兰州市某大学实验楼建筑设计-毕业论文

110-22-目录TOC\o"1-3"\h\u12066第一章设计任务书 -153.18-55.36-277.15-162.64121.12-18.704174.14-205.09198.84-252.28-253.92280.9650.00-18.940.00-18.940.00四1258.01-49.66270.6122.98-400.21152.10250.04128.840.00-1.260.003-157.93-49.66-280.98-155.72129.64-26.614179.53-210.56202.63-259.39-264.15288.0750.00-22.150.00-22.150.00三1168.20-49.99145.2923.27-292.03153.25230.9297.590.0017.210.003-106.37-49.99-218.18-155.4358.39-25.464120.90-172.29130.70-209.64-183.64238.3250.00-17.870.00-17.870.00二1237.61-55.36238.8316.06-378.96160.00242.22114.870.005.110.003-153.18-55.36-277.15-162.64121.12-18.704174.14-205.09198.84-252.28-253.92280.9650.00-18.940.00-18.940.00一1258.01-49.66270.6122.98-400.21152.10250.04128.840.00-1.260.003-157.93-49.66-280.98-155.72129.64-26.614179.53-210.56202.63-259.39-264.15288.0750.00-22.150.00-22.150.00表4.7.1梁内力组合计算表（续）楼层截面1.35①+1.4×0.7③1.2①+1.4③MmaxMmin|Vmax|MVMV四1-80.48141.96-78.40138.8229.02-155.53166.702122.910.00120.320.00122.9173.230.003-118.69-154.69-116.37-151.46-36.92-144.30175.824-61.9528.48-60.6127.7013.75-108.35203.775-44.860.00-43.990.00-34.13-44.860.00三1-101.02123.35-99.77122.63145.29-292.03153.25281.300.0081.290.0097.5917.210.003-111.86-126.97-111.30-126.4858.39-218.18155.434-37.2320.54-37.1120.64130.70-183.64238.325-24.900.00-24.730.00-17.87-24.900.00二1-96.83123.01-95.79122.28238.83-378.96160.00284.440.0084.210.00114.875.110.003-109.77-127.31-109.46-126.82121.12-277.15162.644-38.4120.54-38.1520.64198.84-253.92280.965-26.090.00-25.770.00-18.94-26.090.00一1-89.23122.29-88.12121.55270.61-400.21152.10289.890.0089.680.00128.84-1.260.003-106.48-128.03-106.16-127.55129.64-280.98155.724-42.9720.54-42.7120.64202.63-264.15288.075-30.640.00-30.330.00-22.15-30.640.002．剪力计算根据上表计算所得的弯矩值计算Vb，并同上表的结果比较得梁剪力设计值V，计算过程见下表计算公式为：3.柱内力组合（1）．计算过程见下表，弯矩以顺时针为正，轴力以受压为正表4.7.3柱内力组合计算表楼层柱截面①恒荷载②活荷载(屋面布雪载)③活荷载(屋面布活载)④风荷载(左风)MNMNMNMN七B242.54149.030.000.0012.9823.88-3.37-0.93128.04175.090.000.0010.0023.88-2.76-0.93C2-34.69168.900.000.00-10.0930.90-4.72-1.981-24.00194.960.000.00-7.4130.90-3.86-1.98六B222.11336.610.000.008.8848.42-6.44-3.47123.55362.670.000.009.1448.42-5.27-3.47C2-20.12359.940.000.00-7.4161.14-9.03-10.241-20.94386.000.000.00-7.4061.14-7.39-10.24五B223.84524.000.000.009.2472.88-9.30-7.49126.20550.060.000.0010.1572.88-7.61-7.49C2-21.12551.180.000.00-7.4791.46-13.03-23.311-22.72577.240.000.00-8.0591.46-10.66-23.31四B216.80710.980.000.006.5097.17-12.26-12.80113.65737.040.000.008.0097.17-15.09-12.80C2-14.70742.820.000.00-5.20121.95-14.99-39.991-11.94768.880.000.00-4.23121.95-18.44-39