本科畢業(yè)論文--5層框架結(jié)構(gòu)教學(xué)樓計(jì)算書

5層框架結(jié)構(gòu)教學(xué)樓畢業(yè)設(shè)計(jì)計(jì)算書 -柱邊的剪力和彎矩的公式：6.1恒載作用下內(nèi)力組合恒載作用下梁端柱邊剪力序號(hào)梁端剪力梁間恒載柱邊梁端剪力邊跨中跨邊跨中跨邊跨中跨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恒載作用下梁端柱邊彎矩序號(hào)梁端彎矩柱邊梁端剪力柱邊梁端彎矩邊跨中跨邊跨中跨邊跨中跨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在豎向荷載作用下，梁端彎矩進(jìn)行調(diào)幅，乘以系數(shù)0.8。恒載作用下梁端柱邊彎矩序號(hào)柱邊梁端彎矩調(diào)幅后柱邊梁端彎矩邊跨中跨邊跨中跨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梁端彎矩調(diào)幅后，在相應(yīng)荷載作用下的跨中彎矩必然會(huì)增加，因而乘于跨中彎矩乘于系數(shù)1.15。同時(shí)跨中彎矩還應(yīng)滿足下列要求：式中、、——分別為調(diào)幅后梁梁端負(fù)彎矩及跨中正彎矩；――按簡支梁計(jì)算的跨中彎矩。調(diào)幅后豎向恒載作用下跨中彎矩計(jì)算（單位：kN·m）層次梁端彎矩跨度梁間恒載恒載作用下邊跨中跨邊跨中跨邊跨中跨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活載作用下內(nèi)力組合活載作用下梁端柱邊剪力序號(hào)梁端彎矩梁間活載跨度梁端剪力邊跨中跨邊跨中跨邊跨中跨邊跨中跨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活載作用下梁端柱邊彎矩序號(hào)梁端彎矩柱邊梁端剪力柱邊梁端彎矩邊跨中跨邊跨中跨邊跨中跨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活載作用下梁端柱邊調(diào)幅后彎矩序號(hào)柱邊梁端彎矩調(diào)幅后柱邊梁端彎矩邊跨中跨邊跨中跨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調(diào)幅后豎向活載作用下跨中彎矩計(jì)算（單位：kN·m）層次梁端彎矩跨度梁間恒載活載作用下活載作用下×1.2邊跨中跨邊跨中跨邊跨中跨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風(fēng)載作用下內(nèi)力組合風(fēng)荷載用下梁端柱邊彎矩序號(hào)梁端彎矩柱邊梁端剪力柱邊梁端彎矩邊跨中跨邊跨中跨邊跨中跨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風(fēng)荷載用下跨中彎矩序號(hào)柱邊梁端彎矩跨中彎矩跨中剪力邊跨中跨Ml＇Mr＇Ml＇Mr＇邊跨中跨邊跨中跨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第七部分截面設(shè)計(jì)7.1框架梁設(shè)計(jì)以第頂層AB跨框架梁的計(jì)算為例。1、梁的最不利內(nèi)力：經(jīng)以上計(jì)算可知，梁的最不利內(nèi)力如下：跨間：Mmax=286.36KN·m支座A：Mmin=-106.10KN·m，Vmax=178.33KN支座Bl：Mmin=-88.95KN·m，Vmax=172.80KN2、梁正截面受彎承載力計(jì)算：對(duì)于樓面現(xiàn)澆的框架結(jié)構(gòu)，梁支座負(fù)彎矩按矩形截面計(jì)算縱筋數(shù)量。跨中正彎矩按T形截面計(jì)算縱筋數(shù)量。翼緣計(jì)算寬度梁內(nèi)縱向鋼筋選Ⅲ級(jí)熱扎鋼（）,砼C30(),,h0=h-a=800-35=765mm。下部跨間截面按單筋T形截面計(jì)算。屬第一類T形截面。實(shí)配鋼筋422（As=1520mm2）。支座配筋：支座A受壓鋼筋：將下部跨間截面的422鋼筋伸入支座，作為支座負(fù)彎矩作用下的受壓鋼筋，As，=1520mm2。支座A受拉鋼筋：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實(shí)配鋼筋414（615mm）梁斜截面受剪承載力計(jì)算AB跨：當(dāng)ho/b≤4時(shí)，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截面尺寸滿足要求。0.7×ft×b×ho＝0.7×1432.9×0.3×0.765＝230.2kN≥V＝178.3kN按構(gòu)造配筋：加密區(qū)長度取1m，梁端加密區(qū)鋼筋8@100，非加密區(qū)鋼筋8@200。