本科毕业论文--5层框架结构教学楼计算书

5层框架结构教学楼毕业设计计算书 -柱边的剪力和弯矩的公式：6.1恒载作用下内力组合恒载作用下梁端柱边剪力序号梁端剪力梁间恒载柱边梁端剪力边跨中跨边跨中跨边跨中跨VaVb左Vb右Vc左ggVa’Vb’左Vb’右Vc’左5135.31129.9116.1716.1732.7411.98125.49121.7213.1813.184177.41177.7712.5312.5343.859.28164.26166.8110.2110.213177.61177.5712.5312.5343.859.28164.46166.6110.2110.212177.64177.5412.5312.5343.859.28164.49166.5810.2110.211177.01178.1812.5312.5343.859.28163.86167.2210.2110.21恒载作用下梁端柱边弯矩序号梁端弯矩柱边梁端剪力柱边梁端弯矩边跨中跨边跨中跨边跨中跨MlMrMlMrVa＇Vb＇左Vb＇右Vc＇左Ml＇Mr＇Ml＇Mr＇5129.4107.533.733.71125.5121.7213.1813.1891.7477.0930.4230.424178.4179.932.432.35164.3166.8110.2110.21129.2138.229.829.83180.6180.532.332.25164.5166.6110.2110.21131.3138.8229.729.72181.3180.932.232.17164.5166.5810.2110.21131.9139.2329.6229.621162.5167.334.934.91163.9167.2210.2110.21113.4125.4832.3632.36在竖向荷载作用下，梁端弯矩进行调幅，乘以系数0.8。恒载作用下梁端柱边弯矩序号柱边梁端弯矩调幅后柱边梁端弯矩边跨中跨边跨中跨Ml＇Mr＇Ml＇Mr＇βMl＇βMr＇βMl＇βMr＇591.7477.0930.4230.4273.3961.6724.3424.344129.15138.2029.8029.80103.32110.5623.8423.843131.30138.8229.7029.70105.04111.0623.7623.762131.91139.2329.6229.62105.53111.3823.7023.701113.37125.4832.3632.3690.70100.3825.8925.89梁端弯矩调幅后，在相应荷载作用下的跨中弯矩必然会增加，因而乘于跨中弯矩乘于系数1.15。同时跨中弯矩还应满足下列要求：式中、、——分别为调幅后梁梁端负弯矩及跨中正弯矩；――按简支梁计算的跨中弯矩。调幅后竖向恒载作用下跨中弯矩计算（单位：kN·m）层次梁端弯矩跨度梁间恒载恒载作用下边跨中跨边跨中跨边跨中跨βMl＇βMr＇βMl＇βMr＇LLqqAB跨BC跨573.3961.6724.3424.348.102.7032.7411.98200.98-13.424103.32110.5623.8423.848.102.7043.859.28252.68-15.383105.04111.0623.7623.768.102.7043.859.28251.57-15.302105.53111.3823.7023.708.102.7043.859.28251.17-15.24190.70100.3825.8925.898.102.7043.859.28264.08-17.436.2活载作用下内力组合活载作用下梁端柱边剪力序号梁端弯矩梁间活载跨度梁端剪力边跨中跨边跨中跨边跨中跨边跨中跨VaVb左Vb右Vc左qqLLVa＇Vb＇左Vb＇右Vc＇左59.809.241.141.142.350.848.102.709.108.650.930.93437.6138.046.166.169.344.568.102.7034.8135.715.025.02337.6937.966.166.169.344.568.102.7034.8935.635.025.02237.7037.966.166.169.344.568.102.7034.9035.635.025.02137.5538.106.166.169.344.568.102.7034.7535.775.025.02活载作用下梁端柱边弯矩序号梁端弯矩柱边梁端剪力柱边梁端弯矩边跨中跨边跨中跨边跨中跨MlMrMlMrVa＇Vb＇左Vb＇右Vc＇左Ml＇Mr＇Ml＇Mr＇511.699.422.102.109.108.650.930.938.967.261.871.87435.9637.718.608.6034.8135.715.025.0225.5228.787.357.35338.0839.188.328.3234.8935.635.025.0227.6130.277.077.07238.2139.278.318.3134.9035.635.025.0227.7430.367.067.06134.2136.448.878.8734.7535.775.025.0223.7927.507.627.62活载作用下梁端柱边调幅后弯矩序号柱边梁端弯矩调幅后柱边梁端弯矩边跨中跨边跨中跨Ml＇Mr＇Ml＇Mr＇βMl＇βMr＇βMl＇βMr＇58.967.261.871.877.175.811.501.50425.5228.787.357.3520.4223.025.885.88327.6130.277.077.0722.0924.225.665.66227.7430.367.067.0622.1924.295.655.65123.7927.507.627.6219.0322.006.106.10