6层框架结构宾馆结构设计计算书

学士学位毕业设计XX宾馆学生姓名：XXX学号：指导教师：XXX所在学院：工程学院专业：土木工程中国·XX2016年5月-82-PAGE36表20框架梁内力组合层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+1.3×③1.3×④顶层边跨梁左侧M-45.12-3.0965.28-65.28-58.47-63.9428.86-140.86V73.075.0-15.6815.6894.67103.5470.30111.06中M60.404.1317.46-17.4678.2685.5897.6552.25右侧M-63.90-4.37-30.3530.35-82.80-90.55-118.76-39.85V-66.91-4.57-15.6815.68-86.70-94.81-103.42-62.66中跨梁左侧M-38.21-2.6234.92-34.92-49.52-54.15-2.03-92.83V16.641.17-27.9427.9421.6023.61-15.6556.99中M-22.08-1.500.00.0-28.59-31.28-27.40-27.40右侧M-38.21-2.62-34.9234.92-49.52-54.15-92.83-2.03V-16.64-1.17-27.9427.94-21.60-23.61-56.9915.652层边跨梁左侧M-39.53-11.75246.22-246.22-63.89-64.89265.59-374.58V48.4014.67-59.1359.1378.6279.72-9.99143.76中M76.3611.0765.86-65.86107.14113.94183.9112.66右侧M-46.02-13.70-114.49114.49-74.40-75.55-212.2885.39V-48.13-14.04-59.1359.13-77.41-78.73-143.0510.69续表20层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+1.3×③1.3×④2层中跨梁左侧M-18.13-5.44131.73-131.73-29.37-29.81146.23-196.27V11.323.52-105.38105.3818.5018.72-121.31152.69中M-8.34-2.420.00.0-13.40-13.64-11.46-11.46右侧M-18.13-5.44-131.73131.73-29.37-29.81-196.27146.23V-11.32-3.52-105.38105.38-18.50-18.72-152.69121.31底层边跨梁左侧M-38.86-11.55267.95-267.95-62.80-63.78294.77-401.89V48.4214.71-64.6064.6078.6979.78-17.05150.91中M76.6811.1570.92-70.92107.63114.45190.906.51右侧M-46.09-13.72-126.11126.11-74.52-75.67-227.49100.40V-48.12-14.0-64.6064.60-77.34-78.68-150.1217.84中跨梁左侧M-20.46-6.13145.10-145.10-33.13-33.63160.40-216.86V11.323.52-116.08116.0818.5018.72-135.21166.59中M-10.32-3.010.00.0-16.60-16.88-14.19-14.19右侧M-20.46-6.13-145.10145.10-33.13-33.63-216.86160.40V-11.32-3.52-116.08116.08-18.50-18.72-166.59135.21表21梁端剪力设计值调整位置层数MlMrlnq1=-1.2×(Ml-Mr)/lnq恒q活VGB=1.2(q恒+0.5q活)ln/2V左=q1+VGBAB跨628.86-118.766.6029.0422.951.5786.86115.902265.59-212.286.6094.0115.834.7166.53160.541294.77-227.496.60102.7415.834.7166.53169.27BC跨6-2.03-92.833.0-43.5813.310.9420.67-22.922146.23-196.273.0-164.409.052.8115.69-148.711160.40-216.863.0-181.089.052.8115.69-165.39CD跨6-118.7628.866.6029.0422.951.5786.86115.902-212.28265.596.6094.0115.834.7166.53160.541-227.49294.776.60102.7415.834.7166.53169