毕业设计某六层商场建筑扩初图含计算书

某小区框架结构商场结构计算书一、工程概况：本设计为北京某小区框架结构商场。1、建筑层数及层高：6层、底层层高5.100m，其余层高为4.200m。2、结构形式：框架结构。二、建筑的耐火等级、安全等级、设计使用年限、混凝土的环境类别等：1、建筑耐火等级为一级。2、建筑结构安全等级为二级。3、建筑结构的设计使用年限为50年。4、建筑抗震设防类别：乙类。5、地基基础设计等级：乙级。6、混凝土结构的环境类别：一般环境（Ⅰ类），环境作用等级：轻微（Ⅰ-A）。基础环境作用等级：轻度（Ⅰ-B）。三、自然条件：1、基本风压：0.45kN/m2，地面粗糙度：C类。2、基本雪压：0.4kN/m2。3、地震基本烈度：8度（0.20g）；设计地震分组第一组；建筑场地类别为Ⅱ类，属于抗震有利地段。框架抗震等级为二级；抗震构造措施提高一度，抗震等级按一级考虑。柱网如下图所示：四、框架结构承重方案的选择：竖向荷载的传力途径：楼板的均布活载和恒载经次梁间接或直接传至主梁，再由主梁传至框架柱，最后传至地基。根据以上楼盖的平面布置及竖向荷载的传力途径，本框架的承重方案为纵横向框架承重方案。框架结构的计算简图如下：五、主要结构材料：1、墙体（1）±0.000以上墙体：填充外墙体：采用M7.5混合砂浆砌250厚MU5轻集料混凝土空心小砌块；填充内墙体：采用M7.5混合砂浆砌200厚MU5轻集料混凝土空心小砌块。外墙贴90厚聚苯板。（2）±0.000以下墙体：采用M10水泥砂浆砌MU10烧结普通砖。2、混凝土（1）屋面框架梁、楼屋面板、框架柱、除特别注明者外混凝土强度等级均采用C30；最大水胶比0.55。（2）构造柱、水平系梁、雨篷、过梁采用C25，最大水胶比0.60。（3）基础垫层：C15素混凝土；基础及基础拉梁混凝土强度等级采用C30，最大水胶比0.55。六、梁、柱截面尺寸的初步确定1、梁截面尺寸初估L=7500mmh=(1/10~1/12)L，取h=700mmb=(1/3~1/2)h，取b=300mm即主梁截面尺寸为：b×h=300mm×700mm2、框架柱的截面尺寸初估根据地震作用下轴压比计算得，截面为600mm×600mm。七、框架侧移刚度的计算1、横梁线刚度Ib的计算类别Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）EcI0/l（N·mm）1.5EcI0//l（N·mm）2EcI0/l（N·mm）横跨3.0×104300×7005.40×109957002.84×101104.26×101105.68×101102、纵梁线刚度Ib的计算类别Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）EcI0/l（N·mm）1.5EcI0//l（N·mm）2EcI0/l（N·mm）纵跨3.0×104300×7005.4×10972002.25×101103.38×101104.50×101103、柱线刚度Ic的计算I=bh3/12层次hc（mm）Ec（N/mm2）b×h（mm×mm）Ic（mm4）EcIc/hc（N·mm）172003.0×104600×6002.001×1001012.50×100102～642003.0×104600×6001.080×100109.00×10110八、各层横向侧移刚度计算(D值法)1、底层（1）、A-2、A-3、A-4、A-5、D-2、D-3、D-4、D-5（8根）K=5.68/12.5=0.454αc=(0.5+K)/(2+K)=0.3895．685．6812．54．2612．5Di1=αc×12×ic/h4．2612．5=0.389×12×12.5×1010/48002=25326（2）、A-1、A-6、D-1、D-6（4根）K=4.26/12.5=0.341αc=(0.5+K)/(2+K)=0.359Di2=αc×12×ic/h2=0.359×12×12.5×1010/480022．54．262．54．2612．5（3）、B-1、C-1、B-6、C-6（4根）K=（4,26+2.5）/12.5=0.541αc=(0.5+K)/(2+K)=0.410Di3=αc×12×ic/h2=0.41×12×12.5×1010/480025．683．345．683．3412．5（4）、B-2、C-2、B-3、C-3、C-4、B-4、C-5、B-5（8根）K=（3.34+5.68）/12.5=0.722αc=(0.5+K)/(2+K)=0.449Di4=αc×12×ic/h2=0.449×12×12.5×1010/48002=29218∑D1=25326×8+23382×4+29218×8+26667×4=6365485．6895．685．6895．68（1）、A-2、A-3、A-4、A-5、D-2、D-3、D-4、D-5（8根）K=5.68×2/（9×2）=0.631αc=K/(2+K)=0.24Di1=αc×12×ic/h2=0.24×12×9×1010/360024．2694．2694．26（2）、A-1、A-6、D-1、D-6（4根）K=4.26×2/（9×2）=0.473αc=K/(2+K)=0.191Di2=αc×12×ic/h2=0.191×12×9×1010/360024．262．54．262．594．264．26（3）、B-1、C-1、B-6、C-6（4根）K=（4,26+2.5）×2/9×2=0.751αc=(0.5+K)/(2+K)=0.273Di3=αc×12×ic/h2=0.273×12×9×1010/36002=227525．683．345．683．3495．683．34K=（3.34+5.68）×2/（9×2）=1.002αc=K/(2+K)=0.334Di6=αc×12×ic/h2=0.334×12×9×1010/36002=27796∑D2=19989×8+15950×4+27796×8+22752×4=729530∑D1/∑D2=636548/491585>0.7，故该框架为规则框架。九、重力荷载代表值的计算1、荷载计算查《建筑结构荷载规范》（GB50009-2001）（2006年版）可取：屋面恒荷载标准值（上人）4厚SBS改性沥青防水卷材(着色涂料保护层)0.35×0.004=0.0014KN/m220厚1:3水泥砂浆找平层20×0.02=0.4KN/m21:6水泥焦渣找2%坡(最薄处30厚)14.3×0.03=0.42KN/m260厚聚苯乙烯泡沫板0.5×=0.03KN/m2钢筋混凝土板100厚25×0.1=2.5KN/m220厚板底抹灰0.02×17=0.35KN/m2合计3.7KN/m21-5层楼面：瓷砖地面（包括水泥,粗砂打底）0.55KN/m2100厚钢筋混凝土板25×0.10=2.5KN/m220厚板底抹灰0.02×17=0.34KN/m2合计3.39KN/m2屋面及楼面可变荷载标准值：不上人屋面均布活荷载标准值0.7KN/m2楼面活荷载标准值2.0KN/m2屋面雪荷载标准值0.45KN/m2梁柱密度25KN/m2轻集料空心砌块5.0KN/m32、重力荷载代表值的计算（1）梁、柱类别净跨（mm）截面（mm）密度（KN/m3）体积（m3）β数量(根)单重（KN）总重（KN）横梁7500300×600250.91.051222.5283.51700250×400250.171.0564.2526.78纵梁6500300×600251.171.052029.25614.25次梁5400300×450250.731.051018.23191.42类别计算高度（mm）截面（mm）密度（KN/m3）体积（m3）β数量（根）单重（KN）总重（KN）柱4200700×700252.3521.102458.81552.3外墙体250mm厚轻集料空心砌块，外贴90厚聚苯板，内墙为20mm厚抹灰,则外墙单位墙面重力荷载为0.5+5×0.25+17×0.02=2.09KN/m2内墙为200mm厚陶粒空心砌块,两侧均为20mm抹灰,则内墙单位墙面重力荷载为5×0.2+17×0.02×2=1.68KN/m2（2）内外填充墙重的计算横墙：AB跨、CD跨墙：外墙厚250mm，计算长度5000mm，计算高度4200-700=3500mm。