梁柱截面设计

第5章截面设计5.1框架梁材料：1层用C352-7层及屋顶间用C30。表5-1 框架梁纵向钢筋计算表层 截

M/(kNm)As'

实配钢筋

As

'次 面A支座Bl八层AB跨间BrBC跨间A支座

-92.530.006461-76.03<046145.910.006-30.36<046128.610.02-237.980.0121256

As504414(615>414414(615>237314(461>272414(615>226314(461>1296.2520(1570>

As (％>0.82 0.370.82 0.370.280.82 0.580.430.8 0.94四层

BlAB

-207.17<0125697.730.012

1128.4520(1570>473.54420(1256>

0.8 0.940.75跨间BrBC跨间A支座Bl一

-106.94<01256133.720.012-266.290.021256-241.12<01256

1198.21520(1570>1105.6420(1256>1450.38520(1570>1313.29520(1570>

0.8 1.261.180.8 0.810.8 0.81层AB跨间BrBC跨间

153.390.017-139.87<01520174.140.103

783.45420(1256>0.651253.31520(1570>0.971.261436.01422(1520>1.22表5-2框架梁箍筋计算表REV0.25fccbh0AsvRE0.42ftbh0实配箍筋<v%）层 截次 面

S fyvh0加密区<Asv非加密区）s<sv%）1/31A72.14595.24>REV-0.67<0双肢8@100双肢8@150Bl(1.01>(0.224>8Br31.45380.74>REV-0.67<0双肢8@100双肢8@100(1.01>(0.337>A156.21595.24>REV-0.67<0双肢8@100双肢8@150Bl(1.01>(0.224>4Br101.2380.74>REV-0.67<0三肢10@100三肢10@100(2.36>(0.787>A177.98810.99>REV-0.85<0四肢8@100四肢8@150(2.01>(0.383>Bl1Br131.38518.74>REV-0.85<0四肢10@100四肢10@100(3.41>(0.974>备注：sv%nASV，其中b为梁宽，s为箍筋间距。bs5.1.1梁的正截面的受弯承载力计算[6]第1层AB跨梁的正截面受弯承载力计算，从框架梁内力组合表中分别选出AB跨跨间截面及支座截面的最不利内力，并将支座中心处的弯矩换算为支座边缘控制截面的弯矩进行配筋计算。b5E2RGbCAP支座弯矩：MA437.36205.760.70.6355.06kNm2REMA0.75355.06266.29kNmMB393.98207.120.7321.49kNm2REMB0.75321.49241.12kNm跨间弯矩取控制截面，即支座边缘处的正弯矩，由表2.32,可求得相应的剪力：V=1.3SEKSGK0.5SQK43.68kN支座边缘处的弯矩：0.6Mmax 221.99 43.68 0.7 204.52kNm2REMmax 0.75 204.52 153.39kNm当梁下部受拉时，按 T型截面设计，当梁上部受拉时，按矩形设计。翼缘计算宽度当按跨度考虑时， bf=l= 7.2=2.4m=2400mm；3 32/31按梁间距考虑时，bf/bSn35036003503003625mm；22按翼缘厚度考虑时，b12hf/35014401790mm，h0has60045555mm。根据bf/取以上三者中最小值的要求，最后取bf/=1790mm。梁内纵向钢筋选 HRB400级钢<fy=fy=360N/mm2）， b=0.518,下部跨间截面按单筋形截面计算。因为1fcbfhf(h0 hf /2)=1.0×16.7×1790×120×<555－120/2）=1775.64kNm>153.39kNm属第一类T型截面。sM'h02153.3910655520.0171fcbf1.016.71790112s1120.0170.017<b0.518As实配钢筋4