.27表22框架柱内力组合层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+1.3×③1.3×④顶层边跨柱上端M45.123.0965.28-65.2858.4763.94140.86-28.86N99.675.03-15.6815.68126.65139.48102.24143.0V71.826.18-1.2028.26-28.265.747.1743.43下端M28.456.3227.98-27.9842.9844.5974.301.56N121.425.03-15.6815.68152.74168.84128.34169.10中跨柱上端M-27.98-1.9165.28-65.28-36.25-39.6550.13-119.58N113.427.5112.26-12.26146.62160.48156.55124.67V-41.60-3.120.9028.26-28.26-2.48-3.3333.53下端M-19.56-4.3427.98-27.98-29.55-30.6610.29-62.45N135.177.5112.26-12.26172.71189.83182.65150.772层边跨柱上端M16.955.04136.0-136.027.3927.82200.16-153.43N351.77141.06-200.75200.75619.61613.13245.79767.73V93.77-2.45-0.7382.42-82.42-3.97-4.03103.77下端M23.577.01136.0-136.038.1038.69209.29-144.31N373.52141.06-200.75200.75645.70642.49271.89793.82续表22层号杆件号截面内力荷载类别内力组合恒①活②地震左③地震右④1.2①+1.4②1.35①+0.98②1.2×(①+0.5②)+1.3×③1.3×④2层中跨柱上端M-11.96-3.54136.0-136.0-19.30-19.61160.33-193.27N430.7730.03157.01-157.01558.96610.97739.06330.82V-18.351.630.4882.42-82.422.632.67109.39下端M-16.35-4.84136.0-136.0-26.40-26.82154.27-199.32N452.5230.03157.01-157.01585.06640.32765.15356.92底层边跨柱上端M15.284.54131.95-131.9524.7025.09192.60-150.47N414.80220.40-265.35265.35806.31775.96285.04974.94V93.913.771.1287.34-87.346.106.19118.75下端M5.091.51243.63-243.638.238.36323.74-309.70N443.13220.40-265.35265.35840.31814.22319.051008.94中跨柱上端M-9.28-2.75135.21-135.21-14.99-15.23162.98-188.56N510.1030.03208.49-208.49654.17718.07901.18359.11V-15.48-2.29-0.6887.34-87.34-3.70-3.76110.39下端M-3.09-0.92240.37-240.37-5.0-5.08308.22-316.75N538.4430.03208.49-208.49688.17756.33935.19393.11表23框架柱内力组合最不利内力组合层次杆件截面内力种类最不利内力组合取值最大值最小值6边柱上端M140.86140.86-28.86N143.0143.0102.24V43.4343.43-30.04下端M74.3074.301.56N169.10169.10128.34中柱上端M119.5850.13-119.58N160.48160.48124.67V39.9433.53-39.94下端M62.4510.29-62.45N189.83189.83150.772边柱上端M200.16200.16-153.43N767.73767.73245.79V110.53103.77-110.53下端M209.29209.29-144.31N793.82793.82271.89中柱上端M193.27160.33-193.27N739.06739.06330.82V109.39109.39-104.91下端M199.32154.27-199.32N765.15765.15356.921边柱上端M192.60192.60-150.47N974.94974.94285.04V118.75118.75-108.35下端M323.74323.74-309.70N1008.941008.94319.05中柱上端M188.56162.98-188.56N901.18901.18359.11V116.71110.39-116.71下端M316.75308.22-316.75N935.19935.19393.117构件配筋计算7.1框架梁截面设计一、正截面受弯承载力计算：梁AB(250mm×600mm)一层环境类别为二类，取=35mm，=565mm。