土木工程畢業(yè)設(shè)計高層框剪結(jié)構(gòu)設(shè)計計算書

土木工程畢業(yè)設(shè)計高層框剪結(jié)構(gòu)設(shè)計計算書PAGEPAGE41第1章工程概況及結(jié)構(gòu)選型1.1工程概況本工程為位于某高校家屬區(qū)西側(cè)的住宅樓，該住宅為地下一層，地上十一層，地下一層層高2.2米，地上每層層高為2.8米，總高度為33米，其中地下一層為設(shè)備用房，地上十一層均為兩單元，一梯兩戶，每戶建筑面積約為150平方米，三室兩廳兩衛(wèi)，總建筑面積9500平方米。結(jié)構(gòu)安全等級為二級，設(shè)計使用年限為50年，抗震等級為二級，防火等級為二級。常年地下水位低于-12米，水質(zhì)對混凝土無侵蝕作用，土壤最大凍結(jié)深度0.50米。該結(jié)構(gòu)抗震設(shè)防烈度為7度，場地類別為Ⅱ類，特征周期0.35s。場地內(nèi)土層分布及承載力特征值如下表：表1.1 土層分布及承載力特征值土層土質(zhì)厚度/m地基承載力特征值/kpa1素填土1.52粉質(zhì)粘土2.52003粉質(zhì)粘土混角礫1.22404粉砂巖強風(fēng)化帶103001.2結(jié)構(gòu)選型與布置結(jié)構(gòu)選型(1)結(jié)構(gòu)體系選型：采用鋼筋混凝土現(xiàn)澆框架-剪力墻結(jié)構(gòu)。平面布置如圖1.1所示。(2)屋面結(jié)構(gòu)：采用現(xiàn)澆混凝土肋形屋蓋，剛?cè)嵝晕菝?，屋面板?20mm。(3)樓面結(jié)構(gòu)：全部采用現(xiàn)澆混凝土肋形樓蓋，板厚120mm。(4)樓梯結(jié)構(gòu)：采用現(xiàn)澆混凝土梁式樓梯。(5)電梯間：采用剪力墻結(jié)構(gòu)，墻厚250mm。1.2.2．結(jié)構(gòu)平面布置圖1.1結(jié)構(gòu)布置圖豎向布置本住宅一共有10層，每層層高為3.6米，屋面有電梯機房和上人樓梯突出4.2米。豎向結(jié)構(gòu)構(gòu)件柱子的截面1-5層選用800800,柱的強度選用C35；6-10層柱選用600600，柱的強度選用C30。樓蓋體系結(jié)構(gòu)布置布置方式:縱橫向承重。

構(gòu)件尺寸初估(1)梁的截面尺寸主梁：截面高度h=（1/10~1/15）L=533~800mm，取700mm截面寬度b=（1/2~1/3）L=233~350mm，取300mm次梁：截面高度h=（1/10~1/15）L=533~800mm，取600mm截面寬度b=（1/2~1/3）L=200~300mm，取250mm(2)柱的截面尺寸由于框—剪結(jié)構(gòu)實驗樓，按14kN/㎡考慮；負面面積按F=9.2×5.5=50.6考慮，可取1.1。設(shè)防烈度7度、小于60m高的框—剪結(jié)構(gòu)抗震等級二級，因此取0.9。1~5層中柱（n取5；C35混凝土，）柱截面尺寸近似取800mm×800mm6~10層中柱（n取5；C30混凝土，）柱截面尺寸近似取600mm×600mm預(yù)估軸力：N=從屬面積×15kN/㎡=3.5×5.0×15=240kN由公式N/Afc<0.9得A=18648mm故柱截面尺寸近似取500mm×500mm。(3)板的截面尺寸本結(jié)構(gòu)中柱距一般為4~6米，除個別板選用單向板，其余均為雙向板。雙向板厚hl/50(l為區(qū)格短邊邊長)，取h=120mm?？蚣艚Y(jié)構(gòu)底層板和頂層屋面板均為雙層雙向，分別取h=160mm，h=120mm。(4)墻外墻采用200的填充墻，內(nèi)部隔墻采用200的填充墻。根據(jù)抗震規(guī)范，剪力墻的厚度不應(yīng)小于160mm，且不應(yīng)小于層高的1/20，其底部加強部位的墻厚，不應(yīng)小于200mm，且不應(yīng)小于層高的1/16。剪力墻的寬度取250mm，高度同層高。材料梁板柱的混凝土強度都采用C30，板鋼筋采用三級鋼，箍筋采用一級鋼筋1.2.7．確定計算單元和計算簡圖取整個單元進行計算，按剛接體系進行計算。1.2.8．結(jié)構(gòu)抗側(cè)剛度計算框架梁柱尺寸如圖一所示，共有8種梁。與剪力墻相連的柱作為剪力墻的翼緣，共有44根框架柱。計算框架梁剛度時，考慮樓板的影響，乘以1.6的放大系數(shù)。（1）梁線剛度計算（編號見圖1.1）=1.6×bh/12=1.6×1/12×0.25×=0.0021m=E×0.021/6.3=0.00034E=E×0.021/4.8=0.00044E=E×0.021/4.2=0.00051E=E×0.021/1.5=0.00142E=E×0.021/5.7=0.00037E=E×0.021/3.0=0.00070E=E×0.021/2.4=0.00089E=E×0.021/2.5=0.00085E（2）框架柱線剛度1～6層=bh/12=1/12×=0.0108m，=E×0.0108/2.8=0.00386E7～11層=bh/12=1/12×=0.0021m，=E×0.0021/2.8=0.00076E各樓層線剛度見表1.2~表1.4表1.2地下室框架柱抗側(cè)剛度h=2.2m構(gòu)件名稱柱10.0880830.2816380.00593E柱20.113990.2904410.006115E柱30.308290.3501680.007373E柱40.4818650.3956160.00833E柱50.50.40.008422E柱60.3264250.3552340.007479E柱70.1321240.2964760.006242E柱80.0958550.2843020.005986E表1.31～6層框架柱抗側(cè)剛度h=2.8m構(gòu)件名稱柱10.0880830.0421840.000698E柱20.113990.0539220.000892E柱30.308290.1335580.002209E柱40.4818650.1941540.003212E柱50.50.20.003309E柱60.3264250.1403120.002321E柱70.1321240.0619680.001025E柱80.0958550.0457350.000757E表1.47～11層框架柱抗側(cè)剛度h=2.8m構(gòu)件名稱柱10.4473680.1827960.000595E柱20.5789470.224490.000731E柱31.5657890.4391140.00143E柱42.4473680.5502960.001792E柱52.5394740.559420.001822E柱61.6578950.4532370.001476E柱70.6710530.2512320.000818E柱80.4868420.1957670.000638E樓層柱平均抗側(cè)剛度：E=0.083845E（3）綜合剪力墻等效抗彎剛度結(jié)構(gòu)橫向共有兩榀墻1，一榀墻2，四榀墻3.