算今以底层右边梁为例，来进行斜截面受剪承载力计算。整品框架梁的最大固端剪力为：。（1）验算截面尺寸：，属厚腹梁。根据《混凝土结构设计规范》GB50010-2010中11.3.3得因混凝土强度等级小于C50，取斜截面承载力计算，取=0.85截面符合条件。（2）验算是否需要计算配置箍筋：故只需按构造配置箍筋。根据《混凝土结构设计规范》GB50010-2010规定，箍筋的配筋率尚不应小于；配2肢Ф8@200（），满足要求。因整品框架的截面尺寸相同，所用材料也相同，故各梁均按2肢Φ8@200配置箍筋。梁端加密区采用2肢Φ8@100，加密区长度详见梁施工图。（三）裂缝宽度控制验算受弯构件取一最大内力组合进行验算，这一组若满足，其它组也满足。由内力组合表可知，梁的最大跨中弯矩存在于顶层边跨梁上，顶层边跨梁的计算跨度，跨中最大标准组合计算弯矩：（1）按荷载效应的标准组合计算弯矩（2）计算纵向受拉钢筋的应力（3）计算有效配筋率（4）计算受拉钢筋的应力不均匀系数（5）计算最大裂缝宽度混凝土保护层厚度，（6）查《混凝土结构设计规范》GB50010-2010，得最大裂缝宽度的限值，裂缝宽度满足要求。（四）受弯构件的挠度验算受弯构件取一最大内力组合进行验算，这一组合若满足要求，其它组合也满足要求。由内力组合表可知，梁的最大跨中弯矩存在于顶层边跨梁上，顶层边跨梁的计算跨度，跨中最大标准组合计算弯矩（1）按受弯构件荷载效应的标准组合并考虑荷载长期作用影响计算弯矩值按荷载效应标准组合所计算的最大弯矩：按荷载效应的准永久组合（2）计算受拉钢筋应变不均匀系数（3）计算构件的短期刚度计算钢筋与混凝土弹性模量比值计算纵向受拉钢筋配筋率计算受压翼缘面积与腹板有效面积的比值计算短期刚度（4）计算构件刚度B（5）计算梁的挠度并验算·查《混凝土结构设计规范》GB50010-2010挠度限值为所以，满足要求。二、框架柱截面设计（一）轴压比验算底层柱轴压比满足要求。（二）截面尺寸复核剪力最大出现在1层的中柱，取，因为所以满足要求。（三）正截面受弯承载力计算柱同一截面分别承受正反向弯矩，故采用对称配筋。以底层左中柱为例，从柱的内力组合表中选用N大，M大的组合，最不利组合为：第一组内力因为房屋中梁柱为刚接的框架结构，则底层柱的计算长度为：（1）确定初始偏心矩（2）确定偏心矩增大系数根据《混凝土结构设计规范》GB50010-2010：，取，取（3）求轴向力到纵向钢筋作用点的距离（4）确定混凝土压区高度x因为属于大偏心受压（5）求纵向钢筋按构造配筋，则实配420，最小总配筋率所以，满足要求。（6）验算配筋率全部纵向钢筋每一侧纵向钢筋满足要求。另一组因为房屋中梁柱为刚接的框架结构，则底层柱的计算长度为：（1）确定初始偏心矩（2）确定偏心矩增大系数根据《混凝土结构设计规范》GB50010-2010：，取（3）求轴向力到纵向钢筋作用点的距离（4）确定混凝土压区高度x因为属于大偏心受压（5）求纵向钢筋按构造配筋，则实配420，最小总配筋率所以，满足要求。（6）验算配筋率全部纵向钢筋每一侧纵向钢筋满足要求。（7）垂直于弯矩作用平面的受压承载力验算在垂直于弯矩作用方向上，柱子是安全的。（四）斜截面受剪承载力计算最不利内力组合因为剪跨比根据《混凝土结构设计规范》GB50010-2010中11.4.7：因为所以取按构造配筋，取复式箍3Φ8@200，加密区取复式箍3Φ8@100。（五）裂缝宽度验算，可不验算裂缝宽度。柱配筋见下表：表10.2柱配筋表1楼层柱位置截面位置内力种类|M|max及相应的M，V实际配筋实际配筋5边柱柱顶截面M142.24428.9820.00448.981.001.001.0938.65313.50757.51352.794201256855<04Φ8@100/200N331.583Φ187633604Φ8@100/200V63.913Φ187633604Φ8@100/200柱底截面M87.82234.5920.00254.591.001.001.1543.63313.50563.1328.784201256855<04Φ8@100/200N374.353Φ187633604Φ8@100/200V63.913Φ187633604Φ8@100/200中柱柱顶截面M144.26403.7420.00423.741.001.001.0941.64313.50732.28336.544201256855<04Φ8@100/200N357.313Φ187633604Φ8@100/200V67.783Φ187633604Φ8@100/200柱底截面M99.73249.2820.00269.281.001.001.1446.63313.50577.8164.064201256855<04Φ8@100/200N400.083Φ187633604Φ8@100/200V67.783Φ187633604Φ8@100/2004边柱柱顶截面M120.44185.4920.00205.491.001.001.1975.67313.50514.03-60.564201256855