1fcbf/h01.016.717900.0175552fy360783.45mm20<2AS=1256mm）=1256/<350×555）=0.65﹪>0.25﹪, 满足要求。AS=1256mm2，计算相应的受拉钢筋面积 AS，即支座A上部Mfy/As/h0as/266.291063601256(55545)0.012s=1fcbh021.016.73505552=0.02<2s'=90=0.16说明AS足够，且达不到屈服。可近似取h0555AS=Mas')266.291061450.38mm2fy(h036055545实配钢筋520<AS=1570mm2）支座Bl上部：M241.121062AS=fy(h0as')=360(55545)=1313.29mm3/31实配钢筋5 20<AS=1256mm2）， 1570 0.81%>0.3%，满足要求。350 555第1层BC跨支座弯矩由于小于 AB跨，配筋则与AB跨相同：跨间弯矩取控制截面 rREMmax 0.75 232.18 174.14kN m当梁下部受拉时，按 T型截面设计，当梁上部受拉时，按矩形设计。翼缘计算宽度bf=l=2.4=0.8m=800㎜3 3h0 h as=400－45=355㎜梁内纵向钢筋选 HRB400级钢<fy=fy=360N/mm2）， b=0.518,下部跨间截面按单筋形截面计算。因为1fcbfhf(h0hf/2)=1.0×16.7×800×120×<355－120/2）=472.94kNm>174.14kNm属第一类T型截面。sM'h02=174.14×106/<1.0×16.7×800×3552）=0.1031fcbf查表=0.109As1fcbfh0/fy=0.109×1.0×16.7×800×355/360=1436mm2实配钢筋422<AS=1520mm2）=1520/<350×355）>0.25﹪，满足要求。第4层AB跨支座弯矩：MA372.78184.930.6317.30kNm2REMA0.75317.3237.98kNmMB332185.890.6276.23kNm2REMB0.75276.23207.17kNm跨间弯矩取控制截面，即支座边缘处的正弯矩，由表 2.32,可求得相应的剪力：V=1.3SEK SGK 0.5SQK 58.12kN支座边缘处的弯矩：Mmax147.7458.120.6130.3kNm2REMmax0.75130.397.73kNm4/31当梁下部受拉时，按 T型截面设计，当梁上部受拉时，按矩形设计。翼缘计算宽度当按跨度考虑时，bf=l=7.2=2.4m=2400mm；33按梁间距考虑时，bf/bSn30036003003003600mm；22按翼缘厚度考虑时，bh/3001440mm，h0has60045555mm。12f1740根据bf/取以上三者中最小值的要求，最后取bf/=1740mm。梁内纵向钢筋选 HRB400级钢<fy=fy=360N/mm2）， b=0.518,下部跨间截面按单筋形截面计算。因为1fcbfhf(h0 hf /2)=1.0×14.3×1740×120×<555－120/2）=1463.06kNm>97.73kNm属第一类T型截面。M97.731060.013s'h021.014.3174055521fcbf112s1120.0130.013<b0.518As实配钢筋4

1fcbf/h01.014.317400.0135552fy360498.68mm220<AS=1256mm）=1256/<350×555）=0.65﹪>0.25﹪, 满足要求。AS=1256mm2，计算相应的受拉钢筋面积 AS，即支座A上部Mfy/As/h0as/237.981063601256(55545)0.006s=1fcbh021.014.33005552=0.006<2s'=90=0.16说明AS足够，且达不到屈服。可近似取h0555AS=M237.981061296.19mm2fy(h0as')36055545实配钢筋520<AS=1570mm2）支座Bl上部：5/31AS=M207.171062'==1128.38mmfy(h0as)360(55545)实配钢筋520<AS=1256mm2），15700.81%>0.3%，满足要求。350555第4层BC跨支座弯矩由于小于AB跨，配筋则与AB跨相同。跨间弯矩取控制截面rREMmax0.75178.29133.72kNm当梁下部受拉时，按T型截面设计，当梁上部受拉时，按矩形设计。翼缘计算宽度bf=l=2.4=0.8m=800㎜33h0has=400－45=355㎜梁内纵向钢筋选HRB400级钢<fy=fy=360N/mm2），b=0.518,下部跨间截面按单筋形截面计算。因为1fcbfhf(h0hf/2)=1.0×14.3×800×120×<355－120/2）=404.98kNm>133.72kNm属第一类T型截面。sM'h02=133.72×106/<1.0×14.3×800×3552）=0.0931fcbf查表=0.098As1fcbfh0/fy=0.098×1.0×14.3×800×355/360=1105.55mm2实配钢筋420<AS=1256mm2）=1256/<300×355）>0.25﹪，满足要求。第8层AB跨支座弯矩：MA152.70.6m97.78123.37kN2REMA0.75123.3792.53kNmMB130.4897.040.6101.37kNm2REMB0.75101.3776.03kNm跨间弯矩取控制截面，即支座边缘处的正弯矩，由表 2.32,可求得相应的剪力：V=1.3SEK SGK 0.5SQK 50.24kN支座边缘处的弯矩：6/31Mmax76.2850.240.661.21kNm2REMmax0.7561.2145.91kNm当梁下部受拉时，按 T型截面设计，当梁上部受拉时，按矩形设计。l 7.23按梁间距考虑时，bf/bSn30036003003003600mm；22按翼缘厚度考虑时，bh/3001440mm，h0has60045555mm。12f1740根据bf/取以上三者中最小值的要求，最后取bf/=1790mm。梁内纵向钢筋选 HRB400级钢<fy=fy=360N/mm2）， b=0.518,下部跨间截面按单筋形截面计算。因为1fcbfhf(h0 hf /2)=1.0×14.3×1740×120×<555－120/2）=1463.06kNm>45.91kNm属第一类T型截面。sM45.911060.006'21.014.3174055521fcbfh0112s1120.0120.006<b0.518As实配钢筋3