调幅后竖向活载作用下跨中弯矩计算（单位：kN·m）层次梁端弯矩跨度梁间恒载活载作用下活载作用下×1.2边跨中跨边跨中跨边跨中跨βMl＇βMr＇βMl＇βMr＇LLqqAB跨BC跨AB跨BC跨57.175.811.501.508.102.702.350.8412.78-0.7315.34-0.88420.4223.025.885.888.102.709.344.5654.88-1.7265.86-2.07322.0924.225.665.668.102.709.344.5653.44-1.5064.13-1.81222.1924.295.655.658.102.709.344.5653.36-1.4964.03-1.79119.0322.006.106.108.102.709.344.5656.08-1.9467.30-2.336.3风载作用下内力组合风荷载用下梁端柱边弯矩序号梁端弯矩柱边梁端剪力柱边梁端弯矩边跨中跨边跨中跨边跨中跨MlMrMlMrVa＇Vb＇左Vb＇右Vc＇左Ml＇Mr＇Ml＇Mr＇56.193.901.471.471.241.241.091.095.823.591.201.20417.6712.394.674.673.713.713.463.4616.5611.463.813.81329.9621.187.987.986.316.315.915.9128.0719.606.506.50243.1030.7311.5711.579.119.118.578.5740.3728.459.439.43163.4741.3715.5815.5812.9412.9411.5411.5459.5938.1412.7012.70风荷载用下跨中弯矩序号柱边梁端弯矩跨中弯矩跨中剪力边跨中跨Ml＇Mr＇Ml＇Mr＇边跨中跨边跨中跨55.823.591.21.21.1201.241.09416.5611.463.813.812.5503.713.46328.0719.66.56.54.2406.315.91240.3728.459.439.435.9609.118.57159.5938.1412.712.710.73012.9411.54第七部分截面设计7.1框架梁设计以第顶层AB跨框架梁的计算为例。1、梁的最不利内力：经以上计算可知，梁的最不利内力如下：跨间：Mmax=286.36KN·m支座A：Mmin=-106.10KN·m，Vmax=178.33KN支座Bl：Mmin=-88.95KN·m，Vmax=172.80KN2、梁正截面受弯承载力计算：对于楼面现浇的框架结构，梁支座负弯矩按矩形截面计算纵筋数量。跨中正弯矩按T形截面计算纵筋数量。翼缘计算宽度梁内纵向钢筋选Ⅲ级热扎钢（）,砼C30(),,h0=h-a=800-35=765mm。下部跨间截面按单筋T形截面计算。属第一类T形截面。实配钢筋422（As=1520mm²）。支座配筋：支座A受压钢筋：将下部跨间截面的422钢筋伸入支座，作为支座负弯矩作用下的受压钢筋，As，=1520mm2。支座A受拉钢筋：配筋率ρ＝As/(b×ho)＝394/(300×765)＝0.17%最小配筋率ρmin＝0.20%As,min＝b×h×ρmin＝480mm实配钢筋414（615mm）梁斜截面受剪承载力计算AB跨：当ho/b≤4时，V≤0.25×βc×fc×b×ho0.25×βc×fc×b×ho＝0.25×1×14331×0.3×0.765＝822.3kN≥V＝468.9kN截面尺寸满足要求。0.7×ft×b×ho＝0.7×1432.9×0.3×0.765＝230.2kN≥V＝178.3kN按构造配筋：加密区长度取1m，梁端加密区钢筋8@100，非加密区钢筋8@200。其它层梁配筋见下表：层次截面M（KN·m）ξ计算As，（mm2）实配As，（mm2）计算As（mm2）实配As（mm2）配箍1支座A207.900.086789418、（1017）加密区四肢8@100,非加密区四肢8@200Bl196.230.081743418、（1017）AB跨间422.460.0191549222225(1741)支座Br54.760.101439418（1017）加密区二肢8@100非加密区二肢8@200BC跨间23.850.014183414（615.7）2支座A205.460.085779418（1017）加密区四肢8@100,非加密区四肢8@200Bl200.110.083758418（1017）AB跨间401.830.0181472222225(1741)支座Br47.440.087377418（1017）加密区二肢8@100非加密区二肢8@200BC跨间20.540.012157414（615.7）3支座A189.250.078715418（1017）加密区四肢8@100,非加密区四肢8@200Bl186.970.077706418（1017）AB跨间402.470.0181475222225(1741)支座Br43.830.08347418（1017）加密区二肢8@100非加密区二肢8@200BC跨间20.640.012157414（615.7）4支座A170.580.07642418（1017）加密区四肢8@100非加密区四肢8@200Bl176.120.073664418（1017）AB跨间405.660.0181486222225(1741)支座Br40.820.074323418（1017）加密区二肢8@100非加密区二肢8@200BC跨间21.060.012240414（615.7）5支座A106.100.043480414（615）加密区四肢8@100,非加密区四肢8@200Bl88.950.036480414（615）AB跨间286.361048420（1256）支座Br34.330.062270414（615）加密区二肢8@100非加密区二肢8@200BC跨间17.210.01240414（615.7）7.2框架柱设计2、柱正截面承载力计算：先以顶层A柱为例，（X向）柱截面宽度：b=400mm柱截面有效高度：h0=600-40=560mm柱的计算长度，对于现浇楼盖的顶层柱，L0=1.25H=4.875m混凝土轴心抗压强度设计值：fc=14.3N/mm2（1）、最不利组合一：Mmax/N顶层A柱的柱上端弯矩为M=132.81KN·m，柱下端弯矩为M=148.76kN·m,N=342.40KN。