墻1如圖：有效翼緣6d=6×250=1500，900<1500,取實際長度900mm。求形心：=680mm慣性矩：=0.269m等效抗彎剛度：==0.268E墻2如圖：有效翼緣6d=6×250=1500，900<1500,取實際長度900mm。慣性矩：=5.967等效抗彎剛度：==5.787E墻3如圖：有效翼緣6d=6250=1500，950<1500,1450<1500,分別取實際長度900mm，1450mm。求形心： =1440mm慣性矩:=1.025m等效抗彎剛度：==1.016E綜合剪力墻等效抗彎剛度：EI=2×0.268E+5.787E+4×1.016E=10.387E（4）連梁約束剛度連梁1：連梁剛性端部約束彎矩=0.0659連梁2：連梁剛性端部約束彎矩=0.0435連梁3：連梁剛性端部約束彎矩=0.0713連梁約束剛度：第2章橫向結(jié)構(gòu)內(nèi)力計算2.1橫向水平地震作用下結(jié)構(gòu)內(nèi)力與側(cè)移計算結(jié)構(gòu)重力荷載代表值計算屋面恒載15mm水泥砂漿找平0.015×20=0.30三氈四油屋面防水層0.4020mm1：3水泥砂漿找平層0.02×20=0.4080mm礦渣水泥保溫層0.08×14.5=1.1640mm水泥石灰焦渣找坡0.04×14=0.56120mm現(xiàn)澆混凝土板0.12×25=3.020mm石灰砂漿板底抹灰0.02×17=0.34合計：6.16kN/2.樓面恒載水磨石地面0.65120mm現(xiàn)澆混凝土板0.12×25=3.02.520mm板底抹灰0.02×17=0.34合計：3.99kN/3.地下室頂板恒載水磨石地面0.65160mm現(xiàn)澆混凝土板0.16×25=4.0420mm板底抹灰0.02×17=0.34合計：4.99kN/4.梁自重（kN/m）表2.1梁自重自重抹灰合計地下室250×3501.32250×4001.66屋面，標準層250×3501.60250×4001.945.柱自重b×h=600×600自重25×0.6×0.6=9.020mm抹灰4×0.6×0.02×17=0.816合計：9.816kN/mb×h=400×400自重25×0.4×0.4=4.020mm抹灰4×0.4×0.02×17=0.544合計：4.544kN/m6.外墻自重19×0.24×0.375+7.5×0.24×（2.8-0.4-0.375）=5.283抹灰17×0.04×（2.8-0.12）=1.8224合計：7.1054kN/m窗戶門洞折減10%7.1054×（1-10%）=6.39kN/m7.內(nèi)墻自重19×0.2×0.375+7.5×0.2×（2.8-0.4-0.375）=4.46抹灰17×0.04×（2.8-0.12）=1.8224合計：6.2824kN/m窗戶門洞折減10%6.2824×（1-10%）=5.65kN/m8.衛(wèi)生間墻自重24×0.2×0.2+19×0.2×1.0+7.5×0.2×（2.8-0.4-1.2）=6.56抹灰17×0.04×（2.8-0.12）=1.8224合計：8.3824kN/m9.女兒墻自重7.5×0.24×1.5=2.7抹灰17×0.04×1.5=1.02合計：3.72kN/m10.剪力墻自重25×0.2×2.8=14抹灰17×0.04×2.8=1.904合計：15.904kN/m1.恒載標準值計算屋面樓板處結(jié)構(gòu)和構(gòu)件自重=3.99（57×10.5+4×1.24.5）=2474=1.94（10.5×16+57×4）+1.6×6×4.8=814.32=9.8162.8/244=604.66={6.39×(57+10.5)×2+5.65×(4.8×2+4.2×7+5.7×2+5.4×2)+8.3824×2×[(4.8+2.1)×2+(3+1.8)×2+(2.4+2.4)×2]+15.904×[(2.7+2.4)×2×2+(0.9+1.7)×2+4+2×1.8]}/2+3.72×(57+10.5)×2=1656.54=0.45×170/2=38.5共計：=2474+814.32+604.66+1656.54+38.5=5588kN標準層樓板處結(jié)構(gòu)和構(gòu)件自重=3.99（57×10.5+4×1.24.5）=2474=1.94（10.5×16+57×4）+1.6×6×4.8=814.32=9.8162.844=1209.33=6.39×(57+10.5)×2+5.65×(4.8×2+4.2×7+5.7×2+5.4×2)+8.3824×2×[(4.8+2.1)×2+(3+1.8)×2+(2.4+2.4)×2]+15.904×[(2.7+2.4)×2×2+(0.9+1.7)×2+4+2×1.8]=2308.67=0.45×170=77共計：=2474+814.32+1209.33+2308.67+77=6883kN地下室頂板處結(jié)構(gòu)和構(gòu)件自重=4.99（57×10.5+4×1.24.5）=3094=1.66（10.5×16+57×4）+1.32×6×4.8=695.376=9.816（2.2/2+2.8/2）44=1080=6.39×(57+10.5)×2+5.65×(4.8×2+4.2×7+5.7×2+5.4×2)+8.3824×2×[(4.8+2.1)×2+(3+1.8)×2+(2.4+2.4)×2]+15.904×[(2.7+2.4)×2×2+(0.9+1.7)×2+4+2×1.8]=2308.67=0.45×170=77共計：=3094+695.376+1080+2308.67+77=7255kN2.活載標準值計算上人屋面：2.5kN/㎡=2.5×57×10.5=1496kN樓面：2.0kN/㎡=2.0×57×10.5=1197kN雪荷載：0.4kN/㎡=0.4×57×10.5=239.4kN屋面活荷載和雪荷載不同時考慮，取較大值。3.結(jié)構(gòu)重力荷載代表值計算屋面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標準值+0.5屋面活荷載標準值樓面處重力荷載代表值=結(jié)構(gòu)和構(gòu)配件自重標準值+0.5樓面活荷載標準值屋面處=5588+0.5×1496=6336kN標準層處=6883+0.5×1197=7481.5kN地下室頂板處=7255+0.5×1197=7823.5kN重力荷載代表值如圖2.1所示：圖2.1重力荷載代表值橫向水平地震作用計算該建筑物為33米，小于40米，以剪切變形為主，且質(zhì)量和剛度沿高度均勻分布，故可采用底部剪力法計算地震作用。