畢業(yè)設(shè)計某六層商場建筑擴(kuò)初圖含計算書

某小區(qū)框架結(jié)構(gòu)商場結(jié)構(gòu)計算書一、工程概況：本設(shè)計為北京某小區(qū)框架結(jié)構(gòu)商場。1、建筑層數(shù)及層高：6層、底層層高5.100m，其余層高為4.200m。2、結(jié)構(gòu)形式：框架結(jié)構(gòu)。二、建筑的耐火等級、安全等級、設(shè)計使用年限、混凝土的環(huán)境類別等：1、建筑耐火等級為一級。2、建筑結(jié)構(gòu)安全等級為二級。3、建筑結(jié)構(gòu)的設(shè)計使用年限為50年。4、建筑抗震設(shè)防類別：乙類。5、地基基礎(chǔ)設(shè)計等級：乙級。6、混凝土結(jié)構(gòu)的環(huán)境類別：一般環(huán)境（Ⅰ類），環(huán)境作用等級：輕微（Ⅰ-A）?；A(chǔ)環(huán)境作用等級：輕度（Ⅰ-B）。三、自然條件：1、基本風(fēng)壓：0.45kN/m2，地面粗糙度：C類。2、基本雪壓：0.4kN/m2。3、地震基本烈度：8度（0.20g）；設(shè)計地震分組第一組；建筑場地類別為Ⅱ類，屬于抗震有利地段。框架抗震等級為二級；抗震構(gòu)造措施提高一度，抗震等級按一級考慮。柱網(wǎng)如下圖所示：四、框架結(jié)構(gòu)承重方案的選擇：豎向荷載的傳力途徑：樓板的均布活載和恒載經(jīng)次梁間接或直接傳至主梁，再由主梁傳至框架柱，最后傳至地基。根據(jù)以上樓蓋的平面布置及豎向荷載的傳力途徑，本框架的承重方案為縱橫向框架承重方案?？蚣芙Y(jié)構(gòu)的計算簡圖如下：五、主要結(jié)構(gòu)材料：1、墻體（1）±0.000以上墻體：填充外墻體：采用M7.5混合砂漿砌250厚MU5輕集料混凝土空心小砌塊；填充內(nèi)墻體：采用M7.5混合砂漿砌200厚MU5輕集料混凝土空心小砌塊。外墻貼90厚聚苯板。（2）±0.000以下墻體：采用M10水泥砂漿砌MU10燒結(jié)普通磚。2、混凝土（1）屋面框架梁、樓屋面板、框架柱、除特別注明者外混凝土強(qiáng)度等級均采用C30；最大水膠比0.55。（2）構(gòu)造柱、水平系梁、雨篷、過梁采用C25，最大水膠比0.60。（3）基礎(chǔ)墊層：C15素混凝土；基礎(chǔ)及基礎(chǔ)拉梁混凝土強(qiáng)度等級采用C30，最大水膠比0.55。六、梁、柱截面尺寸的初步確定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即主梁截面尺寸為：b×h=300mm×700mm2、框架柱的截面尺寸初估根據(jù)地震作用下軸壓比計算得，截面為600mm×600mm。七、框架側(cè)移剛度的計算1、橫梁線剛度Ib的計算類別Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）EcI0/l（N·mm）1.5EcI0//l（N·mm）2EcI0/l（N·mm）橫跨3.0×104300×7005.40×109957002.84×101104.26×101105.68×101102、縱梁線剛度Ib的計算類別Ec（N/mm2）b×h（mm×mm）I0（mm4）l（mm）EcI0/l（N·mm）1.5EcI0//l（N·mm）2EcI0/l（N·mm）縱跨3.0×104300×7005.4×10972002.25×101103.38×101104.50×101103、柱線剛度Ic的計算I=bh3/12層次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、各層橫向側(cè)移剛度計算(D值法)1、底層（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，故該框架為規(guī)則框架。九、重力荷載代表值的計算1、荷載計算查《建筑結(jié)構(gòu)荷載規(guī)范》（GB50009-2001）（2006年版）可取：屋面恒荷載標(biāo)準(zhǔn)值（上人）4厚SBS改性瀝青防水卷材(著色涂料保護(hù)層)0.35×0.004=0.0014KN/m220厚1:3水泥砂漿找平層20×0.02=0.4KN/m21:6水泥焦渣找2%坡(最薄處30厚)14.3×0.03=0.42KN/m260厚聚苯乙烯泡沫板0.5×=0.03KN/m2鋼筋混凝土板100厚25×0.1=2.5KN/m220厚板底抹灰0.02×17=0.35KN/m2合計3.7KN/m21-5層樓面：瓷磚地面（包括水泥,粗砂打底）0.55KN/m2100厚鋼筋