框架填充墻結(jié)構(gòu)計算書

第一部分：工程概況一、建筑地點：江蘇省金湖縣二、建筑類型：六層綜合樓，框架填充墻結(jié)構(gòu)。三、建筑介紹：建筑面積5893.36平方米，樓蓋及屋蓋均采用現(xiàn)澆鋼筋混凝土框架結(jié)構(gòu)，樓板厚度取100mm,填充墻采用蒸壓粉煤灰加氣混凝土砌塊。四、門窗使用：大門采用玻璃門，其它為木門，窗為鋁合金窗。五、地質(zhì)條件：經(jīng)地質(zhì)勘察部門確定，此建筑場地為二類近震場地，設(shè)防烈度為7度。六、柱網(wǎng)與層高：本綜合樓采用柱距為7.2m的內(nèi)廊式小柱網(wǎng)，邊跨為7.2m,中間跨為2.4m,層高取4.2m和3.3m,如下圖所示：柱網(wǎng)布置圖七、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，本辦公樓框架的承重方案為橫向框架承重方案，這可使橫向框架梁的截面高度大，增加框架的橫向側(cè)移剛度。八、框架結(jié)構(gòu)的計算簡圖：框架結(jié)構(gòu)計算簡圖橫向框架組成的空間結(jié)構(gòu)本方案中，需近似的按橫向的平面框架分別計算。本方案中，需近似的按橫向的平面框架分別計算。九、梁、柱截面尺寸的初步確定：1、梁截面高度一般取梁跨度的1/12?1/8。本方案取700mm,截面寬度取700X(1/2-1/3)-300mm,可得梁的截面初步定為bXh=300*700。2、框架柱的截面尺寸根據(jù)柱的軸壓比限值，按下列公式計算：(1)柱組合的軸壓力設(shè)計值N=BFgEn注：B考慮地震作用組合后柱軸壓力增大系數(shù)。F按簡支狀態(tài)計算柱的負載面積。gE折算在單位建筑面積上的重力荷載代表值，可近似的取14KN/m2on為驗算截面以上的樓層層數(shù)。(2)AK/u￡注：山為框架柱軸壓比限值，本方案為二級抗震等級，查《抗震規(guī)范》可知取為0.8ofc為混凝土軸心抗壓強度設(shè)計值，對C30,查得14.3N/mm2。3、計算過程：對于邊柱：N=BFgEn=l.3X25.92X14X6=2830.464(KN)Ac2N/uf=2830.464X1070.8/14.3-247418.18(mm2)取600mmX600mm對于內(nèi)柱：N=BFgen=l.25X34.56X14X6=3628.8(KN)AK/iiNfc=3628.8*1070.8/14.3=317202.80(mm2)取600mmX600mm梁截面尺寸(mm)混凝土等級橫梁(bXh)縱梁(bXh)AB跨、CD跨BC跨C30300X700250X400300X700柱截面尺寸(mm)層次混凝土等級bXh1C30600X600

2-6C30600X600第二部分：重力荷載代表值的計算一、資料準(zhǔn)備:查《荷載規(guī)范》可取:①、屋面永久荷載標(biāo)準(zhǔn)值（不上人）4nm厚4nm厚APP改|W醐水卷材行始（上胎加麻護層）10X0.004=0.04KN/m220X0.02=0.4KN/m20X0.02=0.4KN/m220X0.03=0.6KN/m20.5X0.1=0.05KN/m220X0.02=0.25KN/m225X0.10=3.0KN/m217X0.01=0.17KN/m220厚1：2水泥找平層1：10水泥砂漿珍珠巖找坡，最薄處30厚100厚阻燃型苯乙烯泡抹塑料保溫板20厚1：3水泥砂漿找平層，■喋氨酯防水涂料一層100厚鋼筋混凝土板10厚混合砂漿刮大白合計 4.16KN/m2②、1-5層樓面：10厚L1水泥砂漿20X0.01=0.2KN/m220厚大理石28X0.02=0.56KN/m220厚1：3水泥砂漿找平層20X0.02=0.4KN/m2100厚鋼筋混凝土板25X0.10=2.5KN/m220厚1：3水泥砂漿找平層20X0.02=0.4KN/m210厚混合砂漿刮大白17X0.01=0.17KN/m2