按双筋受弯进算。受压区按2根直径20mm的HRB335钢筋计算mm2当时，当时，取，则表24框架梁正截面受弯承载力配筋计算层号计算公式截面梁AB梁BC左侧A跨中右侧B左侧B跨中右侧C6层M(kN·m)-140.8697.65-118.76-92.83-27.40-92.836286286286286286288.70.00.00.00.00.0738512622487144487339339339339339339实配钢筋4Φ162Φ202Φ202Φ202Φ202Φ20实配28046286286286286282层M(kN·m)-374.58183.91-212.28-196.27-11.46-196.27103062862862862862879.027.139.532.50.032.5197196411131029601029339339339339339339实配钢筋4Φ252Φ20+2Φ162Φ20+2Φ162Φ20+2Φ162Φ162Φ20+2Φ16实配2196410301030103040210301层M(kN·m)-401.89190.90-227.49-216.86-14.19-216.86103062862862862862892.330.146.341.60.041.62129100111921137741137339339339339339339实配钢筋4Φ25+Φ162Φ20+2Φ164Φ204Φ202Φ164Φ20实配221651030125612564021256二、斜截面受剪承载力计算梁AB一层：=169.27kN，截面尺寸满足要求考虑地震作用组合的框架梁，其斜截面受剪承载力应符合下列规定：=按构造要求配箍，取双肢箍8，s取min(8d，h/4，100mm)，s取100mm。加密区取，非加密区取。梁的斜截面配筋计算如表25表25框架梁斜截面受剪配筋计算梁号层数0.20(kN)实配钢筋AB6层115.90570.32<02Φ8@2002-5层160.54570.320.2342Φ8@2001层169.27570.320.2842Φ8@200BC6层-22.92570.32<02Φ8@2002-5层-148.71570.320.4092Φ8@200BC1层-165.39570.320.5042Φ8@180CD6层115.90570.32<02Φ8@2002-5层160.54570.320.2342Φ8@2001层169.27570.320.2842Φ8@2007.2框架柱截面设计7.2.1柱端弯矩设计值调整框架结构抗震设计中，应体现“强柱弱梁”，即三级抗震框架节点处，除顶层轴压比小于0.15外，柱端弯矩应符合下列要求：(三级框架取1.5)其中：为节点上，下柱端截面，顺时针或逆时针组合的弯矩设计值之和，考虑底层柱纵向的钢筋不利情况配置，地震作用组合的框架结构底层柱下端截面的弯矩设计值，对于三级抗震应考虑地震作用组合的弯矩设计值乘以1.25弯矩增大系数。边柱(A轴柱)柱端弯矩设计值调整计算：M1下=-309.7×1.25=-387.1M1上=-150.5×1.50×-401.9/-294.8=-307.7M2下=-144.3×1.50×-401.9/-294.8=-295.1M6上=-140.9×1.50=-211.3中柱(B轴柱)柱端弯矩设计值调整计算：M1下=-316.7×1.25=-395.9M1上=-188.6×1.50×-317.3/-387.9=-231.3M2下=-199.3×1.50×-317.3/-387.9=-244.5M6上=-132.7×1.50=-199.07.2.2柱端剪力设计值调整为满足“强剪弱弯”原则，三级框架柱端组合剪力值应进行调整，即：其中，为柱剪力增大系数，三级框架取1.2；柱上下端顺时针或逆时针方向截面组合的弯矩设计值，且符合上述调整值要求，为柱净高。底层边柱(A轴柱)柱端弯矩设计值调整计算：V1=1.2×(-387.1-307.7)/(4.3-0.6)=225.3kN底层中柱(B轴柱)柱端弯矩设计值调整计算：V1=1.2×(-395.9-231.3)/(4.3-0.6)=203.4kN7.2.3柱配筋计算A轴柱：1.轴压比验算底层柱：Nmax=1008.9kN=N/fc×Ac=1008.9/(14.3×500×500)=0.282≤[0.8]则底层柱A的轴压比满足要求。2.截面尺寸复核取h0=500-35=475mm，Vmax=225.3kN则225.3kN所以满足要求。3.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。