1.轴心受压构件验算钢筋混凝土轴心受压构件的稳定系数φLo/b＝4875/400＝12.2φ＝1/[1+0.002×(Lo/b-8)2]＝0.966全部纵向钢筋的最小截面面积As,min＝1200mm一侧纵向钢筋的最小截面面积As1,min＝480mm全部纵向钢筋的截面面积As'按下式求得：N≤0.9×φ×(fc×A+fy'×As')As'＝[N/(0.9×φ)-fc×A]/(fy'-fc)＝[342400/(0.9×0.966)-14.33×240000]/(360-14.33)＝-8811mm≤As,min＝1200mm，取As'＝As,min2.在Mx作用下正截面偏心受压承载力计算取20mm和偏心矩方向截面尺寸的1/30两者中的较大值，600/30=20mm，所以，要考虑偏心矩增大系数：取，由于，取采用对称配筋，采用对称配筋，属于大偏压情况。时配筋要符合最小配筋率要求，四级框架按照建筑抗震设计规范GB50011-2001表6.3.8.1规定受柱纵向钢筋每一侧最小配筋率是0.2%，中柱、边柱全部纵向钢筋最小配筋率是0.6%。故，As’=As=ρminbh=0.2%×400×600=480mm2（2）、最不利组合二：Nmin/M第顶层A柱的N=308.57kN，柱端较大弯矩为M=144.07kN·m1..轴心受压构件验算钢筋混凝土轴心受压构件的稳定系数φLo/b＝4875/400＝12.2φ＝1/[1+0.002×(Lo/b-8)2]＝0.966全部纵向钢筋的最小截面面积As,min＝1200mm一侧纵向钢筋的最小截面面积As1,min＝480mm全部纵向钢筋的截面面积As'按下式求得：N≤0.9×φ×(fc×A+fy'×As')As'＝[N/(0.9×φ)-fc×A]/(fy'-fc)＝[308570/(0.9×0.966)-14.33×240000]/(360-14.33)＝-8924mm≤As,min＝1200mm，取As'＝As,min2.在Mx作用下正截面偏心受压承载力计算取20mm和偏心矩方向截面尺寸的1/30两者中的较大值，600/30=20mm，所以，要考虑偏心矩增大系数：，取，由于，取采用对称配筋，属于大偏压情况。时As’=As=ρminbh=0.2%×400×600=480mm2（3）、最不利组合三：Nmax/M最不利组合三：Nmax/M计算配筋结果和最不利组合一相同。实际配筋：X向：318、Asx＝763mm、ρx＝0.32%；Y向：418、Asy＝1018mm、ρy＝0.42%；（As＝2545mm、ρ＝1.06%）（4）、柱斜截面受剪承载力验算以顶层柱为例进行计算框架柱的剪力设计值ho/b≤4时，V≤0.25×βc×fc×b×ho0.25×βc×fc×b×ho＝0.25×1×14331×0.4×0.56＝802.6kN≥V＝72.20kN截面尺寸满足要求。0.7×ft×b×ho＝0.7×1432.9×0.4×0.56＝224.7kN≥V＝72.20kN所以该层柱应按构造配置箍筋，柱端加密区箍筋选用48@100，非加密区箍筋满足，选用4肢箍筋，8@200。其它层柱配筋见下表：柱A柱层次123截面尺寸400×600400×600400×600组合一二三一二三一二三M（KN·m）153.4153.4111194.83194.83173.53175.6175.6159.43N（KN）2051205122581615.91615.91773118311831295.95V（KN）50.2196.0788.59计算As=As’（mm2）480480480480480480480480480实配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%318(763)、ρx＝0.32%实配Asy(mm)418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%ρsAs＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%配箍加密区4肢Ф8@100，非加密区4肢Ф8@200加密区4肢Ф8@100，非加密区4肢Ф8@200加密区4肢Ф8@100，非加密区4肢Ф8@200柱A柱层次45截面尺寸400×600400×600组合一二三一二三M（KN·m）167.64167.64159.44148.76144.07148.76N（KN）747.47747.47819342.4308.57342.4V（KN）85.1972.2计算As=As’（mm2）480480480480480480实配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%实配Asy(mm)418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%ρsAs＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%配箍加密区4肢Ф8@100，非加密区4肢Ф8@200加密区4肢Ф8@100，非加密区4肢Ф8@200层次123截面尺寸500×500500×500