合計③、屋面及樓面可變荷載標(biāo)準(zhǔn)值:上人屋面均布活荷載標(biāo)準(zhǔn)值合計③、屋面及樓面可變荷載標(biāo)準(zhǔn)值:上人屋面均布活荷載標(biāo)準(zhǔn)值樓面活荷載標(biāo)準(zhǔn)值屋面雪荷載標(biāo)準(zhǔn)值④、梁柱密度25KN/m2蒸壓粉煤灰加氣混凝土砌塊二、重力荷載代表值的計算：1、第一層：4.23KN/m22.0KN/m22.0KN/m2SK=UrS°=1.0X0.35=0.35KN/m2(式中u.為屋面積雪分布系數(shù))5.5KN/m3⑴、梁:類別凈跨(mm)截面(mm)密度(KN/m3)體積(m3)數(shù)量(根)單重(KN)總重(KN)橫梁6600300X700251.391634.755561800250X400250.1884.536縱梁7200300X700251.511437.75528.5柱:類別計算高度(mm)截面(mm)密度(KN/m3)體積(m3)數(shù)量(根)單重(KN)總重(KN)柱4200600X600251.514037.751510(2)、內(nèi)外填充墻重的計算：橫墻：AB跨、CD跨墻:墻厚370mm,計算長度6600mm,計算高度4200-700=3500mmo單跨體積：0.37X6.6X3.5=8.55m3單跨重量：8.55X5.5=47.01KN數(shù)量：4總重：47.01X4=188.03KNAB跨、CD跨墻：墻厚240mm,計算長度6600mm,計算高度4200-700=3500mmo單跨體積:0.24X6.6X3.5=5.54m3單跨重量：5.54X5.5=30.49KN數(shù)量:20總重：30.49X20=609.84KNBC跨墻：墻厚370mm,計算長度1800mm,計算高度4200-700=3500mm。單跨體積：(1.8X3.5-1.5X2.1)X0.37=1.17m3單跨重量：1.17X5.5=6.41KN數(shù)量：2總重：6.41X2-12.82KN廁所橫墻：墻厚240mm,計算長度7200-2400=4800mni,計算高度4200-100=4100mmo單跨體積：0.24X4.8X4.1=4.72m3單跨重量：4.72X5.5=25.98KN數(shù)量：2總重：25.98X2=51.96KN橫墻總重:188.03+609.84+12.82+51.96=862.65KN縱墻:外墻:單個體積：[(7.2X3.5)-(2.7X1.7X2)]X0.37-5.93m3數(shù)量：12總重：5.93X12X5.5=391.21KN廁所外縱墻：體積：(7.2X3.5-1.8X1.9)X0.24=5.23m3總重：5.23X5.5X2=57.50KN內(nèi)縱墻：單個體積：(7.2X3.5-1X2.1X2)X0.24=5.04m3單個重量：5.04X5.5=27.72KN數(shù)量：15總重：27.72X15=415.80KN縱墻總重：391.21+57.50+415.80=864.51KN(3)、窗戶計算(鋼框玻璃窗)：辦公室窗戶：尺寸：2700mmX1700mm自重：0.4KN/m2數(shù)量：23重量：2.7X1.7X0.4X23=42.23KN(4)、門重計算：木門：尺寸：1000mmX2100mm自重：0.15KN/m2數(shù)量:9重量：1X2.1X0.15X9=2.84KN木門：尺寸：1500mmX2100mm自重：0.15KN/m2數(shù)量：9重量：1.5X2.1X0.15X9=4.25KN玻璃門：尺寸：5400mmX3000mm自重：0.4KN/m2數(shù)量：3重量：5.4X3X0.4X3-19.44KN總重：2.84+4.25+19.44=26.53KN(5)、樓板恒載、活載計算(樓梯間按樓板計算)：面積：16.8X54.6=917.28(m2)恒載:4.23X917.28=3880.09KN活載:2.0X917.28=1834.56KN由以上計算可知，一層重力荷載代表值為Gi=G恒+0.5XG活=(556+36)X1.05+528.5X1.05+1510X1.05+862.65+864.51+26.53+3880.08+1834.56X0.5=9243.075KN注：梁柱剩上粉刷層重力荷載而對其重力荷載的增大系數(shù)1.05。2、第二?五層：⑴、梁：類別凈跨(mm)截面(mm)密度(KN/m3)體積(m3)數(shù)量(根)單重(KN)總重(KN)橫梁6600300X700251.391634.755561800250X400250.1884.536縱梁7200300X700251.511437.75528.5柱:類別計算高度(mm)截面(mm)密度(KN/m3)體積(m3)數(shù)量(根)單重(KN)總重(KN)柱3300600X600251.1884029.71188(2)、內(nèi)外填充墻重的計算：橫墻：AB跨、CD跨墻:墻厚370mm,計算長度6600mm,計算高度3300-700-2600mmo單跨體積：0.37X6.6X2.6=6.35m3單跨重量：6.35X5.5=34.92KN數(shù)量：4總重：34.92X4=139.68KNAB跨、CD跨墻：墻厚240mm,計算長度6600mm,計算高度3300-700=2600mm。單跨體積：0.24X6.6X2.6=4.12m3單跨重量：4.12X5.5=22.65KN數(shù)量：22總重：22.65X22=498.33KNBC跨墻：墻厚370mm,計算長度1800mm,計算高度3300-700=2600mm。單跨體積:(1.8X2.6-1.5X1.7)X0.37=0.79m3單跨重量：0.79X5.5=4.33KN總重：4.33X2=8.67KN廁所橫墻：墻厚240mm,計算長度7200-2400=4800mm,計算高度3300-100=3200mmo單跨體積：0.24X4.8X3.2=3.69m：'單跨重量：3.69X5.5=20.28KN數(shù)量：2總重:20.28X2=40.55KN橫墻總重:139.68+498.33+8.67+40.55=687.28KN縱墻：外墻：單個體積：[(7.2X2.6)-(2.7X1.7X2)]X0.37=3.53m3數(shù)量：14總重：3.53X14X5.5-271.79KN廁所外縱墻：體積:(7.2X2.6-1.8X1.9)X0.24=5.01m3總重：5.01X5.5X2=55.11KN內(nèi)縱墻：單個體積：(7.2X2.6-1X2.1X2)X0.24=4.82m3單個重量：4.82X5.5=26.53KN數(shù)量：16總重：26.53X16=424.51KN縱墻總重：271.79+55.11+424.51=751.41KN(3)、窗戶計算(鋼框玻璃窗)：辦公室窗戶：尺寸：2700mmX1700mm自重：0.4KN/m2數(shù)量：28重量:2.7X1.7X0.4X28=51.41KN(4)、門重計算：木門：尺寸：1000mmX2100mm自重：0.15KN/m2數(shù)量：15重量：1X2.1X0.15X15=4.725KN木門：尺寸：1500mmX2100mm自重：0.15KN/m2數(shù)量：9重量：1.5X2.1X0.15X9=4.25KN總重:4.725+4.25=8.975KN(5)、樓板恒載、活載計算(樓梯間按樓板計算)：面積：16.8X54.6=917.28(m2)恒載：4.23X917.28=3880.09KN活載:2.0X917.28=1834.56KN由以上計算可知，二?五層重力荷載代表值為G2=G恒+0.5XG活=(556+36)X1.05+528.5X1.05+1188X1.05+687.28+751.41+51.41+8.975+3880.09+1834.56X0.5=8720.73KN注：梁柱剩上粉刷層重力荷載而對其重力荷載的增大系數(shù)1.05。3、第六層重力荷載代表值的計算：⑴、梁:類別凈跨(mm)截面(mm)密度(KN/m3)體積(m3)數(shù)量(根)單重(KN)總重(KN)橫梁6600300X700251.391634.755561800250X400250.1884.536縱梁7200300X700251.511437.75528.5柱:類別計算高度(mm)截面(mm)密度(KN/m3)體積(m3)數(shù)量(根)單重(KN)總重(KN)柱3300600X600251.1884029.71188(2)、內(nèi)外填充墻重的計算：橫墻：AB跨、CD跨墻:墻厚370mm,計算長度6600mm,計算高度3300-700=2600mmo單跨體積：0.37X6.6X2.6=6.35m3單跨重量：6.35X5.5=34.92KN數(shù)量：4總重：34.92X4=139.68KNAB跨、CD跨墻：墻厚240mm,計算長度6600mm,計算高度3300-700=2600mm。單跨體積：0.24X6.6X2.6=4.12m3單跨重量：4.12X5.5=22.65KN數(shù)量：22總重：22.65X22=498.33KNBC跨墻：墻厚370mm,計算長度1800mm,計算高度3300-700=2600mni。單跨體積:(1.8X2.6-1.5X1.7)X0.37=0.79m3單跨重量：0.79X5.5=4.33KN數(shù)量：2總重：4.33X2=8.67KN廁所橫墻：墻厚240mm,計算長度7200-2400=4800mni,計算高度3300-100=3200mmo單跨體積：0.24X4.8X3.2=3.69m3單跨重量：3.69X5.5-20.28KN數(shù)量：2總重：20.28X2=40.55KN橫墻總重:139.68+498.33+8.67+40.55=687.28KN縱墻：外墻：單個體積：[(7.2X2.6)-(2.7X1.7X2)]X0.37=3.53m3數(shù)量：14總重：3.53X14X5.5=271.79KN廁所外縱墻：體積:(7.2X2.6-1.8X1.9)X0.24=5.01m3總重：5.01X5.5X2=55.11KN內(nèi)縱墻：單個體積：(7.2X2.6-1X2.1X2)X0.24=4.82m3單個重量：4.82X5.5=26.53KN總重：26.53X16=424.51KN縱墻總重：271.79+55.11+424.51=751.41KN(3)、窗戶計算(鋼框玻璃窗)：辦公室窗戶：尺寸：2700mmX1700mm自重：0.4KN/m2數(shù)量：28重量：2.7X1.7X0.4X28=51.41KN(4)、門重計算：木門：尺寸：1000mmX2100mm自重：0.15KN/m2數(shù)量：15重量：1X2.1X0.15X15=4.725KN木門：尺寸：1500mmX2100mm自重:0.15KN/m2數(shù)量：9重量：1.5X2.1X0.15X9=4.25KN總重：4.725+4.25=8.975KN(5)、樓板恒載、活載計算(樓梯間按樓板計算)：面積：16.8X54.6=917.28(m2)恒載:4.16X917.28+0.9X0.24X146.16=3847.45KN活載:2.0X917.28=1834.56KN雪載:0.35X917.28=321.05KN由以上計算可知，六層重力荷載代表值為G2=G恒+0.5XG活=(556+36)X1.05+528.5X1.05+1188X1.05+687.28+751.41+51.41+8.975+3847.45+(1834.56+321.05)X0.5=8848.615KN注：梁柱剩上粉刷層重力荷載而對其重力荷載的增大系數(shù)1.05o集中于各樓層標(biāo)高處的重力荷載代表值G.的計算結(jié)果如下圖所示：8848.615KN8720.73KN8720.73KN*8720.73KN*8720.73KN各質(zhì)點的重力荷載代表值第三部分：框架側(cè)移剛度的計算橫梁線剛度ib的計算:類別Ec(N/mm2)bXh(mmXmm)Io(mm1)1(mm)Eclo/l(N?mm)1.5EcIo/l(N?mm)2EcIo/l(N?mm)

