【框架梁柱截面設(shè)計(jì)計(jì)算過程案例】2000字

框架梁柱截面設(shè)計(jì)計(jì)算過程案例綜述目錄TOC\o"1-3"\h\u23417框架梁柱截面設(shè)計(jì)計(jì)算過程案例綜述 1234721.1框架梁抗震截面設(shè)計(jì) 138821.2框架柱抗震截面設(shè)計(jì) 31.1框架梁抗震截面設(shè)計(jì)1、選擇最不利組合內(nèi)力在抗震設(shè)計(jì)時(shí)，對(duì)于框架梁最不利內(nèi)力組合為+Mmax、?M表1.1框架梁抗震設(shè)計(jì)最不利組合(kN/kN?m)樓號(hào)桿件截面位置內(nèi)力抗震組合三層AB左端M-66.137V48.929跨中M-24.839右端M18.791V-45.985BC左端M-205.446V52.061跨中M163.371右端M87.065V-86.299二層AB左端M-141.094V103.374跨中M-54.572右端M40.958V98.967BC左端M-264.931V67.502跨中M160.680右端M117.220V-87.957一層AB左端M-201.110V151.566跨中M-69.629右端M67.929V147.160BC左端M-357.057V88.084跨中M187.989右端M140.145V-105.7752、框架梁正截面受彎承載力計(jì)算框架梁截面尺寸為200mm×500mm?？拐鸬燃?jí)為四級(jí)，相對(duì)受壓區(qū)高度ξb混凝土：C30，fc=14.3N/mm2鋼筋：HRB400，fy=360N/HPB300，fy=270N/當(dāng)采用單筋矩形截面時(shí)，適筋受彎構(gòu)件多能承受的最大彎矩為：M梁截面彎矩均小于247.5kN?m的框架梁采用單筋矩形截面計(jì)算，大于247.5kN?m的，按照雙筋矩形截面布置。計(jì)算過程及結(jié)果見表1.2。截面配筋計(jì)算：——αs——ξ=1?——As表1.2框架梁正截面受彎承載力及縱筋計(jì)算表樓號(hào)桿件截面位置內(nèi)力抗震組合αξA配筋A(yù)sρ(%)三層AB左端M-66.1370.1020.1084092/164020.42跨中M-24.8390.0310.031118右端M18.7910.0230.02489BC左端M-205.4460.2550.30011304/2012570.99跨中M163.3710.2030.229863右端M87.0650.1080.1144322/185090.51二層AB左端M-141.0940.1750.1947313/187630.80跨中M-54.5720.0680.070265右端M40.9580.0510.052197BC左端M-264.931---3/209420.85跨中M160.6800.1990.224847右端M117.2200.1450.158595一層AB左端M-201.1100.2490.29211024/2012571.25跨中M-69.6290.0860.0903412/206280.63右端M67.9290.0840.088332BC左端M-357.057---4/1810181.07跨中M187.9890.2330.2691016右端M140.1450.1740.192725雙筋矩形截面布置：A∝sb——查找受彎構(gòu)件截面最大的抵抗矩系數(shù)，∝s'Aξb——二層BC左端配筋A(yù)s上層配筋2C14，下層雙排配筋6C22實(shí)際配筋A(yù)一層BC左端配筋A(yù)s上層配筋3C18，下層雙排配筋6C25實(shí)際配筋A(yù)注：為滿足構(gòu)造要求，梁頂面設(shè)架立筋，配筋與底筋一致。1.2框架柱抗震截面設(shè)計(jì)1、框架柱內(nèi)力調(diào)整為保證梁端的破壞先于柱端的破壞，即強(qiáng)柱弱梁原則，現(xiàn)需對(duì)柱內(nèi)力進(jìn)行調(diào)整。柱端彎矩設(shè)計(jì)值：McMcMbηc計(jì)算結(jié)果及過程見表1.3。表1.3框架柱強(qiáng)柱弱梁驗(yàn)算層號(hào)桿件左震右震M1.2MM1.2M三層A64.33077.196-111.250-66.137-79.365113.693B-67.188-80.626-91.886-212.024-254.429167.398C87.065104.477-139.42725.77430.928-58.560二層A140.690168.828-176.438-141.094-169.312176.974B16.48319.779-269.024-294.956-353.947339.362C117.220140.664-143.78126.84432.213-16.427一層A200.396240.475-267.344-201.110-241.331267.658B164.538197.446-347.553-416.742-500.090392.655C140.145168.174-254.7648.1849.821161.876經(jīng)計(jì)算，框架柱三層B柱、二層B柱以及一層B柱的內(nèi)力需要進(jìn)行強(qiáng)柱弱梁調(diào)整，即M根據(jù)《建筑抗震設(shè)計(jì)規(guī)范》要求，還需對(duì)框架結(jié)構(gòu)的底層進(jìn)行內(nèi)力調(diào)整，即柱下端截面組合的彎矩設(shè)計(jì)值乘以1.2。由于本項(xiàng)目的抗震等級(jí)為四級(jí)，無需進(jìn)行強(qiáng)剪弱彎調(diào)整。調(diào)整后的抗震內(nèi)力組合見表1.4。表1.4框架柱抗震設(shè)計(jì)最不利組合(kN/kN?m)樓號(hào)桿件截面位置內(nèi)力內(nèi)力組合三層A上M66.287N123.173下M47.407N172.930B上M112.903N159.774下M87.974N231.014C上M-88.637N-21.743下M-53.547N62.985二層A上M93.823N301.799下M83.151N479.142B上M148.179N400.944下M259.055N464.010C上M-72.419N60.449下M-71.362N113.202一層A上M117.815N499.691下M179.811N776.613B上M129.166N637.575下M342.020N727.067C上M60.146N113.325下M-156.219N202.819P?δ效應(yīng)同時(shí)滿足以下條件，即可不考慮P?δ效應(yīng)：Mμl經(jīng)驗(yàn)算需考慮P?δ效應(yīng)的附加影響的如下所示。表1.5P?δ效應(yīng)的附加影響計(jì)算表二層C柱M-71.362M-72.419M0.985C0.996，取1.0ζ15.8η1.286M=-93.143框架柱偏心情況判別表1.6柱正截面承載力計(jì)算(kN/kN?m)層號(hào)桿件MNl?eee偏心受壓三層A66.287148.0513.946520447.726467.726大偏壓B112.903195.3943.946520577.825597.825大偏壓C-88.63720.6213.946520-4298.291-4278.291大偏壓二層A93.823390.4703.946520240.281260.281大偏壓B259.055432.4773.946520599.004619.004大偏壓C-93.14386.8253.946520-1072.762-1052.762大偏壓一層A179.811638.1524.8546520281.768301.768大偏壓B342.020682.3214.8546520501.260521.260大偏壓C-156.219158.0724.8546520-988.280-968.280大偏壓框架柱配筋計(jì)算按對(duì)稱配筋：x=N/αe=eAs表1.7框架柱配筋計(jì)算(kN/kN?m)層號(hào)桿件N/kNx/mme/mmA配筋實(shí)配A三層A148.05120.706688.549657.5735C201571B195.39427.328961.2421212.0515C201571C20.6212.884884.008117.6265C201571二層A390.47054.611498.6531255.2885C201571B432.47760.486881.0252458.5976C252945C86.82512.143715.350400.6685C201571一層A638.15289.2