500×500组合一二三一二三一二三M（KN·m）116.835.4280.9147.8487.11124.84115.285.44115.16N（KN）2601259427902022.32018.81773156514521564.55V（KN）39.0373.5967.18计算As=As’（mm2）480480480480480480480480480实配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%318(763)、ρx＝0.32%实配Asy(mm)418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%ρsAs＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%配箍加密区4肢Ф8@100，非加密区4肢Ф8@200加密区4肢Ф8@100，非加密区4肢Ф8@200加密区4肢Ф8@100，非加密区4肢Ф8@200柱B柱层次45截面尺寸500×500500×500组合一二三一二三M（KN·m）126.7194.54116.01111.798.86111.7N（KN）884.4884.4957349.12315.8349.12V（KN）63.4556.07计算As=As’（mm2）480480480480480480实配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%实配Asy(mm)418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%ρsAs＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%配箍加密区4肢Ф8@100，非加密区4肢Ф8@200加密区4肢Ф8@100，非加密区4肢Ф8@2007.3裂缝验算根据混凝土结构设计规范GB50010-2002表3.3.4本工程允许的最大裂缝宽度为0.37.3.1受弯构件裂缝验算一、基本参数：取顶层AB跨矩形梁截面受弯构件为例构件受力特征系数αcr＝2.1截面尺寸b×h＝300×800mm，纵向受拉区纵筋420(As＝1257mm)υ＝1,Es＝200000N/mm,c＝25mmas＝35mmho＝765mmdeq＝∑(ni×di2)/∑(ni×υ×di)＝20mmftk＝2.01N/mm折减系数Ks=1.35按荷载效应的标准组合计算的弯矩值Mk＝286.36/1.35＝212.12kN·m二、最大裂缝宽度验算：ρte＝As/Ate对矩形截面的受弯构件：Ate＝0.5×b×h＝0.5×300×800＝120000mmρte＝As/Ate＝1257/120000＝0.010475受弯：σsk＝Mk/(0.87×ho×As)σsk＝212.12×106/(0.87×765×1257)＝253.55N/mmψ＝1.1-0.65×ftk/(ρte×σsk)＝1.1-0.65×2.01/(0.010475×253.55)＝0.608最大裂缝宽度ωmax，按混凝土规范式8.1.2－1计算：ωmax＝αcr×ψ×σsk×(1.9×c+0.08×deq/ρte)/Es＝2.1×0.608×253.55×(1.9×25+0.08×20/0.010475)/200000＝0.324mm＞ωlim＝0.3mm，不满足要求。因此根据裂缝宽度重新选配钢筋：选配222+222其他梁截面配筋见下表：层次截面M（KN·m）KsM标准值实配As，（mm2）实配As（mm2）根据裂缝宽度要求实配As，（mm2）根据裂缝宽度要求实配As（mm2）1支座A207.91.35154418、220+222-1017Bl196.231.35145.36418、220+222-1017AB跨间422.461.35312.93222220/422225-1741支座Br54.761.3540.563418220+222-1017BC跨间23.851.3517.667414414-615.72支座A205.461.35152.19418220+222-1017Bl200.111.35148.23418220+222-1017AB跨间401.831.35297.65222220/422225-1741支座Br47.441.3535.141418220+222-1017BC跨间20.541.3515.215414414-615.73支座A189.251.35140.19418220+222-1017Bl186.971.35138.5418220+222-1017AB跨间402.471.35298.13222220/422225-1741支座Br43.831.3532.467418220+222-1017BC跨间20.641.3515.289414414-615.74支座A170.581.35126.36418220+222-1017Bl176.121.35130.46418220+222-1017AB跨间405.661.35300.49222220/422225-1741支座Br40.821.3530.237418220+222-1017BC跨间21.061.3515.6414414-615.75支座A106.11.3578.593414214+218-615Bl88.951.3565.889414214+218-615AB跨间286.361.35212.12420222+225-1256支座Br34.331.3525.43414214+218-615BC跨间17.211.3512.748414414-615.77.3.2偏心受压构件裂缝验算一、基本参数矩形截面偏心受压构件构件受力特征系数αcr＝2