1fcbf/h01.014.317400.0065552fy360236.77mm14<2AS=461mm）=461/<300×555）=0.28﹪>0.25﹪, 满足要求。AS=461mm2，计算相应的受拉钢筋面积 AS，即支座A上部Mfy/As/h0as/92.53106360461(55545)0.006s=1fcbh021.014.33005552=0.006<2s'=90=0.16说明AS足够，且达不到屈服。可近似取h0555AS=M92.53106503.98mm2fy(h0as')360555457/31实配钢筋4 14<AS=615mm2）支座Bl上部：AS=M=76.03106=414.11mm2fy(h0as')360(55545)实配钢筋414<AS=461mm2），6150.37%>0.3%，满足要求。300555第8层BC跨支座弯矩由于小于AB跨，配筋则与AB跨相同。跨间弯矩取控制截面rREMmax0.7538.1528.61kNm当梁下部受拉时，按T型截面设计，当梁上部受拉时，按矩形设计。翼缘计算宽度bf=l=2.4=0.8m=800㎜33h0has=400－45=355㎜梁内纵向钢筋选HRB400级钢<fy=fy=360N/mm2），b=0.518,下部跨间截面按单筋形截面计算。因为1fcbfhf(h0 hf /2)=1.0×14.3×800×120×<355－120/2）=404.98kNm>28.61kNm属第一类T型截面。sM'h02=28.61×106/<1.0×14.3×800×3552）=0.0931fcbf查表=0.02As1fcbfh0/fy=0.02×1.0×14.3×800×355/360=225.62mm2实配钢筋314<AS=461mm2）=461/<300×355）=0.28﹪>0.25﹪，满足要求。5.1.2梁斜截面受剪承载力计算第1层AB跨：rREV=177.98kN<0.25 cfcbh0

