層7層柱子裂縫寬度驗算計算公式7層E柱 （非抗?fàn)帲?層A柱 (抗震)項目Mk/(kNm)270.62148.02實際配筋825102539274908120.015074852.5233790.0160285710.020032650.356629333-0.259079725252.12.1ww柱柱子子正正截截面面受受彎彎承承載載力力（非非抗抗震震）計算公式1層A柱內(nèi)力組合1內(nèi)力|M|/kNm25.77N/kN2250.55|V|/kN15.5軸壓比驗算0.275027496極限軸壓比 1.05滿足截面bh/mmmm700700柱高H/m5柱子長度計算5兩者較小值基本項目4066011.450534310.017349294是否需驗算裂縫寬度不需要2334.450534317.142857143是否考慮偏心距增大系數(shù)5考慮1.8180000441時取1111.69817431358.503012451983996.5772大偏壓的計算大、小偏心受壓的判定-1746.0272-139.4969876類型大偏壓0.518368.5030124192.51924720.291695829-1968.599684單側(cè)980雙側(cè)2940實際柱柱子子斜斜截截面面受受剪剪承承載載力力計計算算表表計算公式1層A柱內(nèi)力組合1|M|/kNm273.45N/kN1638.62|V|/kN126.32bh/mmmm700700H/m540660 3.09248620330.942857143截面尺寸要求1928.85V滿足2454.91638.62是否構(gòu)造配箍424.8681598V是取井字復(fù)合箍410二級抗震加密區(qū)sMin（8d，100mm）實際配箍非加密區(qū)410150加密區(qū)41080實際箍筋加密區(qū)長度取值H0/6633柱子長邊尺寸700最終值柱全長柱子軸壓比0.200246853柱子最小配箍特征值0.08箍筋加密區(qū)體積配箍率0.636190476采用井字箍筋是是否滿足要求0.6%滿足v/vcyvffrl=4層A柱內(nèi)力組合7層A柱內(nèi)力組柱柱子子正正截截面面受受彎彎承承載載力力（抗抗震震）計算公式1層A柱內(nèi)力組合1內(nèi)力RE|M|/kNm228.14REN/kN874.36|V|/kN81.28軸壓比驗算0.106850788極限軸壓比 滿足截面bh/mmmm700700柱高H/m5柱子長度計算5兩者較小值基本項目40660260.92227460.39533678是否需驗算裂縫寬度不需要23283.92227467.142857143是否考慮偏心距增大系數(shù)5考慮4.6794226631時取1111.084715009307.97475271983996.5772大偏壓的計算大、小偏心受壓的判定-3122.2172109.9747527類型大偏壓0.518617.974752774.79555175800.121212121-176.9336703小偏壓的計算單側(cè)980雙柱柱子子斜斜截截面面受受剪剪承承載載力力計計算算表表計算公式1層A柱內(nèi)力組合1|M|/kNm25.77N/kN2250.55|V|/kN15.5bh/mmmm700700H/m540660 2.5190615840.942857143截面尺寸要求1928.85V滿足2454.92250.55是否構(gòu)造配箍518.2440375V是取井字復(fù)合箍410s250實際配箍非加密區(qū)410150加密區(qū)4101004層A柱內(nèi)力組合7層A柱內(nèi)力組合1層B柱內(nèi)力組合111112.35108.4728.611235.84443.245234.7750.2483.7517.167007007007007007003.23.254040406606606603.3882817021.9623699682.52613548130.9428571430.9428571430.9428571431928.851928.851928.85V滿足V框架梁斜截面配筋計算表（不采用彎起鋼筋抗剪）層次87計算公式梁BD梁AB左右左V/kN272.68-259.77161.35400615400615400615585.48585.48585.48截面尺寸要求V滿足V滿足V滿足218.694218.694218.694是否構(gòu)造配箍V否V否V是0.3340.254210210210實際配箍非加密區(qū)210200 210200 210200加密區(qū)210100 210100 2101000.17%0.17%0.17%0.26%0.26%0.26%1梁BD梁DE梁AB右左右左右左右-162.03272.68-291.91360.71-380.85164.91-167400615400615400615400615400615400615400615585.48585.48585.48585.48585.48585.48585.48V滿足V滿足V滿足V滿足V滿足V滿足V滿足框架梁正截面配筋計算層計算公式梁AB梁BD支座左截面跨中截面支座右截面支座左截面8層M/(kNm)-188.320.10460.114927.01/mm2780實配鋼筋/mm2220+2227層M/(kNm)-136.72183.54-201.47-353.080.0760.0310.1110.1960.1140.1140.1170.22927.013476.29951.411788.97/mm2780780780780實配鋼筋/mm2220+222422+425220+2227201層M/(kNm)-232.79186.84210.41-357.120.1290.032-0.1170.1980.1390.1140.1240.2231130.33476.291008.331813.36/mm2780780780780實配鋼筋/mm2220+222422+425220+222720跨中受拉鋼筋配筋率Max(0.25,55ft/fy)支座受拉鋼筋配筋率M梁裂縫寬度驗算層計算公式梁AB梁BD支座左截面跨中截面支座右截面支座左截面Mk/(kNm)-134.51實際配筋220+2221388181.120.0106769230.50169747521.052.1WMk/(kNm)-97.66131.1-143.91-252.2實際配筋220+222422+425 220+2227201388348413882199131.570.33193.78214.350.0106769230.02680.010676923 0.0169153850.275934956 0.486156096 0.540785668 0.78089912621.0523.621.05202.12.12.12.1WWWWMk/(kNm)-166.28133.46150.29-255.09實際配筋220+222422+425 220+2227201388348413882199223.971.59202.37216.810.0106769230.02680.010676923 0.0水平曲梁計算表計算項目支座/kNm 絕對值166.44/kNm絕對值12.05V/kN絕對值94.2受彎配筋0.0658765750.1141300.93實際配筋425剪扭共同作用受剪配箍2.87297395341.33是否處于1.5與3之間是0.001472977調(diào)整0.50是否構(gòu)造配箍是n2實際配箍非加密區(qū)210200加密區(qū)210100剪扭共同作用受扭配筋試取425/mm320/mm570/mm1780s10024.09調(diào)整1.70.01162398701.510.2(1)t tVWTbhb l=+0.351.2tt yvcorTfWfAz-是否滿足是n2實際配箍210100實際配筋425箍筋+加密區(qū)410100非加密區(qū)410150縱筋+受壓區(qū)225受拉區(qū)625跨中反彎點62.860031.71047.160.02487984600.1141300.9-228.41-0.36282.7594.1298.86100.33100.55100.63191.31-0.181-157.02-0.138-178.81178.81-0.069-112.98-0.36221.620.59-0.18156.8919.15-2.831.5650.3820.52-3.54-7.4553.9820.54-3.71-9.3254.0576.1720.62-3.77-9.7854.2510.9420.63-3.78-9.9254.2810.97-141.32191.89-9.94119.5010.9911.4111.3810.8617.38-0.210-0.181-139.65-0.080-154.68154.68-0.069-180.63-0.2106.6011.90-0.18117.384.1311.5131.2210.864.3211.8230.1811.384.1811.9131.0110.9953.634.1711.9231.2510.9721.344.1611.9331.2710.9421.33-134.43182.7031.2943.2321.2