.1截面尺寸b×h＝400×600mm受压构件计算长度lo＝3900m纵向受拉区钢筋4Φ18（1017mm2）υ＝1，Es＝200000N/mm，c＝30mm，as＝35mm，ho＝565mmdeq＝∑(ni×di^2)/∑(ni×υ×di)＝18mm折减系数Ks=1.35按荷载效应的标准组合计算的轴向力值Nk＝349.2kN/1.35=258.67KN按荷载效应的标准组合计算的弯矩值Mk＝111.7kN·m/1.35=82.77kN·m轴向力对截面重心的偏心矩eo＝Mk/Nk＝82.77/258.67＝320mm二、最大裂缝宽度验算ρte＝As/Ate对矩形截面的偏心受压构件：Ate＝0.5×400×600＝120000mmρte＝As/Ate＝1017/120000＝0.00848偏心受压：σsk＝Nk×(e-z)/(As×z)使用阶段的轴向压力偏心距增大系数ηs，当lo/h＝3900/600＝6.5≤14取ηs＝1.0ys＝0.5×b×h2/(b×h)-as＝0.5×400×6002/(400×600)-35＝265mme＝ηs×eo+ys＝1×320+265＝585mm受压翼缘面积与腹板有效面积的比值γf'，对于矩形截面，γf'＝0z＝[0.87-0.12×(1-γf')×(ho/e)2]×ho＝[0.87-0.12×(1-0)×(565/585)2]×565＝428mmσsk＝Nk×(e-z)/(As×z)＝258670×(585-428)/（1017×428）＝93.3N/mmψ＝1.1-0.65×ftk/(ρte×σsk)＝1.1-0.65×2.01/(0.00848×93.3)<0.2取ψ＝0.2ωmax＝αcr×ψ×σsk×(1.9×c+0.08×deq/ρte)/Es＝2.1×0.2×93.3×(1.9×30+0.08×18/0.00848)/200000＝0.053mm≤ωlim＝0.3mm，满足要求。其他柱截面经验算裂缝宽度均满足要求，不需重新选配钢筋。第八部分电算比较8.1数据输入柱砼等级c30梁砼等级c30梁柱主筋级别HRB400梁柱箍筋级别HRB235柱保护层C35梁保护层C35柱梁自重计算信息算柱梁支座负弯矩调幅系数0.80梁惯性矩增大系数2.00结构重要性系数1.00抗震等级4设计分组第一组地震烈度6度场第3类计算整型6个计算周期折减系数0.8结构类型框架8.2数据输出：第九部分：基础设计9.1设计参数： 基础类型：锥型柱基 平面: 剖面: 一、几何参数：截面估算： ＝（1.1～1.4）×(2257/1.35)/（202.88-20×1.8）(注：1.35为设计值折减为标准值系数)＝11.0～14.0m2取：B1=1750mm, A1=1750mm B2=1750mm, A2=1750mm 基础高度取：H1=300mm, H2=350mm B=600mm, A=400mm 基础埋深d=1.80m 钢筋合力重心到板底距离as=80mm 2．荷载值： (1)作用在基础顶部的基本组合荷载 F=2257.00kN My=153.42kN·m Vx=50.20kN 折减系数Ks=1.20 (2)作用在基础底部的弯矩设计值 绕Y轴弯矩:M0y=My＋Vx·(H1＋H2)=153.42＋50.20×0.65=186.05kN·m (3)作用在基础底部的弯矩标准值 绕Y轴弯矩:M0yk=M0y/Ks=186.05/1.20=155.04kN·m 3．材料信息： 混凝土：C30 钢筋：HRB335(20MnSi) 4．基础几何特性： 底面积：S=(A1＋A2)(B1＋B2)=3.50×3.50=12.25m2 绕X轴抵抗矩：Wx=(1/6)(B1+B2)(A1+A2)2=(1/6)×3.50×3.502=7.15m3 绕Y轴抵抗矩：Wy=(1/6)(A1+A2)(B1+B2)2=(1/6)×3.50×3.502=7.15m3二、计算过程 1．修正地基承载力 计算公式： fa=fak＋ηb·γ·(b－3)＋ηd·γm·(d－0.5) 式中：fak=180.00kPa ηb=0.00，ηd=1.00 γ=17.60kN/m3 γm=17.60kN/m3 b=3.50m，d=1.80m 如果b＜3m，按b=3m,如果b>6m，按b=6m 如果d＜0.5m，按d=0.5m fa=fak＋ηb·γ·(b－3)＋ηd·γm·(d－0.5) =180.00＋0.00×17.60×(3.50－3.00)＋1.00×17.60×(1.80－0.50) =202.88kPa 修正后的地基承载力特征值fa=202.88kPa 2．轴心荷载作用下地基承载力验算 pk=(Fk＋Gk)/A

Fk=F/Ks=2257.00/1.20=1880.83kN Gk=20S·d=20×12.25×1.80=441.00kN pk=(Fk＋Gk)/S=(1880.83＋441.00)/12.25=189.54kPa≤fa，满足要求。 3．偏心荷载作用下地基承载力验算 计算公式： 当e≤b/6时，pkmax=(Fk＋Gk)/A＋Mk/W pkmin=(Fk＋Gk)/A－Mk/W 当e＞b/6时，pkmax=2(Fk＋Gk)/3la X方向: 偏心距exk=M0yk/(Fk＋Gk)=155.04/(1880.83＋441.00)=0.07m e=exk=0.07m≤(B1＋B2)/6=3.50/6=0.58m pkmaxX=(Fk＋Gk)/S＋M0yk/Wy =(1880.83＋441.00)/12.25＋155.04/7.15=211.23kPa ≤1.2×fa=1.2×202.88=243.46kPa，满足要求。 4．