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：20142023029指导教师：XXX所在学院：工程学院专业：土木工程图纸链接：中国·XX2016年5月-65-表20框架梁内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+1.44②1.35①+0..98②1.2×(①+00.5②)+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+1.44②1.35①+0..98②1.2×(①+00.5②)+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梁端剪力设设计值调整位置层数MlMrlnq1=-1.22×(Ml-Mr)/lnq恒q活VGB=1.2(qq恒+0.5q活)ln/2V左=q1+VVGBAB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+1.44②1.35①+0..98②1.2×(①+00.5②)+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+1.44②1.35①+0..98②1.2×(①+00.5②)+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框架柱内内力组合最不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构件配筋计计算7.1框架梁梁截面设计一、正截面受弯承承载力计算：：梁AB(250mm××600mmm)一层环境类类别为二类，取取=35mmm，=5655mm。按双双筋受弯进算算。受压区按2根直径径20mm的的HRB3335钢筋计算算mm2当时，当时，取，则表24框架梁正截截面受弯承载载力配筋计算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、斜截面受剪承承载力计算梁AB一层：=1169.277kN，截面尺寸满足要要求考虑地震作用组合合的框架梁，其其斜截面受剪剪承载力应符符合下列规定定：=按构造要求配箍，取取双肢箍8，ss取min((8d，h//4，1000mm)，s取1000mm。加加密区取，非非加密区取。梁的斜截面配筋计计算如表255表25框架梁斜截截面受剪配筋筋计算梁号层数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框架柱截截面设计7.2.1柱端端弯矩设计值值调整框架结构抗震设计计中，应体现现“强柱弱梁梁”，即三级级抗震框架节节点处，除顶顶层轴压比小小于0.155外，柱端弯弯矩应符合下下列要求：(三级框架取1.55)其中：为节点上，下下柱端截面，顺顺时针或逆时时针组合的弯弯矩设计值之之和，考虑底底层柱纵向的的钢筋不利情情况配置，地地震作用组合合的框架结构构底层柱下端端截面的弯矩矩设计值，对对于三级抗震应考考虑地震作用用组合的弯矩矩设计值乘以以1.25弯弯矩增大系数数。边柱(A轴柱)柱柱端弯矩设计计值调整计算算：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)柱柱端弯矩设计计值调整计算算：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柱端端剪力设计值值调整为满足“强剪弱弯弯”原则，三三级框架柱端端组合剪力值值应进行调整整，即：其中，为柱剪力增增大系数，三三级框架取11.2；柱上上下端顺时针针或逆时针方方向截面组合合的弯矩设计计值，且符合合上述调整值值要求，为柱柱净高。底层边柱(A轴柱柱)柱端弯矩设设计值调整计计算：V1=1.2×(-3387.1--307.77)/(4.3-00.6)=225..3kN底层中柱(B轴柱柱)柱端弯矩设设计值调整计计算：V1=1.2×(-3395.9--231.33)/(4.3-00.6)=203..4kN7.2.3柱配配筋计算A轴柱：1.轴压比验算底层柱：Nmaxx=10088.9kN=N/fc×Ac=10088.9/(14.3××500×5500)=0.2882≤[0.8]则底层柱A的轴压压比满足要求求。2.截面尺寸复复核取h0=500--35=4775mm，VVmax=225..3kN则225.3kN所以满足要求。3.正截面受弯弯承载力计算算柱同一截面分别承承受正反向弯弯矩，故采用用对称配筋。选用M大、N大的的内力组合，最最不利内力组组合为：NmaxNmax=1008.9kNM=-378.1kN·m取第一组，柱的计计算长度：底底层；其余各各层，时，，，时，取时，采用对称配筋，，时，为大偏偏心受压构件件，时，为大大偏心受压构构件。