.99三B222.11336.610.000.008.8848.42-6.44-3.47123.55362.670.000.009.1448.42-5.27-3.47C2-20.12359.940.000.00-7.4161.14-9.03-10.241-20.94386.000.000.00-7.4061.14-7.39-10.24二B223.84524.000.000.009.2472.88-9.30-7.49126.20550.060.000.0010.1572.88-7.61-7.49C2-21.12551.180.000.00-7.4791.46-13.03-23.311-22.72577.240.000.00-8.0591.46-10.66-23.31一B216.80710.980.000.006.5097.17-12.26-12.80113.65737.040.000.008.0097.17-15.09-12.80C2-14.70742.820.000.00-5.20121.95-14.99-39.991-11.94768.880.000.00-4.23121.95-18.44-39.99表4.7.4柱内力组合计算表（续）楼层柱截面⑤地震作用(左震)1.2(①+0.5②)+1.3⑤1.2(①+0.5②)-1.3⑤1.35①+1.4×0.7③MNMNMNMN七B2-70.98-35.75-33.44132.36151.11225.3170.15224.591-43.50-35.75-16.90163.6396.20256.5847.65259.77C2-88.26-37.26-162.42154.2467.06251.12-56.72258.301-72.22-37.26-127.13185.5160.64282.39-39.66293.48六B2-124.70-76.45-130.25304.55193.97503.3238.55501.881-76.43-76.45-65.62335.82133.10534.5940.75537.06C2-155.07-78.28-230.18330.16173.00533.69-34.42545.841-126.88-78.28-194.51361.44135.38564.96-35.52581.02五B2-161.18-127.34-175.38463.26243.69794.3441.24778.821-98.79-127.34-90.90494.53165.96825.6145.32814.00C2-200.44-133.52-290.40487.84230.75834.99-35.83833.721-164.00-133.52-245.29519.11181.11866.26-38.56868.90四B2-159.31-188.75-183.04607.80231.161098.5529.051055.051-196.07-188.75-233.71639.07276.071129.8226.271090.23C2-173.46-193.45-246.26639.90204.741142.87-24.941122.321-213.49-193.45-294.40671.17260.671174.14-20.261157.50三B2-124.70-76.45-130.25304.55193.97503.3238.55501.881-76.43-76.45-65.62335.82133.10534.5940.75537.06C2-155.07-78.28-230.18330.16173.00533.69-34.42545.841-126.88-78.28-194.51361.44135.38564.96-35.52581.02二B2-161.18-127.34-175.38463.26243.69794.3441.24778.821-98.79-127.34-90.90494.53165.96825.6145.32814.00C2-200.44-133.52-290.40487.84230.75834.99-35.83833.721-164.00-133.52-245.29519.11181.11866.26-38.56868.90一B2-159.31-188.75-183.04607.80231.161098.5529.051055.051-196.07-188.75-233.71639.07276.071129.8226.271090.23C2-173.46-193.45-246.26639.90204.741142.87-24.941122.321-213.49-193.45-294.40671.17260.671174.14-20.261157.50

表4.7.4柱内力组合计算表（续）楼层柱1.2①+1.4③|M|max,NNmax,MNmin,MMNMNMNMN七B69.22212.27151.11225.31151.11225.31151.11225.3147.65243.5496.20256.5847.65259.77-16.90163.63C-55.75245.94-162.42154.24-56.72258.30-162.42154.24-39.17277.21-127.13185.51-39.66293.48-127.13185.51六B38.96471.72193.97503.32193.97503.32-130.25304.5541.06502.99133.10534.5940.75537.06-65.62335.82C-34.52517.52-230.18330.16-34.42545.84-230.18330.16-35.49548.80-194.51361.44-35.52581.02-194.51361.44五B41.54730.83243.69794.34243.69794.