混凝土板25×0.10=2.5KN/m220厚板底抹灰0.02×17=0.34KN/m2合計3.39KN/m2屋面及樓面可變荷載標(biāo)準(zhǔn)值：不上人屋面均布活荷載標(biāo)準(zhǔn)值0.7KN/m2樓面活荷載標(biāo)準(zhǔn)值2.0KN/m2屋面雪荷載標(biāo)準(zhǔn)值0.45KN/m2梁柱密度25KN/m2輕集料空心砌塊5.0KN/m32、重力荷載代表值的計算（1）梁、柱類別凈跨（mm）截面（mm）密度（KN/m3）體積（m3）β數(shù)量(根)單重（KN）總重（KN）橫梁7500300×600250.91.051222.5283.51700250×400250.171.0564.2526.78縱梁6500300×600251.171.052029.25614.25次梁5400300×450250.731.051018.23191.42類別計算高度（mm）截面（mm）密度（KN/m3）體積（m3）β數(shù)量（根）單重（KN）總重（KN）柱4200700×700252.3521.102458.81552.3外墻體250mm厚輕集料空心砌塊，外貼90厚聚苯板，內(nèi)墻為20mm厚抹灰,則外墻單位墻面重力荷載為0.5+5×0.25+17×0.02=2.09KN/m2內(nèi)墻為200mm厚陶粒空心砌塊,兩側(cè)均為20mm抹灰,則內(nèi)墻單位墻面重力荷載為5×0.2+17×0.02×2=1.68KN/m2（2）內(nèi)外填充墻重的計算橫墻：AB跨、CD跨墻：外墻厚250mm，計算長度5000mm，計算高度4200-700=3500mm。單跨體積：0.25×5×3=3.75m3單跨重量：3.75×5=18.75KN數(shù)量：4總重：18.75×4=75KNBC跨墻：外墻厚250mm，計算長度1700mm，計算高度3600-600=3000mm。單跨體積：（1.7×3-0.9×1.8）×0.25=0.87m3單跨重量：0.87×5=4.35KN數(shù)量：2總重：4.35×2=8.7KNAB跨、CD跨墻：內(nèi)墻厚200mm，計算長度5000mm，計算高度3600-600=3000mm。單跨體積：0.2×5×3=3m3單跨重量：3×5=15KN數(shù)量：15總重：15×15=300KN縱墻：外墻：單個體積：[（6.5×3.0）-（1.8×2.1×2）]×0.25=2.99m3數(shù)量：8總重：2.99×8×5=119.4KN內(nèi)縱墻：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廁所墻：0.2×4.8×3.48×5×3=50.11KN3、樓板恒載、活載計算（樓梯間按樓板計算）面積：(3.6-0.6)×(5.4-0.6)×20+(2.4-0.6)×(7.2×5-0.6-0.25×4)=349.92（m2）恒載：39.3×349.92=1186.23KN活載：2.0×3349.922=699..84KN十、風(fēng)荷載作用下下內(nèi)力分析1、風(fēng)荷載計算風(fēng)壓標(biāo)準(zhǔn)值計算公公式w=βzw0ussuz基本風(fēng)壓0.455KN/m22,風(fēng)載體型變變化系數(shù)us=11.3,風(fēng)震系數(shù)βz=1..0,查表,uz可查荷載規(guī)規(guī)范,地面粗糙類類別為C類,將風(fēng)荷載換換算成作用于于框架節(jié)點上上的集中荷載載,計算過程如如下表,表中z為框架節(jié)點點至室外地面面的高度,A為一品框架架各層節(jié)點的的受風(fēng)面積，計計算結(jié)果見下下圖風(fēng)荷載計算層次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、風(fēng)荷載作用下，橫橫向框架的內(nèi)內(nèi)力分析各層柱端彎矩及剪剪力計算（中中柱）層次hi（m）Vi（KN）∑Dij（N/mmm）邊柱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各層柱端彎矩及剪剪力計算（邊邊柱）層次hi（m）Vi（KN）∑Dij（N/mmm）邊柱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、橫向水平荷荷載作用下框框架結(jié)構(gòu)的內(nèi)力和側(cè)移移計算7.1橫向自振周周期的計算橫向自振周期的計計算采用結(jié)構(gòu)構(gòu)頂點的假想想位移法。