为大偏心受压构件件时，，再次次确定大偏心心为大偏心受压构件件时，按三级级框架抗震设设防，满足抗抗震构造要求求，纵向受力力钢筋采用HHRB4000钢筋，最小小总配筋率。表26A轴框架柱柱正截面配筋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+2Φ1162Φ20+2Φ225实配As(mm22)80410301610表27B轴框架柱柱正截面配筋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+2Φ1162Φ20+2Φ225+Φ166实配As(mm22)80410301811Nmax=1008.9kNMNmax=1008.9kNM=-309.7kN·mV=-108.4kNA轴柱：一层最不不利内力组合合：剪跨比：取，满足截面要求。时，取N=选用Φ8双肢箍，mm2若按构造要求配置置箍筋：对于加密区：抗震震等级为三级的框架，箍箍筋最小直径径为8mm，间间距为8d和和150(柱根1000)mm的较小小值。=0..090<00.85(满足)加密区范围：底层层柱的上端和和其他各层柱柱的两端，应应取柱截面的的长边尺寸、柱柱净高的1//6和5000mm三者之之最大值；底底层柱柱根以以上1/3柱柱净高。表28框架柱斜截截面配筋计算算层数A轴框架柱斜截面面配筋计算B轴框架柱斜截面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)λ=Hn/(2hh0)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(kkN)986.7986.7986.7986.7986.7986.7N/kN(实取值值)986.7793.8169.1935.2765.2189.8ASV/s(mmm)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620/12400500500620/124005005007.3板的截截面设计由计算简图可知，将将楼板划分了了A板，B板板两种板块，均均按照双向板板计算，按塑塑性理论计算算。楼板混凝凝土强度等级级C30，楼楼板钢筋采用用HRB3335级钢筋。板的尺寸支撑情况况如图10所示：图10板区格板划划分选取板A、B、CC、D进行计计算：板A：，板B：，，，跨中弯矩设计值：：；；支座处弯矩设计值值：，配筋计算：，近似似取值表29楼面板A的的配筋计算项目x向跨中x向支座y向跨中y向支座q6.686.686.686.68lx3300330033003300ly6410641064106410n1.9421.9421.9421.942α0.2650.2650.2650.265β2222M2128962444257924775642607112852144As7471494314629实配钢筋Φ14@200Φ14@100Φ10@200Φ10@120实配As7691539393654表30楼面板B的的配筋计算项目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q8.018.018.018.01lx3300330033003300ly6410641064106410n1.9421.9421.9421.942α0.2650.2650.2650.265β2222M2550677885101355666760323135206455As6391279242484实配钢筋Φ14@200Φ14@120Φ8@200Φ8@100实配As7691282251502表32屋面板BB的配筋计算算项目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的配筋参参照板B、AA的配筋7.4基础设设计7.4.1地质质资料────────────────────────────粉质质粘土γ=20kN/m32.0m天天然含水量WW=24%天然密度度1.80gg/m3孔孔隙比e=00.520液性指数数IL=0.23压压缩性数按aa1-2=0..42MPaa-1压缩模Es==7.0MPaa地地基承载力ffak=160KPaa─────────────────────────────粉土土天然含含水量W=17%天然密度度1.85gg/m32.8m孔孔隙比e=00.620液性指数数IL=0.32压缩性性数按a1--2=0.45MPaa-1压缩模量量Es=6.00MPa地地基承载力ffak=180KPaa────────────────────────────细砂砂天然含水水量W=24.55%，4.7m标准贯入入试验N633.5=20击地基承载载fak=180KPaa─────────────────────────────粘土土天然含水水量W=17%天然密度度1.91gg/m3孔孔隙比e=00.420，液液性指数IL=0.28压压缩性数按aa1-2=0..34MPaa-1压压缩模量Ess=8.0MPaa地基承载力力fak=170kPa─────────────────────────────7.4.2持力力层的选取根据地勘报告可知知，耕土不宜宜作为柱下独独立基础的持持力层，本工工程将独立基基础的持力层层选为第1层层粉质粘土层层，地基承载载力标准值ff=160kN//m2。