单跨体积：0.25×5×3=3.75m3单跨重量：3.75×5=18.75KN数量：4总重：18.75×4=75KNBC跨墙：外墙厚250mm，计算长度1700mm，计算高度3600-600=3000mm。单跨体积：（1.7×3-0.9×1.8）×0.25=0.87m3单跨重量：0.87×5=4.35KN数量：2总重：4.35×2=8.7KNAB跨、CD跨墙：内墙厚200mm，计算长度5000mm，计算高度3600-600=3000mm。单跨体积：0.2×5×3=3m3单跨重量：3×5=15KN数量：15总重：15×15=300KN纵墙：外墙：单个体积：[（6.5×3.0）-（1.8×2.1×2）]×0.25=2.99m3数量：8总重：2.99×8×5=119.4KN内纵墙：1：(6.5×3.0×7.5-1×2.1×2)×0.2×5=114.75m32:0.2×5.5×3×8×5+0.2×5.5×3.15×5×5=218.63KN厕所墙：0.2×4.8×3.48×5×3=50.11KN3、楼板恒载、活载计算（楼梯间按楼板计算）面积：(3.6-0.6)×(5.4-0.6)×20+(2.4-0.6)×(7.2×5-0.6-0.25×4)=349.92（m2）恒载：39.3×349.92=1186.23KN活载：2.0×3349.922=699..84KN十、风荷载作用下下内力分析1、风荷载计算风压标准值计算公公式w=βzw0ussuz基本风压0.455KN/m22,风载体型变变化系数us=11.3,风震系数βz=1..0,查表,uz可查荷载规规范,地面粗糙类类别为C类,将风荷载换换算成作用于于框架节点上上的集中荷载载,计算过程如如下表,表中z为框架节点点至室外地面面的高度,A为一品框架架各层节点的的受风面积，计计算结果见下下图风荷载计算层次βzusz(m)uzw0（KN/m）APW=w0A61.01.322.80.880.419.448.951.01.319.20.820.425.9211.0541.01.315.60.750.425.9210.131.01.312.00.740.425.929.9721.01.38.40.740.425.929.9711.01.34.80.740.427.5410.62、风荷载作用下，横横向框架的内内力分析各层柱端弯矩及剪剪力计算（中中柱）层次hi（m）Vi（KN）∑Dij（N/mmm）边柱Di2（N/mm）Vi2（KN）kY（m）Mbi2（KNN·m）Mui2（KNN·m）64.28.9156688227521.290.7510.41.862.7954.219.95156688227522.890.7510.434.475.9344.230.05156688227524.360.7510.436.758.9534.240.02156688227525.800.7510.459.4011.4824.249.99156688227527.250.7510.47512.4013.7015.160.59170206266673.440.5410.731.8813.67各层柱端弯矩及剪剪力计算（边边柱）层次hi（m）Vi（KN）∑Dij（N/mmm）边柱Di1（N/mm）Vi1（KN）ky（m）Mbi1（KN·m）Mui1（KNN·m）64.28.9156688277961.581.0020.351.993.7054.219.95156688277963.531.0020.45.087.6244.230.05156688277965.321.0020.458.6210.5334.240.02156688277967.081.0020.4511.5014.0223.649.99156688277968.851.0020.515.9315.9314.860.591702062921810.400.7720.6331.4518.47十一、横向水平荷荷载作用下框框架结构的内力和侧移移计算7.1横向自振周周期的计算横向自振周期的计计算采用结构构顶点的假想想位移法。基本自振周期T11（s）可按下式式计算：T1=1.7ψT（uT）1/2注：uT假想把集中在各层层楼面处的重重力荷载代表表值Gi作为水平荷荷载而算得的的结构顶点位位移。ψT结构基本自振周期期考虑非承重重砖墙影响的的折减系数，取0.8。uT按以下公式计算：：VGi=∑Gk（△u）i=VGi/∑DDijuT=∑（△u）k注：∑Dij为第ii层的层间侧侧移刚度。（△u）i为第i层的层间侧移。（△u）k为第k层的层间侧移。s为同层内框架柱的的总数。结构顶点的假想侧侧移计算过程程见下表，其其中第六层的的Gi为G6和Ge之和。结构顶点的侧移计计算层次Gi（KN）VGi（KN）∑Di（N/mm）△ui（mm）ui（mm）6400140014915858．139165．24954185816849158516．616157．11441851237149158533．679115．328341851655649158533．679115．328241852074149158542．19281．649143752511663654839．45739．457T1=1.7ψT（uT）1/2=1.7×00.8×(00.1652249)1//2=0.553(ss)1、水平地震作用及及楼层地震剪剪力的计算本结构高度不超过过40m，质量量和刚度沿高高度分布比较较均匀，变形形以剪切型为为主，故可用用底部剪力法法计算水平地地震作用。2、结构等效总重力力荷载代表值值GeqGeq=0.85∑∑Gi=0.85×（44375+44185×44+40011）=21348.66（KN）3、计算水平地震影影响系数а1查表得二类场地近近震特征周期期值Tg=0.355s。Tg=0.35<T11=0.5553<5Tg=1.775查表得设防烈度为为8度的аmax=0..16а1=（Tg/T1）0.9ааmax=（0.355/0.5553）0.9×0..16=0.10664、结构总的水平地地震作用标准准值FEkFEk=а1Geqq=0.1066×213448.6=2262..9516（KN）因1.4Tg=1..4×0.335=0.449s<T11=0.5553s，所以应考考虑顶部附加加水平地震作作用。