基本自振周期T11（s）可按下式式計算：T1=1.7ψT（uT）1/2注：uT假想把集中在各層層樓面處的重重力荷載代表表值Gi作為水平荷荷載而算得的的結(jié)構(gòu)頂點位位移。ψT結(jié)構(gòu)基本自振周期期考慮非承重重磚墻影響的的折減系數(shù)，取0.8。uT按以下公式計算：：VGi=∑Gk（△u）i=VGi/∑DDijuT=∑（△u）k注：∑Dij為第ii層的層間側(cè)側(cè)移剛度。（△u）i為第i層的層間側(cè)移。（△u）k為第k層的層間側(cè)移。s為同層內(nèi)框架柱的的總數(shù)。結(jié)構(gòu)頂點的假想側(cè)側(cè)移計算過程程見下表，其其中第六層的的Gi為G6和Ge之和。結(jié)構(gòu)頂點的側(cè)移計計算層次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、水平地震作用及及樓層地震剪剪力的計算本結(jié)構(gòu)高度不超過過40m，質(zhì)量量和剛度沿高高度分布比較較均勻，變形形以剪切型為為主，故可用用底部剪力法法計算水平地地震作用。2、結(jié)構(gòu)等效總重力力荷載代表值值GeqGeq=0.85∑∑Gi=0.85×（44375+44185×44+40011）=21348.66（KN）3、計算水平地震影影響系數(shù)а1查表得二類場地近近震特征周期期值Tg=0.355s。Tg=0.35<T11=0.5553<5Tg=1.775查表得設(shè)防烈度為為8度的аmax=0..16а1=（Tg/T1）0.9ааmax=（0.355/0.5553）0.9×0..16=0.10664、結(jié)構(gòu)總的水平地地震作用標(biāo)準(zhǔn)準(zhǔn)值FEkFEk=а1Geqq=0.1066×213448.6=2262..9516（KN）因1.4Tg=1..4×0.335=0.449s<T11=0.5553s，所以應(yīng)考考慮頂部附加加水平地震作作用。頂部附附加地震作用用系數(shù)δn=0.08T1++0.07==0.08××0.5533+0.077=0.11142△F6=0.1142××2262..95=2558.5199KN各質(zhì)點橫向水平地地震作用按下下式計算：Fii=GiHiFEk（1-δn）/（∑GkHk）=43422.333（KN）地震作用下各樓層層水平地震層層間剪力Vi為Vii=∑Fk（i=1，2，…n）計算過程如下表：：各質(zhì)點橫向水平地地震作用及樓樓層地震剪力力計算表層次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各質(zhì)點水平地震作作用及樓層地地震剪力沿房房屋高度的分分布見下圖：：（具體數(shù)值見上表表）5、多遇水平地震作作用下的位移移驗算水平地震作用下框框架結(jié)構(gòu)的層層間位移（△u）i和頂點位移ui分別按下列列公式計算：：（△u）i=Vi/∑DDijui=∑（△u）k各層的層間彈性位位移角θe=（△u）i/hi，根據(jù)《抗抗震規(guī)范》，考考慮磚填充墻墻抗側(cè)力作用用的框架，層層間彈性位移移角限值[θe]<1//550。計算過程如下表：：橫向水平地震作用用下的位移驗驗算層次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由此可見，最大層層間彈性位移移角發(fā)生在第第二層，1/0.000106<<0.001181，滿足規(guī)范范要求。6、水平地震作用下下框架內(nèi)力計計算（1）框架柱端剪力及及彎矩分別按按下列公式計計算Vij=DijVi/∑DijMbij=Vijj*yhMuij=Vij（1-y）hy=yn+y1++y2+y3注：yn框架柱的標(biāo)準(zhǔn)反彎彎點高度比。y1為上上下層梁線剛剛度變化時反反彎點高度比比的修正值。y2、yy3為上下層層層高變化時反反彎點高度比比的修正值。y框架柱柱的反彎點高高度比。底層柱需考慮修正正值y2，第二層柱柱需考慮修正正值y1和y3，其它柱均均無修正。