初定基础础截面尺寸为为3m×3m，基础础埋深为1..8m。根据地基基础设计计规范相关条条文规定，需需要对地基承承载力特征值值进行修正。砂质粘土的地基承承载力特征值值深度修正系系数，深度修修正系数假设基础底面以上上的加权平均均重度为由于B柱受荷面积积大于A柱，故故本设计对BB柱下的独立立基础进行设设计。根据内内力组合表中中的数据可知知，B柱的弯弯矩设计值，轴轴力设计值为为7.4.3基础础配筋示意图图7.4.4计算信信息(1)材料信息基础混凝土等级::C30=1.433N/mm2=14..3N/mmm2柱混凝土等级:C30=1.433N/mm2=14.33N/mm2钢筋级别:HRB3335=3300N/mmm2(2)计算信息结构重要性系数::γ基础埋深:纵筋合力点至近边边距离:基础及其上覆土的的平均容重::γ最小配筋率:(3)作用在基础顶部荷荷载标准值Fgk=10088.940kkNFFqk=0..000kNNMgk=323..740kNN·mMMqk=0..000kNN·mMgk=0.0000kN·mMqkk=0.0000kN·mVgk=0.0000kNVqk==0.0000kNVgk=0.0000kNVqk==0.0000kN永久荷载分项系数数rg=1..00可变变荷载分项系系数rq=11.00Fk=Fgk+FFqk=10008.9440+(0.0000)=10088.940kkNMk=Mgk+Fggk·(A－A)/2+Mqqk+Fqkk·(A－A)/2==323.774+10008.94××(1.50－1.50)/2+0..00×(1.50－1.50)/2=3223.74kkN·mMk=Mgk+Fggk·(B－B)/2+Mqqk+Fqkk·(B－B)/2=00.00+11008.994×(1.50－1.50)/2+0..00×(1.50－1.50)/2=0..00kN··mVk=Vgk+Vqqk=0.0000+(0.0000)=0.0000kNVk=Vgk+Vqqk=0.0000+(0.0000)=0.0000kNF=rg·Fggk+rq··Fqk=11.00·(1008..940)+1.000·(0.0000)=10088.940kkNMM=rg·(Mgk+Fggk·(A-A)/2)+rq·(Mqk+Fqqk·(A-A)/2)=1..00·(323.7740+10008.9440·(1.5000-1.5000)/2)+1.000·(0.0000+0.0000·(1.5000-1.5000)/2)=323.7400kN·mMMy1=rgg·(Mgk+Fggk·(B-B)/2)+rq·(Mqk+Fqqk·(B-B)/2)=1.000·(0.0000+10088.940··(1.5000-1.5000)/2)+1.000·(0.0000+0.0000·(1.5000-1.5000)/2)=0.000kNN·mVx=rg·Vggk+rq·Vqk=1..00·(0.0000)+1.000·(0.0000)=0.0000kNVy=rg·Vggk+rq·Vqk=1..00·(0.0000)+1.000·(0.0000)=0.0000kNF=1.35·FFk=1.335·1008..940=11362.0069kNMx=1.35··Mk=1.335·323.7740=4337.0499kN·mMy=1.35··Mk=1.335·(0.0000)=0.0000kN·mVx=1.35··Vk=1.335·(0.0000)=0.0000kNVy=1.35··Vk=1.335·(0.0000)=0.0000kNF=max(|FF|,|F|)=max(|10088.940||,|13662.0699|)=13622.069kkNMx=max(||Mx|,||Mx|)=max(|323..740|,,|437..049|))=437..049kNN·mMy=max(||My|,||My|)=max(|0.0000|,|00.000||)=0.0000kN·mVx=max(||Vx|,||Vx|)=max(|0.0000|,|00.000||)=0.0000kNVy=max(||Vy|,||Vy|)=max(|0.0000|,|00.000||)=0.0000kN7.4.5计算算参数(1)基础总长B=BB+B=1.5500+1..500=33.000mm(2)基础总宽By==A+A=1.5500+1..500=33.000mm(3)基础总高H=hh+h=0.3300+0..300