AB跨、CD跨3.0X104300X7008.57X10972003.57X10'°5.36XIO107.14XIO10[3.0X10'250X4001.33X10924001.67X10'°2.50XIO103.34XIO10二、柱線剛度ic的計算：I=bh3/12層次hc(mm)Ec(N/mm2)bXh(mmXmm)L(mm1)EJc/hc(N?mm)142003.0X10'600X6001.O8X1O107.71X1O102—633003.0X10'600X6001.O8X1O109.82X10'°三、各層橫向側(cè)移剛度計算： （D值法）1、底層D：K=5.36/9.82=0.54a=(0.5+K)/(2+K)=0.41Di6=acX12Xic/h2=0.41X12X7.71XI0H7420()2=21475C：K=(5.36+3.34)/7.71=1.13a=(0.5+K)/(2+K)=0.52Di6=acX12Xic/h2=0.52X12X7.71XI0H7420()2=27286ED,=21475X2+27286X2=97523

2、第二?六層:D：K=5.36X2/(9.82X2)=0.546a=K/(2+K)=0.214Dil-acX12Xic/h2-0.214X12X9.82XlO,o/33OO2=23198C：K=(5.36+3.34)/9.82=0.88a=K/(2+K)=0.31Di6=acX12Xic/h2=0.31X12X9.82XI0H7330()2=33544ED2=23198X2+33544X2=113484LD1/ED2=97523/113484=0.86>0.7,故該框架為規(guī)則框架。第四部分：橫向水平荷載作用下框架結(jié)構(gòu)的內(nèi)力和側(cè)移計算一、橫向自振周期的計算：橫向自振周期的計算采用結(jié)構(gòu)頂點的假想位移法?；咀哉裰芷凇?s)可按下式計算：T.-1.7Vt(ut)1/2注：Ut假想把集中在各層樓面處的重力荷載代表值G作為水平荷載而算得

的結(jié)構(gòu)頂點位移。%結(jié)構(gòu)基本自振周期考慮非承重褥墻影響的折減系數(shù)，取0.6。5按以下公式計算：Vgi-52Gk(△u)j-Vci/52DjjUt=E(Au)k注：ED“為第i層的層間側(cè)移剛度。(Au)，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)框架柱的總數(shù)。結(jié)構(gòu)頂點的假想側(cè)移計算過程見下表：結(jié)構(gòu)頂點的假想側(cè)移計算層次Gi(KN)VCi(KN)LDi(N/mm)△ui(mm)Ui(mm)68848.6158824.615975239.049181.32358720.4317545.0459752317.991172.27448720.4326265.4759752326.933154.28338720.4334985.9059752335.875127.3528720.4343706.3359752344.81691.47519243.7552950.08511348446.65946.659Tf1.7vt(ut)1/2=1.7X0.6X(0.181323)1/2=0.434(s)二、水平地震作用及樓層地震剪力的計算:

本結(jié)構(gòu)高度不超過40m,質(zhì)量和剛度沿高度分布比較均勻，變形以剪切型為主，故可用底部剪力法計算水平地震作用，即：1、結(jié)構(gòu)等效總重力荷載代表值限Geq=0.85XGi=0.85X(8848.615+8720.73X4+9243.73)=45028.975(KN)2、計算水平地震影響系數(shù)a1查表得二類場地近震特征周期值Tr=0.40so查表得設(shè)防烈度為7度的a皿=0.08a1—(Tg/Ti)°9afflax=(0.4/0.434)09X0.08=0.07433、結(jié)構(gòu)總的水平地震作用標(biāo)準(zhǔn)值FEkFeI<=aiGeq=0.0743X45028.975=3347.30KN)因1.4Tg=1.4X0.4=0.56s<Ti=0.434s,所以不考慮頂部附加水平地震作用。各質(zhì)點橫向水平地震作用按下式計算：Fi—GiHiFfik(1—Sn)/(EGkHk)地震作用下各樓層水平地震層間剪力明為Vi=￡Fk(i=l,2,…n)各質(zhì)點水平地震作用及樓層地震剪力沿房屋高度的分布見下圖：V6V5V6V5三、多遇水平地震作用下的位移驗算:水平地震作用下框架結(jié)構(gòu)的層間位移(△u)i和頂點位移Ui分別按下列公式計算：(△u)i-Vi/￡Dijui=E(Au)k各層的層間彈性位移角九=(Au)/hi,根據(jù)《抗震規(guī)范》，考慮褥填充墻抗側(cè)力作用的框架，層間彈性位移角限值［9J<l/550o四、水平地震作用下框架內(nèi)力計算：1、框架柱端剪力及彎矩分別按下列公式計算：Vij=DijVi/52DijMbij-Vij*yh MUij=Vij(1-y)hy=yn+yi+y2+y3注：外框架柱的標(biāo)準(zhǔn)反彎點高度比。y1為上下層梁線剛度變化時反彎點高度比的修正值。y?、y3為上下層層高變化時反彎點高度比的修正值。y框架柱的反彎點高度比。底層柱需考慮修正值y?,第二層柱需考慮修正值w和y3,其它柱均無修正。計算過程如下表：