基础抗冲切验算 计算公式： Fl≤0.7·βhp·ft·am·h0 Fl=pj·Al am=(at＋ab)/2 pjmax,x=F/S＋M0y/Wy=2257.00/12.25＋186.05/7.15=210.28kPa pjmin,x=F/S－M0y/Wy=2257.00/12.25－186.05/7.15=158.21kPa (1)柱对基础的冲切验算： H0=H1＋H2－as=0.30＋0.35－0.08=0.57m X方向： Alx=1/4·(2A＋2H0＋B1＋B2－B)(B1＋B2－B－2H0) =(1/4)×(2×0.40＋2×0.57＋3.50－0.60)(3.50－0.60－2×0.57) =2.13m2 Flx=pj·Alx=210.28×2.13=447.81kN ab=min{A＋2H0,A1＋A2}=min{0.40＋2×0.57,3.50}=1.54m amx=(at＋ab)/2=(A＋ab)/2=(0.40＋1.54)/2=0.97m Flx≤0.7·βhp·ft·amx·H0=0.7×1.00×1430.00×0.970×0.570 =553.45kN，满足要求。 Y方向： Aly=1/2·(B1＋B2)(A1＋A2－A－2H0)－1/4·(B1＋B2－B－2H0)2 =(1/2)×3.50×(3.50－0.40－2×0.57)－(1/4)×(3.50－0.60－2×0.57)2 =2.66m2 Fly=pj·Aly=210.28×2.66=558.42kN ab=min{B＋2H0,B1＋B2}=min{0.60＋2×0.57,3.50}=1.74m amy=(at＋ab)/2=(B＋ab)/2=(0.60＋1.74)/2=1.17m Fly≤0.7·βhp·ft·amy·H0=0.7×1.00×1430.00×1.170×0.570 =667.57kN，满足要求。 5．基础受弯计算 计算公式： MⅠ=a12[(2l＋a')(pmax＋p－2G/A)＋(pmax－p)·l]/12 MⅡ=(l－a')2(2b＋b')(pmax＋pmin－2G/A)/48 (1)柱根部受弯计算： G=1.35Gk=1.35×441.00=595.35kN X方向受弯截面基底反力设计值： pminx=(F＋G)/S－M0y/Wy=(2257.00＋595.35)/12.25－186.05/7.15=206.81kPa pmaxx=(F＋G)/S＋M0y/Wy=(2257.00＋595.35)/12.25＋186.05/7.15=258.88kPa pnx=pminx＋(pmaxx－pminx)(2B1＋B)/[2(B1＋B2)] =206.81＋(258.88－206.81)×4.10/(2×3.50) =237.31kPa Ⅰ-Ⅰ截面处弯矩设计值： MⅠ=[(B1＋B2)/2－B/2]2{[2(A1＋A2)＋A](pmaxx＋pnx－2G/S) ＋(pmaxx－pnx)(A1＋A2)}/12 =(3.50/2－0.60/2)2((2×3.50＋0.40)(258.88＋237.31－2×595.35/12.25) ＋(258.88－237.31)×3.50)/12 =530.54kN.m Ⅱ-Ⅱ截面处弯矩设计值： MⅡ=(A1＋A2－A)2[2(B1＋B2)＋B](pmaxx＋pminx－2G/S)/48 =(3.50－0.40)2(2×3.50＋0.60)(258.88＋206.81－2×595.35/12.25)/48 =560.69kN.m Ⅰ-Ⅰ截面受弯计算： 相对受压区高度：ζ=0.033176配筋率：ρ=0.001581 计算面积：901.39mm2/m Ⅱ-Ⅱ截面受弯计算： 相对受压区高度：ζ=0.035096配筋率：ρ=0.001673 计算面积：953.55mm2/m三、计算结果 1．X方向弯矩验算结果： 计算面积：901.39mm2/m 采用方案：14@130 实配面积：1184.14mm2/m 2．Y方向弯矩验算结果： 计算面积：953.55mm2/m 采用方案：14@130 实配面积：1184.14mm2/m第十部分：楼梯设计10.1楼梯板计算：楼梯结构平面布置图：层高3.9m，踏步尺寸150mm×300mm，采用混凝土强度等级C30，钢筋Ⅲ级，楼梯上均布活荷载标准值q=2.5KN/m2,面层荷载：q0=1.70kN/m23、几何参数： 楼梯净跨:L1=3600mm 楼梯高度:H=1950mm 梯板厚:t=120mm 踏步数:n=13(阶) 上平台楼梯梁宽度:b1=200mm 下平台楼梯梁宽度:b2=200mm4．材料信息： 混凝土强度等级:C30 fc=14.30N/mm2 ft=1.43N/mm2 Rc=25.0kN/m3 钢筋强度等级:HRB400 fy=360.00N/mm2 抹灰厚度：c=20.0mm 梯段板纵筋合力点至近边距离：as=20mm（1）计算过程： 1．楼梯几何参数： 踏步高度：h=0.1500m 踏步宽度：b=0.3000m 计算跨度：L0=L1＋(b1＋b2)/2=3.60＋(0.20＋0.20)/2=3.80m 梯段板与水平方向夹角余弦值：cosα=0.894 2．荷载计算(取B=1m宽板带)： (1)梯段板： 面层：g=(B＋B×h/b)q0=(1＋1×0.15/0.30)×1.70=2.55kN/m 自重：g=Rc×B×(t/cosα＋h/2)=25×1×(0.12/0.89＋0.15/2)=5.23kN/m 抹灰：g=RS×B×c/cosα=20×1×0.02/0.89=0.45kN/m 恒荷标准值：2.55＋5.23＋0.45=8.23kN/m 恒荷控制： 1.35gk＋1.4×0.7×B×q=1.35×8.23＋1.4×0.7×1×2.50=13.56kN/m 活荷控制：1.2gk＋1.4×B×q=1.2×8.23＋1.4×1×2.50=13.37kN/m 荷载设计值取两者较大值13.56kN/m 3．