=00.600mm(4)底板配筋计算高度度ho=hh+h－as=0..300+00.300--0.0400=0.5660m(5)基础底面积A==B·B=3.0000·3.0000=9.0000m2(6)Gk=γ·B·BB·dh=200.000··3.0000·3.0000·1.8000=324..000kNNG=1.35·GG=1.355·324.0000=4337.4000kN7.4.6计算算作用在基础础底部弯矩值值Mdk=Mk－VVk·H=3233.740－－0.0000·0.6000=323..740kNN·mMdk=Mk+VVk·H=0.0000+0..000·0.6000=0.0000kN·mMd=M－V·HH=4377.049－－0.0000·0.6000=437..049kNN·mMd=M+V·HH=0.0000+0..000·0.6000=0.0000kN·m7.4.7算地地基承载力(1)验算轴心荷载作用用下地基承载载力pk=(F+G))/A=(1008..940+3324.0000)/9.0000=1488.104kkPa因γ·pk=1..0·148.1104=1448.1044kPa≤ffa=2011.000kkPa轴心荷载作用下地地基承载力满满足要求(2)验算偏心荷载作用用下的地基承承载力因因Mdk==0Pkkmax=PPkmin==(F+G)/A=(1008..940+3324.0000)/9.0000=1488.104kkPaek=Mdk/(FF+G)=323..740/((1008..940+3324.0000)=0.2443m因|ek|≤BB/6=0..500my方向向小偏心Pkmax=(FF+G)/A+6·|Mdk|//(B·B)=(10008.9440+3244.000))/9.0000+6·|323..740|//(3.0000×3.0000)=2200.047kkPaPkmin=(FF+G)/A-6·|Mdk|//(B·B)=(1008.9400+324..000)/9.0000-6·|323..740|//(3.00002×3.0000)=76.162kkPa(3)确定基础底面反力力设计值Pkmax=(PPkmax-pkk)+(Pkmax-pkk)+pk=((148.1104-1448.1044)+(220.0047-1448.1044)+148..104=220.0047kPaaγ·Pk=1.0·2220.0447=2200.047kkPa≤1..2·fa=1..2·201.0000=2441.2000kPa偏心荷载作用下地地基承载力满满足要求7.4.8基础础冲切验算(1)计算基础底面反力力设计值一、计算x方向基基础底面反力力设计值e=Mdy/(F++G)=0.0000/(1362..069+4437.4000)=0.0000m因e≤B/6..0=0.5500mx方向小偏偏心Pmax=(F+GG)/A+6·|Mdy||/(B·B)=(13622.069++437.4400)/9.0000+6·|0.0000|/(3.00002×3.0000)=199.9941kPaaPmin=(F+GG)/A-6·|Mdy||/(B·B)=(13622.069++437.4400)/9.0000-6·|0.0000|/(3.00002×3.0000)=199.9941kPaa二、计算yy方向基础底底面反力设计计值e=Mdx/(F++G)=437..049/((1362..069+4437.4000)=0.2443m因e≤B/6==0.5000y方向向小偏心Pmax=(F+GG)/A+6·|Mdx||/(B·B)=(13662.0699+437..400)/9.0000+6·|437..049|//(3.00002×3.0000)=297..063kPPaPmin=(F+GG)/A-6·|Mdx||/(B·B)==(1362..069+4437.4000)/9.0000-6·|437..049|//(3.00002×3.0000)=102.8199kPa三、因MMd≠0并并且Md==0Pmax=Pmaxx=297..063kPPaPmin=Pminn=102..819kPPa四、计算地地基净反力极极值Pjmax=Pmmax-G//A=2977.063--437.4400/9..000=2248.4663kPa(2)柱对对基础的冲切切验算一、因(H≤8800)βhp==1.0二、x方向柱对基基础的冲切验验算xx冲切面积Al==max((A-h/2-hh)·(b+2·h)+(A-h/2-hh))2,(AA-h/2-hh)·(b+2·h)+(A-h/2-hh)2=max(((1.5000-0.5500/2--0.5600)·(0.5000+2·0.5600)+(1.5000-0.5000/2-00.560)))2,(1.5000-0.5500/2--0.5600)·(0.5000+2·