34-175.38463.2645.65762.10165.96825.61165.96825.61-90.90494.53C-35.80789.46-290.40487.84230.75834.99-290.40487.84-38.53820.73-245.29519.11-38.56868.90-245.29519.11四B29.26989.21231.161098.55231.161098.55-183.04607.8027.581020.49276.071129.82276.071129.82-233.71639.07C-24.921062.11-246.26639.90204.741142.87-246.26639.90-20.251093.39-294.40671.17260.671174.14-294.40671.17三B38.96471.72193.97503.32193.97503.32-130.25304.5541.06502.99133.10534.5940.75537.06-65.62335.82C-34.52517.52-230.18330.16-34.42545.84-230.18330.16-35.49548.80-194.51361.44-35.52581.02-194.51361.44二B41.54730.83243.69794.34243.69794.34-175.38463.2645.65762.10165.96825.61165.96825.61-90.90494.53C-35.80789.46-290.40487.84230.75834.99-290.40487.84-38.53820.73-245.29519.11-38.56868.90-245.29519.11一B29.26989.21231.161098.55231.161098.55-183.04607.8027.581020.49276.071129.82276.071129.82-233.71639.07C-24.921062.11-246.26639.90204.741142.87-246.26639.90-20.251093.39-294.40671.17260.671174.14-294.40671.17（2）．根据上表计算所得的弯矩值计算，计算见下表计算公式为：表4.7.5柱剪力设计值楼层柱MctMcbHnV七B151.1196.23.669.75C162.42127.133.681.67六B193.97133.103.692.25C230.18194.513.6119.78五B243.69165.963.6115.54C290.40126.653.6151.09四B151.11126.753.6143.06C162.42127.133.6136.72三B193.97133.103.6145.34C230.18194.513.6156.84二B243.69165.963.6178.34C290.40245.293.6183.45一B231.16276.073.6192.34C246.26294.403.6198.344．力设计值汇总（1）．梁内力设计值汇总表4.7.7梁内力设计值汇总表楼层梁BCCD截面12345七M+29.02122.91—13.75—M--155.53—-144.30-108.35-44.86V166.70——203.77—六M+145.2997.59—130.70—M--292.03—-218.18-183.64-24.90V153.25——238.32—五M+238.83144.87121.12198.84—M--378.96—-277.15-253.92-26.09V160.00——-169.00—四M+270.61128.84129.64202.63—M--400.21—-280.98-264.15-30.64V152.10——288.07—三M+145.2997.59—130.70—M--292.03—-218.18-183.64-24.90V153.25——238.32—二M+238.83144.87121.12198.84—M--378.96—-277.15-253.92-26.09V160.00——-169.00—一M+270.61128.84129.64202.63—M--400.21—-280.98-264.15-30.64V152.10——288.07—（2）．柱内力设计值汇总表4.7.8柱内力设计值汇总表楼层柱截面|M|max,NNmax,MNmin,MVMNMNMN七B2193.97503.32193.97503.32-130.25304.5592.251133.10534.5940.75537.06-65.62335.82C2-230.18330.16-34.42545.84-230.18330.16119.781-194.51361.44-35.52581.02-194.51361.44六B2243.69794.34243.69794.34-175.38463.26115.541165.96825.61165.96825.61-90.90494.53C2-290.40487.84230.75834.99-290.40487.84151.091-245.29519.11-38.56868.90-245.29519.11五B2231.161098.55231.161098.55-183.04607.80143.061276.071129.82276.071129.82-233.71639.07C2-246.26639.90204.741142.87-246.26639.90136.721-294.40671.17260.671174.14-294.40671.17四B2151.11225.31151.11225.31151.11225.3169.75196.20256.5847.65259.77-16.90163