[6]=0.251.016.7350555=810.99kN故截面尺寸满足要求。第1层BC跨：rREV=131.38kN<0.25 cfcbh08/31=0.25 1.0 16.7 300 355=444.64kN故截面尺寸满足要求。梁端加密区箍筋取4肢8@100，箍筋用HPB300级钢筋，fyv=270N/mm2则0.42ftbh0fyvAsvh0=0.42×1.57×350×555+270×50.3×4/100×555S=429.29kN>177.98kN加密区长度取0.85m,非加密区箍筋取 4肢 8@150，箍筋设置满足要求。BC跨：若梁端箍筋加密区取四肢 10@100，则其承载力为：0.42×1.57×350×355+270×314/100×355=382.90kN>131.38kN由于非加密区长度较小，故全跨均可按加密区配筋。第4层AB跨：rREV=156.21<0.25 cfcbh0=0.251.014.3300555=595.24kN故截面尺寸满足要求。第4层BC跨：rREV=101.2kN<0.25 cfcbh0=0.25 1.0 14.3 300 355=380.74kN故截面尺寸满足要求。梁端加密区箍筋取 4肢 8@100，箍筋用HPB300级钢筋，fyv=270N/mm2则0.42fbhfAsvh=0.42×1.43××××4/100×555t0yvS0300555+27050.3=401.50kN>156.21kN加密区长度取0.85m,非加密区箍筋取 4肢 8@150，箍筋设置满足要求。BC跨：若梁端箍筋加密区取三肢 10@100，则其承载力为：0.42×1.43×300×355+270×236/100×355=290.17kN>101.2kN由于非加密区长度较小，故全跨均可按加密区配筋。第8层AB跨：rREV=72.14kN<0.25 cfcbh09/31=0.251.014.3300555=595.24kN故截面尺寸满足要求。第8层BC跨：rREV=31.45kN<0.25cfcbh0=0.251.014.3300355=380.74kN故截面尺寸满足要求。梁端加密区箍筋取双肢 8@100，箍筋用HPB300级钢筋，fyv=270N/mm2则0.42fbhfAsvh=0.42×1.43××××2/100×555t0yvS0300555+27050.3=250.75kN>72.14kN加密区长度取0.85m,非加密区箍筋取双肢 8@150，箍筋设置满足要求。BC跨：若梁端箍筋加密区取双肢 8@100，则其承载力为：0.42×1.43×300×355+270×50.3×2/100×355=160.39kN>31.45kN由于非加密区长度较小，故全跨均可按加密区配筋。5.2框架柱5.2.1 剪跨比和轴压比验算柱 层号 次