<04Φ8@100/200N649.293Φ187633604Φ8@100/200V64.713Φ187633604Φ8@100/200柱底截面M112.53162.6020.00182.601.001.001.2180.66313.50491.14-137.174201256855<04Φ8@100/200N692.063Φ187633604Φ8@100/200V64.713Φ187633604Φ8@100/200中柱柱顶截面M153.79218.6220.00238.621.001.001.1681.99313.50547.1565.674201256855<04Φ8@100/200N703.473Φ187633604Φ8@100/200V80.573Φ187633604Φ8@100/200柱底截面M136.27182.6120.00202.611.001.001.1986.97313.50511.15-58.994201256855<04Φ8@100/200N746.243Φ187633604Φ8@100/200V80.573Φ187633604Φ8@100/2003边柱柱顶截面M155.42158.3220.00178.321.001.001.22114.42313.50486.85-130.994201256855<04Φ8@100/200N981.713Φ187633604Φ8@100/200V80.953Φ187633604Φ8@100/200柱底截面M134.32131.1120.00151.111.001.001.26119.40313.50459.65-266.924201256855<04Φ8@100/200N1024.473Φ187633604Φ8@100/200V80.953Φ187633604Φ8@100/200中柱柱顶截面M189.85175.1620.00195.161.001.001.20126.33313.50503.69-17.524201256855<04Φ8@100/200N1083.883Φ187633604Φ8@100/200V103.723Φ187633604Φ8@100/200柱底截面M176.89157.0120.00177.011.001.001.22131.31313.50485.54-108.964201256855<04Φ8@100/200N1126.643Φ187633604Φ8@100/200V103.723Φ187633604Φ8@100/2002边柱柱顶截面M164.82124.5320.00144.531.001.001.27154.25313.50453.07-270.984201256855<04Φ8@100/200N1323.493Φ187633604Φ8@100/200V93.123Φ187633604Φ8@100/200柱底截面M174.48127.7120.00147.711.001.001.26159.24313.50456.24-239.934201256855<04Φ8@100/200N1366.263Φ187633604Φ8@100/200V93.123Φ187633604Φ8@100/200中柱柱顶截面M210.69153.5520.00173.551.001.001.22159.92313.50482.09-56.124201256855<04Φ8@100/200N1372.13Φ187633604Φ8@100/200V118.113Φ187633604Φ8@100/200柱底截面M217.67153.8420.00173.841.001.001.22164.90313.50482.38-37.614201256855<04Φ8@100/200N1414.873Φ187633604Φ8@100/200V118.113Φ187633604Φ8@100/2001左边柱柱顶截面M172.86103.0220.00123.021.001.001.42195.56313.50444.48-239.434201256855<04Φ8@100/200N1677.873Φ187633604Φ8@100/200V91.473Φ187633604Φ8@100/200柱底截面M285.15163.9120.00183.911.001.001.28202.76313.50505.37328.864201256855<04Φ8@100/200N1739.653Φ187633604Φ8@100/200V91.473Φ187633604Φ8@100/200中柱柱顶截面M223.98131.9920.00151.991.001.001.34197.78313.50473.4520.414201256855<04Φ8@100/200N1696.943Φ187633604Φ8@100/200V104.53Φ187633604Φ8@100/200柱底截面M304.54173.1620.00193.161.001.001.27204.98313