.63C2-162.42154.24-56.72258.30-162.42154.2481.671-127.13185.51-39.66293.48-127.13185.51三B2193.97503.32193.97503.32-130.25304.5592.251133.10534.5940.75537.06-65.62335.82C2-230.18330.16-34.42545.84-230.18330.16119.781-194.51361.44-35.52581.02-194.51361.44二B2243.69794.34243.69794.34-175.38463.26115.541165.96825.61165.96825.61-90.90494.53C2-290.40487.84230.75834.99-290.40487.84151.091-245.29519.11-38.56868.90-245.29519.11一B2231.161098.55231.161098.55-183.04607.80143.061276.071129.82276.071129.82-233.71639.07C2-246.26639.90204.741142.87-246.26639.90136.721-294.40671.17260.671174.14-294.40671.17

第五章配筋计算第一节梁截面配筋计算1．正截面受弯承载力计算1）已知条件混凝土强度等级选用C30，fc=14.3N/mm2，ft=1.43N/mm2。纵向受力钢筋选用HRB400（fy=f’y=400N/mm2），箍筋选用HRB300（fy=f’y=270N/mm2）。梁的截面尺寸为300×650，300×500两种，则h01=650-35=615mm，h02=500-35=42）构造要求（1）承载力抗震调整系数γRE=0.75（2）二级抗震设防要求，框架梁的混凝土受压区高度x≤0.35h0（混凝土结构设计规范(GB50010-2002)11.3.1）则x1≤0.35h01=0.35×615=215.25x2≤0.35h02=0.35×465=1（3）梁的纵筋最小配筋率：《高层建筑混凝土结构技术规程》JGJ3-20026.3.2支座：0.30%×300×615=553.50mm2<(65×1.43/300)%×300×615=571.650.30%×300×465=418.50mm2<(65×1.43/300)%×300×465=432.22所以：As1min=571.65mmAs2min=432.22mm跨中：0.25%×300×615=461.25mm2<(55×1.43/300)%×300×615=0.25%×300×465=348.75mm2<(55×1.43/300)%×300×465=所以：As1min=483.70mmAs2min=365.73mm（4）箍筋的配箍率箍筋的配筋率ρsvmin=0.24×ft/fyv=0.24×1.43/210=0.16%3）配筋计算因结构对称，故整个框架采用左右对称配筋。当梁下部受拉时，按T形截面控制。当梁上部受拉时，按矩形截面设计。以第五层BC跨梁为例，给出计算方法和过程，其他各梁的配筋计算见表格。（1）跨中下部受拉，按T形截面设计。翼缘计算宽度按跨度考虑时，b’f=l/3=6.0/3=2.0m=2000mm；当按梁间间距考虑时，b’f=b+Sn=300+(4200-150-150)=4200mm；当按按翼缘厚度考虑时，h0=565mm,h’f/h0=120/565=0.213>0.1,此种情况不起控制作用。综上，取b’f=2000mm。考虑抗震承载力调整系数γRE=0.因为，故属第一类截面。而Asmin=571.65mm2，故配筋220，As=628mm最小配筋面积：Amin=571.65mm2符合最小配筋要求。（2）支座（以左支座为例）将下部截面的220钢筋深入支座，作为支座负弯矩作用下的受压钢筋（A’s=628mm2）,再计算相应的受拉钢筋As。考虑抗震承载力调整系数，弯矩设计值为0.75×155.53=116.65kN•m。而Asmin=571.65mm2，故配筋220，As=628mm全部计算过程与结果见下表。表5.1.1梁正截面配筋表楼层截面组合弯矩b(bf)h0αsξγA'sAs实际配筋实配面积最小配筋面积是否满足最小配筋率七1-292.03-219.023006150.067640.07010.965628616.45933318763571.65是297.5973.192520006150.006770.00680.997398.05859220628483.7是3-218.18-163.643006150.03350.03410.983628299.75902318763571.65是4-183.64-137.733004650.061140.06310.968628419.83434318763432.22是524.918.67520004650.003020.0030.998134.07372220628365.73是六1-378.96-284.223006150.093340.09820.951763863.281044201,256571.65是2144.87108.65320006150.010040.01010.995591.89011318763483.7是3-277.15-207.863006150.046280.04740.976763416.931784201,256571.65是4-253.92-190.443004650.134520.1450.927509964.409654201,256432.22是5-26.09-19.56820004650.003160.00320.998140.49144218509365.73是五1-400.21-300.163006150.117640.12550.9376281