bh0fcMcVcmmmm2kNmkNN/mm

NkN

McNVch0fcbh860056014.3133.0773.13340.613.25>20.07A<0.75柱460056014.3190.01126.292159.662.69>20.45<0.75170066016.7490.5139.013690.075.35>20.48<0.75B860056014.3142.8384.23355.363.03>20.07<0.75460056014.3250.931772584.932.53>20.54<0.75柱170066016.7516.39164.564440.424.75>20.58<0.755.2.2 正截面承载力计算第1层B柱：M516.39106254.79mme02533.43103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=700/30=23.3mm10/31ei=e0+ea=254.79+23.3=278.09mm,l0=5.13m因l0/h=5.13103/700=7.33>5,故考虑偏心距增大系数。0.5fcbh0.516.770021.62>1.0，取c1.0cN2533.431031fcbh0b1.016.77006600.5183996.58kN>N=2533.43kN，故截面为大偏心受压。计算ei。1lc21ns1c113007.3321.01.098M2ea/h0h254.7923.33/6601300NCm0.70.3M10.85M2MCmnsM20.851.098516.391.25602.43kNme0M602.43106237.79mmN2533.43103则eie0ea237.7923.33261.12mm对称配筋，计算As和As：xN2533.43103216.72mm>2as=80mm1fcb1.016.7700eeihas261.1235040526.12mm，将上述参数代入式2AsAsNe1fcbxh00.5xfyh0as2533.43103526.121.016.7700216.72660216.72236066040<0故应按照构造配筋，又minbh0.002700700980mm2，则选配420(1256mm2>,总配筋率31256sv7000.82%。660再按Nmax及相应的M一组计算N4440.64kN，M22.88kNm，=1.01fcbh0b1.016.77006600.5183996.58kN<N4440.64kN,故截面为小偏心受11/31压。计算 ei：M22.881065.15mme04440.64103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=700/30=23.3mmei=e0+ea=254.79+23.3=278.09mm,l0=5.15m因l0/h=5.15103/700=7.36>5,故考虑偏心距增大系数。0.5fcbh0.516.770020.921cN4440.641031lc211120.9211.89nsMhc7.36213005.1523.33/6601300ea/h0NCm0.7M11.00.3M2MCmnsM21.01.8922.8843.24kNme0M43.241069.74mmN4440.64103则eie0ea9.7423.3333.07mm对称配筋，计算As和As：eeihas261.1235040526.12mm，2Nbfcbh0b=0.570>b0.518Ne0.43fcbh02fcbh0(0.8b)(h0as')将上述参数代入式12/31AsAsNe1fcbxh00.5xfyh0as4440.64103343.071.016.77000.576606600.576602360660401233.70mm2又minbh0.002700700980mm2，则选配420(1256mm2>,总配筋率312560.82%。sv700660第1层A柱：e0M490.5106207.69mmN2952.06103ea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=700/30=23.3mmei=e0+ea=207.69+23.3=278.09mm,l0=5.13m因l0/h=5.13103/700=7.33>5,故考虑偏心距增大系数。0.5fcbh0.516.770021.39>1.0，取c1.0cN2952.061031fcbh0b1.016.77006600.5183996.58kN>N=2952.06kN，故截面为大偏心受压。计算ei。2ns11lcc1130017.3321.01.12M2eah207.6923.33/6601300N/h0Cm0.70.3M10.79M2MCmnsM20.791.124901.25541.94kNme0M541.94106183.58mmN2952.06103则eie0ea183.5823.33206.91mm13/31对称配筋，计算As和As：xN2952.06103=80mm1fcb1.016.7252.53mm>2as700eeihas206.9135040516.91mm，将上述参数代入式2AsAsNe1fcbxh00.5xfyh0as2952.06103516.911.016.7700252.33660252.33236066040<0故应按照构造配筋，又minbh0.002700700980mm2，则选配420(1256mm2>,总配筋率sv312560.82%。700660非地震组合情况中，由于无水平荷载效应，故不必进行调整，且取l0=7.36>5，则应h考虑。已知，N3788.6kN,M26.95kNm。e0M26.951067.11mmN3788.6103ea取20和偏心方向截面尺寸的1/30两者中的较大值，ea=700/30=23.3mmei=e0+ea=7.11+23.3=30.44mm,l0=5.13m因l0/h=5.13103/700=7.33>5,故考虑偏心距增大系数。0.5fcbh0.516.770021.08>1.0，取c1.0cN3788.61031fcbh0b1.016.77006600.5183996.58kN>N=3788.6kN，故截面为大偏心受压。计算 ei。1lc21ns1c17.3321.01.9M2h13007.1123.33/6601300ea/h0NCm0.70.3M10.99M214/31MCmnsM20.991.926.9550.69kNme0M50.6910613.38mmN3788.6103则eie0ea13.3823.3336.71mm对称配筋，计算As和As：xN3788.61031fcb1.016.7324.09mm>2as=80mm700eeihas36.7135040346.71mm，将上述参数代入式2AsAsNe1fcbxh00.5xfyh0as3788.6103346.711.016.7700324.09660324.09236066040<0故应按照构造配筋，又minbh0.002700700980mm2，则选配420(12562。