顶部附附加地震作用用系数δn=0.08T1++0.07==0.08××0.5533+0.077=0.11142△F6=0.1142××2262..95=2558.5199KN各质点横向水平地地震作用按下下式计算：Fii=GiHiFEk（1-δn）/（∑GkHk）=43422.333（KN）地震作用下各楼层层水平地震层层间剪力Vi为Vii=∑Fk（i=1，2，…n）计算过程如下表：：各质点横向水平地地震作用及楼楼层地震剪力力计算表层次Hi（m）Gi（KN）GiHi（KN·m）GiHi/∑GjHjFi（KN）Vi（KN）622.8400191222.80.266533.203533.203519.24185803520.234469.0531002.2566415.64185652860.190380.8551383.1111312.04185502200.146292.6571675.768828.44185351540.102204.4601880.228815062124.2802004.5077∑343234.88各质点水平地震作作用及楼层地地震剪力沿房房屋高度的分分布见下图：：（具体数值见上表表）5、多遇水平地震作作用下的位移移验算水平地震作用下框框架结构的层层间位移（△u）i和顶点位移ui分别按下列列公式计算：：（△u）i=Vi/∑DDijui=∑（△u）k各层的层间弹性位位移角θe=（△u）i/hi，根据《抗抗震规范》，考考虑砖填充墙墙抗侧力作用用的框架，层层间弹性位移移角限值[θe]<1//550。计算过程如下表：：横向水平地震作用用下的位移验验算层次Vi（KN）∑Di（N/mm）（△u）i（mm）ui（mm）hi（mm）θe=（△u）i/hi6533.2034915851.08516.3236000.0003051002.25664915852.03915.23536000.000566641383.11114915852.81313.19636000.0007831675.76884915853.40910.38336000.0009521880.22884915853.8256.97436000.0010612004.50886365483.1493.14948000.0006由此可见，最大层层间弹性位移移角发生在第第二层，1/0.000106<<0.001181，满足规范范要求。6、水平地震作用下下框架内力计计算（1）框架柱端剪力及及弯矩分别按按下列公式计计算Vij=DijVi/∑DijMbij=Vijj*yhMuij=Vij（1-y）hy=yn+y1++y2+y3注：yn框架柱的标准反弯弯点高度比。y1为上上下层梁线刚刚度变化时反反弯点高度比比的修正值。y2、yy3为上下层层层高变化时反反弯点高度比比的修正值。y框架柱柱的反弯点高高度比。底层柱需考虑修正正值y2，第二层柱柱需考虑修正正值y1和y3，其它柱均均无修正。下面以2，3，44，5轴线横向框框架内力的计计算为例：各层柱端弯矩及剪剪力计算（边边柱）层次hi（m）Vi（KN）∑Dij（N/mmm）边柱Di1（N/mm）Vi1（KN）ky（m）Mbi1（KN·m）Mui1（KNN·m）64.2533.2034915851998921.6810.6310.265520.7257.3354.21002.25664915851998940.7510.6310.365553.6293.0844.21383.11114915851998956.2370.6310.4080.98121.4734.21675.76884915851998968.0360.6310.45110.22134.7124.21880.22884915851998976.4500.6310.475130.73144.4915.12004.50886365482532681.5030.4540.773226.8188.81例：第六层边柱的的计算：Vi1==176811×12411.908//7626000=28..794（KN）y=yn=0.118（m）（无修正）Mbii1=28..794×00.18×33.6=188.66（KN*m）Muii1=28..794×（1-0.118）×3.6==85.000（KN*m）各层柱端弯矩及剪剪力计算（中中柱）层次hi（m）Vi（KN）∑Dij（N/mmm）中柱Di2（N/mm）Vi2（KN）kY（m）Mbi2（KNN·m）Mui2（KNN·m）64.2533.2034915852779630.1571.0020.3537.9970.5654.21002.25664915852779656.6711.0020.481.61122.4144.21383.11114915852779678.2011.0020.45126.68154.8434.21675.76884915852779694.7481.0020.45153.49187.6024.21880.228849158527796106.3081.0020.50191.35191.3515.12004.508849158529218113.3350.7220.65353.61190.407、梁端弯矩、剪力力及柱轴力分分别按以下公公式计算Mlb=iilb（Mbi+1，j+Mui，j）/（ilb+irb）Mrb=irb（Mbi+1，j+Mui，j）/（ilb+irb）Vb=（Mlb+Mrb）/lNii=∑（Vlb-Vrb）k具体计算过程见下下表：梁端弯矩、剪力及及柱轴力的计计算层次边梁中梁柱轴力MlbMrblVbMlbMrblVb边柱N中柱N657.3344.435.7017.8548.1748.172.4021.78-17.85-2.465143.96128.197.2037.6995.1595.152.4049.46-55.54-14.234214.60192.287.2056.85142.72142.722.4072.91-112.39-30.293270.56253.437.2072.58188.10188.102.4096.9-184.97-54.612299.26270.917.2082.80201.08201.082.40106.38-267.77-81.751347.06304.427.2080.71225.95225.952.40117.71-348.48-118.75例：第六层：边梁Mlb==Mu6=85.000KN··mMrb=1113.08**4.5/（4.5+33.34）=64.991KN··m走道梁Mllb=Mrb=113..08-644.91=448.17KN·m边柱N=0-20.882=-200.82KKN中柱N=20.82--40.144=-19..32KNN8、竖向荷载作用下下框架结构的的内力计算（1）计算单元的选择择确定取③轴线横向框架进行行计算，如下下图所示：计算单元宽度为77.5m，由由于房间内布布置有次梁（b×h=2550mm×600mmm），故直接接传给该框架架的楼面荷载载如图中的水水平阴影所示示。计算单元元范围内的其其余楼面荷载载则通过次梁梁和纵向框架架梁以集中力力的形式传给给横向框架，作作用于各节点点上。由于纵纵向框架梁的的中心线与柱柱的中心线不不重合，所以以在框架节点点上还作用有有集中力矩。（2）荷载计算1）恒载作用下柱的的内力计算恒荷载作用下各层层框架梁上的的荷载分布如如下图所示：：对于第6层，q1、q1，代表横梁自重，为为均布荷载形形式。