《恒荷載作用下的內(nèi)力計算過程案例1400字》

PAGE3恒荷載作用下的內(nèi)力計算過程案例綜述1.1彎矩分配系數(shù)計算1．確定各桿件在該節(jié)點的轉(zhuǎn)動剛度2．計算彎矩分配系數(shù)A5節(jié)點彎矩分配系數(shù)下柱EQ\f(4×43403,4×(43403+40909))=0.515右梁EQ\f(4×40909,4×(43403+40909))=0.485B5節(jié)點彎矩分配系數(shù)左梁EQ\f(4×40909,4×(40909+43403+28571))=0.362下柱EQ\f(4×43403,4×(40909+43403+28571))=0.384右梁EQ\f(4×28571,4×(40909+43403+28571))=0.253C5節(jié)點彎矩分配系數(shù)左梁EQ\f(4×28571,4×(28571+43403+40909))=0.253下柱EQ\f(4×43403,4×(28571+43403+40909))=0.384右梁EQ\f(4×40909,4×(28571+43403+40909))=0.362D5節(jié)點彎矩分配系數(shù)左梁EQ\f(4×40909,4×(40909+43403))=0.485下柱EQ\f(4×43403,4×(40909+43403))=0.515A4、A3、A2節(jié)點彎矩分配系數(shù)上柱EQ\f(4×43403,4×(43403+43403+40909))=0.34下柱EQ\f(4×43403,4×(43403+43403+40909))=0.34右梁EQ\f(4×40909,4×(43403+43403+40909))=0.32B4、B3、B2節(jié)點彎矩分配系數(shù)左梁EQ\f(4×40909,4×(40909+43403+43403+28571))=0.262上柱EQ\f(4×43403,4×(40909+43403+43403+28571))=0.278下柱EQ\f(4×43403,4×(40909+43403+43403+28571))=0.278右梁EQ\f(4×28571,4×(40909+43403+43403+28571))=0.183C4、C3、C2節(jié)點彎矩分配系數(shù)左梁EQ\f(4×28571,4×(28571+43403+43403+40909))=0.183上柱EQ\f(4×43403,4×(28571+43403+43403+40909))=0.278下柱EQ\f(4×43403,4×(28571+43403+43403+40909))=0.278右梁EQ\f(4×40909,4×(28571+43403+43403+40909))=0.262D4、D3、D2節(jié)點彎矩分配系數(shù)左梁EQ\f(4×40909,4×(40909+43403+43403))=0.32上柱EQ\f(4×43403,4×(40909+43403+43403))=0.34下柱EQ\f(4×43403,4×(40909+43403+43403))=0.34A1節(jié)點彎矩分配系數(shù)上柱EQ\f(4×43403,4×(43403+30048+40909))=0.38下柱EQ\f(4×30048,4×(43403+30048+40909))=0.263右梁EQ\f(4×40909,4×(43403+30048+40909))=0.358B1節(jié)點彎矩分配系數(shù)左梁EQ\f(4×40909,4×(40909+43403+30048+28571))=0.286上柱EQ\f(4×43403,4×(40909+43403+30048+28571))=0.304下柱EQ\f(4×30048,4×(40909+43403+30048+28571))=0.21右梁EQ\f(4×28571,4×(40909+43403+30048+28571))=0.2C1節(jié)點彎矩分配系數(shù)左梁EQ\f(4×28571,4×(28571+43403+30048+40909))=0.2上柱EQ\f(4×43403,4×(28571+43403+30048+40909))=0.304下柱EQ\f(4×30048,4×(28571+43403+30048+40909))=0.21右梁EQ\f(4×40909,4×(28571+43403+30048+40909))=0.286D1節(jié)點彎矩分配系數(shù)左梁EQ\f(4×40909,4×(40909+43403+30048))=0.358上柱EQ\f(4×43403,4×(40909+43403+30048))=0.38下柱EQ\f(4×30048,4×(40909+43403+30048))=0.2631.2恒載作用下固端彎矩計算恒載作用下梁固端計算：頂層AB跨均布荷載：=-1/12×4.142×6.62=-15.035kN.m梯形荷載：=-1/12×17.99×6.62×(1-2×1.652/6.62+1.653/6.63)=-58.161kN.m合計：-73.2kN.m頂層BC跨均布荷載：=-1/12×2.832×2.82=-1.85kN.m三角形荷載：=-5/96×15.26×2.82=-6.231kN.m合計：-8.08kN.m頂層CD跨均布荷載：=-1/12×4.142×6.62=-15.035kN.m梯形荷載：=-1/12×17.99×6.62×(1-2×1.652/6.62+1.653/6.63)=-58.161kN.m合計：-73.2kN.m標(biāo)準(zhǔn)層AB跨均布荷載：=-1/12×11.042×6.62=-40.082kN.m梯形荷載：=-1/12×15.81×6.62×(1-2×1.652/6.62+1.653/6.63)=-51.113kN.m合計：-91.2kN.m標(biāo)準(zhǔn)層BC跨均布荷載：=-1/12×2.832×2.82=-1.85kN.m三角形荷載：=-5/96×13.41×2.82=-5.476kN.m合計：-7.33kN.m標(biāo)準(zhǔn)層CD跨均布荷載：=-1/12×11.042×6.62=-40.082kN.m梯形荷載：=-1/12×15.81×6.62×(1-2×1.652/6.62+1.653/6.63)=-51.113kN.m合計：-91.2kN.m1.3恒載作用下彎矩二次分配過程彎矩二次分配過程如下：圖4-1恒載作用下的彎矩圖(kN.m)1.4恒載作用下梁柱剪力的計算恒載作用下梁簡支