某六層辦公樓的延性設(shè)計(jì)計(jì)算案例1.1強(qiáng)柱弱梁為實(shí)現(xiàn)強(qiáng)柱弱梁的破壞機(jī)制，對于抗震等級為三級的框架，除頂層和軸壓比<0.15的框架柱以外，其它層框架柱均按下式調(diào)整柱端彎矩[11]。M為避免柱腳過早屈服，框架底層柱下端截面彎矩設(shè)計(jì)值應(yīng)乘1.3的增大系數(shù)[11]。由表34可得，對于5、6層框架A柱無需調(diào)整柱端彎矩，對于6層框架B柱無需調(diào)整柱端彎矩。以第四層A柱為例，說明抗震設(shè)計(jì)時(shí)柱端彎矩調(diào)整過程。在左震作用下，柱端截面彎矩設(shè)計(jì)值：第四層：M第五層：M故第四層梁柱節(jié)點(diǎn)處MMMMM第四層柱軸壓比>0.15，取γREγγ在右震作用下，柱端彎矩調(diào)整同理，取兩者中最大值列于表35。表35框架柱端彎矩值調(diào)整Table35adjustmentofbendingmomentatcolumnendofframe類別層號MMMcηcMMA柱668.29954.28768.29951.22440.715567.46668.642121.75350.60045.230479.84179.841148.483-130.45256.11756.332388.64288.143168.483-148.59162.54162.3812100.00397.298188.146-166.44670.77569.3751122.848184.820220.146-196.20987.592240.266續(xù)表35類別層號MMMηMMB柱6-75.669-64.921109.151-56.752-7.9675-89.077-89.432-153.998-25.198-11.660-7.3394-107.970-107.970-197.402-20.250-8.861-6.3603-122.535-122.360-230.505-16.972-7.218-5.4482-135.949-134.108-258.309-14.377-6.053-1.7271-174.079-206.811-308.187-4.960-2.241-268.854注：1.表中量綱均為kN?2.表中M以繞桿件順時(shí)針方向?yàn)檎?.2強(qiáng)剪弱彎1.2.1框架柱端剪力調(diào)整V=η表36框架柱端剪力設(shè)計(jì)值調(diào)整Table36adjustmentofdesignvalueofshearforceatcolumnendofframe類別層次Mit(MHV(A柱651.22440.7153.036.776550.60045.2303.038.332456.11756.3323.044.980362.54162.3813.049.969270.77569.3753.056.060187.592240.2665.078.686B柱6-56.752-7.9673.0-25.8885-11.660-7.3393.0-7.6004-8.861-6.3603.0-6.0883-7.218-5.4483.0-5.0662-6.053-1.7273.0-3.1121-2.241-268.8545.0-65.063注：M、V均以繞柱端順時(shí)針為正。1.2.2框架梁端調(diào)整V=AB跨梁：lBC跨梁：lAB跨：屋面框架梁：V樓面框架梁：VBC跨：屋面框架梁：V樓面框架梁：V表37框架梁端剪力設(shè)計(jì)值調(diào)整Table37designvalueadjustmentofframebeamendshear類別層次MMlVV(AB跨6-46.19848.1555.2554.39154.8015-81.58369.0195.2562.73260.1004-100.34880.8285.2562.73258.6423-114.30189.9285.2562.73257.6252-128.03597.5085.2562.73256.3361-150.930111.0025.2562.73254.366BC跨6-28.765-28.7652.231.7612.9965-49.636-49.6362.230.927-18.7094-65.251-65.2512.230.927-34.3243-