q1=0.3×0.66×25×11.05=44.725KN/mq1，=0.25×0..4×25××1.05==2.6255KN/mq2、和q2，分别为板传给横横梁的梯形荷荷载和三角形形荷载。q2=3.7×3.66=13.332KN//mq2，=3.7×2.44=8.888KN/mP1、P2分别由边纵梁、中中纵梁直接传传给柱的恒载载，它包括主主梁自重、次次梁自重、楼楼板重等重力力荷载，计算算如下：P1=[（3.6×1.9××1/2）×2+（1.9+55.7）×1.9//2]×33.7+4..725×77.2+3.544×55.7/2++2.09××0.9×77.2=1110KNP2=[（3.6×1.9××1/2）×2+（1.9+55.7）×1.9//2+3×11.2×2]]×3.77+4.7225×7.22+3.5444×5.44/2=1222.7422KN集中力矩M1=PP1e1=110×（0..6-0.33）/2=16.5KNN·mM2=P2e2=122.74××（0.6-00.3）/2=18.4KNN·m对于2-5层，包括括梁自重和其其上横墙自重重，为均布荷荷载，其它荷荷载的计算方方法同第6层。q1=4.725+00.2×3..0×5=77.825KN/mq1=0.25×0..4×25××1.05==2.6255KN/mq2、和q2，分别为楼面板和和走道板传给给横梁的梯形形荷载和三角角形荷载。q2=3.39×3..6=12..20KNN/mq2=3.39×2..4=8.114KN//m外纵墙线密度[[（7.2×33.0-1..8×2.11×2）×0.244×5.5++2×1.88×2.1××0.4]//7.2=22.99KKN/mP1=（3.6×1.9××2）×3.6++4.7255×7.2++3.5444×2.855+2.099×(6.66×2.855-1.8××2.1×22)+0.44×1.8××2.1×22=117..31KNNP2=（3.6×1.9××2+6×11.2）×3.6++4.7255×7.2++3.5444×2.855+1.688×2.855×(7.22-0.6))=148..3KN集中力矩M1=PP1e1=117.3×（0.6-00.3）/2=17.6KN··mM2=P2e2=148.3×（0.6-00.3）/2=29.25KKN·m对于第1层，柱子为700mmm×700mmm，其余数据据同2-5层，则q1=4.725+00.2×3..0×5×11.05=77.875KN/mq1=0.25×0..4×25××1.05==2.6255KN/mq2、和q2，分别为楼面板和和走道板传给给横梁的梯形形荷载和三角角形荷载。q2=3.39×3..6=12..20KNN/mq2=3.39×2..4=8.114KN//m外纵墙线密度[[（7.2×33.0-1..8×2.11×2）×0.244×5.5++2×1.88×2.1**0.4]//7.2=22.99KKN/mP1=（3.6×1.9××2）×3.6++4.7255×7.2++3.5444×2.855+2.099×(6.66×2.855-1.8××2.1×22)+0.44×1.8××2.1×22=117..31KNNP2=（3.6×1.9××2+6×11.2）×3.6++4.7255×7.2++3.5444×2.855+1.688×2.855×(7.22-0.6))=148..3KN集中力矩M1=PP1e1=117.31××（0.70--0.3）/2=17.6KNN·mM2=P2e2=148.3×（0.70--0.3）/2=22.25KKN·m3）活载作用下柱的的内力计算对于第6层，q2=2.0×3.66=7.2KN/mq2=2.0×2.44=4.8KKN/mP1=（3.6×1.8++3.6×11.9）×2.0==27.366KNP2=（3.6×1.9××2+6×11.2）×2.0==41.766KN集中力矩M1=PP1e1=27.36×00.15=4.10KNN·mM2=P2e2=41.76×00.15=6KN·m同理，在屋面雪荷荷载的作用下下：q2=0.35×3..6=1.226KN//mq2=0.2×2.44=0.488KN/mmP1=（3.6×1.9++3.6×11.9）×0.2==2.7366KNP2=（3.6×1.9××2+6×11.2）×0.2==4.18KN集中力矩M1=PP1e1=2.736×00.15=0.41KN··mM2=P2e2=4.176×00.15=0.63KNN·m对于第2-5层，q2=2.0×3.66=7.2KN/mq2=2.0×2.44=4.8KN/mP1=（3.6×1.9++3.6×11.9）×2=277.36KKNP2=（3.6×1.9××2+6×11.2）×2.0==41.766KN集中力矩M1=PP1e1=27.36×00.15=4.1KN··mM2=P2e2=41.76×00.15=6.26KNN·m对于第1层，q2=2.0×3.66=7.2KN/mq2=2.0×2.44=4.8KN/mP1=（3.6×1.9++3.6×11.9）×2=277.36KKNP2=（3.6×1.9××2+6×11.2）×2.0==41.766KN集中力矩M1=PP1e1=27.36×（0.70--0.3）/2=5.47KNN·mM2=P2e2=41.76×（0.70--0.3）/2=8.35KNN·m将计算结果汇总如如下两表：横向框架恒载汇总总表层次q1（KN/m）q1，（KN/m）q2（KN/m）q2，（KN/m）P1（KN）P2（KN）M1（KN·m）M2（KN·m）64.7252.62513.328.88110122.7416.518.42-57.8752.62512.208.14117.31148.3017.6022.2517.8752.62512.208.14117.31148.317.622.25横向框架活载汇总总表层次q2（KN/m）q2，（KN/m）P1（KN）P2（KN）M1（KN·m）M2（KN·m）67.2（1.26）4.8（0.48）27.36（2.736）41.76（4.18）4.10（0.41）6.26（0.63）2-57.24.827.3641.764.16.2617.24.827.3641.765.478.35注：表中括号内数数值对应于屋屋面雪荷载作作用情况。4）荷载作用下梁的的内力计算恒荷载作用下各层层框架梁上的的荷载分布如如下图所示：：等效于均布荷载与与梯形、三角角形荷载的叠叠加。α=a/l==2.4/77.2=1//3对于第6层，-MMAB=q1l21/12+qq2l21（1-2α2+α3）=44.725××5.72/12+113.32××5.72×[1-22×（0.42）2+（0.42）3]/12=338.8（KN·m）-MMBC=q1，l22/12+55q2，l22/96=22.625××2.42/12+55×8.8××2.42/96=33.92（KN·m）对于第1-5层，-MMAB=q1l21/12+qq2l21（1-2α2+α3）=77.875××5.72/12+112.2×55.72×[1-22×（0.72）2+（0.72）3]/12=339.16（KN·m）-MMBC=q1，l22/12+55q2，l22/96=22.625××2.42/12+55×8.144×2.422/96=33.7（KN·m）5）活荷载作用下梁梁的内力计算算活荷载作用下各层层框架梁上的的荷载分布如如下图所示：：对于第1-6层，-MMAB=q2l21（1-2α2+α3）=77.2×5..72×[1-22×（0.72）2+（0.72）3]/12=114.04（KN·m）-MMBC=5qq2，l22/96=55×4.8××2.42/96=11.44（KN·m）6）内力计算梁端、柱端弯矩采采用弯矩二次次分配法计算算，由于结构构和荷载均对对称，故计算算时可用半框框架，弯矩计计算如下图所所示：7）梁端剪力和柱轴轴力的计算①恒载作用下例：第6层：荷载载引起的剪力力：VA=VB=（13..32×3..8+4.7725×5..7）/2=338.77KNVB=VC=（8.888×1.22+2.6225×2.44）/2=8..48KNN本方案中，弯矩引引起的剪力很很小，可忽略略不计。