6層框架結(jié)構(gòu)賓館結(jié)構(gòu)設(shè)計計算書

學(xué)士學(xué)位畢業(yè)設(shè)計XX賓館學(xué)生姓名：XXX學(xué)號：指導(dǎo)教師：XXX所在學(xué)院：工程學(xué)院專業(yè)：土木工程中國·XX2016年5月-82-PAGE36表20框架梁內(nèi)力組合層號桿件號截面內(nèi)力荷載類別內(nèi)力組合恒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頂層邊跨梁左側(cè)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右側(cè)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中跨梁左側(cè)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右側(cè)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層邊跨梁左側(cè)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右側(cè)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續(xù)表20層號桿件號截面內(nèi)力荷載類別內(nèi)力組合恒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層中跨梁左側(cè)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右側(cè)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底層邊跨梁左側(cè)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右側(cè)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中跨梁左側(cè)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右側(cè)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梁端剪力設(shè)計值調(diào)整位置層數(shù)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框架柱內(nèi)力組合層號桿件號截面內(nèi)力荷載類別內(nèi)力組合恒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頂層邊跨柱上端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層邊跨柱上端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續(xù)表22層號桿件號截面內(nèi)力荷載類別內(nèi)力組合恒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層中跨柱上端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底層邊跨柱上端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框架柱內(nèi)力組合最不利內(nèi)力組合層次桿件截面內(nèi)力種類最不利內(nèi)力組合取值最大值最小值6邊柱上端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邊柱上端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邊柱上端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構(gòu)件配筋計算7.1框架梁截面設(shè)計一、正截面受彎承載力計算：梁AB(250mm×600mm)一層環(huán)境類別為二類，取=35mm，=565mm。按雙筋受彎進(jìn)算。受壓區(qū)按2根直徑20mm的HRB335鋼筋計算mm2當(dāng)時，當(dāng)時，取，則表24框架梁正截面受彎承載力配筋計算層號計算公式截面梁AB梁BC左側(cè)A跨中右側(cè)B左側(cè)B跨中右側(cè)C6層M(kN·m)-140.8697.65-118.76-92.83-27.40-92.836286286286286286288.70.00.00.00.00.0738512622487144487339339339339339339實(shí)配鋼筋4Φ162Φ202Φ202Φ202Φ202Φ20實(shí)配28046286286286286282層M(kN·m)-374.58183.91-212.28-196.27-11.46-196.27103062862862862862879.027.139.532.50.032.5197196411131029601029