=0.85=0.85(6336+10×7481.5+7823.5)=75628.3kN查得s由于該工程所在地區(qū)抗震設(shè)防烈度為7度，Ⅱ類場地，設(shè)計地震分組為一組，查表得由于<T<5,故其中--衰減系數(shù)，在<T<5區(qū)間取0.9--阻尼調(diào)整系數(shù)，建筑結(jié)構(gòu)的阻尼比應(yīng)取0.05，相應(yīng)的取1.0故縱向地震影響系數(shù)：==0.0385由于T=0.788s>1.4=0.49s，故需考慮頂部附加水平地震作用的影響，頂部附加地震作用系數(shù)：=0.08T+0.07=0.080.788+0.07=0.133對于多質(zhì)點體系，結(jié)構(gòu)底部總縱向水平地震作用標準值：==0.038575628.3=2911.7kN附加頂部集中力：=0.1332911.7=387.3kN-=2911.7-387.3=2524.4kN=2911.7×(1-0.133)=2524.4樓層各質(zhì)點水平地震作用計算見表2.2表2.2樓層各質(zhì)點水平地震作用計算層次112.83363362090880.136729.4729.3724.07102.830.27481.52259410.146369.6109911.1692.827.47481.52049930.133335.41434.49.18982.824.67481.51840450.119301.11735.57.40772.821.87481.51630970.106266.82002.35.81762.8197481.51421490.092232.62234.84.41952.816.27481.51212000.079198.32433.13.21242.813.47481.51002520.0651642597.12.19832.810.67481.5793040.051129.72726.91.37522.87.87481.5583560.03895.472822.30.74512.857481.5374080.02461.22883.50.30602.22.27823.5172120.01128.162911.70.0623388974.5169.96將樓層處的集中力按基底彎矩折成倒三角形荷載kN/mkN當(dāng)考慮連梁約束剛度影響時，計算結(jié)構(gòu)內(nèi)力、位移所用的值與計算地震時不同，應(yīng)考慮連梁塑性調(diào)幅，連梁約束剛度乘以0.55折減系數(shù)，重新計算值。塑性調(diào)幅后連梁約束剛度為：倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算見表2.3表2.3倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算層次標高x(m)1133100-0.375-1.190.3751.20.970.22-0.971030.20.915-0.075-5.25-0.211-0.670.3731.20.970.22-0.45927.40.83-0.049-3.43-0.072-0.230.3831.20.990.23-0824.60.745-0.047-3.290.0010.0030.4431.41.150.260.267721.80.661-0.039-2.730.0610.1940.5031.61.30.30.4936190.576-0.061-4.270.1350.4290.5341.71.380.320.746516.20.491-0.071-4.970.1950.620.5641.81.460.340.955413.40.406-0.08-5.60.2510.7980.5841.91.510.351.145310.60.3210.0211.4690.3481.1070.5491.71.420.331.43327.80.2360.0725.0370.4511.4340.4931.61.280.291.727150.1520.1510.490.5581.7740.4191.31.080.252.02302.20.0670.26218.330.7532.3950.2430.80.630.142.539,查表得出；；=0.8132；=0.1868；=+m結(jié)構(gòu)內(nèi)力匯總見表2.4表2.4結(jié)構(gòu)總內(nèi)力計算匯總層次總剪力墻總框架總連梁110-0.969740.9697410.47893210-5.247-0.449110.9658560.6212269-3.42804-0.001690.9893860.6363618-3.288120.2665091.1463570.7373227-2.728440.4925361.2997110.8359576-4.267560.7462141.3796270.8873585-4.967160.9551341.4585120.9380964-5.59681.1451581.5105070.97153931.469161.4326541.4192430.91283925.037121.7271121.2752280.820211110.4942.0233621.0836360.696981018.329522.5386240.6272430.36021水平地震作用下結(jié)構(gòu)側(cè)移計算位移計算見表2.5表2.5位移計算層次113310.1510.08450.67231030.20.9151520.149.41220.6723927.40.8303030.138.73990.6723824.60.7454550.128.06761.00845721.80.6606060.1057.059151.008456190.5757580.096.05071.00845516.20.4909090.0755.042251.00845413.40.4060610.064.03381.00845310.60.3212120.0453.025351.0084527.80.2363640.032.01691.00845150.1515150.0151.008450.9412202.20.0666670.0010.067230.06723查表得出；層間最大相對位移，滿足要求。水平地震作用下結(jié)構(gòu)內(nèi)力計算1.單榀剪力墻內(nèi)力綜合剪力墻的彎矩和剪力按各榀墻的等效抗彎剛度進行分配。墻1的分配系數(shù)為墻2的分配系數(shù)為墻3的分配系數(shù)為單榀剪力墻內(nèi)力見表2.6表2.6單榀剪力墻內(nèi)力層數(shù)綜合剪力墻單榀剪力墻彎矩剪力彎矩剪力Q1Q2Q3Q1Q2Q3110-0.97000-0.025-0.54-0.09510-5.247-0.449-0.135-2.923-0.513-0.012-0.25-0.0449-3.428-0.002-0.088-1.91-0.3350.00000.00000.00008-3.2880.2665-0.085-1.832-0.3220.00690.14850.02617-2.7280.4925-0.07-1.52-0.2670.01270.27440.04826-4.2680.7462-0.11-2.377-0.4170.01930.41570.0735-4.9670.9551-0.128-2.767-0.4860.02460.53210.09344-5.5971.1452-0.144-3.118-0.5470.02950.6380.11231.46921.43270.03790.81850.14370.0370.79810.140125.03711.72710.132.80620.49260.04460.96220.1689110.4942.02340.27075.84621.02630.05221.12720.1979018.332.53860.472910.2111.79260.06551.41430.24832..