其它層梁配筋見下表：層次截面M（KN·m）ξ計(jì)算As，（mm2）實(shí)配As，（mm2）計(jì)算As（mm2）實(shí)配As（mm2）配箍1支座A207.900.086789418、（1017）加密區(qū)四肢8@100,非加密區(qū)四肢8@200Bl196.230.081743418、（1017）AB跨間422.460.0191549222225(1741)支座Br54.760.101439418（1017）加密區(qū)二肢8@100非加密區(qū)二肢8@200BC跨間23.850.014183414（615.7）2支座A205.460.085779418（1017）加密區(qū)四肢8@100,非加密區(qū)四肢8@200Bl200.110.083758418（1017）AB跨間401.830.0181472222225(1741)支座Br47.440.087377418（1017）加密區(qū)二肢8@100非加密區(qū)二肢8@200BC跨間20.540.012157414（615.7）3支座A189.250.078715418（1017）加密區(qū)四肢8@100,非加密區(qū)四肢8@200Bl186.970.077706418（1017）AB跨間402.470.0181475222225(1741)支座Br43.830.08347418（1017）加密區(qū)二肢8@100非加密區(qū)二肢8@200BC跨間20.640.012157414（615.7）4支座A170.580.07642418（1017）加密區(qū)四肢8@100非加密區(qū)四肢8@200Bl176.120.073664418（1017）AB跨間405.660.0181486222225(1741)支座Br40.820.074323418（1017）加密區(qū)二肢8@100非加密區(qū)二肢8@200BC跨間21.060.012240414（615.7）5支座A106.100.043480414（615）加密區(qū)四肢8@100,非加密區(qū)四肢8@200Bl88.950.036480414（615）AB跨間286.361048420（1256）支座Br34.330.062270414（615）加密區(qū)二肢8@100非加密區(qū)二肢8@200BC跨間17.210.01240414（615.7）7.2框架柱設(shè)計(jì)2、柱正截面承載力計(jì)算：先以頂層A柱為例，（X向）柱截面寬度：b=400mm柱截面有效高度：h0=600-40=560mm柱的計(jì)算長度，對(duì)于現(xiàn)澆樓蓋的頂層柱，L0=1.25H=4.875m混凝土軸心抗壓強(qiáng)度設(shè)計(jì)值：fc=14.3N/mm2（1）、最不利組合一：Mmax/N頂層A柱的柱上端彎矩為M=132.81KN·m，柱下端彎矩為M=148.76kN·m,N=342.40KN。1.軸心受壓構(gòu)件驗(yàn)算鋼筋混凝土軸心受壓構(gòu)件的穩(wěn)定系數(shù)φLo/b＝4875/400＝12.2φ＝1/[1+0.002×(Lo/b-8)2]＝0.966全部縱向鋼筋的最小截面面積As,min＝1200mm一側(cè)縱向鋼筋的最小截面面積As1,min＝480mm全部縱向鋼筋的截面面積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壓承載力計(jì)算取20mm和偏心矩方向截面尺寸的1/30兩者中的較大值，600/30=20mm，所以，要考慮偏心矩增大系數(shù)：取，由于，取采用對(duì)稱配筋，采用對(duì)稱配筋，屬于大偏壓情況。時(shí)配筋要符合最小配筋率要求，四級(jí)框架按照建筑抗震設(shè)計(jì)規(guī)范GB50011-2001表6.3.8.1規(guī)定受柱縱向鋼筋每一側(cè)最小配筋率是0.2%，中柱、邊柱全部縱向鋼筋最小配筋率是0.6%。故，As’=As=ρminbh=0.2%×400×600=480mm2（2）、最不利組合二：Nmin/M第頂層A柱的N=308.57kN，柱端較大彎矩為M=144.07kN·m1..軸心受壓構(gòu)件驗(yàn)算鋼筋混凝土軸心受壓構(gòu)件的穩(wěn)定系數(shù)φLo/b＝4875/400＝12.2φ＝1/[1+0.002×(Lo/b-8)2]＝0.966全部縱向鋼筋的最小截面面積As,min＝1200mm一側(cè)縱向鋼筋的最小截面面積As1,min＝480mm全部縱向鋼筋的截面面積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壓承載力計(jì)算取20mm和偏心矩方向截面尺寸的1/30兩者中的較大值，600/30=20mm，所以，要考慮偏心矩增大系數(shù)：，取，由于，取采用對(duì)稱配筋，屬于大偏壓情況。時(shí)As’=As=ρminbh=0.2%×400×600=480mm2（3）、最不利組合三：Nmax/M最不利組合三：Nmax/M計(jì)算配筋結(jié)果和最不利組合一相同。