选用M大、N大的内力组合，最不利内力组合为：NmaxNmax=1008.9kNM=-378.1kN·m取第一组，柱的计算长度：底层；其余各层，时，，，时，取时，采用对称配筋，，时，为大偏心受压构件，时，为大偏心受压构件。为大偏心受压构件时，，再次确定大偏心为大偏心受压构件时，按三级级框架抗震设防，满足抗震构造要求，纵向受力钢筋采用HRB400钢筋，最小总配筋率。表26A轴框架柱正截面配筋计算项目顶层二层底层M(kN·m)74.30209.29387.13N(kN)169.10793.821008.94Nb(kN)1703.701703.701703.70大小偏心大大大l0(mm)4.134.134.30e0(mm)439.36263.65383.69ea(mm)0.00.00.0ei(mm)439.36263.65383.69ζ11.01.01.0ζ21.01.01.0η1.011.1031.077e(mm)649.63500.87623.280.0510.2410.307As=As'2255061560ρ(%)0.090.200.62As,min500.0500.0500.0配筋4Φ162Φ20+2Φ162Φ20+2Φ25实配As(mm2)80410301610表27B轴框架柱正截面配筋计算项目顶层二层底层M(kN·m)62.45199.32395.93N(kN)189.83765.15935.19Nb(kN)1703.701703.701703.70大小偏心大大大l0(mm)4.134.134.30e0(mm)328.96260.50423.37ea(mm)000ei(mm)329261423ζ11.01.01.0ζ21.01.01.0η1.011.1051.070e(mm)5394986630.0580.2330.284As=As'1164621660ρ(%)0.050.180.66As,min500.0500.0500.0配筋4Φ162Φ20+2Φ162Φ20+2Φ25+Φ16实配As(mm2)80410301811NmaxNmax=1008.9kNM=-309.7kN·mV=-108.4kNA轴柱：一层最不利内力组合：剪跨比：取，满足截面要求。时，取N=选用Φ8双肢箍，mm2若按构造要求配置箍筋：对于加密区：抗震等级为三级的框架，箍筋最小直径为8mm，间距为8d和150(柱根100)mm的较小值。=0.090<0.85(满足)加密区范围：底层柱的上端和其他各层柱的两端，应取柱截面的长边尺寸、柱净高的1/6和500mm三者之最大值；底层柱柱根以上1/3柱净高。表28框架柱斜截面配筋计算层数A轴框架柱斜截面配筋计算B轴框架柱斜截面配筋计算一层二层六层一层二层六层N/kN1008.9793.8169.1935.2765.2189.8V/kN118.7110.543.4116.7109.439.9Hn(m)3.72.72.73.72.72.7λ=Hn/(2h0)4.022.932.934.022.932.93λ(>3时取3)3.02.932.933.02.932.93(kN)773.9773.9773.9773.9773.9773.9截面是否满足满足满足满足满足满足满足0.3fcA(kN)986.7986.7986.7986.7986.7986.7N/kN(实取值)986.7793.8169.1935.2765.2189.8ASV/s(mm)000000(%)0.1360.1360.1360.1360.1360.136实配箍筋4Φ8@2004Φ8@2004Φ8@2004Φ8@2004Φ8@2004Φ8@200实配箍率(%)0.200.200.200.200.200.20加密区0.2220.2220.0470.2620.2140.053(%)0.410.410.410.410.410.41实配箍筋4Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@100加密区长度620/1240500500620/12405005007.3板的截面设计由计算简图可知，将楼板划分了A板，B板两种板块，均按照双向板计算，按塑性理论计算。楼板混凝土强度等级C30，楼板钢筋采用HRB335级钢筋。板的尺寸支撑情况如图10所示：图10板区格板划分选取板A、B、C、D进行计算：板A：，板B：，，，跨中弯矩设计值：；支座处弯矩设计值：，配筋计算：，近似取值表29楼面板A的配筋计算项目x向跨中x向支座y向跨中y向支座q6.686.686.686.68lx3300330033003300ly6410641064106410n1.9421.9421.9421.942α0.2650.2650.2650.265β2222M2128962442579247564260711285214As7471494314629实配钢筋Φ14@200Φ14@100Φ10@200Φ10@120实配As7691539393654表30楼面板B的配筋计算项目x向跨中x向支座y向跨中y向支座q6.686.686.686.68lx3300330033003300ly2750275027502750n0.8330.8330