單根連梁內(nèi)力綜合連梁的約束彎矩按各約束剛度進行分配。連梁1的分配系數(shù)為連梁2的分配系數(shù)為連梁3的分配系數(shù)為連梁1剪力=0.0973連梁1梁端彎矩0.1216連梁2剪力=0.0876連梁2梁端彎矩0.1314連梁3剪力=0.1141連梁3梁端彎矩0.1368單根連梁內(nèi)力見表2.7表2.7單根連梁內(nèi)力連梁層數(shù)約束彎矩彎矩剪力LL1LL2LL3LL1LL2LL3110.2591310.0315880.034050.0354490.0252650.02270.029541100.5161860.0629230.0678270.0706140.0503280.0452180.05884590.5287620.0644560.0694790.0723350.0515540.046320.06027980.6126520.0746820.0805020.0838110.0597340.0536680.06984270.694610.0846730.0912720.0950230.0677240.0608480.07918660.7373190.0898790.0968840.1008650.0718890.0645890.08405450.7794780.0950180.1024230.1066330.0759990.0682820.08886140.8072660.0984060.1060750.1104340.0787080.0707170.09202830.7584920.092460.0996660.1037620.0739530.0664440.08646820.6815250.0830780.0895520.0932330.0664490.0597020.07769410.5791320.0705960.0760980.0792250.0564650.0507320.06602100.2993040.0364850.0393280.0409450.0291820.0262190.0341213.單榀框架內(nèi)力（力學(xué)求解器）計算單元為⑤軸線的一榀框架，地震力按剛度進行分配地震力下橫向框架計算模型如圖2.2所示：圖2.2地震力下橫向框架計算模型地震力下橫向框架內(nèi)力如圖2.3～2.5所示圖2.3左側(cè)地震力作用下彎矩圖圖2.4左側(cè)地震力作用下剪力圖圖2.5地震力作用下剪力圖2.2橫向水平地震作用下結(jié)構(gòu)內(nèi)力與側(cè)移計算風(fēng)荷載標準值計算作用在屋面梁和樓面梁節(jié)點處的集中風(fēng)荷載標準值：其中：基本風(fēng)壓，0.55KN/㎡風(fēng)壓高度變化系數(shù)風(fēng)荷載體型系數(shù)，本建筑H/B=33/57=0.58<4,故體型系數(shù)取1.3風(fēng)振系數(shù)，基本自振周期T=0.88s>0.25s，故應(yīng)考慮風(fēng)壓脈動對結(jié)構(gòu)發(fā)生順風(fēng)向風(fēng)振的影響，且。下層柱高上層柱高，對于頂層為女兒墻高度的2倍。B計算單元迎風(fēng)面的寬度，B=10.5m 集中風(fēng)荷載標準值計算見表2.8表2.8集中風(fēng)荷載標準值計算層次離地高度11331.31.431.0711.3450.5071.512.83256.1784541030.21.31.390.9811.3450.5071.4812.82.8235.677117927.41.31.340.891.3450.5071.4522.82.8222.856106824.61.31.290.7991.3450.5071.4222.82.8210.035167721.81.31.240.7081.3450.5071.3892.82.8197.2142996191.31.180.6171.3450.5071.3562.82.8183.253482516.21.31.110.5261.3450.5071.3232.82.8168.142724413.41.31.030.4351.3450.5071.2882.82.8151.892035310.61.310.3441.3450.5071.2342.82.8141.36149827.81.310.2531.3450.5071.1732.82.8134.271047151.310.1621.3450.5071.1112.82.8127.18635.902.21.310.0711.3450.5071.0492.22.8107.22235.942802將樓層處的集中力按基底彎矩折成倒三角形荷載kN/mkN倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算見表2.9表2.9倒三角形荷載作用下結(jié)構(gòu)內(nèi)力計算層次標高x(m)1133100-0.375-0.7290.3750.7290.5930.1362-0.5931030.20.915-0.075-3.21-0.211-0.410.3730.7260.5910.1357-0.275927.40.83-0.049-2.097-0.072-0.140.3830.7440.6050.139-0.001824.60.745-0.047-2.0120.0010.00190.4430.8620.7010.16110.163721.80.661-0.039-1.6690.0610.11860.5030.9780.7950.18260.30136190.576-0.061-2.6110.1350.26260.5341.0380.8440.19380.4564516.20.491-0.071-3.0390.1950.37930.5641.0970.8920.20490.5842413.40.406-0.08-3.4240.2510.48820.5841.1360.9240.21220.7004310.60.3210.0210.89880.3480.67690.5491.0670.8680.19940.876327.80.2360.0723.08170.4510.87720.4930.9590.780.17921.0564150.1520.156.42030.5581.08530.4190.8150.6630.15221.237602.20.0670.26211.2140.7531.