正截面受弯承载力计算： M=pl02/10 =13.56×3.802/10 =19.58kN·m 相对受压区高度：ζ=0.148 配筋率：ρ=0.59% 纵筋(1号)计算面积：As=587mm2 M=-pl02/20 =-13.56×3.802/20 =-9.7kN·m 相对受压区高度：ζ=0.071 配筋率：ρ=0.28% 支座负筋(2、3号)计算面积：As'=282mm2(2)、计算结果：(为每米宽板带的配筋) 1．1号钢筋计算结果(跨中) 计算面积As: 587mm2 采用方案：10@100 实配面积：785mm2 2．2/3号钢筋计算结果(支座) 计算面积As': 187.64mm2 采用方案：12@200 实配面积：565.49mm2 3．4号分布钢筋采用 采用方案：10@200 实配面积：392.70mm210.2平台板计算：设平台板厚h=120mm。1、荷载计算：平台板荷载取楼面荷载4.1kn/m2,活载取2.5kn/m2，取1m宽板带计算。g=4.1kn/m,q=2.5kn/m基本组合的总荷载设计值p=4.1×1.2+1.4×2.5=8.42KN/m2、截面设计：板的计算跨度L0=2.25-0.2/2+0.2/2=2.25m弯矩设计值:M=pl02/10 =8.42×2.252/10 =4.26kN·mh0=120-20=100mm相对受压区高度：ζ=0.03 As＝/fy＝0.03×14.3×1000×100/360＝120mm配筋率ρ＝As/(b×ho)＝120/(1000×100)＝0.12%最小配筋率ρmin＝Max{0.20%,0.45ft/fy}＝Max{0.20%,0.18%}＝0.20%实际配筋：As,min＝b×h×ρmin＝240mm采用方案：10@200实配面积：393mm210.3.平台梁计算：设平台梁截面b=200mmh=350mm1、荷载计算：平台梁的恒载：梁自重：0.2×（0.35-0.12）×25＝1.15KN/M梁侧粉刷:0.02×（0.35-0.12）×2×17=0.16KN/M平台板传来:4.1×2.25/2＝4.61KN/M梯段板传来：8.23×3.6/2＝14.81KN/M恒载合计：20.73KN/M活载2.5×3.6/2＋2.5×2.25/2＝7.31KN/M荷载分项系数rG=1.2rQ=1.4基本组合的总荷载设计值p=20.73×1.2+7.31×1.4=35.11KN/m2、截面设计：计算跨度L0=1.05ln=1.05×（4.5-0.24）=4.47m内力设计值M=pl02/8 =35.11×4.472/8 =87.69kN·mV=pLn/2=35.11×（4.5-0.24）/2=74.78KN截面按倒L形计算，bf，=b+5hf，=200+5×120=800mmh0=350-35=315mm经计算属第一类T形截面。计算得；ξ＝0.092≤ξb＝0.518As＝ξ×α1×fc×b×h0/fy＝1×14.331×800×25/360＝806mmρ＝As/(b×ho)＝806/(800×295)＝0.32%选320,实有As=941mm2斜截面受剪承载力计算，0.7×ft×b×ho＝0.7×1430×0.2×0.315＝63.2kN＜V＝74.8kNAsv＝(V-0.7×ft×b×ho)×s/(1.25×fyv×ho)＝(74800-0.7×1430×0.2×0.315)×200/(1.25×210×315)＝28mmV＞0.7×ft×b×ho、300＜H≤500mm构造要求：箍筋最小直径Dmin＝6mm，箍筋最大间距Smax＝200mm最小配箍面积Asv,min＝(0.24×ft/fyv)×b×s＝66mm取箍筋Φ8@200,Asv＝100.5mm第十一部分：科技资料翻译科技资料原文ShrinkageofConcreteWhenconcretelosesmoisturebyevaporationitshrinks.Shrinkagestrainsaremdependentofthestressconditionsintheconcrete.Ifrestrained,shrinkagestrainscancausecrackingofconcreteandwillgenerallycausethedeflectionofstructuralmemberstoincreasewithtime.ThecalculationofstressanddeformationsduetoshrinkageisdeferreduntilChapter10.AcurveshowingtheincreaseinshrinkagestrainwithtimeappearsinFig.2.21.Theshrinkageoccursatadecreasingratewithtimeappeardinshrinkagestrainsvarygreatly,beinggenerallyintherange0.0002to0.0006butsometimeasmuchas0.0010.Fig.2.21.TypicalshrinkagecurveforconcreteShrinkageistoalargeextentareversiblephenomenon.Iftheconcreteissaturatedwithwaterafterithasshrunk,itwillexpandtoalmostitsoriginalvolume.Thusalternatingdryandwetconditionswillcausealternatingvolumechangesofconcrete.Thisphenomenonispartlyresponsibleforthefluctuatingdeflectionsofstructures