下面以2，3，44，5軸線橫向框框架內(nèi)力的計計算為例：各層柱端彎矩及剪剪力計算（邊邊柱）層次hi（m）Vi（KN）∑Dij（N/mmm）邊柱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：第六層邊柱的的計算：Vi1==176811×12411.908//7626000=28..794（KN）y=yn=0.118（m）（無修正）Mbii1=28..794×00.18×33.6=188.66（KN*m）Muii1=28..794×（1-0.118）×3.6==85.000（KN*m）各層柱端彎矩及剪剪力計算（中中柱）層次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、梁端彎矩、剪力力及柱軸力分分別按以下公公式計算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具體計算過程見下下表：梁端彎矩、剪力及及柱軸力的計計算層次邊梁中梁柱軸力MlbMrblVbMlbMrblVb邊柱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：第六層：邊梁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邊柱N=0-20.882=-200.82KKN中柱N=20.82--40.144=-19..32KNN8、豎向荷載作用下下框架結(jié)構(gòu)的的內(nèi)力計算（1）計算單元的選擇擇確定?、圯S線橫向框架進(jìn)行行計算，如下下圖所示：計算單元寬度為77.5m，由由于房間內(nèi)布布置有次梁（b×h=2550mm×600mmm），故直接接傳給該框架架的樓面荷載載如圖中的水水平陰影所示示。計算單元元范圍內(nèi)的其其余樓面荷載載則通過次梁梁和縱向框架架梁以集中力力的形式傳給給橫向框架，作作用于各節(jié)點點上。由于縱縱向框架梁的的中心線與柱柱的中心線不不重合，所以以在框架節(jié)點點上還作用有有集中力矩。（2）荷載計算1）恒載作用下柱的的內(nèi)力計算恒荷載作用下各層層框架梁上的的荷載分布如如下圖所示：：對于第6層，q1、q1，代表橫梁自重，為為均布荷載形形式。q1=0.3×0.66×25×11.05=44.725KN/mq1，=0.25×0..4×25××1.05==2.6255KN/mq2、和q2，分別為板傳給橫橫梁的梯形荷荷載和三角形形荷載。q2=3.7×3.66=13.332KN//mq2，=3.7×2.44=8.888KN/mP1、P2分別由邊縱梁、中中縱梁直接傳傳給柱的恒載載，它包括主主梁自重、次次梁自重、樓樓板重等重力力荷載，計算算如下：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對于2-5層，包括括梁自重和其其上橫墻自重重，為均布荷荷載，其它荷荷載的計算方方法同第6層。q1=4.725+00.2×3..0×5=77.825KN/mq1=0.25×0..4×25××1.05==2.6255KN/mq2、和q2，分別為樓面板和和走道板傳給給橫梁的梯形形荷載和三角角形荷載。q2=3.39×3..6=12..20KNN/mq2=3.39×2..4=8.114KN//m外縱墻線密度[[（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對于第1層，柱子為700mmm×700mmm，其余數(shù)據(jù)據(jù)同2-5層，則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，分別為樓面板和和走道板傳給給橫梁的梯形形荷載和三角角形荷載。q2=3.39×3..6=12..20KNN/mq2=3.39×2..4=8.114KN//m外縱墻線密度[[（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）活載作用下柱的的內(nèi)力計算對于第6層，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，在屋面雪荷荷載的作用下下：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對于第2-5層，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對于第1層，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將計算結(jié)果匯總?cè)缛缦聝杀恚簷M向框架恒載匯總總表層次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橫向框架活載匯總總表層次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：表中括號內(nèi)數(shù)數(shù)值對應(yīng)于屋屋面雪荷載作作用情況。4）荷載作用下梁的的內(nèi)力計算恒荷載作用下各層層框架梁上的的荷載分布如如下圖所示：：等效于均布荷載與與梯形、三角角形荷載的疊疊加。