mm>第2层B柱：节点左右梁端弯矩：393.98207.120.72321.49kNm230.87189.750.72164.46kNm节点上下柱端弯矩：283.90 200.82 0.12 259.80kNm275.01 164.56 0.6 0.12 196.02kNmMB柱=259.8+196.02=455.82kNmMB梁=485.95kNm1.5×MB梁=1.5485.95=728.93kNmMb上柱247.09752.85431.0kNm431.6rREMB上柱0.8431344.8kNm15/31Mb下柱752.85184.51321.85kNm431.6rREMB下柱0.8321.85257.48kNmM332.37106151.78mmmme02189.85103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，600/30=20mm，取ea=20mmei e0 ea 151.78 20 171.78mm柱的计算长度：u10.82=2.54，l10.812.29=2.224.545.5134.909L010.15（ul）H=10.15（2.542.22）3=5.14m取lc为5.14m。因lc/h=5.14103/600=8.57>5,故考虑偏心距增大系数。c0.5fcbh0.514.360021.18>1.0，取c1.0N2189.851031fcbh0b1.014.36005600.5182488.89kN>N=2189.85kN，故截面为大偏心受压。计算ei。2ns11lcc118.5721.01.184M2ea/h0h1300171.78/5601300NCm0.70.3M10.93M2MCmnsM20.931.18332.37365.98kNme0M365.98106167.13mmN2189.85103则eie0ea167.1320187.13mm16/31对称配筋，计算As和As：xN2189.85103255.23mm>2as=80mm1fcb1.014.3600eeihas447.13mm，将上述参数代入式2Ne1fcbxh00.5xAsAsfyh0as2189.85103447.131.014.3600255.23560255.23236056040=172.43mm2<minbh0.002600600720mm2故应按照构造配筋，则选配418(1017mm2>再按Nmax及相应的M一组计算，其中M60.15kNm,N3806.74kN.节点上下柱端弯矩：60.15 38.850.12 55.49kNm45.74 13.38 0.6 0.12 39.32kN m此组内力是非地震组合情况，且无水平荷载作用，故不必进行调整，且取L0=1.253=3.75mM55.4910614.58mme03806.74103Nei 14.58 20 34.58mml0/h=3.75103/600=6.25>5,故考虑偏心距增大系数。1fcbh0b1.014.36005600.5182488.89kN<N3806.74kN,故截面为小偏心受压。0.5fcbh0.514.36002cN3806.741030.6761211lc12nshc130014.5820/5606.250.6761.33M2ea/h01300NCmM10.9810.70.3M217/31MCmnsM20.9811.3355.4972.35kNme0M72.3510619mmN3806.74103则eie0ea192039mm对称配筋，计算As和As：has3930040299mm，eei2Nbfcbh0b=0.8>b0.518Ne0.43fcbh02fcbh0(0.8b)(h0as')将上述参数代入式AsAsNe1fcbxh00.5xfyh0as3806.741032991.014.36000.85605600.85602 <0，故需按照构造配筋，360 560 40则选配418(1017mm2>,总配筋率sv310170.91%。600560备注：按照上式计算式，应满足，N>1fcbh0b和Ne>0.43fcbh02故按构造配筋，且应满足min=0.8﹪，单侧配筋率min0.2﹪。第2层A柱：A节点梁端弯矩：437.36250.760.70.6kNm；2355.061.5M梁1.5355.06532.59kNm。上、下柱端弯矩：-216.68+141.92×0.12=-199.65kNm178.03-139.01×0.60.12=111.31kNmM柱310.96kNm；MA上柱199.65341.95kNm532.59310.9618/31MA下柱532.59111.31190.64kNm310.96rREMA上柱0.8341.95273.56kNmrREM下柱0.8190.64152.51kNmM273.56kNm;N2510.03kN。e0M273.56106108.99mmN2510.03103ei108.9920128.99mm，柱的计算长度u10.82.4,l10.812.292.0944.545.5132l010.15ulH10.152.42.0935.02m，长细比l0h5.020.68.37>5，所以应考虑。0.5fcbh0.514.360021.025,c2510.03103N取c1.01fcbh0b1.014.36005600.5182488.89kN<2510.03kN,故此截面为小偏心受压。1lc21ns1c113008.3721.01.281300M2eah128.99/560N/h0Cm0.70.3M10.88M2MCmnsM20.881.28273.56307.18kNme0M307.18106122.38mmN2510.03103则eie0ea122.3820142.38mm对称配筋，计算As和As：has142.3830040402.38mm，eei219/31Nbfcbh0b=0.524>b0.518Ne0.43fcbh02fcbh0(0.8b)(h0as')将上述参数代入式AsAsNe1fcbxh00.5xfyh0as2510.03103402.381.014.36000.5245605600.5245602<0，故需按照构造36056040配筋，则选配418(1017mm2>,总配筋率sv310170.91%。600560非地震一组：M71.45kNm,N3241.36kN,lch3.750.66.25>5，故应考虑。1fcbh0b1.014.36005600.5182488.89kN<3241.36kN,故此截面为小偏心受压。节点上下柱端调整：71.4545.490.1265.99kNm；53.8915.760.70.1244.75kNm。M65.99106120.36mm；ea20mm；ei20.362040.36mme03241.36103N0.5fcbh0.514.360020.794cN3241.361032ns11lcc116.2520.7941.3311300M2eah130040.36/560N/h0Cm 0.7 0.3