實(shí)際配筋：X向：318、Asx＝763mm、ρx＝0.32%；Y向：418、Asy＝1018mm、ρy＝0.42%；（As＝2545mm、ρ＝1.06%）（4）、柱斜截面受剪承載力驗(yàn)算以頂層柱為例進(jìn)行計(jì)算框架柱的剪力設(shè)計(jì)值ho/b≤4時(shí)，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截面尺寸滿足要求。0.7×ft×b×ho＝0.7×1432.9×0.4×0.56＝224.7kN≥V＝72.20kN所以該層柱應(yīng)按構(gòu)造配置箍筋，柱端加密區(qū)箍筋選用48@100，非加密區(qū)箍筋滿足，選用4肢箍筋，8@200。其它層柱配筋見下表：柱A柱層次123截面尺寸400×600400×600400×600組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計(jì)算As=As’（mm2）480480480480480480480480480實(shí)配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%318(763)、ρx＝0.32%實(shí)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%配箍加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200柱A柱層次45截面尺寸400×600400×600組合一二三一二三M（KN·m）167.64167.64159.44148.76144.07148.76N（KN）747.47747.47819342.4308.57342.4V（KN）85.1972.2計(jì)算As=As’（mm2）480480480480480480實(shí)配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%實(shí)配Asy(mm)418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%ρsAs＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%配箍加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200層次123截面尺寸500×500500×500500×500組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計(jì)算As=As’（mm2）480480480480480480480480480實(shí)配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%318(763)、ρx＝0.32%實(shí)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%配箍加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200柱B柱層次45截面尺寸500×500500×500組合一二三一二三M（KN·m）126.7194.54116.01111.798.86111.7N（KN）884.4884.4957349.12315.8349.12V（KN）63.4556.07計(jì)算As=As’（mm2）480480480480480480實(shí)配Asx(mm)318(763)、ρx＝0.32%318(763)、ρx＝0.32%實(shí)配Asy(mm)418(1018)、ρy＝0.42%418(1018)、ρy＝0.42%ρsAs＝2545mm、ρs＝1.06%As＝2545mm、ρs＝1.06%配箍加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@200加密區(qū)4肢Ф8@100，非加密區(qū)4肢Ф8@2007.3裂縫驗(yàn)算根據(jù)混凝土結(jié)構(gòu)設(shè)計(jì)規(guī)范GB50010-2002表3.3.4本工程允許的最大裂縫寬度為0.37.3.1受彎構(gòu)件裂縫驗(yàn)算一、基本參數(shù)：取頂層AB跨矩形梁截面受彎構(gòu)件為例構(gòu)件受力特征系數(shù)αcr＝2.1截面尺寸b×h＝300×800mm，縱向受拉區(qū)縱筋420(As＝1257mm)υ＝1,Es＝200000N/mm,c＝25mmas＝35mmho＝765mmdeq＝∑(ni×di2)/∑(ni×υ×di)＝20mmftk＝2.01N/mm折減系數(shù)Ks=1.35按荷載效應(yīng)的標(biāo)準(zhǔn)組合計(jì)算的彎矩值Mk＝286.36/1.35＝212.12kN·m二、最大裂縫寬度驗(yàn)算：ρte＝As/Ate對(duì)矩形截面的受彎構(gòu)件：Ate＝0.5×b×h＝0.5×300×800＝120000mmρte＝As/Ate＝1257/120000＝0.010475受彎：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最大裂縫寬度ωmax，按混凝土規(guī)范式8.1.2－1計(jì)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，不滿足要求。