α=a/l==2.4/77.2=1//3對于第6層，-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）對于第1-5層，-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）活荷載作用下梁梁的內(nèi)力計算算活荷載作用下各層層框架梁上的的荷載分布如如下圖所示：：對于第1-6層，-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）內(nèi)力計算梁端、柱端彎矩采采用彎矩二次次分配法計算算，由于結(jié)構(gòu)構(gòu)和荷載均對對稱，故計算算時可用半框框架，彎矩計計算如下圖所所示：7）梁端剪力和柱軸軸力的計算①恒載作用下例：第6層：荷載載引起的剪力力：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，彎矩引引起的剪力很很小，可忽略略不計。A柱：N頂=110..0+38..77=1448.77KN柱重：0.6×00.6×3..6×25==32.400KNN底=N頂+32..40=1881.17KNB柱：N頂=122.74++38.777+8.488=169..99KNN恒載作用下梁端剪剪力及柱軸力力（KN）層次荷載引起的剪力柱軸力AB跨BC跨A柱B柱VA=VBVB=VCN頂N底N頂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活載作用下例：第6層：荷載載引起的剪力力：AB跨：VA=VB=7.2××4.8/22=17.228KNBCC跨：VB=VC=4.8××1.2/22=2.888KNA柱柱：N頂=N底=27.336+17..28=444.64KKNB柱柱：N頂=N底=41.776+17..28+2..88=611.92KKN 活載作用下梁端剪剪力及柱軸力力（KN）層次荷載引起的剪力柱軸力AB跨BC跨A柱B柱VA=VBVB=VCN頂=N底N頂=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、內(nèi)力組合1、框架梁內(nèi)力組合合本方案為二級抗震震等級。本方方案考慮了三三種內(nèi)力組合合，即1.2SGGk+1.44SQk，1.35SGk++1.0SSQk及1.2SGGE+1.33SEk。考慮到鋼鋼筋混凝土結(jié)結(jié)構(gòu)具有塑性性內(nèi)力重分布布的性質(zhì)，在在豎向荷載下下可以適當(dāng)降降低梁端彎矩矩，進(jìn)行調(diào)幅幅（調(diào)幅系數(shù)數(shù)取0.8），以減少少負(fù)彎矩鋼筋筋的擁擠現(xiàn)象象。ηvb梁端剪力增增大系數(shù)，二二級取1.2。各層梁的內(nèi)力組合合和梁端剪力力調(diào)整結(jié)果如如下表：層次截面位置內(nèi)力SGk調(diào)幅后SQk調(diào)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跨間最大彎矩的計計算：以第一層AB跨梁梁為例，說明明計算方法和和過程。計算理論：：根據(jù)梁端彎彎矩的組合值值及梁上荷載載設(shè)計值，由由平衡條件確確定。均布和梯形荷載下下，如下圖：：VA=-（MAA+MB）/l+q1ll/2+（1-a）lq2/22若VA-（2q1++q2）al/2≤0，說明x≤al，其中x為最大正彎彎矩截面至A支座的距離離，則x可由下式求求解：VA-q1x-xx2q2/（2al）=0將求得的x值代入入下式即可得得跨間最大正正彎矩值：Mmax=MA++VAx-qq1x2/22-x3q22/（6al）若VA-（2q1++q2）al/2>>0，說明x>al，則x=（VA+alq2//2）/（q1+q2）可得跨間最大正彎彎矩值：Mmax=MA++VAx-（q1+qq2）x2/2++alq2（x-al//3）/2若VA≤0，則Mmax=MA同理，三角形分布布荷載和均布布荷載作用下下，如下圖：：VA=-（MAA+MB）/l+q1ll/2+q2ll/4x可由下式解得：VA=q11x+x2qq2/l可得跨間最大正彎彎矩值：Mmax=MA+VAx-q1x2/2-x3q2/3l第1層AB跨梁：梁上荷載設(shè)計值：：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則Mmax發(fā)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其它跨間的的最大彎矩計計算結(jié)果見下下表：跨間最大彎矩計算算結(jié)果表層次123跨ABBCABBCABBCMmax314.