339339339339339339實(shí)配鋼筋4Φ252Φ20+2Φ162Φ20+2Φ162Φ20+2Φ162Φ162Φ20+2Φ16實(shí)配2196410301030103040210301層M(kN·m)-401.89190.90-227.49-216.86-14.19-216.86103062862862862862892.330.146.341.60.041.62129100111921137741137339339339339339339實(shí)配鋼筋4Φ25+Φ162Φ20+2Φ164Φ204Φ202Φ164Φ20實(shí)配221651030125612564021256二、斜截面受剪承載力計算梁AB一層：=169.27kN，截面尺寸滿足要求考慮地震作用組合的框架梁，其斜截面受剪承載力應(yīng)符合下列規(guī)定：=按構(gòu)造要求配箍，取雙肢箍8，s取min(8d，h/4，100mm)，s取100mm。加密區(qū)取，非加密區(qū)取。梁的斜截面配筋計算如表25表25框架梁斜截面受剪配筋計算梁號層數(shù)0.20(kN)實(shí)配鋼筋A(yù)B6層115.90570.32<02Φ8@2002-5層160.54570.320.2342Φ8@2001層169.27570.320.2842Φ8@200BC6層-22.92570.32<02Φ8@2002-5層-148.71570.320.4092Φ8@200BC1層-165.39570.320.5042Φ8@180CD6層115.90570.32<02Φ8@2002-5層160.54570.320.2342Φ8@2001層169.27570.320.2842Φ8@2007.2框架柱截面設(shè)計7.2.1柱端彎矩設(shè)計值調(diào)整框架結(jié)構(gòu)抗震設(shè)計中，應(yīng)體現(xiàn)“強(qiáng)柱弱梁”，即三級抗震框架節(jié)點(diǎn)處，除頂層軸壓比小于0.15外，柱端彎矩應(yīng)符合下列要求：(三級框架取1.5)其中：為節(jié)點(diǎn)上，下柱端截面，順時針或逆時針組合的彎矩設(shè)計值之和，考慮底層柱縱向的鋼筋不利情況配置，地震作用組合的框架結(jié)構(gòu)底層柱下端截面的彎矩設(shè)計值，對于三級抗震應(yīng)考慮地震作用組合的彎矩設(shè)計值乘以1.25彎矩增大系數(shù)。邊柱(A軸柱)柱端彎矩設(shè)計值調(diào)整計算：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軸柱)柱端彎矩設(shè)計值調(diào)整計算：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柱端剪力設(shè)計值調(diào)整為滿足“強(qiáng)剪弱彎”原則，三級框架柱端組合剪力值應(yīng)進(jìn)行調(diào)整，即：其中，為柱剪力增大系數(shù)，三級框架取1.2；柱上下端順時針或逆時針方向截面組合的彎矩設(shè)計值，且符合上述調(diào)整值要求，為柱凈高。底層邊柱(A軸柱)柱端彎矩設(shè)計值調(diào)整計算：V1=1.2×(-387.1-307.7)/(4.3-0.6)=225.3kN底層中柱(B軸柱)柱端彎矩設(shè)計值調(diào)整計算：V1=1.2×(-395.9-231.3)/(4.3-0.6)=203.4kN7.2.3柱配筋計算A軸柱：1.軸壓比驗(yàn)算底層柱：Nmax=1008.9kN=N/fc×Ac=1008.9/(14.3×500×500)=0.282≤[0.8]則底層柱A的軸壓比滿足要求。2.截面尺寸復(fù)核取h0=500-35=475mm，Vmax=225.3kN則225.3kN所以滿足要求。3.正截面受彎承載力計算柱同一截面分別承受正反向彎矩，故采用對稱配筋。選用M大、N大的內(nèi)力組合，最不利內(nèi)力組合為：NmaxNmax=1008.9kNM=-378.1kN·m取第一組，柱的計算長度：底層；其余各層，時，，，時，取時，采用對稱配筋，，時，為大偏心受壓構(gòu)件，時，為大偏心受壓構(gòu)件。為大偏心受壓構(gòu)件時，，再次確定大偏心為大偏心受壓構(gòu)件時，按三級級框架抗震設(shè)防，滿足抗震構(gòu)造要求，縱向受力鋼筋采用HRB400鋼筋，最小總配筋率。表26A軸框架柱正截面配筋計算項(xiàng)目頂層二層底層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實(shí)配As(mm2)80410301610表27B軸框架柱正截面配筋計算項(xiàng)目頂層二層底層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實(shí)配As(mm2)80410301811NmaxNmax=1008.9kNM=-309.7kN·mV=-108.4kNA軸柱：一層最不利內(nèi)力組合：剪跨比：取，滿足截面要求。時，取N=選用Φ8雙肢箍，mm2若按構(gòu)造要求配置箍筋：對于加密區(qū)：抗震等級為三級的框架，箍筋最小直徑為8mm，間距為8d和150(柱根100)mm的較小值。