建筑结构设计中的内力组合案例

g筑结构设计中的内力组合案例综述

内力组合采用如下组合，梁的弯矩方向上部受拉为负，下部受拉为正。

1.无地震作用效应组合(一般荷载组合)

通过规范可知，框架结构控制截面的内力组合有以下五种：

恒+活荷载组合①：1.3恒+1.5活;S=yGSGk+%%;S=1.3xSGk+1.5xSQk

恒+风荷载组合②：L3恒±1.5风;S=%SGk±7wSwk；S=1.3xSGk±1.5xSWk

恒+活+风荷载组合③：1.3恒+1.5活±0.6x1.5风；

s=r0SGk+±O.6/H.sWk,S=1.3XSGk+1.5X(S^±0.6xSWk)

2.有地矍作用效应组合

有震组合④：1.0x(恒+0.5活)±1.3地震；

=

/G^GE—YEI^EM,=1.0x(SGk+0.5SQk)±1.3xSEhk

有震组合⑤：1.2x(J值+0.55舌)±1.3地震；

S=/G^GE—YEI^EIIV.5S=1.2x(SGk+0.5SQk)±1.3xSEhk

LI竖向荷载弯矩调幅

框架梁弯矩调幅

M，=画°M「=0M，。,

M=M中_；(1_,)(知/0+用心)

M"MW：调幅前梁左梁右弯矩，”为调幅系数

M中：弯矩调幅前梁跨中弯矩标准值

M：弯矩调幅后梁跨中弯矩标准值，调幅后跨中弯矩不小于简支梁跨中弯矩

的一半。

表5-1恒载梁端弯矩调幅

调幅前变矩标准值调幅后弯矩标准值

层次梁跨

梁左跨中梁右梁左跨中梁右

AB0.85-80.1962.91-70.40-68.1774.21-59.84

4

BC0.85-24.54-10.32-24.54-20.86-6.64-20.86

CD0.85-70.4062.91-80.19-59.8474.21-68.17

AB0.85-106.1860.55-94.13-90.2575.57-80.01

3BC0.85-14.84-3.48-14.84-12.62-1.25-12.62

CD0.85-94.1360.55-106.18-80.0175.57-90.25

AB0.85-105.0861.37-93.58-89.3276.27-79.54

2BC0.85-15.28-3.91-15.28-12.99-1.62-12.99

CD0.85-93.5861.37-105.08-79.5476.27-89.32

AB0.85-100.0566.89-87.57-85.0480.97-74.44

1BC0.85-19.99-8.62-19.99-16.99-5.62-16.99

CD0.85-87.5766.89-100.05-74.4480.97-85.04

表5-2活载梁端弯矩调嗝

调幅前弯矩标准值调幅后弯矩标准值

层梁跨6

梁左跨中梁右梁左跨中梁右

次

AB().85-23.0619.37-21.29-19.6022.70-18.1()

4BC0.85-7.67-3.45-7.67-6.52-2.30-6.52

CD0.85-21.2919.37-23.06-18.1022.70-19.60

AB0.85-27.2215.36-25.16-23.1419.29-21.38

3BC0.85-5.140.13-5.14-4.370.91-4.37

CD0.85-25.1615.36-27.22-21.3819.29-23.14

AB0.85-26.6615.85-24.75-22.6719.70-21.04

2BC0.85-5.46-0.19-5.46-4.640.63-4.64

CD().85-24.7515.85-26.66-21.0419.70-22.67

AB().85-25.2117.29-23.31-21.4320.93-19.81

1BC0.85-6.62-1.35-6.62-5.63-0.35-5.63

CD0.85-23.3117.29-25.21-19.8120.93-21.43

2

L2框架梁内力组合

表5-34层框架梁内力组合

1.3x(D+1.5x(2)±0.6x1.0x(①+0.5x②)土1.31.2x(①+0.5②)土

I.3X0H.51.3x(D±l.5x(D

梁跨内力恒骐①活琴②风在地震③)X®)13x(4))设计值

x@

③④左风右风左风石风左震右震左震石震

Ms-68.17-19.6011.2061.27-118.02-71.82•105.41-107.94-128.101.68-157.62-13.91-173.21•173.21

v578.1423.33-2.68-14.69136.5897.56105.61134.17139.0070.72108.9088.68126.86139.00

Me74.2122.701.538.39130.5298.7794.17131.90129.1496.4774.64113.5891.76131.90

ABVB1.360.25-2.68-14.692.14-2.265.79-0.284.55-17.6120.58-17.3120.8720.87

M6-59.84-18.1()-8.13-44.48-104.94-89.99-65.60-112.26-97.62-126.71-11.06-140.49-24.S4-140.49

VB-75.42-22.84-2.68-14.69-132.31-102.08-94.02■134.72-129.89-105.94-67.75-1233)-85.12-134.72

MM20.866.526.4735.4236.8917.4136.8331.0642.7221.9370.1717.1171.9974.99

v£18.965.63-4.32-23.6133.0818.1731.1229.2036.96-8.9352.47-4.5856.8256.82

M664-2.3000-12.08-8.64-8.64-12.08-12.08-7.79-7.79-9.35-9.35-12.08

BCVe00-4.32-23.61O.(XJ-6.476.473883.88-30.7030.70-30.7030.70-30.70

Ma-20.86-6.52-6.47-35.42-36.89-36.83-17.41-42.72-31.06-70.1721.93-74.9917.11-74.99

v6-18.96-5.63-4.32-23.61-33.08-31.12-18.17-36.96-29.20-52.478.93-56.824.58-56.82

Ms-59.84-18.108.1344.48-104.94-65.60-89.99-97.62-112.26-11.06-126.71-24.84-140.49-140.49