M

0.973M

2MCmnsM20.9731.33165.9985.46kNme0M85.4610626.37mmN3241.36103则eie0ea26.372046.37mm20/31对称配筋，计算As和As：ehas46.3730040300.37mm，ei2Nbfcbh0b=0.571>b0.518Ne0.43fcbh02fcbh0(0.8b)(h0as')将上述参数代入式AsAsNe1fcbxh00.5xfyh0as3241.36103300.371.014.36000.5715605600.5715602<0，故需按照构造36056040配筋，则选配418(1017mm2>,总配筋率31017sv0.91%。560第4层A柱和B柱的计算方法与以上的计算方法相同，比如柱端的弯矩调整方法，在此不一一列出，计算如下：第四层B柱：M309.23kNm;N1587.94kNM309.23106194.74mme01587.94103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=600/30=20mmei=e0+ea=194.74+20=214.74mm,l0=5.29m因l0/h=5.29103/600=8.82>5,故考虑偏心距增大系数。0.5fcbh0.514.36002>1.0，取c1.0cN1587.941031.621fcbh0b1.014.36005600.5182488.89kN>N=1587.94kN，故截面为大偏心受压。计算 ei。21/31121ns1lcc18.8221.01.156M2h1300ea/h0214.74/5601300NCm0.70.3M10.92M2MCmnsM20.921.156309.23328.87kNme0M328.87106207.11mmN1587.94103则eie0ea207.1120227.11mm对称配筋，计算As和As：xN1587.941031.014.3185.07mm>2as=80mm1fcb600eeihas227.1130040487.11mm，将上述参数代入式2AsAsNe1fcbxh00.5xfyh0as1587.94103487.111.014.3600185.07560185.07360560402166.74mm2故应按照构造配筋，又minbh0.002600600720mm2，则选配418(1017mm2>,总配筋率31017sv6000.91%。560再按Nmax及相应的M一组计算N2664.6kN，M59.06kNm，=1.01fcbh0b1.014.36005600.5182488.89kN<N2664.6kN,故截面为小偏心受压。上下柱端弯矩调整：59.06-39.37×0.12=54.34kNm；60.74-39.93×<0.6-0.12）=41.57kNm计算 ei：M54.3410620.39mme02664.65103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=600/30=20mm22/31ei=e0+ea=20.39+20=40.39mm,l0=3.75m因l0/h=3.75103/600=6.25>5,故考虑偏心距增大系数。0.5fcbh0.514.36006001.93>1.0，取c1.0cN2664.61032ns11lcc1130016.2521.01.42M2ea/h0h40.39/5601300NCm0.70.3M11.0M2MCmnsM21.01.4254.3477.16kNme0M77.1610628.96mmN2664.6103则eie0ea28.962048.96mm对称配筋，计算As和As：has48.9630040308.96mm，eei2Nbfcbh0b=0.587>b0.518Ne0.43fcbh02fcbh0(0.8b)(h0as')将上述参数代入式AsAsNe1fcbxh00.5xfyh0as2664.6103308.961.014.36000.435605600.43560236056040<0，故选择按构造配筋。又minbh0.002600600720mm2，则选配418(1017mm2>,总配筋率31017。sv0.91%600560第四层A柱：M216.3kNm;N1727.73kNm23/31M216.3106125.19mme01727.73103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=600/30=20mmei=e0+ea=125.19+20=145.19mm,l0=3.75m因l0/h=3.75103/600=6.25>5,故考虑偏心距增大系数。0.5fcbh0.514.360021.0cN1727.731031.489>1.0，取c1fcbh0b1.014.36005600.5182488.89kN>N=1727.73kN，故截面为大偏心受压。计算 ei。