狀態(tài)下的支座反力計算：頂層AB跨均布荷載：=1/2×4.142×6.6=13.669kN梯形荷載：=17.99/2×(6.6-1.65)=44.525kN合計：=58.19kN頂層BC跨均布荷載：=1/2×2.832×2.8=3.965kN三角形荷載：=15.26×2.8/4=10.682kN合計：=14.65kN頂層CD跨均布荷載：=1/2×4.142×6.6=13.669kN梯形荷載：=17.99/2×(6.6-1.65)=44.525kN合計：=58.19kN標(biāo)準(zhǔn)層AB跨均布荷載：=1/2×11.042×6.6=36.439kN梯形荷載：=15.81/2×(6.6-1.65)=39.13kN合計：=75.57kN標(biāo)準(zhǔn)層BC跨均布荷載：=1/2×2.832×2.8=3.965kN三角形荷載：=13.41×2.8/4=9.387kN合計：=13.35kN標(biāo)準(zhǔn)層CD跨均布荷載：=1/2×11.042×6.6=36.439kN梯形荷載：=15.81/2×(6.6-1.65)=39.13kN合計：=75.57kN表4-1恒載作用下AB框架梁剪力(kN)層次5=58.19-(-51.29+62.19)/6.6=56.54=-58.19-(-51.29+62.19)/6.6=-59.844=75.57-(-80.48+84.31)/6.6=74.99=-75.57-(-80.48+84.31)/6.6=-76.153=75.57-(-79.41+84.09)/6.6=74.86=-75.57-(-79.41+84.09)/6.6=-76.282=75.57-(-79.99+84.38)/6.6=74.9=-75.57-(-79.99+84.38)/6.6=-76.241=75.57-(-71.8+79.8)/6.6=74.36=-75.57-(-71.8+79.8)/6.6=-76.78表4-2恒載作用下BC框架梁剪力(kN)層次5=14.65-(-19.94+19.94)/2.8=14.65=-14.65-(-19.94+19.94)/2.8=-14.654=13.35-(-14.66+14.66)/2.8=13.35=-13.35-(-14.66+14.66)/2.8=-13.353=13.35-(-14.81+14.81)/2.8=13.35=-13.35-(-14.81+14.81)/2.8=-13.352=13.35-(-14.61+14.61)/2.8=13.35=-13.35-(-14.61+14.61)/2.8=-13.351=13.35-(-18.33+18.33)/2.8=13.35=-13.35-(-18.33+18.33)/2.8=-13.35表4-3恒載作用下CD框架梁剪力(kN)層次5=58.19-(-62.19+51.29)/6.6=59.84=-58.19-(-62.19+51.29)/6.6=-56.544=75.57-(-84.31+80.48)/6.6=76.15=-75.57-(-84.31+80.48)/6.6=-74.993=75.57-(-84.09+79.41)/6.6=76.28=-75.57-(-84.09+79.41)/6.6=-74.862=75.57-(-84.38+79.99)/6.6=76.24=-75.57-(-84.38+79.99)/6.6=-74.91=75.57-(-79.8+71.8)/6.6=76.78=-75.57-(-79.8+71.8)/6.6=-74.36表4-4恒載作用下A、B軸柱剪力(kN)層次AB5=-(51.29+41.91)/3.6=-25.89=-(-42.17-35.29)/3.6=21.524=-(38.57+39.7)/3.6=-21.74=-(-34.45-34.68)/3.6=19.23=-(39.7+39.08)/3.6=-21.88=-(-34.68-34.38)/3.6=19.182=-(40.91+48.83)/3.6=-24.93=-(-35.47-41.12)/3.6=21.281=-(23.06+11.53)/5.2=-6.65=-(-20.35-10.18)/5.2=5.87表4-5恒載作用下C、D軸柱剪力(kN)層次CD5=-(42.17+35.29)/3.6=-21.52=-(-51.29-41.91)/3.6=25.894=-(34.45+34.68)/3.6=-19.2=-(-38.57-39.7)/3.6=21.743=-(34.68+34.38)/3.6=-19.18=-(-39.7-39.08)/3.6=21.882=-(35.47+41.12)/3.6=-21.28=-(-40.91-48.83)/3.6=24.93續(xù)表4-5層次CD1=-(20.35+10.18)/5.2=-5.87=-(-23.06-11.53)/5.2=6.65圖4-2恒載作用下的剪力圖(kN)1.5恒載作用下柱子軸力計算恒載作用下的柱軸力按下列公式：；，其中F為前面計算的框架柱節(jié)點荷載；為柱子右端梁剪力；為柱子左端梁剪力。表4-6恒載作用下A軸柱軸力(kN)層次5=136.631-0+56.54=193.2=193.2+0.5×0.5×3.6×25=215.74=215.7+156.245-0+74.99=446.9=446.9+0.5×0.5×3.6×25=469.43=469.4+156.245-0+74.86=700.5=700.5+0.5×0.5×3.6×25=7232=723+156.245-0+74.9=954.1=954.1+0.5×0.5×3.6×25=976.61=976.6+156.245-0+74.36=1207.2=1207.2+0.5×0.5×5.2×25=1239.7表4-7恒載作用下B軸柱軸力(kN)層次5=152.551--59.84+14.65=227=227+0.5×0.5×3.6×25=249.54=249.5+176.523--76.15+13.35=515.5=515.5+0.5×0.5×3.6×25=5383=538+176.523--76.28+13.35=804.2=804.2+0.5×0.5×3.6×25=826.72=826.7+176.523--76.24+13.35=1092.8=1092.8+0.5×0.5×3.6×25=1115.31=1115.3+176.523--76.78+13.35=1382=1382+0.5×0.5×5.2×25=1414.5表4-8恒載作用下C軸柱軸力(kN