因此根據(jù)裂縫寬度重新選配鋼筋：選配222+222其他梁截面配筋見下表：層次截面M（KN·m）KsM標(biāo)準(zhǔn)值實(shí)配As，（mm2）實(shí)配As（mm2）根據(jù)裂縫寬度要求實(shí)配As，（mm2）根據(jù)裂縫寬度要求實(shí)配As（mm2）1支座A207.91.35154418、220+222-1017Bl196.231.35145.36418、220+222-1017AB跨間422.461.35312.93222220/422225-1741支座Br54.761.3540.563418220+222-1017BC跨間23.851.3517.667414414-615.72支座A205.461.35152.19418220+222-1017Bl200.111.35148.23418220+222-1017AB跨間401.831.35297.65222220/422225-1741支座Br47.441.3535.141418220+222-1017BC跨間20.541.3515.215414414-615.73支座A189.251.35140.19418220+222-1017Bl186.971.35138.5418220+222-1017AB跨間402.471.35298.13222220/422225-1741支座Br43.831.3532.467418220+222-1017BC跨間20.641.3515.289414414-615.74支座A170.581.35126.36418220+222-1017Bl176.121.35130.46418220+222-1017AB跨間405.661.35300.49222220/422225-1741支座Br40.821.3530.237418220+222-1017BC跨間21.061.3515.6414414-615.75支座A106.11.3578.593414214+218-615Bl88.951.3565.889414214+218-615AB跨間286.361.35212.12420222+225-1256支座Br34.331.3525.43414214+218-615BC跨間17.211.3512.748414414-615.77.3.2偏心受壓構(gòu)件裂縫驗(yàn)算一、基本參數(shù)矩形截面偏心受壓構(gòu)件構(gòu)件受力特征系數(shù)αcr＝2.1截面尺寸b×h＝400×600mm受壓構(gòu)件計(jì)算長度lo＝3900m縱向受拉區(qū)鋼筋4Φ18（1017mm2）υ＝1，Es＝200000N/mm，c＝30mm，as＝35mm，ho＝565mmdeq＝∑(ni×di^2)/∑(ni×υ×di)＝18mm折減系數(shù)Ks=1.35按荷載效應(yīng)的標(biāo)準(zhǔn)組合計(jì)算的軸向力值Nk＝349.2kN/1.35=258.67KN按荷載效應(yīng)的標(biāo)準(zhǔn)組合計(jì)算的彎矩值Mk＝111.7kN·m/1.35=82.77kN·m軸向力對(duì)截面重心的偏心矩eo＝Mk/Nk＝82.77/258.67＝320mm二、最大裂縫寬度驗(yàn)算ρte＝As/Ate對(duì)矩形截面的偏心受壓構(gòu)件：Ate＝0.5×400×600＝120000mmρte＝As/Ate＝1017/120000＝0.00848偏心受壓：σsk＝Nk×(e-z)/(As×z)使用階段的軸向壓力偏心距增大系數(shù)ηs，當(dāng)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受壓翼緣面積與腹板有效面積的比值γf'，對(duì)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，滿足要求。其他柱截面經(jīng)驗(yàn)算裂縫寬度均滿足要求，不需重新選配鋼筋。第八部分電算比較8.1數(shù)據(jù)輸入柱砼等級(jí)c30梁砼等級(jí)c30梁柱主筋級(jí)別HRB400梁柱箍筋級(jí)別HRB235柱保護(hù)層C35梁保護(hù)層C35柱梁自重計(jì)算信息算柱梁支座負(fù)彎矩調(diào)幅系數(shù)0.80梁慣性矩增大系數(shù)2.00結(jié)構(gòu)重要性系數(shù)1.00抗震等級(jí)4設(shè)計(jì)分組第一組地震烈度6度場第3類計(jì)算整型6個(gè)計(jì)算周期折減系數(shù)0.8結(jié)構(gòu)類型框架8.2數(shù)據(jù)輸出：第九部分：基礎(chǔ)設(shè)計(jì)9.1設(shè)計(jì)參數(shù)： 基礎(chǔ)類型：錐型柱基 平面: 剖面: 一、幾何參數(shù)：截面估算： ＝（1.1～1.4）×(2257/1.35)/（202.88-20×1.8）(注：1.35為設(shè)計(jì)值折減為標(biāo)準(zhǔn)值系數(shù))＝11.0～14.0m2?。