.50514.62426.184201256855<04Φ8@100/200N1758.723Φ187633604Φ8@100/200V104.53Φ187633604Φ8@100/200表10.3柱配筋表2楼层柱位置截面位置内力种类Nmax及相应的M，V实际配筋实际配筋1.35*①+1.0*②5边柱柱顶截面M104.15288.1120.00308.111.001.001.1342.13313.50616.64125.914201256855<04Φ8@100/200N361.53Φ187633604Φ8@100/200V46.283Φ187633604Φ8@100/200柱底截面M62.45152.4620.00172.461.001.001.2247.74313.50481.00-137.244201256855<04Φ8@100/200N409.623Φ187633604Φ8@100/200V46.283Φ187633604Φ8@100/200中柱柱顶截面M84.76203.7520.00223.751.001.001.1748.48313.50532.29-28.824201256855<04Φ8@100/200N415.993Φ187633604Φ8@100/200V38.973Φ187633604Φ8@100/200柱底截面M55.54119.6720.00139.671.001.001.2854.09313.50448.21-226.194201256855<04Φ8@100/200N464.13Φ187633604Φ8@100/200V38.973Φ187633604Φ8@100/2004边柱柱顶截面M46.7167.0120.0087.011.001.001.4481.24313.50395.54-479.904201256855<04Φ8@100/200N697.083Φ187633604Φ8@100/200V28.083Φ187633604Φ8@100/200柱底截面M54.3972.9920.0092.991.001.001.4186.85313.50401.52-479.354201256855<04Φ8@100/200N745.193Φ187633604Φ8@100/200V28.083Φ187633604Φ8@100/200中柱柱顶截面M42.0449.4020.0069.401.001.001.5699.18313.50377.94-623.624201256855<04Φ8@100/200N850.933Φ187633604Φ8@100/200V24.613Φ187633604Φ8@100/200柱底截面M46.5551.7820.0071.781.001.001.54104.78313.50380.31-634.954201256855<04Φ8@100/200N899.053Φ187633604Φ8@100/200V24.613Φ187633604Φ8@100/2003边柱柱顶截面M54.3952.6820.0072.681.001.001.53120.33313.50381.22-683.044201256855<04Φ8@100/200N1032.393Φ187633604Φ8@100/200V30.663Φ187633604Φ8@100/200柱底截面M53.2249.2520.0069.251.001.001.56125.93313.50377.79-718.344201256855<04Φ8@100/200N1080.53Φ187633604Φ8@100/200V30.663Φ187633604Φ8@100/200中柱柱顶截面M46.5534.3420.0054.341.001.001.71158.01313.50362.87-893.514201256855<04Φ8@100/200N1355.713Φ187633604Φ8@100/200V27.923Φ187633604Φ8@100/200柱底截面M45.8632.6720.0052.671.001.001.73163.62313.50361.20-917.024201256855<04Φ8@100/200N1403.833Φ187633604Φ8@100/200V27.923Φ187633604Φ8@100/2002边柱柱顶截面M56.2541.1320.0061.131.001.001.63159.41313.50369.66-848.734201256855<04Φ8@100/200N1367.743Φ187633604Φ8@100/200V33.143Φ187633604Φ8@100/200柱底截面M67.6547.7820.0067.781.001.001.57165.02313.50376.32-809.704201256855<04Φ8@100/200N1415.853Φ187633604Φ8@100/200V33.143Φ187633604Φ8@100/200中柱柱顶截面M47