103.89024201,256571.65是2128.8496.6320006150.008930.0090.996526.10025220628483.7是3-280.98-210.743006150.062530.06460.968628568.296494201,256571.65是4-264.15-198.113004650.126240.13540.932628900.38974201,256432.22是5-30.64-22.9820004650.003720.00370.998165.0384220628365.73是四1-155.53-116.653006150.017520.01770.991507155.46352220628571.65是2122.9192.182520006150.008520.00860.996501.78138218507483.7是3-144.3-108.233006150.012330.01240.994507109.11594220628571.65是4-108.35-81.2633004650.016820.0170.992509112.79538220628432.22是5-44.86-33.64520004650.005440.00550.997241.84248218509365.73是三1-292.03-219.023006150.067640.07010.965628616.45933318763571.65是297.5973.192520006150.006770.00680.997398.05859220628483.7是3-218.18-163.643006150.03350.03410.983628299.75902318763571.65是4-183.64-137.733004650.061140.06310.968628419.83434318763432.22是524.918.67520004650.003020.0030.998134.07372220628365.73是二1-378.96-284.223006150.093340.09820.951763863.281044201,256571.65是2144.87108.65320006150.010040.01010.995591.89011318763483.7是3-277.15-207.863006150.046280.04740.976763416.931784201,256571.65是4-253.92-190.443004650.134520.1450.927509964.409654201,256432.22是5-26.09-19.56820004650.003160.00320.998140.49144218509365.73是一1-400.21-300.163006150.117640.12550.9376281103.89024201,256571.65是2128.8496.6320006150.008930.0090.996526.10025220628483.7是3-280.98-210.743006150.062530.06460.968628568.296494201,256571.65是4-264.15-198.113004650.126240.13540.932628900.38974201,256432.22是5-30.64-22.9820004650.003720.00370.998165.0384220628365.73是孙安宇：兰州市某大学实验楼设计斜截面受弯承载力计算《建筑抗震设计规范》GB50011-2001表5.4.2承载力抗震调整系数表混凝土承载力抗震调整系数γRE=0.85。以第五层BC,CD跨梁为例，给出计算方法，其他各梁的配筋计算见表格。BC跨梁hw/b=(650-120)/300=1.77<4故截面尺寸满足要求。查《混凝土结构设计规范》GB50010-2002框架梁梁端箍筋加密区的构造要求表11.3.6-2箍筋加密区最大间距：它是纵向钢筋直径的8倍，梁高的1/4和100中的最小值梁端箍筋加密区取2肢Φ8@100，箍筋用HPB235级钢筋（fyv=210N/mm2），则:《混凝土结构设计规范》GB50010-2002二级抗震：加密区取1.5h和500中较大值，1.5h=1.5×650=975>500箍筋加密区长度取1.0CD跨梁故截面尺寸满足要求。梁端箍筋加密区取2肢Φ8@100，箍筋用HPB235级钢筋，则:由于非加密区长度较小，所以全跨可按加密区配置。全部梁的斜截面配筋计算结果与结果见下表。125-第二节柱截面配筋计算1．已知条件混凝土采用C30，fc=14.3N/mm2，ft=1.43N/mm2，纵向受力钢筋选用HRB400（fy=f’y=360N/mm2），箍筋选用HRB235（fy=f’y=210N/mm2）。柱的截面尺寸：底层为500×500；其他层为500×500。则h01=500-40=460mm，h0=500-40=42．构造要求1）抗震调整系数γRE=0.802）二级抗震设防要求，柱全部纵向受力钢筋最小配筋百分率0.8%。则单侧最小配筋面积Asmin=0.002×500×460=460mm23．柱正截面承载力计算计算要点：①，，当ξ＜ξb时为大偏心受压柱；当ξ＞ξb时为小偏心受压柱。②ea取20mm和h/30两者中的较大值。③当ei/h0≥0.3时，ζ1=1.0；当ei/h0＜0.3时，ζ1=0.2+2.7ei/h0且≤1.0。④柱计算长度底层柱l0=1.0l0其他层l0=1.25l0⑤l0/h≤15时，ζ2=1.0；l0/h>15时，ζ2=1.15-0.01l0/h且≤1.0。⑥，取Cm=1.0⑦具体计算与配筋过程见下列两表。