築1=1750mm, A1=1750mm B2=1750mm, A2=1750mm 基礎(chǔ)高度?。篐1=300mm, H2=350mm B=600mm, A=400mm 基礎(chǔ)埋深d=1.80m 鋼筋合力重心到板底距離as=80mm 2．荷載值： (1)作用在基礎(chǔ)頂部的基本組合荷載 F=2257.00kN My=153.42kN·m Vx=50.20kN 折減系數(shù)Ks=1.20 (2)作用在基礎(chǔ)底部的彎矩設(shè)計(jì)值 繞Y軸彎矩:M0y=My＋Vx·(H1＋H2)=153.42＋50.20×0.65=186.05kN·m (3)作用在基礎(chǔ)底部的彎矩標(biāo)準(zhǔn)值 繞Y軸彎矩:M0yk=M0y/Ks=186.05/1.20=155.04kN·m 3．材料信息： 混凝土：C30 鋼筋：HRB335(20MnSi) 4．基礎(chǔ)幾何特性： 底面積：S=(A1＋A2)(B1＋B2)=3.50×3.50=12.25m2 繞X軸抵抗矩：Wx=(1/6)(B1+B2)(A1+A2)2=(1/6)×3.50×3.502=7.15m3 繞Y軸抵抗矩：Wy=(1/6)(A1+A2)(B1+B2)2=(1/6)×3.50×3.502=7.15m3二、計(jì)算過程 1．修正地基承載力 計(jì)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 修正后的地基承載力特征值fa=202.88kPa 2．軸心荷載作用下地基承載力驗(yàn)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，滿足要求。 3．偏心荷載作用下地基承載力驗(yàn)算 計(jì)算公式： 當(dāng)e≤b/6時(shí)，pkmax=(Fk＋Gk)/A＋Mk/W pkmin=(Fk＋Gk)/A－Mk/W 當(dāng)e＞b/6時(shí)，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，滿足要求。 4．基礎(chǔ)抗沖切驗(yàn)算 計(jì)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)柱對(duì)基礎(chǔ)的沖切驗(yàn)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，滿足要求。 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，滿足要求。 5．基礎(chǔ)受彎計(jì)算 計(jì)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)柱根部受彎計(jì)算： G=1.35Gk=1.35×441.00=595.35kN X方向受彎截面基底反力設(shè)計(jì)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截面處彎矩設(shè)計(jì)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截面處彎矩設(shè)計(jì)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截面受彎計(jì)算： 相對(duì)受壓區(qū)高度：ζ=0.033176配筋率：ρ=0.001581 計(jì)算面積：901.39mm2/m Ⅱ-Ⅱ截面受彎計(jì)算： 相對(duì)受壓區(qū)高度：ζ=0.035096配筋率：ρ=0.001673 計(jì)算面積：953.55mm2/m三、計(jì)算結(jié)果 1．X方向彎矩驗(yàn)算結(jié)果： 計(jì)算面積：901.39mm2/m 采用方案：14@130 實(shí)配面積：1184.14mm2/m 2．Y方向彎矩驗(yàn)算結(jié)果： 計(jì)算面積：953.55mm2/m 采用方案：14@130 實(shí)配面積：1184.14mm2/m第十部分：樓梯設(shè)計(jì)10.1樓梯板計(jì)算：樓梯結(jié)構(gòu)平面布置圖：層高3.9m，踏步尺寸150mm×300mm，采用混凝土強(qiáng)度等級(jí)C30，鋼筋Ⅲ級(jí)，樓梯上均布活荷載標(biāo)準(zhǔn)值q=2.5KN/m2,面層荷載：q0=1.70kN/m23、幾何參數(shù)： 樓梯凈跨:L1=3600mm 樓梯高度:H=1950mm 梯板厚:t=120mm 踏步數(shù):n=13(階) 上平臺(tái)樓梯梁寬度:b1=200mm 下平臺(tái)樓梯梁寬度:b2=200mm4．