(e.g.concretebridges)exposedtoseasonalchangeseachyear.Asarule,concretethatexhibitsahighcreepalsodisplayshighshrinkage.Thusthemagnitudeoftheshrinkagestraindependsonthecompositionoftheconcreteandontheenvironmentinmuchthesamewayasdiscussedpreviouslyforcreep.BoththeACICommittee2092.26andtheCEB-FIP2.27haveproposedempiricalmethodsfortheestimationofshrinkagestrains.Theformerapproachisdescribedblow.AccordingtoACICommittee2092.26fornormalweight,sandlightweightconcrete(usingbothmoistandsteamouringandtypesIandIIIcement),theunrestrainedshrinkagestrainatanytimetisgivenbyWherethecoefficientsaregivenbelow.Ultimateshrinkagestrain,Thevalueofcanvarywidely.InACICommittee209review,wasfoundtobeintherange0.000415to0.00107,withmeanvaluesof0.00080formoist-curedconcreteor0.00073forsteam-curedconcrete.Theseaveragevaluesshouldbeassumedonlyintheabsenceofmoreexactdatefortheconcretetobeused.Timeofshrinkagecoefficient,StAtanytimeafterage7days,formoist-curedconcrete,(2.17a)Wheret=timeindaysfromage7days(St=0.46,0.72,0.84,0.91,and0.98fort=1month,3months,6months,1year,and5years,respectively)or,atanytimeafterage1to3daysforsteam-curedconcrete,(2.17b)Wheret=timeindaysfromage3days(St=0.35,0.62,0.77,0.87,and0.97fort=1month,3months,6months,1year,and5years,respectively)Forshrinkageconsideredfromgreateragesthangivenabove,thedifferencemaybedetermineduseEq.2.17aor2.17bforanyperiodafterthantime.Thatisshrinkageformoist-curedconcretebetween,say,1monthand1yearwouldbeequaltothe7-dayto1-yearprocedureassumesthatthemoist-curedconcertehsbeencuredtheshrinkageneedstobemultipliedby1.2;alinearinterpolationbetween1.2at1dayand1.0abd1.0at7daysmaybeused.Relativehumiditycoefficient,ShSh=1.4-0.01Hfor40<H<80%(2.18a)or,Sh=3.0-0.03Hfor80<H<100%(2.18b)WhereH=relativehumidityinpercent(Sh=1.00,0.80,0.60,0,for40,60,80,and100%relativehumidity)Minimumthicknessofmembercoefficient,SthSth=1.00for6inorlessand0.84for9in(1in=25.4mm)Slumpofconcretecoefficient,SsSs=0.97for2in,1.00for2.7in,1.01for3in,1.05for4in,and1.09for5in(1in=25.4mm)Finescoefficient,SfSf=0.86for40%,1.00for50%,and1.04for70%finesbyweightAircontentcoefficient,SeSe=0.98for4%,1.00for6%,and1.03for10%airCementcontentfactor,ScSc=0.87for3761b/yd3,0.95for5641b/yd3,1.00for7051b/yd3and1.09for9401b/yd3(11b/yd3=0.593kg/m3)Example2.2Estimatethefreeshrinkagestrainthatcanbeexpectedtooccurina9in(230mm)thickconcretewallfromtheageof7daysduringa5-yearperiodatarelativehumidityof60%.Theconcretehasaslumpof3in(76mm),afinescontentof34%byweight,acementcontent