57178.48296.43160.87245.57146.22層次456跨ABBCABBCABBCMmax192.79108.78111.5372.1643.2227.07梁端剪力的調(diào)整：：抗震設(shè)計中，二級級框架梁和抗抗震墻中跨高高比大于2.5，其梁端剪剪力設(shè)計值應(yīng)應(yīng)按下式調(diào)整整：V=γRe[ηvb（MMlb++Mrb）/ln++VGb]]對于第6層，AB跨：受力如圖所示示：梁上荷載設(shè)計值：：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：受力如圖所示示：梁上荷載設(shè)計值：：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對于第1-5層，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剪力調(diào)整方法同上上，結(jié)果見47頁各層梁的的內(nèi)力組合和和梁端剪力調(diào)調(diào)整表。2、框架柱的內(nèi)力組組合取每層柱頂和柱底底兩個控制截截面，組合結(jié)結(jié)果如下表：：橫向框架A柱彎矩矩和軸力組合合層次截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SEk（1）SEk（2）1.2×（SGkk+0.5SSQk）+1.3SSEk1.35SGk+1.0SSQk1.2SGk+11.4SQkkMmaxMM12NNminNmax6柱頂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柱頂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柱頂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柱頂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柱頂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柱頂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橫向框架B柱彎矩矩和軸力組合合層次截面內(nèi)力SGk調(diào)幅后SQk調(diào)幅后SEk（1）SEk（2）1.2×（SGGk+0.55SQk）+1.3SSEk1.35SGk+1.0SSQk1.2SGk+1.4SQkMmaxMM12NNminNmax6柱頂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柱頂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柱頂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柱頂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柱頂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柱頂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柱端彎矩設(shè)計值的的調(diào)整A柱：第6層，按《抗震規(guī)范范》，無需調(diào)調(diào)整。第5層，柱頂軸壓比[[uN]==N/Accfc=4493.3××103/114.3/66002=0.095<00.15，無需調(diào)整整。柱底軸壓比[uN]=N/AAcfc==532.118×1033/14.33/60022=0.103<00.15，無需調(diào)整整。第4層，同理也也無需調(diào)整。第3層，柱頂軸壓比[[uN]==N/Accfc=11132.004×1033/14.33/60022=0.152>00.15?？芍?、二二、三層柱端端組合的彎矩矩設(shè)計值應(yīng)符符合下式要求求：ΣMc=ηcΣMb注：ΣMc為節(jié)點上下柱端截截面順時針或或逆時針方向向組合的彎矩矩設(shè)計值之和和，上下柱端端的彎矩設(shè)計計值可按彈性性分析分配。ΣMb為節(jié)點左右梁端截截面順時針或或逆時針方向向組合的彎矩矩設(shè)計值之和和。ηc柱端彎矩增大系數(shù)數(shù)，二級取1.2。