(009X009》《009X009》(89X009)￡09X009》《009X009》《009X009》<300X600)21 1◎(009X009》《009X009》(89X009)￡09X009》《009X009》《009X009》<300X600)21 1◎ 13 ~<300X600)22 |?14(300X600)23G 15 "<300X600)17 §17 手(3 10000X600)18?11<300X600)19? 12(300X600)13⑨ 7(300X600)14⑩8(300X600)15? 9 力(300X600)9 i⑤ 4<300X600)10 1⑥5<300X600)11 1⑦ 6<300X600)5 1①1000X600)6|②2，《300X600)7 |<300X600)1|<300X600)2 |wr 加《300X600》3 |° 幽24?20?16?12⑧8④4我然立福（KLM.T）1、各層柱端彎矩、剪力及軸力計算：桿件號彎矩軸力剪力彎矩軸力剪力桿件號彎矩軸力剪力彎矩軸力剪力-柱（上面為柱下端,下為柱上端）---120.6192.79 -120.6192.79 -38.83 -42.79 -92.7938.832-146.07267.75-56.58-91.69-267.7556.583 -146.07-267.75-56.58-91.69267.7556.584-120.61-92.79-38.83-42.7992.7938.835-35.3774.11-23.07-42.42-74.1123.076-108.77183.85-64.69-104.98-183.8564.697 -108.77-183.85-64.69-104.98183.8564.698-35.37-74.11-23.07-42.4274.1123.079-35.6055.12-23.27-43.09-55.1223.2710-86.91110.76-54.08-91.99-110.7654.0811-86.91-110.76-54.08-91.99110.7654.0812-35.60-55.12-23.27-43.0955.1223.2713-29.6637.09-20.88-41.07-37.0920.8814-69.9457.59-44.63-77.76-57.5944.6315-69.94-57.59-44.63-77.7657.5944.6316-29.66-37.09-20.88-41.0737.0920.8817-21.6621.13-17.55-37.47-21.1317.5518-49.7324.26-33.41-60.87-24.2633.4119-49.73-24.26-33.41-60.8824.2633.4120-21.66-21.13-17.55-37.4721.1317.5521-9.798.53-12.08-30.55-8.5312.0822-23.92-10.92-18.26-36.5710.9218.2623-23.9210.92-18.26-36.57-10.9218.26

24-9.79-8.53-12.08-30.558.5312.082、梁端彎矩、剪力及柱軸力的計算:桿件號彎矩軸力剪力彎矩軸力 剪力桿件號彎矩 軸力剪力彎矩 軸力剪力175.6411.9819.8667.36-11.98 -19.862131.990.00109.99131.990.00-109.99367.36 -11.9819.8675.6411.98 -19.86473.86-6.6319.8168.756.63-19.815120.380.00 100.31120.380.00-100.31668.756.6319.8173.86-6.63-19.81768.46-5.0318.4364.235.03 -18.43894.520.0078.7794.520.00-78.77964.235.0318.4368.46-5.03 -18.431059.32-5.0216.0556.255.02-16.051168.460.0057.0568.460.00 -57.051256.255.0216.0559.32-5.02-16.051346.24-5.7712.6044.505.77 -12.601439.430.0032.8639.430.00-32.861544.505.7712.6046.24-5.77 -12.601630.55-3.718.5330.923.71-8.5317-12.200.00 -10.17-12.200.00 10.171830.923.718.5330.55-3.71-8.53

橫向框架彎矩圖(KN*m)：左地更軟圖(kn-m>五、水平風(fēng)荷載作用及樓層地震剪力的計算：風(fēng)荷載標(biāo)準(zhǔn)值：基本風(fēng)壓：0.65KN/m2風(fēng)振系數(shù)的：因房屋總高度小于30m,所以|3z=1.0風(fēng)載體型系數(shù)|is=0.8-(-0.5)=1.3由3k邛Z|1S|1Z(Do計算過程如下表：1、各層柱端彎矩、剪力及軸力計算：桿件號彎矩軸力剪力彎矩軸力剪力

桿件號彎矩軸力剪力彎矩軸力剪力-柱（上面為柱下端,下為柱上端）-1268.88-154.81105.1082.58154.81-62.262302.08-471.59118.12194.03471.59-118.123301.79471.34117.99193.79-471.34-117.994261.08155.0596.1386.20-155.05-69.25567.43-115.4862.7173.62115.48-22.786205.14-289.22124.82206.75289.22-124.827205.20288.93124.83 206.74-288.93-124.83863.61115.7755.2777.95-115.77-30.52961.67-79.2461.2367.9679.24-17.3410145.31-136.8394.36166.08136.83-94.3611145.28136.5294.34166.06-136.52-94.341257.2579.5453.0172.49-79.54-25.621345.26-48.7552.8056.5748.75-8.911498.25-35.6267.12123.2535.62-67.121598.2535.3267.13123.28-35.32-67.131640.7349.0544.6161.28-49.05-17.221730.20-25.2145.1241.3725.211.741851.2017.2839.4879.09-17.28-39.481951.06-17.6239.3578.8017.62-39.352025.3825.5436.4246.34-25.54-7.05