A柱：N顶=110..0+38..77=1448.77KN柱重：0.6×00.6×3..6×25==32.400KNN底=N顶+32..40=1881.17KNB柱：N顶=122.74++38.777+8.488=169..99KNN恒载作用下梁端剪剪力及柱轴力力（KN）层次荷载引起的剪力柱轴力AB跨BC跨A柱B柱VA=VBVB=VCN顶N底N顶N底638.778.48148.77181.17169.99202.39540.28.04306.28338.68326.33358.73440.28.04463.79496.19482.67439.13340.28.04621.30653.70639.01635.67240.28.04778.81811.21795.35832.21140.28.04936.32995.12951.691055.15②活载作用下例：第6层：荷载载引起的剪力力：AB跨：VA=VB=7.2××4.8/22=17.228KNBCC跨：VB=VC=4.8××1.2/22=2.888KNA柱柱：N顶=N底=27.336+17..28=444.64KKNB柱柱：N顶=N底=41.776+17..28+2..88=611.92KKN 活载作用下梁端剪剪力及柱轴力力（KN）层次荷载引起的剪力柱轴力AB跨BC跨A柱B柱VA=VBVB=VCN顶=N底N顶=N底617.282.8844.6461.92517.282.8889.28123.84417.282.88133.92185.76317.282.88178.56247.68217.282.88223.20309.60117.282.88267.84371.52十二、内力组合1、框架梁内力组合合本方案为二级抗震震等级。本方方案考虑了三三种内力组合合，即1.2SGGk+1.44SQk，1.35SGk++1.0SSQk及1.2SGGE+1.33SEk。考虑到钢钢筋混凝土结结构具有塑性性内力重分布布的性质，在在竖向荷载下下可以适当降降低梁端弯矩矩，进行调幅幅（调幅系数数取0.8），以减少少负弯矩钢筋筋的拥挤现象象。ηvb梁端剪力增增大系数，二二级取1.2。各层梁的内力组合合和梁端剪力力调整结果如如下表：层次截面位置内力SGk调幅后SQk调幅后SwkSEk[1.2×（SGGk+0.55SQk）+1.3SSEk]1.35SGk+1.0SSQk1.2SGk+1.4SQkSGk×1.2+11.4×0..9(SQkk+Swk)12126AM-26.68-9.262.7957.3336.957-112.1011-45.28-44.98-40.168-47.199V38.7717.280.917.8533.68780.09769.6270.7269.43167.163B左M-29.81-10.872.3344.43-100.053315.465-51.11-50.98-46.532-52.404V38.7717.280.917.8580.09733.68769.6270.71669.43167.163B右M-5.89-2.021.3726.1325.689-42.249-9.97-9.89-7.887-11.339V8.482.881.1421.78-16.4140.21914.3314.20815.24112.3685AM-30.13-10.687.79113.08104.44-189.5688-51.15-51.11-39.787-59.428V40.217.282.4337.69107.6059.61174.2572.4373.074666.951B左M-31.49-11.386.05101.05-175.9886.7553.66-53.72-44.504-59.749V40.217.282.4337.69107.6059.61171.2072.4373.07566.951B右M-3.90-1.633.5659.3571.497-82.813-6.90-6.96-2.248-11.219V6.042.882.9749.46-52.92275.67413.73413.6817.0199.53464AM-29.6-10.4613.42175.09185.82-269.42-50.42-50.16-31.79-65.61V40.217.284.0856.85-15.3132.5274.2572.4364.6275.15B左M-31.49-11.279.38148.96-238.16149.153.78-53.5763.8140.17V40.217.284.0856.8548.8139.8974.2572.4364.6275.15B右M-4.09-1.75.7887.49107.78-119.7-7.24-7.290.22-13.90V8.042.884.8272.97-83.40106.1613.7313.687.2119.353AM-29.6-10.4618.23215.69238.6-322.2-50.42-50.16-25.73-71.67V40.217.285.7072.58-39.89148.8174.2572.4362.8377.19B左M-31.49-11.2714.26198.00-301.95212.8553.78-53.57-69.9634.02V40.217.285.7072.58148.8139.8974.2572.4362.8377.19B右M-4.09-1.78.38116.28145.72-157.56-7.24-7.293.5-17.62V8.042.886.9896.90-114.59137.3513.7313.68-4.4822.072AM-29.5-10.3723.1254.71289.5-372.74-50.2-49.92-19.36-77.57V40.217.287.0882.80-49.03166.2474.2572.4361.0978.93B左M-31.45-11.2117.28217.25-326.90275.90-53.67-53.43-73.64-30.09V40.217.287.0882.80166.2449.0374.2572.4380.5759.45B右M-4.12-1.7710.15127.59159.86-171.98-7.3-7.425.61-19.96V8.042.888.48106.33-126.84149.6113.7313.68-4.0523.961AM-29.17-10.3626.07219.54244.18-326.62-49.74-49.5-15.21-80.90V40.217.288.3880.71-46.37163.5374.2572.4359.4580.57B左M-31.97-10.721.67240.50-357.43267.87-53.86-53.34-79.15-24.54V40.217.288.3880.71163.55-46.3174.2572.4380.5759.45B右M-4.12-1.5112.73141.25177.78-189.47-7.07-7.069.19-22.89V8.042.8810.61117.71-141.81164.2313.7313.68-0.0926.65跨间最大弯矩的计计算：以第一层AB跨梁梁为例，说明明计算方法和和过程。