=0.090<0.85(滿足)加密區(qū)范圍：底層柱的上端和其他各層柱的兩端，應(yīng)取柱截面的長邊尺寸、柱凈高的1/6和500mm三者之最大值；底層柱柱根以上1/3柱凈高。表28框架柱斜截面配筋計算層數(shù)A軸框架柱斜截面配筋計算B軸框架柱斜截面配筋計算一層二層六層一層二層六層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時取3)3.02.932.933.02.932.93(kN)773.9773.9773.9773.9773.9773.9截面是否滿足滿足滿足滿足滿足滿足滿足0.3fcA(kN)986.7986.7986.7986.7986.7986.7N/kN(實(shí)取值)986.7793.8169.1935.2765.2189.8ASV/s(mm)000000(%)0.1360.1360.1360.1360.1360.136實(shí)配箍筋4Φ8@2004Φ8@2004Φ8@2004Φ8@2004Φ8@2004Φ8@200實(shí)配箍率(%)0.200.200.200.200.200.20加密區(qū)0.2220.2220.0470.2620.2140.053(%)0.410.410.410.410.410.41實(shí)配箍筋4Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@1004Φ8@100加密區(qū)長度620/1240500500620/12405005007.3板的截面設(shè)計由計算簡圖可知，將樓板劃分了A板，B板兩種板塊，均按照雙向板計算，按塑性理論計算。樓板混凝土強(qiáng)度等級C30，樓板鋼筋采用HRB335級鋼筋。板的尺寸支撐情況如圖10所示：圖10板區(qū)格板劃分選取板A、B、C、D進(jìn)行計算：板A：，板B：，，，跨中彎矩設(shè)計值：；支座處彎矩設(shè)計值：，配筋計算：，近似取值表29樓面板A的配筋計算項(xiàng)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實(shí)配鋼筋Φ14@200Φ14@100Φ10@200Φ10@120實(shí)配As7691539393654表30樓面板B的配筋計算項(xiàng)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實(shí)配鋼筋Φ10@200Φ10@120Φ10@200Φ10@120實(shí)配As393654393654表31屋面板A的配筋計算項(xiàng)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實(shí)配鋼筋Φ14@200Φ14@120Φ8@200Φ8@100實(shí)配As7691282251502表32屋面板B的配筋計算項(xiàng)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實(shí)配鋼筋Φ8@200Φ8@200Φ8@200Φ8@180實(shí)配As251251251279板C、D的配筋參照板B、A的配筋7.4基礎(chǔ)設(shè)計7.4.1地質(zhì)資料────────────────────────粉質(zhì)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液性指數(shù)IL=0.23壓縮性數(shù)按a1-2=0.42MPa-1壓縮模Es=7.0MPa地基承載力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液性指數(shù)IL=0.32壓縮性數(shù)按a1-2=0.45MPa-1壓縮模量Es=6.0MPa地基承載力fak=180KPa────────────────────────細(xì)砂天然含水量W=24.5%，4.7m標(biāo)準(zhǔn)貫入試驗(yàn)N63.5=20擊地基承載fak=180KPa────────────────────────粘土天然含水量W=17%天然密度1.91g/m3孔隙比e=0.420，液性指數(shù)IL=0.28壓縮性數(shù)按a1-2=0.34MPa-1壓縮模量Es=8.0MPa地基承載力fak=170kPa────────────────────────7.4.2持力層的選取根據(jù)地勘報告可知，耕土不宜作為柱下獨(dú)立基礎(chǔ)的持力層，本工程將獨(dú)立基礎(chǔ)的持力層選為第1層粉質(zhì)粘土層，地基承載力標(biāo)準(zhǔn)值f=160kN/m2。初定基礎(chǔ)截面尺寸為3m×3m，基礎(chǔ)埋深為1.8m。根據(jù)地基基礎(chǔ)設(shè)計規(guī)范相關(guān)條文規(guī)定，需要對地基承載力特征值進(jìn)行修正。砂質(zhì)粘土的地基承載力特征值深度修正系數(shù)，深度修正系數(shù)假設(shè)基礎(chǔ)底面以上的加權(quán)平均重度為由于B柱受荷面積大于A柱，故本設(shè)計對B柱下的獨(dú)立基礎(chǔ)進(jìn)行設(shè)計。