21 17.11-9.1840.3230.479.1811.4922 2.82 22.136.9720.18-22.13-6.9723 3.16-22.497.2720.8322.49-7.2724 11.97 9.5529.5832.28-9.552.762、梁端彎矩、剪力及柱軸力的計算桿件號彎矩軸力剪力彎矩軸力剪力桿件號彎矩 軸力 剪力 彎矩 軸力 剪力——梁（上面為梁左端,下為梁右端）一1 -150.010.45-39.32-133.12-0.4539.322 -266.05 7.14-221.69-266.00-7.14221.693 -132.9913.98-39.28-149.81-13.9839.284 -135.28 38.45-36.25-125.69-38.4536.255 -226.367.99-188.64-226.37-7.99188.646 -125.65 -22.49-36.23-135.2022.4936.237 -113.2335.47-30.49-106.29-35.4730.498 -158.03 8.23-131.69-158.03-8.23131.699 -106.28-18.99-30.49-113.2218.9930.4910 -86.77 36.21-23.54-82.70-36.2123.5411 -91.748.57-76.44-91.72-8.5776.4412 -82.63 -19.20-23.51-86.6519.2023.5113 -58.4942.07-16.03-56.91-42.0716.0314 -25.00 9.55-20.88-25.10-9.5520.88TOC\o"1-5"\h\z15 -56.86 -22.53 -16.00 -58.31 22.53 16.0016 -30.47 11.48 -9.18 -35.64 -11.48 9.1817 15.46 4.52 12.95 15.62 -4.52 -12.9518 -36.45 -2.76 -9.55 -32.28 2.76 9.55：第五部分：豎向荷載作用下框架結(jié)構(gòu)的內(nèi)力計算(橫向框架內(nèi)力計算)一、計算單元的選擇確定：?、葺S線橫向框架進行計算，如下圖所示：③④⑤計算單元寬度為7.8m,由于房間內(nèi)布置有次梁(bXh=200mmX500mm),故直接傳給該框架的樓面荷載如圖中的水平陰影所示。計算單元范圍內(nèi)的其余樓面荷載則通過次梁和縱向框架梁以集中力的形式傳給橫向框架，作用于各節(jié)點上。由于縱向框架梁的中心線與柱的中心線不重合，所以在框架節(jié)點上還作用有集中力矩。二、荷載計算：1、恒載作用下柱的內(nèi)力計算：恒荷載作用下各層框架梁上的荷載分布如下圖所示:Ml各Ml各層梁上作用的恒荷尊(1)、對于第6層，qi、q「代表橫梁自重，為均布荷載形式。q,=0.3X0.7X25=4.5KN/mq「=0.25X0.4X25=2.5KN/mq2、和q21分別為屋面板和走道板傳給橫梁的梯形荷載和三角形荷載。q?=5.35X3.6=19.26KN/mq/-5.35X1.8=9.63KN/mPi、P2分別由邊縱梁、中縱梁直接傳給柱的恒載，它包括主梁自重、次梁自重、樓板重等重力荷載，計算如下：Pi=[(3.6X2.4/2)X2+(2.4+7.2)X1.8/2]X5.35+4.5X7.2+0.2X0.4X25X7.2=132.95KNPz=[(3.6X2.4/2)X2+(2.4+7.2)XI.8/2+(2.7+3.6)X2X1.2/2]X5.35+4.5X7.2+0.2X0.4X25X7.2=173.39KN集中力矩Mi=Pe=132.95X(0.65-0.3)/2=23.27KN?mM2=P2e2=173.39X(0.65-0.3)/2=30.34KN?m(2)、對于2-5層,包括梁自重和其上橫墻自重，為均布荷載，其它荷載的計算方法同第6層。q尸4.5+0.24X3.0X5.5=8.46KN/mq/=0.25X0.4X25=2.5KN/m1、和qf分別為樓面板和走道板傳給橫梁的梯形荷載和三角形荷載。q?=3.95X3.6=14.22KN/mqz'=3.95X1.8=7.11KN/m外縱墻線密度[(7.2X3.0-1.8X2.1X2)X0.24X5.5+2XI.8X2.IX0.4]/7.2=2.99KN/mPl(3.6X2.4+9.6X0.9)X3.95+(4.5+2.99)X7.2+0.2X0.4X25X7.2=130.28KNP2=(3.6X2.4+9.6X0.9+6.3X1.2)X3.95+8.46X7.2+0.15X0.3X25X7.2=167.13KN集中力矩Mi=Pe=130.28X(0.65-0.3)/2=22.80KN?mM2=P2e2=167.13X(0.65-0.3)/2=29.25KN?m(3)、對于第1層,柱子為600mmX600mm,其余數(shù)據(jù)同2-5層，則q[=4.5+0.24X3.0X5.5=8.46KN/mq/=0.25X0.4X25=2.5KN/mq2、和q/分別為樓面板和走道板傳給橫梁的梯形荷載和三角形荷載。q?=3.95X3.6=14.22KN/mq2,-3.95X1.8=7.11KN/m外縱墻線密度[(7.2X3.0-1.8X2.1X2)X0.24X5.5+2X1.8X2.1*0.4]/7.2=2.99KN/mPF(3.6X2.4+9.6X0.9)X3.95+(4.5+2.99)X7.2+0.2X0.4X25X7.2=130.28KNP2=(3.6X2.4+9.6X0.9+6.3X1.2)X3.95+8.46X7.2+0.2X0.4X25X7.2=167.13KN集中力矩MlPci-130.28X(0.70-0.3)/2=26.06KN?mM2=P2e2=167.13X(0.70-0.3)/2=33.43KN?m2、活載作用下柱的內(nèi)力計算：活荷載作用下各層框架梁上的荷載分布如下圖所示：Ml各層梁上作用的活荷載Ml各層梁上作用的活荷載(1)、對于第6層，q?=2.0X3.6=7.2KN/mq2'=2.OX1.8=3.6KN/mP尸(3.6X2.4+9.6X0.9)X2.0=34.56KNP2=(3.6X2.4+9.6X0.9+6.3X1.2)X2.0=49.68KN集中力矩Mi=Pe=34.56X(0.65-0.3)/2=6.05KN?mM2=P2e2=49.68X(0.65-0.3)/2=8.69KN?m同理，在屋面雪荷載的作用下：qz=O.35X3.6=1.26KN/mq2'=0.2XL8=0.36KN/mPi=(3.6X2.4+9.6X0.9)X0.35=3.456KNP2=(3.6X2.4+9.6X0.9+6.3X1.2)XO.35=4.968KN集中力矩Mi=Pe-3.456X(0.65-0.3)/2=0.605KN?mM2=P2e2=4.968X(0.65-0.3)/2=0.869KN?m(2)、對于第2-5層,q?=2.0X3.6=7.2KN/mq/=2.OX1.8=3.6KN/mPi=(3.6X2.4+9.6X0.9)X2.0=34.56KNP2=(3.6X2.4+9.6X0.9+6.3X1.2)X2.0=49.68KN集中力矩M,=P1e1=34.56*(0.65-0.3)/2=6.05KN?mM2=P2e2=49.68*(0.65-0.3)/2=8.69KN?m(3)、對于第1層，q2=2.0X3.6=7.2KN/mqj=2.OX1.8=3.6KN/mPi=(3.6X2.4+9.6X0.9)X2.0=34.56KNPk(3.6X2.4+9.6X0.9+6.3X1.2)X2.0-49.68KN集中力矩Mi=Pe=34.56X(0.70-0.3)/2=6.91KN-mMz=P2e2=49.68X(0.70-0.3)/2=9.94KN?m將計算結(jié)果匯總?cè)缦聝杀?