橫向框架A柱柱端端組合彎矩設(shè)設(shè)計值的調(diào)整整（相當(dāng)于本層柱凈凈高上下端的的彎矩設(shè)計值值）層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底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層，按《抗抗震規(guī)范》，無無需調(diào)整。經(jīng)計計算當(dāng)軸力N=fcAc=0..15×144.3×60002/1003=10229.6KKN時，方符符合調(diào)整的條條件，橫向框架B柱柱端端組合彎矩設(shè)設(shè)計值的調(diào)整整層次654321截面柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底柱頂柱底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柱端剪力組合和設(shè)設(shè)計值的調(diào)整整例：第6層：恒載載SGk=（M上+M下）/h=（-16.885-11..4）/3.6==-7.855活載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調(diào)整：1.2×（99.233+43.775）/3.6==53.111橫向框架A柱剪力力組合與調(diào)整整（KN）層次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，橫向框架B柱剪力力組合與調(diào)整整（KN）層次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、截面設(shè)計1、框架梁以第1層AB跨框架梁的計算為為例。（1）梁的最不利內(nèi)力力經(jīng)以上計算可知，梁梁的最不利內(nèi)內(nèi)力如下：跨間：Mmaxx=235..93KNN·m支座A：：Mmax==244.997KN··m支座Bll：Mmax==268.007KN··m調(diào)整后剪剪力：V=1533.38KKN（2）梁正截面受彎承承載力計算抗震設(shè)計中，對于于樓面現(xiàn)澆的的框架結(jié)構(gòu)，梁梁支座負(fù)彎矩矩按矩形截面面計算縱筋數(shù)數(shù)量。跨中正正彎矩按T形截面計算算縱筋數(shù)量，跨跨中截面的計計算彎矩，應(yīng)應(yīng)取該跨的跨跨間最大正彎彎矩或支座彎彎矩與1/2簡支梁彎矩矩之中的較大大者，依據(jù)上上述理論，得得：考慮跨間最大彎矩矩處：按T形形截面設(shè)計，翼翼緣計算寬度度bf，按跨度考考慮，取bf，=l/3==5.7/33=1.9mm=1900mm，梁梁內(nèi)縱向鋼筋筋選HRB3335，（fy=fy，=300NN/mm2），h0=h--a=6000-35=565mm，因為為fcmbf，hff，（h0-hf，/2）=13.4×19900×1000×（565-1100/2）=1311KN··m>9944.06KKN·m屬第一類T形截面面。下部跨間截面按單單筋T形截面計算算：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實配鋼筋2Ф255、2Ф22，As=1520mm2。ρ=1520/3000/5655=0.899%>ρmin=0..25%，滿足要求求。梁端截面受壓區(qū)相相對高度：ξ=fyAs/（ffcmbf，h0）=300××1520//14.3//1900//565<00.35，符合二級級抗震設(shè)計要要求。考慮兩支座處：將下下部跨間截面面的4Ф22鋼筋伸入支支座，作為支支座負(fù)彎矩作作用下的受壓壓鋼筋，As，=1520mm2，再計算相相應(yīng)的受拉鋼鋼筋A(yù)s，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實配鋼筋5Ф22，As=1900mm2。支座Bl上部：AAs=M/fy/(h0-a,)=2688.07×1106/300/（565-335）=1685..97mmm2實配鋼筋5Ф22，As=1900mm2。ρ=1900/3000/5655=1.1%%>ρmin=0..3%，又As，/As=15220/19000=0.88>0.3，滿足梁的的抗震構(gòu)造要要求。（3）梁斜截面受剪承承載力計算驗算截面尺尺寸：hhw=h0=565mmmhhw/b=5665/3000=1.888<4,屬厚腹梁。00.25fccmbh0=0.255×14.33×300××565==6059662.5N>>V=15333800NN可知，截截面符合條件件。驗算是否需需要計算配置置箍筋：