0.5600)+(1.5000-0.5000/2-00.560)))2==max(1.5944,1.5994)=1.5994m2x冲切截面上的地地基净反力设设计值Fl=Alx··Pjmax=1..594·248.4463=3996.0255kNγγ·Flx=11.0·396.0025=3996.03kkN因γo·Fl≤≤0.7·βhp·ft·b·h=0.7·1.0000·1.43·1060·560=5594.199kNx方向柱对基础的的冲切满足规规范要求三、y方向向柱对基础的的冲切验算yy冲切面积Al=max(((B-b/2-hh)·(h+2·h)+(B-b/2-hh)2,(B-b//2-h)·(h+2·h)+(B-b/2-hh)2)=max(((1.5000-0.5500/2--0.5600)·(0.5000+2×0.5600)+(1.5000-0.5000-0.5560)2/2,(1.5000-0.5500/2--0.5600)·(0.5000+2·0.5600)+(1.5000-0.5000-0.5560)2/2)=max((1.5944,1.5994)=1.5994m2y冲切截面上的地地基净反力设设计值Fl=Al·PPjmax=1..594·248.4463=3996.0255kNγγ·Fl=1.00×396.0025=3996.03kkN因γ·Fl≤0..7·βhp·ft·Am·h=0.7×1.0000×1.43×1060..0×560=5594.199kNy方向柱对基础的的冲切满足规规范要求7.4.9基础础受剪承载力力验算计算剪力pk=(Fk+GGk)/A=(1008..9+3244.0)/9.0==148.11kPaA'=(A1+AA2)·(max(B1,B22)-0.5·bc)=(1500+15000)·(max(1500,,1500))-0.5×500)=3.755m2Vs=A'·pkk=3.755·148.11=555..4kN基础底面短边尺寸寸大于柱宽加加两倍基础有有效高度，不不需验算受剪剪承载力。7.4.10基基础受弯计算算因Md≠0Mdd=0并且且e≤B/6=00.243mmy方方向单向受压压且小偏心a=(B-h)//2=(3.0000-0.5000)/2=1..250mP=((Ba)··(Pmax－Pmin)/B)+Pmin=((3.000－－1.2500)·(297.0063－102.8819)/3.0000)+102..819=2216.1228kPaMMI=1/448×(B-b)2×(2·B+h)·(Pmax+Pmin-2·G/A)=1/488×(3.00--0.50))2×(2×3.00++0.50))×(297.0063+1002.8199－2·437.4400/9..000)=256.18kkN·mMII=11/12·a×((2·B+bc)×(Pmax++P－2·G/A)+(Pmax－P)·B)=1/122×1.25×((2·3.00++0.50))×(297.006+2166.13－2×437.440/9.000)+(297..06-2116.13))×3.00)=383..69kN··m7.4.11计计算配筋(1)计算基础底板x方方向钢筋As=γ·MI/(00.9·h·f)=1.0·2566.18·106/(0.9×560.0000×300)==1694..3mm2As=As/Byy=16944.3/3..000=5565mm2/mAs=max(AAs,min·H·1000)=maxx(565,0.1500%·600×1000)=900mm2//m选择钢筋,实配配面积为9000mm2/m。(2)计算基础底板y方方向钢筋As=γ·MIII/(0.9·h·f)=1.00·383.669·106/(0.9×560.0000×300)=25337.6mmm2As=As/B==2537..6/3.0000=8446mm2/mAs=max(AAs,min·H·1000)=max(8446,0..150%××600×1000)=905mm22/m选择钢筋,实配配面积9055mm2/m。参考文献[1]建筑结构荷载规规范.GBB500009-20112.中国建建筑工业出版版社，20112.[2]建筑抗震设计规规范.GBB500111-20110.中国建建筑工业出版版社，20110.[3]混凝土结构设计计规范.GGB500010-20010.中国国建筑工业出出版社，20010.[4]建筑地基基础设设计规范.GGB500007-20011.中国国建筑工业出出版社，20012.[5]旅馆建筑设计规范范.JGJ67-2014.中国建建筑工业出版版社，20114.[6]民用建筑设计通则则.GB550352-20005.中国建建筑工业出版版社，20005.[7]建筑设计防火规范范.GB550016-20114.中国建筑筑工业出版社社，20144.[8]沙志国主编.建筑筑结构荷载设设计手册.中