计算理论：：根据梁端弯弯矩的组合值值及梁上荷载载设计值，由由平衡条件确确定。均布和梯形荷载下下，如下图：：VA=-（MAA+MB）/l+q1ll/2+（1-a）lq2/22若VA-（2q1++q2）al/2≤0，说明x≤al，其中x为最大正弯弯矩截面至A支座的距离离，则x可由下式求求解：VA-q1x-xx2q2/（2al）=0将求得的x值代入入下式即可得得跨间最大正正弯矩值：Mmax=MA++VAx-qq1x2/22-x3q22/（6al）若VA-（2q1++q2）al/2>>0，说明x>al，则x=（VA+alq2//2）/（q1+q2）可得跨间最大正弯弯矩值：Mmax=MA++VAx-（q1+qq2）x2/2++alq2（x-al//3）/2若VA≤0，则Mmax=MA同理，三角形分布布荷载和均布布荷载作用下下，如下图：：VA=-（MAA+MB）/l+q1ll/2+q2ll/4x可由下式解得：VA=q11x+x2qq2/l可得跨间最大正弯弯矩值：Mmax=MA+VAx-q1x2/2-x3q2/3l第1层AB跨梁：梁上荷载设计值：：q1=1..2×7.8875=9..45KNN/mq2==1.2×（12.200+0.5××7.2）=18.996KN//m左震：MA==244.118KN··mMB==-357..43KNN·mVA=-（MAA-MB）/l+q1ll/2+（1-a）lq2/22=-（244.118+3577.43）/5.7++9.45××5.7/22+18.996×5.77/3=-42..59KNN<0则Mmax发生在左左支座，=1.3×2199.54-（29.177+0.5××10.366）=314.57KN·m右震：MA==-326..62KNN·mMBB=267..87KNN·mVA=-（MAA-MB）/l+q1ll/2+（1-a）lq2/22=（326.662+2677.87）/5.7++9.45××5.7/22+18.996×5.77/3=167..25KNN由于167.25-（2×9.445+18..96）×1.9//2=1311.28>00，故x>al==l/3=11.9mx=（VA+alq2//2）/（q1+q2）=（167.25+11.2×188.96）/（9.45++18.966）=7.06mMmax=MAA+VAx--（q1+q2）x2/2++alq2（x-al//3）/2=-326.622+167..25×7..06-（9.45++18.966）×（7.06）2/2+18.96×11.9×（7.06--1.9/33）/2=261.9KKN·m其它跨间的的最大弯矩计计算结果见下下表：跨间最大弯矩计算算结果表层次123跨ABBCABBCABBCMmax314.57178.48296.43160.87245.57146.22层次456跨ABBCABBCABBCMmax192.79108.78111.5372.1643.2227.07梁端剪力的调整：：抗震设计中，二级级框架梁和抗抗震墙中跨高高比大于2.5，其梁端剪剪力设计值应应按下式调整整：V=γRe[ηvb（MMlb++Mrb）/ln++VGb]]对于第6层，AB跨：受力如图所示示：梁上荷载设计值：：q1=1..2×4.7725=5..67KNN/mq22=1.2××（13.322+0.55×7.2）=20.330KN//mVVGb=55.67×55.7/2++20.3××3.8/22=54.773KNlln=5.77-0.6==5.1mm左震：Mlb==36.966KN·mmMrb=-1100.055KN·mmVV=[ηvb（Mlb+Mrbb）/ln++VGb]]=[1.22×（39.966+100..05）/5.1++54.733]=87.667KN右震：Mlb==-112..1KN··mMrb=155.47KKN·mVV=[ηvb（Mlb+Mrbb）/ln++VGb]]=[1.22×（112.11+15.447）/5.1++54.733]=84.775KNBC跨：受力如图所示示：梁上荷载设计值：：q1=1..2×2.6625=3..15KNN/mq22=1.2××（8.88++0.5*44.8）=13.554KN//mVVGb=33.15×22.4/2++13.544×1.2//2=11..90KNNlln=2.44-0.6==1.8mm左震：Mlb==Mrbb=25.669KN··mVV=γRe[ηvb（Mlb+Mrbb）/ln++VGb]]=0.755×[1.22×2×255.69/11.8+111.9]=46.008KN右震：Mlb==Mrbb=42.225KN··mVV=[ηvb（Mlb+Mrbb）/ln++VGb]]=[1.22×2×422.25/11.8+111.9]=68.223KN对于第1-5层，AB跨跨：q1=1..2×7.8875=9..45KNN/mqq2=1.22×（12.200+0.5××7.2）=18.996KN//mVVGb=99.45×55.7/2++18.966×3.8//2=62..95KNNBC跨跨：q1=1..2×2.6625=3..15KNN/mqq2=1.22×（8.14++0.5×44.8）=12.665KN//mVVGb=33.15×22.4/2++12.655×1.2//2=11..37KNN剪力调整方法同上上，结果见47页各层梁的的内力组合和和梁端剪力调调整表。2、框架柱的内力组组合取每层柱顶和柱底底两个控制截截面，组合结结果如下表：：横向框架A柱弯矩矩和轴力组合合层次截面内力SGk调幅后SQk调幅后SEk（1）SEk（2）1.2×（SGkk+0.5SSQk）+1.3SSEk1.35SGk+1.0SSQk1.2SGk+11.4SQkkMmaxMM12NNminNmax6柱顶M16.857.472.7957.33-49.8399.2330.22-25.3199.23-49.8330.22N148.7744.640.917.85182.11228.52245.48241.02228.52182.11245.48柱底M-11.4-5.211.8620.7210.13-43.75-20.6-20.9743.7510.13-20.6N181.1744.640.917.85220.98267.4289.22279.9267.4220.98289.225柱顶M8.664.055.9393.08-108.2133.8215.7416.06133.82-108.1815.74N306.2889.283.3355.54348.90493.3502