橫向框架恒載匯總表層次qi(KN/m)qi,(KN/m)Q2(KN/m)qz'(KN/m)Pi(KN)P2(KN)Mi(KNm)M2(KNm)64.52.519.269.63132.95173.3923.2730.342-58.462.514.227.11130.28167.1322.8029.2518.462.514.227.11130.28167.1326.0633.43橫向框架活載匯總表層次q2(KN/m)(KN/m)Pi(KN)P2(KN)Mi(KN?m)M?(KN?m)67.2(0.72)3.6(0.36)34.56(3.456)49.68(4.968)6.05(0.605)8.69(0.869)2-57.23.634.5649.686.058.6917.23.634.5649.686.919.94注：表中括號內(nèi)數(shù)值對應(yīng)于屋面雪荷載作用情況。3、恒荷載作用下梁的內(nèi)力計算:恒荷載作用下各層框架梁上的荷載分布如下圖所示:第6層恒荷載作用圖等效于均布荷載與梯形、三角形荷載的疊加。a=a/l=2.4/7.2=1/3(1)、對于第6層，-MAB=qil2I/12+q2l21(l-2a2+a3)=4.5X7.2712+19.26X7.22X[1-2X(1/3)2+(1/3)1/12=87.24(KN*m)-MBc-q/l22/12+5q2,l22/96=2.5X2.4712+5X9.63*2.42/96=4.09(KNui)(2)、對于第1-5層，-MAB-qJ^/12+qJ21(l-2a2+a3)=8.46X7.2712+14.22X7.22X[1-2X(1/3)2+(1/3)4/12=86.60(KN?m)-Mbc=Qi,l22/12+5q2,l22/96=2.5X2.4712+5X7.11X2.4796=3.33(KNm)4、活荷載作用下梁的內(nèi)力計算：活荷載作用下各層框架梁上的荷載分布如下圖所示：各層恒荷載作用圖對于第1-6層,-MAB=q2121(1-2a2+a3)=7.2X7.22X[1-2X(1/3)2+(1/3)4/12=25.34(KN?m)-Mk=5qf/2/96=5X3.6X2.42/96=l.08(KN?m)三、內(nèi)力計算：梁端、柱端彎矩采用彎矩二次分配法計算，由于結(jié)構(gòu)和荷載均對稱,故計算時可用半框架，彎矩計算如下圖所示：上柱下柱右梁 左梁上柱下柱右梁0.7340.2660.237-0.6520.111 1°__t23.27-87.2487.24-30.34-4.09-46.9517.02-12.52-34.43-5.8613.50-6.268.5110.67-5.31-1.930.511.410.2455.14-78.4183.74-43.69-9.710.4230.4230.1540.1430.3950.3950.067 h~t22.80-86.6086.60-29.25-3.33F 26.9926.999.82-7.72-21.34-21.34-3.6223.4813.50-3.864.91-17.22-10.67-14.01-14.01-5.103.299.089.081.5436.4626.48-85.7487.08-29.48-22.93-5.410.4230.4230.1540.1430.3950.3950.06722.80-86.6086.60-29.2533326.9926.999.82-7.72-21.34-21.34-3.6213.5013.50-3.864.91-10.67-10.67-9.79-9.79-3.562.356.496.491.1030.7030.70-84.2086.14-25.52-25.52-5.850.4230.4230.1540.1430.3950.3950.067h 122.80-86.6086.60-29.25-3.33|0 4-26.9926.999.82-7.72-21.34-21.34-3.6213.5013.50-3.864.91-10.67-10.67-9.79-9.79-3.562.356.496.491.10

上柱下柱右梁左梁上柱下柱右梁0.7340.2660.237-0.6520.111一6.05-25.3425.34-8.69-1.0814.165.13-3.69-10.15-1.734.08-1.64-1.85-0.592.570.04-2.720.100.0116.60-22.6524.26-12.77-2.800.4230.4230.1540.1430.3950.3950.067io ck6.05-25.3425.34-8.69-1.088.168.162.97-1.97-5.44-5.44-0.927.08-4.304.08-4.30-0.99-1.571.490.90-5.082.49-2.722.490.4310.947.94-24.9325.76-8.03-5.76-1.570.4230.4230.1540.1430.3950.3950.0676.05-25.3425.34-8.69-1.08|o_8.168.162.97-1.97-5.44-5.44-0.924.08-3.034.08-3.03-0.99-1.111.490.56-2.721.56-2.721.560.279.219.21-24.4725.42-6.60-6.60-1.730.4230.4230.1540.1430.3950.3950.067一6.05-25.3425.34-8.69-1.088.168.162.97-19.7-5.44-5.44-0.924.08-3.034.08-3.03-0.99-1.101.490.56-2.721.56-2.721.560.279.219.21-24.4725.42-6.60-6.60-1.73

四、梁端剪力和柱軸力的計算：1、恒載作用下：例：第6層：荷載弓I起的剪力：Va=Vb=(19.26X4.8+4.5X7.2)/2=62.42KNVB=Vc=(9.63X1.2+2.5X2.4)=8.78KN本方案中，彎矩引起的剪力很小，可忽略不計。A柱：N項=132.95+62.42=195.37KN柱重：0.65X0.65X3.3X25=38.02KNN底=N壩+38.02=233.39KNB柱:N頂=173.39+64.42+8.78=246.59KN恒載作用下梁端剪力及柱軸力(KN)層次荷載引起的剪力柱軸力AB跨BpA柱B柱Va=VbVb=VcN項N底N?N底662.428.78195.37233.39246.59284.61564.587.27428.25466.27523.59561.61

464.587.27661.13699.15800.59838.61364.587.27894.01932.031077.591115.61264.587.271126.891164.911354.591392.61164.587.271359.771397.791631.591669.612、活載作用下：例：第6層；荷載引起的剪力:AB跨：Va=Vb=7.2X4.8/2=17.28KNBC跨:Vb=Vc=3.9X1.2/2=2.16KNA柱：N?=N底=34.56+17.28=51.84KNB柱:N頂=N底=49.68+17.28+2.16=69.12KN活載作用下梁端剪力及柱軸力（KN）層次荷載引起的剪力柱軸力AB跨BC跨A柱B柱Va=VbVb=VcN頂二N底N頂二N底617.282.1651.8469.12517.282.16103.68138.24417.282.16155.52207.36317.282.16207.36276.48217.282.16259.20345.60117.282.16311.04414.72五、框架梁的內(nèi)力組合：1、結(jié)構(gòu)抗震等級：根據(jù)《抗震規(guī)范》，本方案為二級抗震等級。2、框架梁內(nèi)力組合：本方案考慮了三種內(nèi)力組合，即1.2Sck+1.4SQk,1.35SGk+1.0Sok及1.2Sge+1.3Sero考慮到鋼筋混凝土結(jié)構(gòu)具有塑性內(nèi)力重分布的性質(zhì)，在豎向荷載下可以適當(dāng)降低梁端彎矩，進行調(diào)幅（調(diào)幅系數(shù)取0.8）,以減少負彎矩鋼筋的擁擠現(xiàn)象。Lb梁端剪力增大系數(shù)，二級取1.2。各層梁的內(nèi)力組合和梁端剪力調(diào)整結(jié)果如下表：￡次截面位置內(nèi)力Sck調(diào)幅屈Sok調(diào)幅在Semi)SeIc⑵Yr」L2X(SGk+O.5Sok)+1.3Si：k]1.35SGk+l.OSok1.2SCk+1.4SgkYReMmaxV=YSc[n,b(M'b+Mr?)/1?+VGb]126AM-62.49-17.9885.00-85.0018.54-147.21-102.34-100.16-147.2192.09V62.4217.28-20.8220.8243.6584.25101.5599.10B/,：M-67.54-19.77-64.9164.91-132.97-6.40-110.95-108.73-132.97V64.4217.2820.82-20.8286.0545.45104.25101.50B/,?M-10.01-2.7548.17-48.1736.72-57.21-16.26-15.86-57.2187.33V8.782.16-40.1440.14-30.2648.0114.0113.565AM-68.50-19.94143.96-143.9669.74-210.98-112.42-110.12-210.98114.73V64.5817.28-37.8037.8029.04102.75104.46101.69B左M-69.62-20.48-128.19128.19-196.8653.11-114.47-112.22-196.86V64.5817.2837.80-37.80102.7529.04104.46101.69B/IM-5.31-1.5895.15-95.1587.28-98.26-8.75-8.58-98.26142.26V7.272.16-79.2979.29-69.7984.8211.9711.754AM-67.27-19.58214.60-214.60139.88-278.59-110.39-108.14-278.59138.90V64.5817.28-56.5156.5110.80121.00104.46101.69

