框架结构内力组合

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←M -68.9-20.02±202.09126.02-268.06-113.04-110.71V 42.4519.31干59.49-12.59118.8876.6277.97M -69.42-20.78干226.23-292.40148.75-114.50-112.40V 42.6319.57±59.49119.20-12.2777.1278.55M

-9.42-3.09±200.61185.73-205.46-15.81-15.63V

7.19 3.6干167.18-175.56193.9013.3113.67跨间M AB 134.87175.86M

-72.91-21.26±150.4171.46-221.84-119.69-117.26V

42.5419.36干40.598.4198.1276.7978.15M

-70.9-21.71干141.84-211.8764.71-117.43-115.47V

42.5419.52±40.5998.208.4976.9578.38M

-7.5-2.56±125.78114.73-130.54-12.69-12.58V

7.19 3.6干104.82-106.66125.0013.3113.67M

-72.55-21.23±129.8651.77-201.46-119.17-116.78V

42.5319.37干34.7314.8891.6476.7978.15M

-72.62-21.63干120.19-192.2842.09-119.67-117.43V

42.5519.51±34.7391.7314.9776.9578.37M

-7.62-2.59±106.5895.89-111.94-12.88-12.77V

7.19 3.6干88.82-88.98107.3213.3113.67M

-73.94-20.67(-20.5)±88.5810.52-162.21-120.49-117.67V

42.6219.54(19.35)干23.2727.7279.1577.0878.50M

-73.46-21.23(-21.02)干78.96-152.65 1.32-120.40-117.87V

42.4619.34（19.53）±23.2778.8927.4676.6678.03M

-7.25-2.27（-2.86）±70.0260.72-75.82-12.06-11.88V

7.19 3.6干58.35-55.3173.6513.3113.67M

-58.11-5.72(-3.56)±45.3-10.71-99.04-84.17-77.74V

47 4.85(2.58)干11.0638.1962.6368.3063.19M

-61.36-5.79(-2.71)干34.44-91.41-24.25-88.63-81.74V

48.12 4.87(2.28)±11.0663.7939.3469.8364.56M

-11.22-1.3(-0.02)±30.6119.16

-40.53-16.45-15.28V 8.270.72(0.36)干25.51

-19.3936.9911.8810.931.2SGk +1.4SQk V＝γRE [ηc(Mc l +Mc r )/ln+V Gb ]153.38B右内力恒载S G k 活载S Q k 地震S E k 1.35SGk +SQk B右A B左B右A B左5截面

A

B左

B右A B左B右A B左表9.2 框架梁内力组合表（计算方法见例）

γRE [1.2(SGk+0.5SQk)+1.3SEk]注：1、M AB 为AB跨间最大正弯矩。M以下部受拉为正，V以向上为正。S Qk 括号内数值表示屋面作用雪荷载时对应的内力。

2、竖向荷载作用下（SGk、SQk）弯矩M取调幅0.8。

3、上表γRE 取值：M取0.75，V取0.85。具体取值见表9.1。

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