46460.2430.4720.3840.08811.5527,查表得出；；=0.8132；=0.1868；=+m結(jié)構(gòu)總內(nèi)力計算匯總見表2.10表2.10結(jié)構(gòu)總內(nèi)力計算匯總層次總剪力墻總框架總連梁110-0.593130.5931280.29293210-3.21015-0.274690.5907520.3799649-2.0973-0.001030.6051440.3892218-2.011690.1630070.7011520.4509727-1.669280.3012530.7949490.5113016-2.610920.4564110.8438280.542745-3.038940.5841940.8920770.5737734-3.424160.7004190.9238790.59422730.8988420.8762620.8680590.55832423.0817441.0563630.7799740.5016716.42031.2375590.662790.426298011.214121.5527120.3836440.220317水平風(fēng)荷載作用下結(jié)構(gòu)側(cè)移計算位移計算見表2.11表2.11位移計算層次113310.156.16950.41131030.20.9151520.145.75820.4113927.40.8303030.135.34690.4113824.60.7454550.124.93560.61695721.80.6606060.1054.318650.616956190.5757580.093.70170.61695516.20.4909090.0753.084750.61695413.40.4060610.062.46780.61695310.60.3212120.0451.850850.6169527.80.2363640.031.23390.61695150.1515150.0150.616950.5758202.20.0666670.0010.041130.04113查表得出；層間最大相對位移，滿足要求。水平風(fēng)荷載作用下結(jié)構(gòu)內(nèi)力計算1.單榀剪力墻內(nèi)力綜合剪力墻的彎矩和剪力按各榀墻的等效抗彎剛度進行分配。墻1的分配系數(shù)為墻2的分配系數(shù)為墻3的分配系數(shù)為單榀剪力墻內(nèi)力見表2.12表2.12單榀剪力墻內(nèi)力層數(shù)綜合剪力墻單榀剪力墻彎矩剪力彎矩剪力Q1Q2Q3Q1Q2Q3110-0.59313000-0.0153-0.33043-0.0580110-3.21015-0.27469-0.08282-1.78837-0.31395-0.00709-0.15303-0.026879-2.0973-0.00103-0.05411-1.1684-0.20512-2.7E-05-0.00058-0.00018-2.011690.163007-0.0519-1.12071-0.196740.0042060.0908110.0159427-1.669280.301253-0.04307-0.92995-0.163260.0077720.1678280.0294626-2.610920.456411-0.06736-1.45454-0.255350.0117750.2542660.0446375-3.038940.584194-0.0784-1.69299-0.297210.0150720.3254540.0571344-3.424160.700419-0.08834-1.9076-0.334880.0180710.3902030.06850130.8988420.8762620.023190.5007450.0879070.0226080.4881650.08569823.0817441.0563630.0795091.716840.3013950.0272540.58850.10331216.42031.2375590.1656443.5767490.6279050.0319290.6894440.121033011.214121.5527120.2893246.2473881.0967410.040060.8650160.1518552..單根連梁內(nèi)力綜合連梁的約束彎矩按各約束剛度進行分配。連梁1的分配系數(shù)為連梁2的分配系數(shù)為連梁3的分配系數(shù)為連梁1剪力=0.0973連梁1梁端彎矩0.1216連梁2剪力=0.0876連梁2梁端彎矩0.1314連梁3剪力=0.1141連梁3梁端彎矩0.1368單根連梁內(nèi)力見表2.13表2.13單根連梁內(nèi)力連梁層數(shù)約束彎矩彎矩剪力LL1LL2LL3LL1LL2LL31132.467053.9577344.2661714.4414933.1655382.8441143.7012441064.673977.8837578.498168.84746.3057135.665447.372833966.249578.0758228.7051939.0629416.4593335.8034627.55245876.760349.35708610.0863110.500827.4841346.7242068.750679787.0289610.6088311.4356111.905568.4853237.6237379.921301692.3801511.2611412.1387512.63769.0070648.09250110.53134597.6623311.9050412.8328313.360219.5220778.5552211.133514101.143912.3294413.2903113.836499.8615338.86020811.53041395.0328511.584512.4873213.000499.2657038.32487710.83374285.389610.4089911.2201911.68138.3254867.4801299.734415172.560528.8451279.5344529.9262797.074656.3563018.271899037.500314.5712874.927545.1300423.656283.2850274.2750353.