.76492.53493.3348.90502.76柱底M-9.7-4.494.4753.6255.37-81.66-17.59-17.93-81.6655.37-17.59N338.6889.283.3355.54387.78532.18546.50531.41532.18387.78546.504柱顶M9.74.498.95121.47-143.6172.3217.5917.93172.32-143.58172.32N463.79133.927.38112.39490.79783.01760.04744.04783.01490.79783.01柱底M-9.7-4.496.7580.9890.84-119.5-17.59-17.93-119.590.84-119.5N496.19133.927.38112.39529.67821.89803.78782.92821.89529.67821.893柱顶M9.74.4911.48134.71-160.8189.4517.5917.93189.45-160.7917.59N621.30178.5613.08184.97470.12951.041017.32995.54951.04470.121017.32柱底M-9.91-4.679.40110.22128.6-157.98-18.05-18.43157.98128.6157.98N653.70178.5613.08184.97651.121132.041061.061034.41132.04651.121132.042柱顶M6.374.213.7144.49-177.7198.0011.8413.52198.00-177.68198.00N778.81223.2020.16267.77720.391416.591274.591247.11416.59720.391416.59柱底M-10.26-4.3212.40130.73-155.1184.8-18.08-18.23184.8-155.1184.8N811.21223.2020.16267.72759.351455.391318.3312861455.39759.351455.391柱顶M8.63.2513.6788.81-103.2127.7214.8614.87127.72-103.18127.72N936.32267.8428.54348.48831.271737.31531.871498.61737.4831.271137.3柱底M-4.3-1.6331.88226.81288.71-300.99-7.447.44300.99288.71-300.99N995.12267.8428.54348.48901.831807.91611.31569.11807.87901.831807.87横向框架B柱弯矩矩和轴力组合合层次截面内力SGk调幅后SQk调幅后SEk（1）SEk（2）1.2×（SGGk+0.55SQk）+1.3SSEk1.35SGk+1.0SSQk1.2SGk+1.4SQkMmaxMM12NNminNmax6柱顶M-11.5-3.973.7070.56-107.9175.55-19.50-19.36-107.91-107.91-19.50N169.9961.920.242.46237.94244.33291.44287.08237.94237.94291.41柱底M7.283.271.9937.9960.09-38.6913.1013.3160.0960.0913.10N202.3961.920.242.46276.82283.23335.15329.56276.82287.82335.155柱顶M-5.36-2.657.62122.41-167.16151.11-9.89-10.14-167.16-167.16-10.14N326.33123.840.7814.23369.74406.74564.39564.97369.74369.74564.97柱底M6.002.865.0881.61115.01-97.1710.7511.20115.01115.0110.75N358.37123.840.7814.23485.84522.84607.64603.42`485.84485.84607.644柱顶M6.00-2.86-10.53154.84-210.21187.02-10.75-11.20-210.21-210.21-11.20N482.67185.761.5230.29651.28730.04837.36839.27651.28651.28839.27柱底M6.002.868.62126.68173.60155.7610.7511.20173.60173.2011.20N439.13185.761.5230.29599.04677.79778.59787.02599.04599.04787.023柱顶M-6.00-2.8614.02187.60-252.80234.96-10.75-11.20-252.80-252.80-11.20N639.01247.82.8054.61844.50986.491110.51113.7844.50844.501113.7柱底M6.083.0011.50153.49208.63190.4311.2111.50208.83208.6311.50N635.67247.82.8054.61839.70981.691105.951109.7839.70839.701109.72柱顶M-5.83-2.5715.93191.35-255.87-241.67-10.44-10.59255.87-25.87-10.59N795.35309.64.3681.751033.911246.461383.321387.91033.911033.911387.86柱底M6.122.2615.93191.35257.46-240.0610.5210.51257.46257.4610.52N832.21309.64.3681.751078.141290.691433.071432.11078.141078.141433.071柱顶M-5.45-1.6718.47190.4-255.06239.989.038.88-255.06-255.068.88N951.69371.526.59118.751210.571519.321656.301662.21210.571210.571662.2柱底M2.730.8431.45353.61463.47-455.914.534.45463.47463.474.53N1055.2371.526.59118.751334.721643.471795.971786.31334.721334.721795.97柱端弯矩设计值的的调整A柱：第6层，按《抗震规范范》，无需调调整。第5层，柱顶轴压比[[uN]==N/Accfc=4493.3××103/114.3/66002=0.095<00.15，无需调整整。柱底轴压比[uN]=N/AAcfc==532.118×1033/14.33/60022=0.103<00.15，无需调整整。第4层，同理也也无需调整。第3层，柱顶轴压比[[uN]==N/Accfc=11132.004×1033/14.33/60022=0.152>00.15。