B/..M-68.96-20.30-192.28192.28-258.67116.27-113.40-111.17-258.67V64.5817.2856.51-56.51121.0010.80104.46101.69B/I?M-5.80-1.73142.72-142.72133.15-145.15-9.56-9.38-145.15206.57V7.272.16-118.92118.92-108.43123.4611.9711.753AM-67.27-19.58270.56-270.56194.44-333.15-110.39-108.14-333.15159.15V64.5817.28-72.7872.78-5.06136.86104.46101.69B&：M-68.96-20.30-253.43253.43-318.29175.90-113.40-111.17-318.29V64.5817.2872.78-72.78136.86-5.06104.46101.69B<,M-5.80-1.73188.10-188.10177.40-189.40-9.56-9.38-189.40267.26V7.272.16-156.75156.75-145.32160.3511.9711.752AM-67.17-19.55299.26-299.26222.53-361.03-110.23-107.97-361.03168.07V64.5817.28-79.1979.19-11.31143.11104.46101.69B/f：M-68.86-20.29-270.91270.91-335.24193.03-113.25-111.04-335.24V64.5817.2879.19-79.19143.11-11.31104.46101.69BM-5.87-1.73201.08-201.08189.99-202.11-9.65-9.47-202.11284.69V7.272.16-167.57167.57-155.87170.9011.9711.751AM-65.86-19.19347.06-347.06270.47-406.29-108.10-105.90-406.29182.70V64.5817.28-90.4890.48-22.32154.12104.46101.69M-68.15-19.98-304.42304.42-367.14226.48-111.98-109.75-367.14V64.5817.2890.48-90.48154.12-22.32104.46101.69B仃M-6.23-1.91225.95-225.95213.83-226.77-10.32-10.15-226.77318.50V7.272.16-188.29188.29-176.07191.1011.9711.753、跨間最大彎矩的計算:以第一層AB跨梁為例，說明計算方法和過程。計算理論：根據(jù)梁端彎矩的組合值及梁上荷載設(shè)計值，由平衡條件確定。1)均布和梯形荷載下，如下圖:Va--(Ma+Mh)/l+q)l/2+(l-a)lq?/2若V,「(2q,+q2)al/2^0,說明xWal,其中x為最大正彎矩截面至A支座的距離，則x可由下式求解：VA-qiX-x'q2/(2al)=0將求得的x值代入下式即可得跨間最大正彎矩值：M^^Ma+VaX-QiX2/2-x3q2/(6al)若Va-(2qi+q2)al/2>0,說明x>al,則x=(VA+alq2/2)/(qi+q2)可得跨間最大正彎矩值：NLx=Ma+VaX-(qi+q2)x2/2+alq2(x-al/3)/2若VaWO,貝2)同理，三角形分布荷載和均布荷載作用下，如下圖：Va-—(Ma+Mb)/l+qJ/2+q21/4x可由下式解得：VA=qix+x2q2/l可得跨間最大正彎矩值：Mmax=MA+VAx-qix72-x3q2/31第1層AB跨梁：梁上荷載設(shè)計值：qi=L2X8.46=10.15KN/mq2=1.2X(14.22+0.5X7.2)=21.38KN/m左震： Ma=270.47/0.75=360.63KN?mMb-367.14/0.75—489.52KN?mVa=-(Ma-Mb)/l+q,l/2+(1-a)lq2/2=-(360.63+489.52)/7.2+10.15X2/2+21.38X7.2/3-30.22KN<0則發(fā)生在左支座，Mg”=L3MEk-l.0Mge=1.3X347.06-(65.86+0.5X19.19)=375.72KN?mYr°M皿=0.75X375.72=281.79KN?m右震：Ma=-406.29/0.75=-541.72KN?mMb=226.48/0.75=301.97KN?mVa=-(Ma-Mb)/l+qJ/2+(1-a)lq2/2-(541.72+301.97)/7.2+10.15X7.2/2+21.38X7.2/3=205.03KN由于205.03-(2X10.15+21.38)X2.4/2=155.ODO,故x>al=l/3=2.4mx=(VA+alq2/2)/(qi+q2)=(205.03+1.2X21.38)/(10.15+21.38)=5.73mM*Ma+VaX-(qi+q2)x2/2+alq2(x-al/3)/2=-541.72+205.03X5.73-(10.15+21.38)X(5.73)72+21.38X2.4X(5.73-2.4/3)/2=241.98KN?mYreM皿=0.75X241.98=181.48KN?m其它跨間的最大彎矩計算結(jié)果見下表：跨間最大彎矩計算結(jié)果表層次123跨ABBCABBCABBCMmax281.79214.91234.07191.00206.00178.40層次456跨ABBCABBCABBCMmax151.44134.1581.5188.2029.2638.434、梁端剪力的調(diào)整:抗震設(shè)計中，二級框架梁和抗震墻中跨高比大于2.5,其梁端剪力設(shè)計值應(yīng)按下式調(diào)整：V—YRe[Hvb(M'b+M\)/ln+VGb](1)、對于第6層：AB跨：受力如圖所示：梁上荷載設(shè)計值:q尸1.2X4.5=5.4KN/mq2=l.2X(19.26+0.5X7.2)=27.43KN/mVGb=5.4X7.2/2+27.43X4.8/2=85.27KN1=7.2-0.65=6.55m左震:M>18.54/0.75=24.72KN?mMrb=-132.97/0.75=—177.29KN?mV=YRe[nvb(M\+M「b)/In+VgJ=0.75X[1.2X(24.72+177.29)/6.55+85.27]=91.71KN右震:M1=147.21/0.75=196.28KN?mMrb=6.4/0.75=8.53KN?mV=yRe[Hvb(M'b+Mrb)/ln+VGb]=0.75X[1.2X(196.28+8.53)/6.55+85.27]=92.09KNBC跨：受力如圖所示：梁上荷載設(shè)計值:q,=l.2X2.5=3.0KN/mq?=1.2X(9.63+0.5*3.6)=13.72KN/mVcb=3.0X2.4/2+13.72X1.2/2=11.83KN1=2.4-0.65=1.75m左震:M[=M>36.72/0.75=48.96KN?m—YRe[nvb(M'b+Mb)/In+VGb]=0.75X[1.2X2X48.96/1.75+11.83]=59.23KN—YRe[nvb(M'b+Mb)/In+VGb]=0.75X[1.2X2X76.28/1.75+11.83]=87.33KN(2)、對于第1-5層：AB跨：q,-l.2X8.46=10.15KN/mqkl.2X(14.22+0.5X7.2)=21.38KN/m的=10.15X7.2/2+21.38X4.8/2=87.85KNBC跨：qLl.2X2.5=3.0KN/mqE.2X(7.11+0.5X3.6)=10.69KN/m砧=3.0X2.4/2+10.69X1.2/2=10.01KN剪力調(diào)整方法同上，結(jié)果見47頁各層梁的內(nèi)力組合和梁端剪力調(diào)整表。六、框架柱的內(nèi)力組合：取每層柱頂和柱底兩個控制截面，組合結(jié)果如下表：橫向框架A柱彎矩和軸力組合層次截而內(nèi)力Sgr調(diào)幅元S（）k調(diào)N后Sek(1)Sek(2>Yr」1.2X(Sgx+0.5SSk)+1.3SeJ1.35SGk+1.OSyk1.2SGk+1.4SttkMmaxMM12NNmin\、柱M58.8416.43-85.0085.00-22.53143.2295.8693.61143.22-22.5295.866頂N195.3751.84-20.8220.82178.86219.46315.59307.02219.46178.86315.59柱M-36.41-10.9418.66-18.66-19.50-55.89-60.09-59.01~60.09-19.50-60.09底N233.3951.84-20.8220.82213.08253.68366.92352.64366.92213.08366.92柱M26.427.94-125.30125.30-94.82149.5243.6142.82149.52-94.8243.615頂N428.25103.68-58.6258.62374.93489.24681.82659.05489.24374.93681.82柱M-30.65-9.2161.72-61.7228.45-91.91-50.59-49.67-91.9128.45-50.59