.8330.833α1.4401.4401.4401.440β2222M1507083301416621702004340399As84168121242实配钢筋Φ10@200Φ10@120Φ10@200Φ10@120实配As393654393654表31屋面板A的配筋计算项目x向跨中x向支座y向跨中y向支座q8.018.018.018.01lx3300330033003300ly6410641064106410n1.9421.9421.9421.942α0.2650.2650.2650.265β2222M2550677851013556676032313520645As6391279242484实配钢筋Φ14@200Φ14@120Φ8@200Φ8@100实配As7691282251502表32屋面板B的配筋计算项目x向跨中x向支座y向跨中y向支座q8.018.018.018.01lx3300330033003300ly2750275027502750n0.8330.8330.8330.833α1.4401.4401.4401.440β2222M1805614361122726000835200167As6312791182实配钢筋Φ8@200Φ8@200Φ8@200Φ8@180实配As251251251279板C、D的配筋参照板B、A的配筋7.4基础设计7.4.1地质资料────────────────────────粉质粘土γ=20kN/m32.0m天然含水量W=24%天然密度1.80g/m3孔隙比e=0.520液性指数IL=0.23压缩性数按a1-2=0.42MPa-1压缩模Es=7.0MPa地基承载力fak=160KPa────────────────────────粉土天然含水量W=17%天然密度1.85g/m32.8m孔隙比e=0.620液性指数IL=0.32压缩性数按a1-2=0.45MPa-1压缩模量Es=6.0MPa地基承载力fak=180KPa────────────────────────细砂天然含水量W=24.5%，4.7m标准贯入试验N63.5=20击地基承载fak=180KPa────────────────────────粘土天然含水量W=17%天然密度1.91g/m3孔隙比e=0.420，液性指数IL=0.28压缩性数按a1-2=0.34MPa-1压缩模量Es=8.0MPa地基承载力fak=170kPa────────────────────────7.4.2持力层的选取根据地勘报告可知，耕土不宜作为柱下独立基础的持力层，本工程将独立基础的持力层选为第1层粉质粘土层，地基承载力标准值f=160kN/m2。初定基础截面尺寸为3m×3m，基础埋深为1.8m。根据地基基础设计规范相关条文规定，需要对地基承载力特征值进行修正。砂质粘土的地基承载力特征值深度修正系数，深度修正系数假设基础底面以上的加权平均重度为由于B柱受荷面积大于A柱，故本设计对B柱下的独立基础进行设计。根据内力组合表中的数据可知，B柱的弯矩设计值，轴力设计值为7.4.3基础配筋示意图7.4.4计算信息(1)材料信息 基础混凝土等级: C30 =1.43N/mm2 =14.3N/mm2 柱混凝土等级: C30 =1.43N/mm2 =14.3N/mm2 钢筋级别: HRB335=300N/mm2(2)计算信息 结构重要性系数: γ 基础埋深: 纵筋合力点至近边距离: 基础及其上覆土的平均容重: γ 最小配筋率: (3)作用在基础顶部荷载标准值 Fgk=1008.940kN Fqk=0.000kN Mgk=323.740kN·m Mqk=0.000kN·m Mgk=0.000kN·mMqk=0.000kN·m Vgk=0.000kN Vqk=0.000kN Vgk=0.000kN Vqk=0.000kN 永久荷载分项系数rg=1.00可变荷载分项系数rq=1.00 Fk=Fgk+Fqk=1008.940+(0.000)=1008.940kN Mk=Mgk+Fgk·(A－A)/2+Mqk+Fqk·(A－A)/2=323.74+1008.94×(1.50－1.50)/2+0.00×(1.50－1.50)/2=323.74kN·m Mk=Mgk+Fgk·(B－B)/2+Mqk+Fqk·(B－B)/2=0.00+1008.94×(1.50－1.50)/2+0.00×(1.50－1.50)/2=0.00kN·m Vk=Vgk+Vqk=0.000+(0.000)=0.000kN Vk=Vgk+Vqk=0.000+(0.000)=0.000kN F=rg·Fgk+rq·Fqk=1.00·(1008.940)+1.00·(0.000)=1008.940kNM=rg·(Mgk+Fgk·(A-A)/2)+rq·(Mqk+Fqk·(A-A)/2)=1.00·(323.740+1008.940·(1.500-1.500)/2)+1.00·(0.000+0.000·(1.500-1.500)/2)=323.740kN·mMy1=rg·(Mgk+Fgk·(B-B)/2)+rq·(Mqk+Fqk·(B-B)/2) =1.00·(0.000+1008.940·(1.500-1.500)/2)+1.00·(0.000+0.000·(1.500-1.500)/2)=0.000kN·m