材料信息： 混凝土強(qiáng)度等級(jí):C30 fc=14.30N/mm2 ft=1.43N/mm2 Rc=25.0kN/m3 鋼筋強(qiáng)度等級(jí):HRB400 fy=360.00N/mm2 抹灰厚度：c=20.0mm 梯段板縱筋合力點(diǎn)至近邊距離：as=20mm（1）計(jì)算過程： 1．樓梯幾何參數(shù)： 踏步高度：h=0.1500m 踏步寬度：b=0.3000m 計(jì)算跨度：L0=L1＋(b1＋b2)/2=3.60＋(0.20＋0.20)/2=3.80m 梯段板與水平方向夾角余弦值：cosα=0.894 2．荷載計(jì)算(取B=1m寬板帶)： (1)梯段板： 面層：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 恒荷標(biāo)準(zhǔn)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 荷載設(shè)計(jì)值取兩者較大值13.56kN/m 3．正截面受彎承載力計(jì)算： M=pl02/10 =13.56×3.802/10 =19.58kN·m 相對(duì)受壓區(qū)高度：ζ=0.148 配筋率：ρ=0.59% 縱筋(1號(hào))計(jì)算面積：As=587mm2 M=-pl02/20 =-13.56×3.802/20 =-9.7kN·m 相對(duì)受壓區(qū)高度：ζ=0.071 配筋率：ρ=0.28% 支座負(fù)筋(2、3號(hào))計(jì)算面積：As'=282mm2(2)、計(jì)算結(jié)果：(為每米寬板帶的配筋) 1．1號(hào)鋼筋計(jì)算結(jié)果(跨中) 計(jì)算面積As: 587mm2 采用方案：10@100 實(shí)配面積：785mm2 2．2/3號(hào)鋼筋計(jì)算結(jié)果(支座) 計(jì)算面積As': 187.64mm2 采用方案：12@200 實(shí)配面積：565.49mm2 3．4號(hào)分布鋼筋采用 采用方案：10@200 實(shí)配面積：392.70mm210.2平臺(tái)板計(jì)算：設(shè)平臺(tái)板厚h=120mm。1、荷載計(jì)算：平臺(tái)板荷載取樓面荷載4.1kn/m2,活載取2.5kn/m2，取1m寬板帶計(jì)算。g=4.1kn/m,q=2.5kn/m基本組合的總荷載設(shè)計(jì)值p=4.1×1.2+1.4×2.5=8.42KN/m2、截面設(shè)計(jì)：板的計(jì)算跨度L0=2.25-0.2/2+0.2/2=2.25m彎矩設(shè)計(jì)值:M=pl02/10 =8.42×2.252/10 =4.26kN·mh0=120-20=100mm相對(duì)受壓區(qū)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%實(shí)際配筋：As,min＝b×h×ρmin＝240mm采用方案：10@200實(shí)配面積：393mm210.3.平臺(tái)梁計(jì)算：設(shè)平臺(tái)梁截面b=200mmh=350mm1、荷載計(jì)算：平臺(tái)梁的恒載：梁自重：0.2×（0.35-0.12）×25＝1.15KN/M梁側(cè)粉刷:0.02×（0.35-0.12）×2×17=0.16KN/M平臺(tái)板傳來:4.1×2.25/2＝4.61KN/M梯段板傳來：8.23×3.6/2＝14.81KN/M恒載合計(jì)：20.73KN/M活載2.5×3.6/2＋2.5×2.25/2＝7.31KN/M荷載分項(xiàng)系數(shù)rG=1.2rQ=1.4基本組合的總荷載設(shè)計(jì)值p=20.73×1.2+7.31×1.4=35.11KN/m2、截面設(shè)計(jì)：計(jì)算跨度L0=1.05ln=1.05×（4.5-0.24）=4.47m內(nèi)力設(shè)計(jì)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形計(jì)算，bf，=b+5hf，=200+5×120=800mmh0=350-35=315mm經(jīng)計(jì)算屬第一類T形截面。計(jì)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%選320,實(shí)有As=941mm2斜截面受剪承載力計(jì)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構(gòu)造要求：箍筋最小直徑Dmin＝6mm，箍筋最大間距Smax＝200mm最小配箍面積Asv,min＝(0.24×ft/fyv)×b×s＝66mm取箍筋Φ8@200,Asv＝100.5mm第十一部分：科技資料翻譯科技資料原文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