表表5.2.2边柱截面配筋表边柱七层六层五层四层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)151.11151.11151.11193.97193.97130.25243.69243.69175.38276.07276.07183.04N(KN)225.31225.31225.31503.32503.32335.82825.61825.61494.531129.821129.82639.07γREM120.888120.888120.888155.176155.176104.2194.952194.952140.304220.856220.856146.432γREN180.248180.248180.248402.656402.656268.656660.488660.488395.624903.856903.856511.256ξ0.0548030.0548030.0548030.1224250.1224250.0816830.2008170.2008170.1202870.2748120.2748120.155444大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e0=M/N(mm)670.676670.676670.676385.3811385.3811387.8566295.1636295.1636354.6398244.3487244.3487286.4162ea(mm)20202020202020202021.6721.6721.67ei=e0+ea(mm)690.676690.676690.676405.3811405.3811407.8566315.1636315.1636374.6398266.0187266.0187308.0862ei/h01.5014691.5014691.5014690.8812630.8812630.8866450.6851380.6851380.8144340.5783010.5783010.669753ζ1111111111111l0(m)4.8754.8754.8754.8754.8754.8754.8754.8754.8754.354.354.35l0/h9.759.759.759.759.759.759.759.759.7ζ2111111111111η1.0451.0451.0451.0771.0771.0771.0991.0991.0831.0931.0931.081e(mm)931.9108931.9108931.9108646.6159646.6159649.0914556.3984556.3984615.8746500.8882500.8882542.9558AS=AS'(mm2)693.1187693.1187693.1187686.3484686.3484443.2367747.4332747.4332576.2942746.7209746.7209481.6678实配钢筋418420420420面积(mm2)1017125612561256全部纵向最小配筋面积460460460460ρS(%)0．42中柱三层二层一层组合方式|M|maxNmaxNmin|M|maxNmaxNmin|M|maxNmaxNminM(KNm)162.4256.72162.42230.1835.52230.18245.29230.75290.4N(KN)185.51293.48185.51361.44581.02361.44519.11868.9519.11γREM129.93645.376129.936184.14428.416184.144196.232184.6232.32γREN148.408234.784148.408289.152464.816289.152415.288695.12415.288ξ0.045122530.0713850.0451230.0879150.1413240.0879150.1262660.2113470.126266大小偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心大偏心e0=M/N(mm)875.5323163193.267875.5323636.841561.13387636.8415472.5203265.5657559.419ea(mm)202020202020202020ei=e0+ea(mm)895.5323163213.267895.5323656.841581.13387656.8415492.5203285.5657579.419ei/h01.9468093830.4636241.9468091.4279160.1763781.4279161.0706960.6207951.259607ζ1111111111l0(m)4.8754.8754.8754.8754.8754.8754.8754.8754.875l0/h9.759.759.759.759.759.759.759.759.75ζ2111111111η1.0351.1461.0351.0481.3851.0481.0631.1091.054e(mm)1136.767138454.50181136.767898.0763322.3687898.0763733.7551526.8005820.6538AS=AS'(mm2)809.348115820.34848809.34811051.726-387.8141051.726997.9971636.69831284.41实配钢筋418420420面积(mm2)101715201520全部纵向最小配筋面积460460460ρS(%)25．柱斜截面承载力计算计算要点：①框架柱斜截面计算时的抗震调整系数为γRE=0.85。②当λ＜1时，取λ=1；当λ＞3时，取λ=3。③时截面满足要求。④当N≤0.3fcA时取实际值计算；当N＞0.3fcbh时取0.3fcbh计算。0.3fcA=0.3×14.3×500×460=986.7kN⑤（有地震时）时按构造配箍，否则按计算配箍。