Vx=rg·Vgk+rq·Vqk=1.00·(0.000)+1.00·(0.000)=0.000kN Vy=rg·Vgk+rq·Vqk=1.00·(0.000)+1.00·(0.000)=0.000kN F=1.35·Fk=1.35·1008.940=1362.069kN Mx=1.35·Mk=1.35·323.740=437.049kN·m My=1.35·Mk=1.35·(0.000)=0.000kN·m Vx=1.35·Vk=1.35·(0.000)=0.000kN Vy=1.35·Vk=1.35·(0.000)=0.000kN F=max(|F|,|F|)=max(|1008.940|,|1362.069|)=1362.069kN Mx=max(|Mx|,|Mx|)=max(|323.740|,|437.049|)=437.049kN·m My=max(|My|,|My|)=max(|0.000|,|0.000|)=0.000kN·m Vx=max(|Vx|,|Vx|)=max(|0.000|,|0.000|)=0.000kN Vy=max(|Vy|,|Vy|)=max(|0.000|,|0.000|)=0.000kN7.4.5计算参数(1)基础总长B=B+B=1.500+1.500=3.000m(2)基础总宽By=A+A=1.500+1.500=3.000m(3)基础总高H=h+h=0.300+0.300=0.600m(4)底板配筋计算高度ho=h+h－as=0.300+0.300-0.040=0.560m(5)基础底面积A=B·B=3.000·3.000=9.000m2(6)Gk=γ·B·B·dh=20.000·3.000·3.000·1.800=324.000kN G=1.35·G=1.35·324.000=437.400kN7.4.6计算作用在基础底部弯矩值 Mdk=Mk－Vk·H=323.740－0.000·0.600=323.740kN·m Mdk=Mk+Vk·H=0.000+0.000·0.600=0.000kN·m Md=M－V·H=437.049－0.000·0.600=437.049kN·m Md=M+V·H=0.000+0.000·0.600=0.000kN·m7.4.7算地基承载力(1)验算轴心荷载作用下地基承载力 pk=(F+G)/A=(1008.940+324.000)/9.000=148.104kPa 因γ·pk=1.0·148.104=148.104kPa≤fa=201.000kPa 轴心荷载作用下地基承载力满足要求(2)验算偏心荷载作用下的地基承载力因Mdk=0Pkmax=Pkmin=(F+G)/A=(1008.940+324.000)/9.000=148.104kPaek=Mdk/(F+G)=323.740/(1008.940+324.000)=0.243m 因|ek|≤B/6=0.500my方向小偏心 Pkmax=(F+G)/A+6·|Mdk|/(B·B) =(1008.940+324.000)/9.000+6·|323.740|/(3.000×3.000) =220.047kPa Pkmin=(F+G)/A-6·|Mdk|/(B·B) =(1008.940+324.000)/9.000-6·|323.740|/(3.0002×3.000) =76.162kPa(3)确定基础底面反力设计值 Pkmax=(Pkmax-pk)+(Pkmax-pk)+pk =(148.104-148.104)+(220.047-148.104)+148.104 =220.047kPa γ·Pk=1.0·220.047=220.047kPa≤1.2·fa=1.2·201.000=241.200kPa 偏心荷载作用下地基承载力满足要求7.4.8基础冲切验算(1)计算基础底面反力设计值 一、计算x方向基础底面反力设计值 e=Mdy/(F+G)=0.000/(1362.069+437.400)=0.000m 因e≤B/6.0=0.500m x方向小偏心 Pmax=(F+G)/A+6·|Mdy|/(B·B) =(1362.069+437.400)/9.000+6·|0.000|/(3.0002×3.000) =199.941kPa Pmin=(F+G)/A-6·|Mdy|/(B·B) =(1362.069+437.400)/9.000-6·|0.000|/(3.0002×3.000) =199.941kPa二、计算y方向基础底面反力设计值 e=Mdx/(F+G)=437.049/(1362.069+437.400)=0.243m 因e≤B/6=0.500 y方向小偏心 Pmax=(F+G)/A+6·|Mdx|/(B·B) =(1362.069+437.400)/9.000+6·|437.049|/(3.0002×3.000) =297.063kPa