單榀框架內(nèi)力（力學(xué)求解器）計算單元為⑤軸線的一榀框架，地震力按剛度進行分配水平風(fēng)荷載下橫向框架內(nèi)力如圖2.6～2.8所示圖2.6左側(cè)風(fēng)荷載作用下彎矩圖圖2.7左側(cè)風(fēng)荷載作用下剪力圖圖2.8左側(cè)風(fēng)荷載作用下軸力圖2.3豎向荷載作用下結(jié)構(gòu)內(nèi)力確定計算單元與計算簡圖本結(jié)構(gòu)樓面荷載傳遞示意圖2.9：（⑤軸）圖2.9樓面荷載傳遞示意圖2.3.2豎向荷載標準值計算（1）屋面上⑤軸主梁受到的荷載梁所受荷載為板傳來的自重和活載及梁的自重 梁1板傳來恒載：板傳來活載：梁自重：1.94恒載:1.94+6.74+9.19=17.6活載:2.63+3.73=6.36梁2恒載；1.94活載:0梁3板傳來恒載：板傳來活載: 梁自重：1.94恒載:1.94+8.09+7.64=17.67活載:3.29+3.1=6.39（2）樓面上⑤軸主梁受到的荷載梁1板傳來恒載：板傳來活載： 梁自重：1.94恒載1.94+4.19+5.95=12.08活載2.1+2.98=5.08梁2恒載1.94活載0梁3板傳來恒載：板傳來活載 梁自重：1.94恒載1.94+5.24+4.95=12.13活載2.63+2.48=5.11（3）屋面上⑤軸柱受到的荷載與主梁相連的柱除了承受橫向荷載外，還有與之相連的縱向梁傳來的荷載，在此簡化為集中荷載（力學(xué)求解器）。柱1梁一板傳來恒載：板傳來活載：梁自重：1.94集中力：恒載：23.85活載：7.9梁二板傳來恒載：板傳來活載： 梁自重：1.60集中力：恒載：38.98活載：14.26梁三板傳來恒載：板傳來活載：梁自重：1.94梁二傳來的集中力恒載：38.98活載：14.26集中力：恒載：36.55活載：11.66柱1荷載值恒載：23.85+36.55=60.4活載：7.9+11.66=19.56柱2梁四板傳來恒載：板傳來活載：梁自重：1.94集中力：恒載：34.25活載：12.08梁五板傳來恒載：板傳來活載： 梁二傳來的集中力恒載：38.98活載：14.26梁自重：1.94集中力：恒載：49.03活載：16.73柱2荷載值恒載：34.25+49.03=83.28活載：12.08+16.73=28.81柱3梁六板傳來恒載：板傳來活載：梁自重：1.94集中力：恒載：34.13活載：12.08梁七板傳來恒載：板傳來活載： 梁自重：1.60集中力：恒載：38.98活載：14.26梁八板傳來恒載：板傳來活載： 梁七傳來的集中力恒載：38.98活載：14.26梁自重1.94集中力：恒載：46.67活載：16.17柱3荷載值恒載：34.13+46.67=80.80活載：12.08+16.17=28.25柱4梁九板傳來恒載：板傳來活載：梁自重：1.94梁七傳來的集中力恒載：38.98活載：14.26集中力：恒載：34.20活載：11.10梁十板傳來恒載：板傳來活載：梁自重：1.94集中力：恒載：23.74活載：7.85柱4荷載值恒載：34.20+23.74=57.94活載：11.10+7.85=18.95（4）樓面上⑤軸柱受到的荷載計算方法同屋面上柱相同，板的均布荷載發(fā)生變化。恒載改為3.99，活載改為2.0。計算結(jié)果如表2.14：表2.14樓面柱承受的荷載恒載活載柱143.4015.65柱258.1523.08柱355.9422.57柱441.1415.152.3.3豎向荷載作用下結(jié)構(gòu)內(nèi)力計算恒荷載作用下內(nèi)力圖見圖2.10～2.12活荷載作用下內(nèi)力圖見圖2.13～2.15圖2.10恒荷載作用下彎矩圖圖2.11恒荷載作用下剪力圖圖2.12恒荷載作用下軸力圖圖2.13活荷載作用下彎矩圖圖2.14活荷載作用下剪力圖圖2.15活荷載作用下軸力圖2.4橫向框架內(nèi)力組合梁的內(nèi)力組合（1）非抗震作用框架內(nèi)力組合見表2.15～2.17層次截面內(nèi)力恒載活載左風(fēng)右風(fēng)11①②③④組合項目值組合項目值組合項目值左M-27.51-9.934.089-4.091.2①+1.4*1.0(②+④)-52.61.4④+1.0（①+②）-43.2V43.9515.86-2.312.3178.1863.04中M19.0576.851-0.620.6251.2①+1.4②+0.84④32.98右M-20.54-7.51-5.345.3381.2①+1.4*1.0(②+③)-42.61.4③+1.0（①+②）-35.5V-40.53-14.7-2.312.31-72.4-58.47左M-18.92-7.8525.73-25.71.2①+1.4*1.0(②+④)-69.71.0①+1.4③17.1V29.4812.35-14.214.2172.569.586中M11.6544.913-3.273.2681.2①+1.4②+0.84④23.61右M-16.92-7.21-32.332.271.2①+1.4*1.0(②+③)-75.61.0①+1.4④28.25V-28.5-12-14.214.21-70.9-8.612左M-19.64-8.2528.78-28.81.2①+1.4*1.0(②+④)-75.41.0①+1.4③20.66V2912.19-14.214.2471.89.064中M9.95354.191-0.270.2681.2①+1.4+0.84④18.04右M-19.58-8.25-29.329.321.2①+1.4*1.0(②+③)-76.11.0①+1.4④21.46V-28.98-12.2-14.214.24-71.8-9.041左M-19.59-8.2421.39-21.41.2①+1.4*1.0(②+④)-651.0①+1.4③10.35V2912.19-10.610.666.7114.16中M10.0054.208-0.230.231.2①+1.4②+0.84④18.09右M-19.54-8.23-21.821.851.2①+1.4*1.0(②+③)-65.61.0①+1.4④11.04V-28.98-12.2-10.610.6-66.7-14.1表2.15梁1非抗震內(nèi)力組合表2.16梁2非抗震內(nèi)力組合層次截面內(nèi)力恒載活載左風(fēng)右風(fēng)①②③④組合項目值組合項目值組合項目值11左M-8.87-2.928.81-8.811.2①+1.4*1.0(②+④)-27.071.0①+1.4③3.4544V-1.5-1.11-1211.8313.212-18.07中M-10.50-0.10.0641.35①+②-14.13右M-13-4.57-8.98.9341.2①+1.4*1.0(②+③)-34.481.4+1.0（①+②）-30.06V-3.98-1.11-1211.83-22.89-21.657左M-3.86-2.0259.9-59.91.2①+1.4*1.0(②+④)-91.371.0①+1.4③80.048V0.111-0.09-8080.4112.58-112.5中M-4.240-0.40.3661.35①+②-5.725右M-5.55-2.14-6160.661.2①+1.4*1.0(②+③)-94.591.0①+1.4④79.38V-2.36-0.09-8080.4-115.5110.22左M-0.55-0.1490.3-90.31.2①+1.4*1.0(②+④)-127.21.0①+1.4③125.83V1.1730-120120.4169.98-167.4中M-0.140-00.0381.35①+②-0.183右M-0.65-0.14-9090.351.2①+1.4*1.0(②+③)-127.51.0①+1.4④125