⑥箍筋加密区长度底层柱根部取2000mm，其他端部取为10具体计算与配筋过程见下列两表表5.2.4边柱斜截面配筋计算表边柱七层六层五层四层Hn(m)3.9λ=Hn/(2h0)3333γREVC(KN)59.287578.412598.209121.6010.3fcbh0(KN)986.7986.7986.7986.7截面是否满足要求满足满足满足满足86.3362586.3362586.3362586.336250.3fcbh(KN)1072.51072.51072.51072.5N(KN)256.58537.06825.611129.820.056N14.3684830.0753646.2341663.26992+100.7047116.4116132.5704149.6062(ASV)/s<0<0<0<0λvfc/fyv(%)0.4090.4090.4090.545实配箍筋加密区4Ф10@100(1.05)4Ф10@100(1.05)4Ф10@100(1.05)4Ф10@100(1.05)非加密区4Ф10@150(0.70)4Ф10@150(0.70)4Ф10@150(0.70)4Ф10@150(0.70)边柱三层二层一层Hn(m)λ=Hn/(2h0)3333γREVC(KN)59.287578.412598.209121.6010.3fcbh0(KN)986.7986.7986.7986.7截面是否满足要求满足满足满足满足86.3362586.3362586.3362586.336250.3fcbh(KN)1072.51072.51072.51072.5N(KN)256.58537.06825.611129.820.056N14.3684830.0753646.2341663.26992+100.7047116.4116132.5704149.6062(ASV)/s<0<0<0<0λvfc/fyv(%)0.4090.4090.4090.545实配箍筋加密区4Ф10@100(1.05)4Ф10@100(1.05)4Ф10@100(1.05)4Ф10@100(1.05)非加密区4Ф10@150(0.70)4Ф10@150(0.70)4Ф10@150(0.70)4Ф10@150(0.70)第三节框架柱节点核心区截面抗震验算选择底层eq\o\ac(○,C)轴柱上节点进行验算，采用规范上如下公式，节点核心区剪力设计值本设计框架为二级抗震等级，计算节点的剪力设计值柱的计算高度，取节点上，下柱反弯点间的距离即：剪力设计值则：满足要求节点核心区的受剪承载力计算设节点区配筋为4肢则：符合要求。第六章基础设计第一节基础选型1.工程地质情况：本工程场地为二类建筑场地故设防烈度为8度二组。分布全场地。灰黑土，粉土，砂土，粒土，卵石等。土质不均匀，松散至稍密，稍湿。厚度0.3～3.2，平均厚度1.33，层面高程～。卵石层灰黑色至深色，上部至为稍密状，下部为中密、密实状。分选性差，磨圆性好，多呈圆形、次圆形。一般粒径，最大大于150。该层承载力特征值，桩端极限阻力。综合考虑地质条件和建筑物的自身特点，兰州市当地的施工条件，确定该建筑基础采用人工成孔直径扩底灌注桩。第二节桩基设计柱底底部伸入卵石层的长度为为桩长，取其长为0.5m,考虑到桩周围杂填土的摩擦力较小，确定该桩为端承桩，则边柱桩eq\o\ac(○,B)、eq\o\ac(○,E)和中柱桩eq\o\ac(○,C)、eq\o\ac(○,D)。由于中柱的eq\o\ac(○,B)底轴力最大，取eq\o\ac(○,B)柱桩设计。边柱下桩基eq\o\ac(○,B)的设计混凝土强度等级采用C30，桩身伸入石层的深度为,桩长取。底层eq\o\ac(○,B)柱桩的内力3）桩尺寸确定根据构造要求确定扩底桩最大扩底直径D（d为桩身直径）单桩极限承载力标准值计算公式（）对于端承桩则由桩基规范表可知，桩端极限阻力桩端面积端阻力尺寸效应系数：由推导公式可知：D≥1.728×(1174.14/3300)0.6=0.93m取从而可确定桩径：取如图6-1所示，扩底端底面呈锅底形，根据构造要求：则：取取截面验算故满足构造要求图6.2.1桩基示意图3）内力计算满足要求，可按构造要求配筋桩顶部加密区用，加密长度为1.5，中部配。桩顶有20的插筋，由于钢筋笼长度超过4，所以每隔2设置一道的焊接加劲钢筋，以加强钢筋的刚度和整体性。轴向受压桩的配筋率则选用1616，，也满足计算配筋的要求。纵筋间距：，满足要求。第三节.基础梁设计确定截面尺寸构造要求：为方便施工取梁宽：取柱的最大轴力C柱：取取柱最大轴力的10%来作为梁的拉力来设计基础梁。由得选416正截面承载力验算内墙单位面积重力荷载为：作用在基础梁上的线荷载：梁自重：则查表得故正截面满足要求。截面承载力验算属一般梁。截面验算：故截面尺寸满足要求故按构造要求选用，加密区为兰州市某大学实验楼设计参考文献【1】本专业相关教材【2】屋建筑制图统一标准[S]GB/T50001—2001【3】总图制图标准GB/T50103-2001【4】建筑制图标准GB/T50104-2010【5】建筑结构制图标准GB/T50105-2010【6】建筑结构静力计算手册（第二版）中国建筑工业出版社1998【7】建筑结构荷载规范GB50009-2012中国建筑工业出版社2006【8】建筑地基基础设计规范GB50007-2011中国建筑工业出版社2010【9】建筑抗震设计规范GB50011-2010中国建筑工业出版社2010【10】 建筑结构设计规范GB50010-2010中国建筑工业出版社2010【11】建筑物抗震构造详图97G329(一)～（九)中国建筑标准设计研究所出版【12】建筑桩基技术规范JGJ94－2008中国建筑工业出版社2008【13】混凝土结构施工图平面整体表示方法制图规则和构造详图11G101-1【14】建筑设计防火规范GB50222—95 钢筋混凝土结构[M].杭州:浙江大学出版社，1996，5.