2ns11lcc116.2521.01.121300M2ea/h0h1300145.19/560NCm0.70.3M10.96M2MCmnsM20.961.12216.3231.74kNme0M231.74106134.13mmN1727.73103则eie0ea134.1320154.13mm对称配筋，计算As和As：xN1727.731031fcb1.014.3197.23mm>2as=80mm600eeihas154.1330040414.13mm，将上述参数代入式2AsAsNe1fcbxh00.5xfyh0as1727.73103414.131.014.3600197.23560197.23236056040<024/31故应按照构造配筋，又minbh0.002600600720mm2，则选配418(1017mm2>,310170.91%。总配筋率sv560600非地震组合情况中，由于无水平荷载效应，故不必进行调整，且取l0h=6.25>5，则应考虑。已知，N2271.19kN,M67.67kNm。67.6745.110.1262.26kNm；67.6745.720.60.1245.72kNmM62.2610627.41mme02271.19103Nea取20和偏心方向截面尺寸的 1/30两者中的较大值，ea=600/30=20mmei=e0+ea=27.41+20=47.41mm,l0=3.75m因l0/h=3.75103/600=6.25>5,故考虑偏心距增大系数。0.5fcbh0.514.360021.13>1.0，取c1.0cN2271.191031fcbh0b1.014.36005600.5182488.89kN>N=2271.19kN，故截面为大偏心受压。计算 ei。1lc21ns1c113006.2521.01.3351300M2ea/h0h47.41/660NCm0.70.3M11.0M2MCmnsM21.01.33562.2684.36kNme0M84.3610637.14mmN2271.19103则eie0ea37.142057.14mm对称配筋，计算As和As：xN2271.191031fcb1.014.3264.71mm>2as=80mm60025/31eeihas57.1430040317.14mm，将上述参数代入式2AsAsNe1fcbxh00.5xfyh0as2271.19103317.141.014.3600264.71560264.71236056040<0故应按照构造配筋，又minbh0.002600600720mm2，则选配418(10172。mm>第8层B柱：N251.10kN,M83.95kNme0M83.95106334.33mm，eie0ea354.33mmN251.10103c0.5fcbhc1.0，lc6.25N10.25>1.0，取h2ns11lcc1130016.2521.01.047M2ea/h0h354.33/5601300NCm0.70.3M10.844，MCmnsM20.8441.04783.9574.18kNmM2e0M74.18106295.44mm，eieae020295.44315.44mmN251.1103xN251.1010329.27mm<2as80mm1fcb1.014.3600Neihas22AsAs<0，则应按构造配筋，418(1017。fyh0asmm>非震作用下M53.13106MB58.12kNm,N385.56kN,e0N385.56103137.81mm，1fcbh0b1.014.36005600.5182488.89kN<385.56kN26/3158.1241.560.1253.13kNm，ei157.81mm，lc=6.25，c1.01hns113006.2521.01.11157.81/560Cm1.04，MCmnsM21.041.1153.1361.33kNm；e061.33106159.08mm；ei179.08mm，385.56103xN385.5610344.93mm<2as1fcb1.014.3600AsAsNe1fcbx10.5x<0，则按构造配筋418(10172。fyh0asmm>第8层A柱：N272.48kN,M77.45kNm1fcbh0b1.014.36005600.5182488.89kN>272.48kN(大偏心>e0M77.45106284.24mm，ei284.2420304.24mm，c1.0N272.48103ns1130016.2521.01.06304.24/560Cm1.25，MCmnsM21.251.05577.45102.14kNm；e0102.14106374.84mm；ei394.84mm，272.48103xN272.4810331.75mm<2as=80mm21fcb1.014.3600Neihas272.48103AsAs2394.843004022fyh0as3605604079.8mm<720mm故应按照构造配筋，选配418(10172。mm>非震作用下，M69.15kNm,N370.84kN,1fcbh0b1.014.36005600.5182488.89kN>370.84kN，故此截面为大偏心受压。27/31上下柱节点弯矩调整69.1551.130.1263.01kNm；66.6744.780.60.1245.18kNme063.01106169.91mm；ei189.91mm；370.84103c0.5fcbh0.514.360026.94>1.0，取c1.0N370.84103ns116.2521.01.0891300189.91/560M1Cm 0.70.31.07。MCmnsM1.071.08963.0