底N466.27103.68-58.6258.62409.14523.45733.14704.68523.45409.14733.144柱頂M30.659.21-152.88152.88-117.3180.7950.5949.67180.79-117.3350.59N661.13155.52-115.13115.13552.75777.251048.051011.1777.25552.751048.05柱底M-30.65-9.21101.92-101.9267.64-131.10-50.59-49.67-131.1067.64-50.59N699.15155.52-115.13115.13586.97811.471099.371056.7811.47586.971099.373柱頂M30.659.21-168.64168.64-132.7196.1550.5949.67196.15-132.7050.59N894.01207.36-187.91187.91714.711081.131414.271363.11081.13714.711414.27柱底M-31.00-9.31137.98-137.98102.44-166.62-51.16-50.23-166.62102.44-51.16N932.03207.36-187.91187.91748.931115.351465.601408.71115.35748.931465.602柱頂M30.169.08-161.28161.28-126.0188.4849.8048.90188.48-126.0249.80N1126.9259.20-267.10267.10870.421391.261780.501715.21391.26870.421780.50柱底M-34.58-10.48197.12-197.12156.35-228.03-57.16-56.17-228.03156.35-57.16N1164.9259.20-267.10267.10904.641425.481831.831760.81425.48904.641831.831柱M21.686.59-149.94149.94-123.7168.6735.8635.24168.67-123.7135.86N1359.8311.04-357.58357.581015.11712.402146.732067.21712.401015.122146.73柱底M-10.84-3.30405.39-405.39384.01-406.50-17.93-17.63-406.50384.01-17.93N1397.8311.04-357.58357.581049.31746.622198.062112.81746.621049.342198.06橫向框架B柱彎矩和軸力組合層次截面內(nèi)力Sgr調(diào)幗后Sqr調(diào)幅后Ser<1)Sek<2)YRe[1.2X(Sgk+0.5Sak)+1.3Sa]1.35SGk+1.OSok1.2Sck+1.4SokMmaxMM12NNminNumx柱M-41.56-11.57-113.08113.08-152.8667.64-67.68-66.07-152.86-152.86-67.686頂N246.5969.12-19.3219.32234.20271.87402.02392.68234.20234.20402.02柱M28.537.8248.46-48.4676.44-18.0546.3445.1876.4476.4446.34底N284.6169.12-19.3219.32268.42306.09453.34438.30268.42268.42453.34

5柱頂M-22.61-6.13-174.88174.88-193.62147.40-36.65-35.71-193.62-193.62-36.65N523.59138.24-60.8160.81474.15592.73845.09821.84474.15474.15845.09柱底M24.866.77116.59-116.59139.10-88.2540.3339.31139.10139.1040.33N561.61138.24-60.8160.81508.37626.95896.41867.47508.37508.37896.414柱頂M-24.86-6.77-218.41218.41-238.37187.53-40.33-39.31-238.37-238.37-40.33N800.59207.36-132.22132.22684.93942.761288.161251.0684.93684.931288.16柱底M24.866.77178.70-178.70199.65-148.8140.3339.31199.65199.6540.33N838.61207.36-123.22123.22727.92968.201339.481296.6727.92727.921339.483柱頂M-24.86-6.77-262.83262.83-281.68230.84-40.33-39.31-281.68-281.68-40.33N1077.6276.48-207.19207.19892.241296.261731.231680.2892.24892.241731.23柱底25.206.80215.04-215.04235.40-183.9240.8239.76235.40235.4040.82N1115.6276.48-207.19207.19926.451330.481782.551725.8926.45926.451782.552柱頂M-24.31-6.72-256.95256.95-275.43225.62-39.54-38.58-275.43-275.43-39.54N1354.6345.60-295.57295.571086.471662.832174.302109.41086.471086.472174.30柱底M26.877.63301.64-301.64321.72-266.4843.9042.93321.72321.7243.90N1392.6345.60-295.57295.571120.691697.052225.622155.01120.691120.692225.621柱頂M-17.10-5.01-228.73228.73-240.66205.37-28.10-27.53-240.66-240.66-28.10N1631.6414.72-393.38393.381271.512038.602617.372538.51271.511271.512617.37柱底M8.552.50424.79-424.79422.99-405.3514.0413.76422.99422.9914.04N1669.6414.72-393.38393.381305.732072.822668.692584.11305.731305.732668.69七、柱端彎矩設(shè)計值的調(diào)整：1A柱:第6層，按《抗震規(guī)范》，無需調(diào)整。第5層，柱頂軸壓比［uj=N/Acf=489.24X10714.3/5502=0.08<0.15,無需調(diào)整。柱底軸壓比[un]=N/Acfc=523.45X10714.3/5502=0.087<0.15,無

需調(diào)整。第4層，同理也無需調(diào)整。第3層，柱頂軸壓比［?。?N/Acfc=1081.13X10714.3/5502=0.179>0.150可知，一、二、三層柱端組合的彎矩設(shè)計值應(yīng)符合下式要求：2Mc=nc2Mb注：EM,為節(jié)點上下柱端截面順時針或逆時針方向組合的彎矩設(shè)計值之和,上下