附录：建筑施工图：底层平面图标准层平面图立面图剖面图楼梯详图结构施工图：-0.020层基础梁配筋平面图3.280～13.180层板配筋平面图楼梯结构图框架梁柱配筋图、梁柱剖面配筋图继续教育学院毕业设计（论文）设计（论文）题目学生姓名：学生学号：专业：班级：指导教师：日期：年月日基于C8051F单片机直流电动机反馈控制系统的设计与研究基于单片机的嵌入式Web服务器的研究MOTOROLA单片机MC68HC（8）05PV8/A内嵌EEPROM的工艺和制程方法及对良率的影响研究基于模糊控制的电阻钎焊单片机温度控制系统的研制基于MCS-51系列单片机的通用控制模块的研究基于单片机实现的供暖系统最佳启停自校正（STR）调节器单片机控制的二级倒立摆系统的研究基于增强型51系列单片机的TCP/IP协议栈的实现基于单片机的蓄电池自动监测系统基于32位嵌入式单片机系统的图像采集与处理技术的研究基于单片机的作物营养诊断专家系统的研究基于单片机的交流伺服电机运动控制系统研究与开发基于单片机的泵管内壁硬度测试仪的研制基于单片机的自动找平控制系统研究基于C8051F040单片机的嵌入式系统开发基于单片机的液压动力系统状态监测仪开发模糊Smith智能控制方法的研究及其单片机实现一种基于单片机的轴快流CO〈,2〉激光器的手持控制面板的研制基于双单片机冲床数控系统的研究基于CYGNAL单片机的在线间歇式浊度仪的研制基于单片机的喷油泵试验台控制器的研制基于单片机的软起动器的研究和设计基于单片机控制的高速快走丝电火花线切割机床短循环走丝方式研究基于单片机的机电产品控制系统开发基于PIC单片机的智能手机充电器基于单片机的实时内核设计及其应用研究基于单片机的远程抄表系统的设计与研究基于单片机的烟气二氧化硫浓度检测仪的研制基于微型光谱仪的单片机系统单片机系统软件构件开发的技术研究基于单片机的液体点滴速度自动检测仪的研制基于单片机系统的多功能温度测量仪的研制基于PIC单片机的电能采集终端的设计和应用基于单片机的光纤光栅解调仪的研制气压式线性摩擦焊机单片机控制系统的研制基于单片机的数字磁通门传感器基于单片机的旋转变压器-数字转换器的研究基于单片机的光纤Bragg光栅解调系统的研究单片机控制的便携式多功能乳腺治疗仪的研制基于C8051F020单片机的多生理信号检测仪基于单片机的电机运动控制系统设计Pico专用单片机核的可测性设计研究基于MCS-51单片机的热量计基于双单片机的智能遥测微型气象站MCS-51单片机构建机器人的实践研究基于单片机的轮轨力检测基于单片机的GPS定位仪的研究与实现基于单片机的电液伺服控制系统用于单片机系统的MMC卡文件系统研制基于单片机的时控和计数系统性能优化的研究基于单片机和CPLD的粗光栅位移测量系统研究单片机控制的后备式方波UPS提升高职学生单片机应用能力的探究基于单片机控制的自动低频减载装置研究基于单片机控制的水下焊接电源的研究基于单片机的多通道数据采集系统基于uPSD3234单片机的氚表面污染测量仪的研制基于单片机的红外测油仪的研究96系列单片机仿真器研究与设计基于单片机的单晶金刚石刀具刃磨设备的数控改造基于单片机的温度智能控制系统的设计与实现基于MSP430单片机的电梯门机控制器的研制基于单片机的气体测漏仪的研究基于三菱M16C/6N系列单片机的CAN/USB协议转换器基于单片机和DSP的变压器油色谱在线监测技术研究基于单片机的膛壁温度报警系统设计基于AVR单片机的低压无功补偿控制器的设计基于单片机船舶电力推进电机监测系统基于单片机网络的振动信号的采集系统基于单片机的大容量数据存储技术的应用研究基于单片机的叠图机研究与教学方法实践基于单片机嵌入式Web服务器技术的研究及实现基于AT89S52单片机的通用数据采集系统基于单片机的多道脉冲幅度分析仪研究机器人旋转电弧传感角焊缝跟踪单片机控制系统基于单片机的控制系统在PLC虚拟教学实验中的应用研究基于