梁的内力组合表-终极版

竖向荷载恒载杆件编号控制截面内力种类活载重力荷载代表值风载Swk水平地震作SGk(1)SQk(2)SGE(3)S左震5a81.657-23.5216.608.426-23.52.807-72.230.807-72.2348.426-23.5216.60581.657-23.52Ehk左风4a16.169-4.663.29.582-4.6617.773-14.29017.773-14.299.582-4.663.216.169-4.66右风4b-16.1694.66-3.2-9.5824.66-17.77314.29-0-17.77314.29-9.5824.66-3.2-16.1694.66DC3左端跨中右端左端CB3跨中右端左端BA3跨中右端ＭＶＭＭＶＭＶＭＭＶＭＶＭＭＶ-38.3158.8165.91.63-60.23-12.0215.587.3711.1-14.71-41.6360.2365.9538.31-58.81-9.2713.317.0610.21-13.7-35.633.023-5.63-10.2113.717.069.27-13.3-42.94565.4674.4846.735-67.08-13.5218.3958.8812.6-17.525-46.73567.0874.4842.945-65.46注：1.梁端弯矩、剪力方向以顺时针为正，逆时针为负；跨中弯矩以下部受拉为正上部受拉为负 2.10a(b)栏内的值分别根据梁左右两端在左震下的弯矩(9a栏)和右震下的弯矩(9b栏)进行调整得到。

VGb 3.10c栏内的 指梁在重力荷载代表值作用下，按简支梁分析的梁端截面剪力乘以分项系数1.2。

框架梁效应组合表 单位：弯矩（kN·m）/ 剪力、轴力（kN）　第　页；共　　　　　荷 载　效 应　组　合地震作用S由永久荷载效应控制的组合Sni1G由可变荷载效应控制的组合SGSGkQ1SQ1k地震作用效应与载效应的组合SGSGEEhEhkSGkQ1ciSQikQiciSQiki2nSEhk右震5b-81.65723.52-16.605-48.42623.52-.80772.23-0-.80772.23-48.42623.52-16.605-81.65723.527a=1.2*(1)+7b=1.2*(1)+6a(b)=1.35 ×(1)+1.4*0.7*(2)+1.4*0.6*41.4*4a+1.4*1.4*4(b)+1.4*0.7*(2)a(b)0.7*(2)8a(b)=1.2*(1)+1.4*(2)+1.4*0.6*4a(b))8a左风8b右风9a(b)=1.2*3+1.3*9a左震6a-47.2211488.5131108.5140674.25518-98.6509-4.2376814.6812.909132.832-37.3795-58.1574290.8221108.5140674.38506-96.34196b7a7b-74.385196.3419102.988558.15742-90.8221-34.096338.512.90912.99568-13.3723-74.255298.6509102.9887.22114-88.5131-32.4277.082100.463473.3766-92.2267.51824.207411.8031.1422-43.17-46.779.178100.463477.6932-90.13-77.693290.1391.2246.7-79.178-42.246244.219411.8036-8.6222-3.1634-73.376692.22691.2232.42-77.082-45.3680485.2776105.7867672.29888-95.3704-3.6946814.574413.07232.44932-37.5376-56.2011287.16105.7867672.53196-93.10-72.53293.10100.261256.20112-87.16-33.553338.581613.0722.59068-13.5304-72.2995.3704100.261245.36804-85.2776.620147.976110.9625119.0358-111.072100.5251-71.82510.656131.8691-114.9296.871849.92110.9625157.6881-109.128力、轴力（kN）　第　页；共　页效应与其它荷载效应的组合SGSGEEh内力级差调整：强剪弱弯SEhkVb调整后的梁端剪力设计值a(b)=+1.3*5a(b)9b右震VbMlbMrblVGbVVbMlbMnVGblnrb10a左震10b右震10c11a＝10a+10c11b= 10b+10c-157.688109.12867.75-6.8718-49.92-132.973115.97310.656-101.62972.869-119.036111.07267.75-.6201-47.976-35.0498146833.2139247783.0848.03018532116.2939248-35.0498146833.21392477-46.9052513847.35090275-83.08-118.1298147-49.8660752370.2609027522.91-23.99525138-46.9052513847.35090275-33.2139247735.04981468-22.91-69.8152513883.0849.8660752324.44090275118.1298147-33.2139247735.04981468-83.08-116.2939248-48.03018532承载力抗震调整 对地震作用组合所得的弯矩及经过级差调整后的剪力进行承载力调整Mlnrb 无地震作用的结果 M:12a(b)=γRE*9a(b) V:12a(b)=γRE*11a(b)12a12b跨中max40.965075-118.266075-77.693240.8256575298.8498360696.341983.22187550.842125108.51406108.51406.27685-5.1538574.25518-100.4103425-42.432-98.650975.393825-99.729825-42.2462-61.0512598.57704.21947.9927.99213.07213.07298.901825-76.221821.1422-97.66561.93865-43.175.15385-.27685-74.2551842.38616394100.410342598.650983.22187550.842125108.51406108.51406118.266075-40.96507577.6932-98.84983606-40.82565752-96.3419