Pmin=(F+G)/A-6·|Mdx|/(B·B) =(1362.069+437.400)/9.000-6·|437.049|/(3.0002×3.000) =102.819kPa 三、因Md≠0并且Md=0 Pmax=Pmax=297.063kPa Pmin=Pmin=102.819kPa四、计算地基净反力极值 Pjmax=Pmax-G/A=297.063-437.400/9.000=248.463kPa(2)柱对基础的冲切验算 一、因(H≤800)βhp=1.0 二、x方向柱对基础的冲切验算x冲切面积Al=max((A-h/2-h)·(b+2·h)+(A-h/2-h))2,(A-h/2-h)·(b+2·h)+(A-h/2-h)2=max((1.500-0.500/2-0.560)·(0.500+2·0.560)+(1.500-0.500/2-0.560))2,(1.500-0.500/2-0.560)·(0.500+2·0.560)+(1.500-0.500/2-0.560))2=max(1.594,1.594)=1.594m2 x冲切截面上的地基净反力设计值 Fl=Alx·Pjmax=1.594·248.463=396.025kNγ·Flx=1.0·396.025=396.03kN 因γo·Fl≤0.7·βhp·ft·b·h=0.7·1.000·1.43·1060·560=594.19kN x方向柱对基础的冲切满足规范要求三、y方向柱对基础的冲切验算y冲切面积Al=max((B-b/2-h)·(h+2·h)+(B-b/2-h)2,(B-b/2-h)·(h+2·h)+(B-b/2-h)2)=max((1.500-0.500/2-0.560)·(0.500+2×0.560)+(1.500-0.500-0.560)2/2,(1.500-0.500/2-0.560)·(0.500+2·0.560)+(1.500-0.500-0.560)2/2)=max(1.594,1.594)=1.594m2 y冲切截面上的地基净反力设计值 Fl=Al·Pjmax=1.594·248.463=396.025kNγ·Fl=1.0×396.025=396.03kN 因γ·Fl≤0.7·βhp·ft·Am·h=0.7×1.000×1.43×1060.0×560=594.19kN y方向柱对基础的冲切满足规范要求7.4.9基础受剪承载力验算计算剪力 pk=(Fk+Gk)/A=(1008.9+324.0)/9.0=148.1kPa A'=(A1+A2)·(max(B1,B2)-0.5·bc) =(1500+1500)·(max(1500,1500)-0.5×500)=3.75m2 Vs=A'·pk=3.75·148.1=555.4kN 基础底面短边尺寸大于柱宽加两倍基础有效高度，不需验算受剪承载力。7.4.10基础受弯计算因Md≠0Md=0并且e≤B/6=0.243my方向单向受压且小偏心 a=(B-h)/2=(3.000-0.500)/2=1.250m P=((Ba)·(Pmax－Pmin)/B)+Pmin =((3.000－1.250)·(297.063－102.819)/3.000)+102.819=216.128kPaMI=1/48×(B-b)2×(2·B+h)·(Pmax+Pmin-2·G/A)=1/48×(3.00-0.50)2×(2×3.00+0.50)×(297.063+102.819－2·437.400/9.000) =256.18kN·mMII=1/12·a×((2·B+bc)×(Pmax+P－2·G/A)+(Pmax－P)·B)=1/12×1.25×((2·3.00+0.50)×(297.06+216.13－2×437.40/9.00)+(297.06-216.13)×3.00)=383.69kN·m7.4.11计算配筋(1)计算基础底板x方向钢筋 As=γ·MI/(0.9·h·f) =1.0·256.18·106/(0.9×560.000×300)=1694.3mm2 As=As/By=1694.3/3.000=565mm2/m As=max(As,min·H·1000) =max(565,0.150%·600×1000) =900mm2/m 选择钢筋,实配面积为900mm2/m。(2)计算基础底板y方向钢筋 As=γ·MII/(0.9·h·f) =1.0·383.69·106/(0.9×560.000×300) =2537.6mm2 As=As/B=2537.6/3.000=846mm2/m As=max(As,min·H·1000) =max(846,0.150%×600×1000) =905mm2/m 选择钢筋,实配面积905mm2/m。参考文献[1]建筑结构荷载规范.GB50009-2012.中国建筑工业出版社，2012.[2]建筑抗震设计规范.GB50011-2010.中国建筑工业出版社，2010.[3]混凝土结构设计规范.GB50010-2010.中国建