.9327.8520.0047.851.001.001.81200.62313.50356.38-1003.294201256855<04Φ8@100/200N1721.33Φ187633604Φ8@100/200V27.923Φ187633604Φ8@100/200柱底截面M56.1431.7320.0051.731.001.001.74206.22313.50360.26-970.474201256855<04Φ8@100/200N1769.413Φ187633604Φ8@100/200V27.923Φ187633604Φ8@100/2001边柱柱顶截面M32.2118.9220.0038.921.001.002.32198.44313.50360.38-966.954201256855<04Φ8@100/200N1702.643Φ187633604Φ8@100/200V13.423Φ187633604Φ8@100/200柱底截面M16.19.0920.0029.091.001.002.77206.54313.50350.54-1059.144201256855<04Φ8@100/200N1772.143Φ187633604Φ8@100/200V13.423Φ187633604Φ8@100/200中柱柱顶截面M27.1212.5720.0032.571.001.002.58251.39313.50354.03-1001.614201256855<04Φ8@100/200N2156.923Φ187633604Φ8@100/200V11.33Φ187633604Φ8@100/200柱底截面M13.566.0920.0026.091.001.002.97259.49313.50347.55-1061.754201256855<04Φ8@100/200N2226.413Φ187633604Φ8@100/200V11.33Φ187633604Φ8@100/200第十一章楼梯设计一、设计资料该楼梯为两跑楼梯,采用板式楼梯结构,楼梯间高度3.60m(标准层)，梯间宽为3.6m,左右梯段宽为1.60m,楼梯井宽为0.16m。每跑均为12级踏步，踏步高度为150mm,踏步宽度为300mm。梯段板厚取120mm。休息平台梁宽为250mm，高为400mm。楼梯使用活荷载标准值为3.5kN/m2。踏步面层采用30mm厚水磨石，底面为30厚混合砂浆抹灰层，采用C30混凝土fc=14.3N/mm2，ft=1.43N/mm2；梯段板和休息平台梁受力钢筋均采用HRB335级钢筋，fy=300N/mm2；其余钢筋采用HPB300级钢筋，fy=270N/mm2。设计内容包括：梯段板配筋，休息平台梁配筋和体息平台的配筋。二、梯段板计算说明：将整个梯段板视为单向板，取一米板宽的一条板带作为计算单元。（1）荷载计算踏步尺寸300mm×150mm，斜板厚度取t=120mm,,则截面平均高度为：。恒荷载（一米宽板带的线载）：踏步板自重踏步面层重踏步抹灰重g=8.14kN/m使用活荷载q=3.5kN/m总计g+q=8.062+3.5=11.64kN/m（2）内力计算水平投影计算跨度为跨中最大弯矩为（3）截面承载力计算选用Φ10@200实配三、休息平台板计算说明：休息平台板为单向板，取一米宽板带为计算单元。（1）荷载计算休息平台板厚取h=120mm，按单向板进行配筋设计。恒荷载（一米宽板带的线载）：休息平台板自重板面抹灰自重板底抹灰自重g=4.488kN/m使用活荷载q=3.5kN/m合计g+q=4.488+3.5=7.988kN/m（2）内力计算计算跨度：跨中最大弯矩：（3）截面承载力计算选用Φ8@200实配四、休息平台梁计算说明：梁宽取b=250mm,梁高取h=400mm。计算跨度取较小值（1）荷载计算梯段板传来平台板传来平台梁自重平台梁粉刷重合计g+q=28.262kN/m（2）内力计算弯矩设计值：剪力设计值：（3）配筋计算平台梁按倒L形计算，受压翼缘取下面三个数值的较小值，经比较取梁的有效高度为：，由于故为第一类T型截面。，选用：3Φ14，受剪承载力计算按构造配箍筋，箍筋选用Φ8@200。

第十二章基础设计一、设计资料地基承载力特征值为200kPa；持力层为含水比小于0.8的红黏土；无软弱下卧土层。该框架层数不多，地基土较均匀且柱距较大，可选择用独立基础。取C30混凝土（fc=14.3N/mm2，ft=1.43N/mm2）钢筋采用HRB400（fy=360N/mm2）。二、荷载计算地基梁自重0.3m×0.8m×25kN/m3=6.0kN/m墙自重6.84kN/m合计12.84kN/m三、地基承载力设计值的确定选择基础埋深：d=1.5m地基承载力特征值：根据《建筑地基基础设计规范》GB5007-2011可知：承载力修正系数：，重度计算：人工填土，，，假设,故只对基础埋深进行修正。四、边柱独立基础设计（1）荷载计算：由内力组合表可知，边柱的内力最不利组合有两组，分别是：为了简化计算，将两组不利组合归并为一组，M，N，V均取最大值，则最