.84V-1.30-120120.4-170.1167.261左M-0.6-0.1966.8-66.81.2①+1.4*1.0(②+④)-94.571.0①+1.4③92.978V1.088-0.01-8989.17126.12-123.7中M-0.250-00.0341.35①+②-0.338右M-0.82-0.2-6766.911.2①+1.4*1.0(②+③)-94.941.0①+1.4④92.852V-1.39-0.01-8989.17-126.5123.45表2.17梁3非抗震內(nèi)力組合層次截面內(nèi)力恒載活載左風(fēng)右風(fēng)①②③④組合項目值組合項目值組合項目值11左M-16.13-5.985.85-5.851.2①+1.4*1.0(②+④)-35.921.4④+1.0（①+②）-30.3V36.113.1-2.92.8965.70653.24中M15.195.423-0.70.6891.2①+1.4②+0.84④26.4右M-19.73-7.12-4.54.4711.2①+1.4*1.0(②+③)-39.911.4③+1.0（①+②）-33.11V-38.12-13.7-2.92.89-69.03-55.917左M-13.24-6.8835.6-35.61.2①+1.4*1.0(②+④)-75.431.0①+1.4③36.66V25.2913.26-1817.9474.0280.174中M9.1634.82-3.63.6251.2①+1.4②+0.84④20.79右M-13.91-7.44-2828.41.2①+1.4*1.0(②+③)-66.861.0①+1.4④25.85V-25.66-13.6-1817.94-74.92-0.542左M-15.09-7.9433.4-33.41.2①+1.4*1.0(②+④)-76.011.0①+1.4③31.70V25.4813.42-1918.5575.334-0.49中M7.6674.038-0.30.3021.2①+1.4②+0.84④15.11右M-15.05-7.93-3332.821.2①+1.4*1.0(②+③)-75.11.0①+1.4④30.90V-25.46-13.4-1918.55-75.310.511左M-15.04-7.9124.9-24.91.2①+1.4*1.0(②+④)-63.981.0①+1.4③19.82V25.4813.42-1413.868.6846.16中M7.70954.0636.01-6.011.2①+1.4②+0.84③19.98右M-15.02-7.92-3736.911.2①+1.4*1.0(②+③)-80.781.0①+1.4④36.65V-25.47-13.4-1413.8-68.67-6.15（2）抗震作用框架內(nèi)力組合見表2.18～2.20層次截面內(nèi)力重力荷載代表值左震右震①②③組合項目值組合項目值組合項目值11左M-27.519.886-9.891.2①+1.3③-45.91.0①+1.3③-40.4V43.95-5.625.6260.0551.26中M19.057-1.581.5771.2①+1.3③24.92右M-20.54-1313.041.2①+1.3②-41.61.0①+1.3②-37.5V-40.53-5.625.62-55.9-47.87左M-18.9240-401.2①+1.3③-74.71.0①+1.3②33.08V29.48-22.122.0964.090.763中M11.654-5.065.0581.2①+1.3③20.56右M-16.92-50.150.121.2①+1.3②-85.51.0①+1.3③48.23V-28.5-22.122.09-62.90.2172左M-19.6437.63-37.61.2①+1.3③-72.51.0①+1.3②29.28V29-18.618.6259.014.794中M9.9535-0.340.3441.2①+1.3③12.39右M-19.58-38.338.321.2①+1.3②-73.31.0①+1.3③30.23V-28.98-18.618.62-59-4.771左M-19.5927.34-27.31.2①+1.3③-59.11.0①+1.3②15.96V29-13.613.5552.4211.39中M10.005-0.290.2931.2①+1.3③12.39右M-19.54-27.927.931.2①+1.3②-59.81.0①+1.3③16.77V-28.98-13.613.55-52.4-11.4表2.18梁1抗震內(nèi)力組合表2.19梁2抗震內(nèi)力組合層次截面內(nèi)力重力荷載代表值左震右震①②③組合項目值組合項目值組合項目值11左M-8.8720.89-20.891.2①+1.3③-37.811.0①+1.3②18.287V-1.5-3333.0241.121-44.43中M-10.5-0.160.15731.2①+1.3②-12.76右M-13-21.221.2081.2①+1.3②-43.151.0①+1.3③14.59V-3.98-3333.02-47.738.9487左M-3.8693.36-93.361.2①+1.3③-1261.0①+1.3②117.5V0.111-147147.33191.66-191.4中M-4.24-0.570.56951.2①+1.3②-5.83右M-5.55-94.594.4951.2①+1.3②-129.51.0①+1.3③117.29V-2.36-147147.33-194.4189.172左M-0.55118-1181.2①+1.3③-154.11.0①+1.3②152.87V1.173-185185.19242.15-239.6中M-0.14-0.050.04681.2①+1.3②-0.223右M-0.65-118118.111.2①+1.3②-154.31.0①+1.3③152.89V-1.3-185185.19-242.3239.451左M-0.685.49-85.491.2①+1.3③-111.91.0①+1.3②110.54V1.088-134134.17175.73-173.3中M-0.25-0.040.04251.2①+1.3②-0.356右M-0.82-85.685.5781.2①+1.3②-112.21.0①+1.3③110.43V-1.39-134134.17-176.1173.04表2.20梁3抗震內(nèi)力組合層次截面內(nèi)力重力荷載代表值左震右震①②③組合項目值組合項目值組合項目值11左M-16.1314.25-14.31.2①+1.3③-37.891.0①+1.3②2.398V36.1-7.027.0252.44626.97中M15.191.726-1.731.2①+1.3②20.47右M-19.73-10.810.81.2①+1.3②-37.721.0①+1.3②-33.8V-38.12-7.027.02-54.87-47.27左M-13.2455.39-55.41.2①+1.3③-87.891.0①+1.3②58.76