可知，一、二二、三层柱端端组合的弯矩矩设计值应符符合下式要求求：ΣMc=ηcΣMb注：ΣMc为节点上下柱端截截面顺时针或或逆时针方向向组合的弯矩矩设计值之和和，上下柱端端的弯矩设计计值可按弹性性分析分配。ΣMb为节点左右梁端截截面顺时针或或逆时针方向向组合的弯矩矩设计值之和和。ηc柱端弯矩增大系数数，二级取1.2。横向框架A柱柱端端组合弯矩设设计值的调整整（相当于本层柱净净高上下端的的弯矩设计值值）层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底γRE（ΣMc=ηcΣMb）74.4232.81100.3661.25129.2489.63142.109158.80199.07185.42128.14300.90γREN171.39200.53369.98399.14587.26616.42713.28905.631133.271164.411389.851446.29B柱：第66层，按《抗抗震规范》，无无需调整。经计计算当轴力N=fcAc=0..15×144.3×60002/1003=10229.6KKN时，方符符合调整的条条件，横向框架B柱柱端端组合弯矩设设计值的调整整层次654321截面柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底柱顶柱底γRE（ΣMc=ηcΣMb）80.9345.07125.3786.25157.66130.2189.6209.89257.41220.55218.50463.47γREN178.46207.62277.31364.38488.46449.78633.38671.76827.13862.52968.461067.78柱端剪力组合和设设计值的调整整例：第6层：恒载载SGk=（M上+M下）/h=（-16.885-11..4）/3.6==-7.855活载SQk=（M上+M下）/h=（-7.477-5.211）/3.6==-3.522地震作用SEk=（M上+M下）/h=（57.333+20.772）/3.6==21.688调整：1.2×（99.233+43.775）/3.6==53.111横向框架A柱剪力力组合与调整整（KN）层次SGkSQkSEk1SEk2γRe[1.2×（SGk+0.55SQk）+1.3SSEk]1.35SGk+1.0SSQk1.2SGk+11.4SQkkV=γRe[ηvc（MMbc+Mlc）/hnn]126-7.85-3.5221.68-28.7916.652-39.716-14.12-24.3539.835-5.1-2.3740.75-74.798.116-73.384-4.26-9.41453.864-5.39-2.3756.24-70.7865.22-81-9.65-9.7972.963-5.19-2.5468.04-85.1780.392-96.51-9.89-10.1092.652-4.62-4.2276.45-99.5691.31-107.43-10.46-11.45102.081-3.07-1.5575.15-118.1693.09-102.31-5.70-5.85114.32同理，横向框架B柱剪力力组合与调整整（KN）层次SGkSQkSEk1SEk2γRe[1.2×（SGk+0.55SQk）+1.3SSEk]1.35SGk+1.0SSQk1.2SGk+11.4SQkkV=γRe[ηvc（MMbc+Mlc）/hnn]1265.222.0130.15-44.8746.67-31.739.069.0842.0053.161.5356.67-80.96-78.38-68.965.805.9370.5443.331.5978.2-110.31106.61-96.716.096.2295.5933.361.6394.75-132.74128.19-118.176.176.31123.0523.321.34106.31-155.16142.99-133.415.825.86136.8912.590.59129.53-139.05171.85-164.934.093.93143.70十三、截面设计1、框架梁以第1层AB跨框架梁的计算为为例。（1）梁的最不利内力力经以上计算可知，梁梁的最不利内内力如下：跨间：Mmaxx=235..93KNN·m支座A：：Mmax==244.997KN··m支座Bll：Mmax==268.007KN··m调整后剪剪力：V=1533.38KKN（2）梁正截面受弯承承载力计算抗震设计中，对于于楼面现浇的的框架结构，梁梁支座负弯矩矩按矩形截面面计算纵筋数数量。跨中正正弯矩按T形截面计算算纵筋数量，跨跨中截面的计计算弯矩，应应取该跨的跨跨间最大正弯弯矩或支座弯弯矩与1/2简支梁弯矩矩之中的较大大者，依据上上述理论，得得：考虑跨间最大弯矩矩处：按T形形截面设计，翼翼缘计算宽度度bf，按跨度考考虑，取bf，=l/3==5.7/33=1.9mm=1900mm，梁梁内纵向钢筋筋选HRB3335，（fy=fy，=300NN/mm2），h0=h--a=6000-35=565mm，因为为fcmbf，hff，（h0-hf，/2）=13.4×19900×1000×（565-1100/2）=1311KN··m>9944.06KKN·m属第一类T形截面面。下部跨间截面按单单筋T形截面计算算：αs=M/（fcmbbf，h02）=235..93×1006/14.33/19000/56522=0.0227ξ=1-（1-2ααs）1/2=0..027As=ξfcmbf，h0//fy=0.0227×14..3×19000×5655/300==1391..92mmm2实配钢筋2Ф255、2Ф22，As=1520mm2。ρ=1520/3000/5655=0.899%>ρmin=0..25%，满足要求求。梁端截面受压区相相对高度：ξ=fyAs/（ffcmbf，h0）=300××1520//14.3//1900//565<00.35，符合二级级抗震设计要要求。考虑两支座处：将下下部跨间截面面的4Ф22钢筋伸入支支座，作为支支座负弯矩作作用下的受压压钢筋，As，=1520mm2，再计算相相应的受拉钢钢筋As，即支座A上部，αss=[M-fy,As，(h0-a,)]/（fcmbf，h02）=[244.997×1066-300××1520××(565--35)]]/14.33/300//5652=0.00333ξ=1-（1-2αs）1/2=0..002可近似取AAs=M/fy/(h0-a,)=2444.97×1106/300/（565-335）=1540..69mmm2实配钢筋5Ф22，As=1900mm2。支座Bl上部：AAs=M/fy/(h0-a,)=2688.07×1106/300/（565-335）=1685..97mmm2实配钢筋5Ф22，As=1900mm2。ρ=1900/3000/5655=1.1%%>ρmin=0..3%，又As，/As=15220/19000=0.88>0.3，满足梁的的抗震构造要要求。（3）梁斜截面受剪承承载力计算验算截面尺尺寸：hhw=h0=565mmmhhw/b=5665/3000=1.888<4,属厚腹梁。00.25fccmbh0=0.255×14.33×300××565==6059662.5N>>V=15333800NN可知，截截面符合条件件。验算是否需需要计算配置置箍筋：