第四部分横向框架内力组合.

4 横向框架KJ-7内力组合

4.1横向框架KJ-7 梁内力组合

1.竖向荷载作用下梁端弯矩M为经过调幅后的弯矩（调幅系数取0.8）。

2.框架梁跨间弯矩,用结构力学求解器计算。

3.地震作用效应组合时，梁端组合剪力设计值、柱端组合弯矩、剪力设计值需进行调整。体现强柱弱梁、强剪弱弯的要求。

4.结构抗震等级

由规范查得本工程的框架的抗震等级：三级。

5.框架梁内力组合

无地震作用效应的其他荷载效应基本组合

（1）1.2S

GK +1.4S

QK

，（2）1.35S

GK

+1.0S

QK

，

考虑结构构件的地震作用效应和其他荷载效应的基本组合

（3）1.2S

GE +1.3S

EK

。

对于一般排架、框架结构，基本组合可采用简化规则，并应按下列组合值中取最不利值确定：

①由可变荷载效应控制的组合：

②由永久荷载效应控制的组合：

基本组合的荷载分项系数，应按下列规定采用：

永久荷载的分项系数：

—对由可变荷载效应控制的组合，应取1.2；

—对由永久荷载效应控制的组合，应取1.35；

可变荷载的分项系数：

—一般情况下应取1.4；

考虑结构构件的地震作用效应和其他荷载效应的基本组合：

结构构件的地震作用效应和其他荷载效应的基本组合，应按下式计算：

S＝γ

G S

GE

＋γ

Eh

S

Ehk

＋γ

Ev

S

Evk

+ψwγwSwk

式中S－结构构件内力组合的设计值，包括组合的弯矩、轴向力和剪力设计值；

γG－重力荷载分项系数，一般情况应采用1.2，当重力荷载效应对构件承载能力有利时，不应大于1.0；

γ

Eh 、γ

Ev

－分别为水平、竖向地震作用分项系数，应按表5.4.1 采用；

γw－风荷载分项系数，应采用1.4；

S

GE

－重力荷载代表值的效应，有吊车时，尚应包括悬吊物重力标准值的效应；

S

Ehk

－水平地震作用标准值的效应，尚应乘以相应的增大系数或调整系数；

S

Evk

－竖向地震作用标准值的效应，尚应乘以相应的增大系数或调整系数；

Swk－风荷载标准值的效应；

ψw－风荷载组合值系数，一般结构取0.0，风荷载起控制作用的高层建筑应采用0.2。

因为本工程为多层框架结构，以竖向荷载作用为主，水平风荷载的作用影响较小，所以可不考虑风荷载且不考虑竖向地震作用。

结构构件的地震作用效应和其他荷载效应的基本组合按下式计算：

1.2S

GE +1.3S

EhK

其中S

GE

－重力荷载代表值的效应。

6.钢筋混凝土结构应按《建筑抗震设计规范》（GB50011－2001）调整构件的组合内力设计值。

抗震规范6.2.4梁端组合剪力设计值调整：

一、二、三级的框架梁和抗震墙中跨高比大于2.5的连梁，其梁端截面组合的剪力设计值应按下式调整：

V=γ

RE 〔vb

η(l

b

M+r

b

M)/

Gb

n

V

l+〕

式中V-梁端截面组合的剪力设计值；

ln -梁的净跨；

VGb-梁在重力荷载代表值(9度时高层建筑还应包括竖向地震作用标准值)作用下，按简支梁分析的梁端截面剪力设计值；

、-分别为梁左右端截面反时针或顺时针方向组合的弯矩设计值，一级框架两端弯矩均为负弯矩时，绝对值较小的弯矩应取零；

、－分别为梁左右端截面顺时针或反时针方向实配的正截面抗震受

弯承载力所对应的弯矩值,根据实配钢筋面积（计入受压筋）、材料强度标准值

等确定；

ηvb－梁剪力增大系数一级取1.3，二级取1.2，三级取1.1。

7.框架梁内力组合表

框架梁内力组合表见表4-1，。

4 横向框架KJ-7内力组合 43

满布不利1不利2→←

→

←

→

←

满布不利1不利2满布

不利1不利2M -77.31213.04-11.72-1.3245.12-45.12-26.2944-143.6064-19.7208-107.7048-91.3312-116.0912-105.6912-74.5184-109.1824-94.6224V 93.58221.8121.81-2.43-9.39.3113.2944137.474496.30024116.85324148.1457148.1457123.9057142.8324142.8324108.8964M -129.02-32.04-16.73-15.304-22.0922.09-202.765-145.331-152.0738-108.9983-206.217-190.907-189.481-199.68-178.246-176.2496V 111.58223.5523.55 2.439.3-9.3160.1184135.9384136.10064115.54764174.1857174.1857153.0657166.8684166.8684137.3004M -129.02-32.04-15.304-16.72822.09-22.09

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-148.1248

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84.85

60.348

-12.66473.012-35.8235.82

91.4628

184.5948

68.5971

138.4461

174.8955

101.8835

187.5595

186.3072

84.0904

204.0368

S QK

S EK

截面内力S GK V=γRE [ηVb (M l b +M r b )/ln+V Gb ]

层次

γRE (1.2S GE +1.3S EK ) 1.35S GK +1.0S QK

5

A左跨间 1.2S GE +1.3S EK

C右B左

B右 1.2S GK +1.4S QK

95.92

95.92

4

C右80.37

B左

B右80.37

A左跨间3

C右86.21

B左

B右86.21

A左跨间2

C右90.62

B左

B右90.62

A左跨间1

C右95.93

B左

B右95.93

A左跨间