V25.29-27.927.8866.592-11中M9.1635.614-5.611.2①+1.3②18.29右M-13.91-44.244.161.2①+1.3②-74.091.0①+1.3③43.5V-25.66-27.927.88-67.0410.582左M-15.0943.69-43.71.2①+1.3③-74.91.0①+1.3②41.71V25.48-24.324.2562.101-6.05中M7.6670.395-0.41.2①+1.3②9.714右M-15.05-42.942.91.2①+1.3②-73.821.0①+1.3③40.72V-25.46-24.324.25-62.086.0651左M-15.0431.83-31.81.2①+1.3③-59.431.0①+1.3②26.35V25.48-17.717.6553.5212.535中M7.70950.332-0.331.2①+1.3②9.682右M-15.02-31.231.171.2①+1.3②-58.541.0①+1.3③25.5V-25.47-17.717.65-53.51-2.53柱的內(nèi)力組合（1）非抗震作用框架內(nèi)力組合見表2.21～2.24表2.21柱1非抗震內(nèi)力組合層次截面內(nèi)力恒載活載左風(fēng)右風(fēng)①②③④組合項目值組合項目值組合項目值11上M14.475.681.68-1.681.2①+1.4*1.0（②+③）27.6681.2①+1.4④15.0121.2①+1.4*1.0（②+③）27.668N-100.9-34.2-2.312.31-172.3-117.9-172.3下M-24.17-8.84-6.286.281.2①+1.4*1.0（②+③）-50.171.2①+1.4④-20.211.2①+1.4*1.0（②+③）-50.17N-100.9-34.2-2.312.31-172.3-117.9-172.3V13.85.192.84-2.8427.80212.58427.80210上M7.363.4611.83-11.81.2①+1.4*1.0（②+③）30.2381.2①+1.4④-7.731.2①+1.4*1.0（②+③）30.238N-173.2-62.1-7.447.44-305.2-197.4-305.2下M-9.35-4.09-6.196.191.2①+1.4*1.0（②+③）-25.611.2①+1.4④-2.5541.2①+1.4*1.0（②+③）-25.61N-173.2-62.1-7.447.44-305.2-197.4-305.2V5.972.76.44-6.4419.96-1.85219.969上M10.734.515.65-15.71.2①+1.4*1.0（②+③）41.0861.2①+1.4④-9.0341.2①+1.4*1.0（②+③）41.086N-245.1-89.8-15.715.71-441.8-272.2-441.8下M-10.17-4.31-10.710.671.2①+1.4*1.0（②+③）-33.181.2①+1.4④2.7341.2①+1.4*1.0（②+③）-33.18N-245.1-89.8-15.715.71-441.8-272.2-441.8V7.473.159.4-9.426.534-4.19626.5348上M10.434.4618.77-18.81.2①+1.4*1.0（②+③）45.0381.2①+1.4④-13.761.2①+1.4*1.0（②+③）45.038N-317.2-117-26.926.9-582.8-342.9-582.8下M-11.25-4.81-12.512.521.2①+1.4*1.0（②+③）-37.761.2①+1.4④4.0281.2①+1.4*1.0（②+③）-37.76N-317.2-117-26.926.9-582.8-342.9-582.8V7.743.3111.17-11.229.56-6.3529.567上M8.653.6625.43-25.41.2①+1.4*1.0（②+③）51.1061.2①+1.4④-25.221.2①+1.4*1.0（②+③）51.106N-389.1-145-41.141.11-727.7-409.3-727.7下M-4.96-2.15-29.729.651.2①+1.4*1.0（②+③）-50.471.2①+1.4④35.5581.2①+1.4*1.0（②+③）-50.47N-389.1-145-41.141.11-727.7-409.3-727.7V4.862.0719.67-19.736.268-21.7136.2686上M17.857.477.03-7.031.2①+1.4④11.5781.2①+1.4*1.0（②+③）41.721.2①+1.4*1.0（②+③）41.72N461.43-173-56.156.08632.23232.99232.99下M-13.15-5.56-5.345.341.2①+1.4④-8.3041.2①+1.4*1.0（②+③）-31.041.2①+1.4*1.0（②+③）-31.04N461.43-173-56.156.08632.23232.99232.99V11.074.654.42-4.427.09625.98225.9825上M9.874.1432.46-32.51.2①+1.4*1.0（②+③）-82.751.2①+1.4④-33.61.2①+1.4③-88.55N-533.8-201-71.771.71-1022-540.2-662.8下M-10.92-4.61-15.915.871.2①+1.4*1.0（②+③）-41.781.2①+1.4④9.1141.2①+1.4*1.0（②+③）-41.78N-533.8-201-71.771.71-1022-540.2-1022V7.433.1217.26-17.337.448-15.2537.4484上M12.065.0723.73-23.71.2①+1.4*1.0（②+③）54.7921.2①+1.4④-18.751.2①+1.4*1.0（②+③）54.792N-606.2-229-8888.02-1171-604.2-1171下M-11.97-5.05-25.625.611.2①+1.4*1.0（②+③）-57.291.2①+1.4④21.491.2①+1.4*1.0（②+③）-57.29N-606.2-229-8888.02-1171-604.2-1171V8.583.6117.62-17.640.018-14.3740.0183上M11.014.6313.76-13.81.2①+1.4*1.0（②+③）38.9581.2①+1.4④-6.0521.2①+1.4*1.0（②+③）38.958N-678.6-257-104104.3-1319-668.3-1319下M-9.98-4.21-55.155.071.2①+1.4*1.0（②+③）-94.971.2①+1.4④65.1221.2①+1.4*1.0（②+③）-94.97N-678.6-257-104104.3-1319-668.