根據(jù)內(nèi)力組合表中的數(shù)據(jù)可知，B柱的彎矩設(shè)計值，軸力設(shè)計值為7.4.3基礎(chǔ)配筋示意圖7.4.4計算信息(1)材料信息 基礎(chǔ)混凝土等級: C30 =1.43N/mm2 =14.3N/mm2 柱混凝土等級: C30 =1.43N/mm2 =14.3N/mm2 鋼筋級別: HRB335=300N/mm2(2)計算信息 結(jié)構(gòu)重要性系數(shù): γ 基礎(chǔ)埋深: 縱筋合力點(diǎn)至近邊距離: 基礎(chǔ)及其上覆土的平均容重: γ 最小配筋率: (3)作用在基礎(chǔ)頂部荷載標(biāo)準(zhǔn)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 永久荷載分項(xiàng)系數(shù)rg=1.00可變荷載分項(xiàng)系數(shù)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計算參數(shù)(1)基礎(chǔ)總長B=B+B=1.500+1.500=3.000m(2)基礎(chǔ)總寬By=A+A=1.500+1.500=3.000m(3)基礎(chǔ)總高H=h+h=0.300+0.300=0.600m(4)底板配筋計算高度ho=h+h－as=0.300+0.300-0.040=0.560m(5)基礎(chǔ)底面積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計算作用在基礎(chǔ)底部彎矩值 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算地基承載力(1)驗(yàn)算軸心荷載作用下地基承載力 pk=(F+G)/A=(1008.940+324.000)/9.000=148.104kPa 因γ·pk=1.0·148.104=148.104kPa≤fa=201.000kPa 軸心荷載作用下地基承載力滿足要求(2)驗(yàn)算偏心荷載作用下的地基承載力因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)確定基礎(chǔ)底面反力設(shè)計值 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 偏心荷載作用下地基承載力滿足要求7.4.8基礎(chǔ)沖切驗(yàn)算(1)計算基礎(chǔ)底面反力設(shè)計值 一、計算x方向基礎(chǔ)底面反力設(shè)計值 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、計算y方向基礎(chǔ)底面反力設(shè)計值 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、計算地基凈反力極值 Pjmax=Pmax-G/A=297.063-437.400/9.000=248.463kPa(2)柱對基礎(chǔ)的沖切驗(yàn)算 一、因(H≤800)βhp=1.0 二、x方向柱對基礎(chǔ)的沖切驗(yàn)算x沖切面積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沖切截面上的地基凈反力設(shè)計值 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方向柱對基礎(chǔ)的沖切滿足規(guī)范要求三、y方向柱對基礎(chǔ)的沖切驗(yàn)算y沖切面積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沖切截面上的地基凈反力設(shè)計值 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方向柱對基礎(chǔ)的沖切滿足規(guī)范要求7.4.9基礎(chǔ)受剪承載力驗(yàn)算計算剪力 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 基礎(chǔ)底面短邊尺寸大于柱寬加兩倍基礎(chǔ)有效高度，不需驗(yàn)算受剪承載力。7.4.10基礎(chǔ)受彎計算因Md≠0Md=0并且e≤B/6=0.243my方向單向受壓且小偏心 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計算配筋(1)計算基礎(chǔ)底板x方向鋼筋 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 選擇鋼筋,實(shí)配面積為900mm2/m。(2)計算基礎(chǔ)底板y方向鋼筋 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 選擇鋼筋,實(shí)配面積905mm2/m。參考文獻(xiàn)[1]建筑結(jié)構(gòu)荷載規(guī)范.GB50009-2012.中國建筑工業(yè)出版社，2012.[2]建筑抗震設(shè)計規(guī)范.GB50011-2010.中國建筑工業(yè)出版社，2010.[3]混凝土結(jié)構(gòu)設(shè)計規(guī)范.GB50010-2010.中國建