22.84-14.69102.08105.94

v575.42-2.68132.3194.02129.89134.7267.7585.12123.30134.72

MB74.2122.70-1.53♦8.39130.5294.1798.77129.14131.9074.6496.4791.76113.58131.90

CDV中-1.36-0.25-2.68-14.69-2.14-5.792.26-4.550.28-20.5817.61-20.8717.31-20.87

ME-11.2

-68.17-19.60-61.27-118.02-105.41-71.82-128.10-107.94-157.621.68-173.21-13.91-173.21

0

V8-78.14-23.33-2.6S-14.69-136.58-105.61-97.56-139.00-134.17-I0R.90-70.72-126.86-88.68-139.00

表5-43层框架梁内力组合

1.3x(D+1.5x(2)±0.6x1.0x(①+0.5x0)土1.31.2x(①+0.5②)土

1.3x04-1.51.3x(D±1.5x(D

梁跨内力恒载①活专②风蓼地震③)X④)13x(4))设计值

X。

③④左风右风左风石风左震右震左震石震

Ms-90.25-23.1424.35120.76-152.04-80.80-153.85-130.12-173.9555.17-258.8234.80-279.18-279.18

90.9523.37-6.17-30.69153.30108.99127.49147.75158.8562.75142.5383.28163.06163.06

v4

Mo75.5719.292.1510.30127.18101.4795.01129.12125.2498.6071.83115.6588.87129.12

ABVB1.670.29-6.17-30.692.61-7.0711.42-2.948.15-38.0741.71-37.7142.0742.07

M-20.0-100.1

6-80.01-21.38-136.09-134.08-73.95-154.13-118.06-220.9339.52-239.0721.37-239.07

47

-87.61-22.80-6.17-30.69-148.09-123.14-104.64-153.64-142.54-138.90-59.12-158.79-78.92-158.70

vB

MH12.624.3715.9679.7722.957.5440.318.5937.3288.90118.5085.94121.46121.46

v-10.6

£15.167.03-53.1830.253.7535.6720.6839.83-50.4687.81-46.7391.5491.54

4

BCMB-1.250.9100-0.26-1.62-1.62-0.26-0.26-0.80-0.80-0.95-0.95-1.62

Vm-10.6

00-53.180.00-15.9615.96-9.589.58-69.1469.14-69.1469.14-69.14

4

M-15.9

a-12.62-4.37-79.77-22.95-40.347.54-37.32-8.59-118.5088.90-121.4685.94-121.46

6

v-10.6

fi-15.16-7.03-53.18-30.25-35.67-3.75-39.83-20.6K-87.8150.46-91.5446.73-91.54

4

-80.01-21.3820.04100.17-136.09-73.95-134.08-118.06-154.1339.52-220.9321.37-239.07-239.07

Ms

87.6122.80-6.17-30.69148.09104.64123.14142.54153.6459.12138.9078.92158.70158.70

v5

MB75.5719.29-2.15-10.30127.1895.01101.47125.24129.1271.8398.6088.87115.65129.12

CDV中-1.67-0.29-6.17-30.69-2.61-11.427.07-8.152.94-41.7138.07-42.0737.71-42.07

M6-24.3-120.7

-90.25-23.14-152.04-153.85-80.80-173.95-130.12-258.8255.17-279.B34.80-279.18

56

vo-90.95-23.37-6.17-30.69-153.30-127.49-108.99-158.85-147.75-142.53-62.75-163.05-83.28-163.06

表5・52层框架梁内力组合

1.3x①+1.5x(②±0.6xl.()x(CD+O.5x(2))±1.31.2x(①+0.5②)土

l.3x(i>l,51.3x(D±15x(3)

梁跨内力恒载①活载②风载地震③)x@)1.3X0)设计值

X②

③④左风右风右风左震右震左震

M5-89.32-22.6737.18165.96-150.12-6035-171.89-116.65-183.58115.10-316.4094.96-336.53-336.53

V£90.8823.35-9.7143.39153.17103.58132.70144.43161.9046.15158.9566.66179.46179.46

76.2719.702.249.77128.71102.5105.80130.72126.6998.8373.42116.0590.64130.72

ABvo1.600.27-9.71-43.392.48-12.4816.64-6.2611.21-54.6758.13-54.3258.4858.48

-32.7-146.4

-79.54-21.04-134.96-152.47-54.34-164.40-105.52-280.40100.27-298.4182.26-298.41

11

vE-87.68-22.82-9.71-43.39-148.22-128.55-99.43-156.95-139.48-155.49-42.69-175.31-62.51-175.31

-12.99-4.6426.05116.60-23.8522.19-55.96-0.41-47.30136.26-166.89133.20-169.95-169.95

v-17.3

515.167.03-77.7330.2563445.7614.6245.88-82.38119.72-78.64123.46123.46

7

BCMB-1.620.6300•1.16-2.11-2.11-1.16-1.16•1.31-1.31-1.57-1.57-2.11

Ve-17.3

00-77.730.00-26.0526.05-15.6315.63-101.05101.05-101.05101.05-101.05

7

Ms■26.0-116.6

-12.99■4.64■23.85-55.9622.19■47.30■0.41-166.89136.26-169.95133.20-169.95

50

5

v-17.3

e-15.16-7.03-77.73-30.25-45.766.34-45.88-14.62-119.7282.38-123.4678.64-123.46

7

-79.5432.71146.41-134.96-54.34-152.47-105.52-164.401(X).27-2X0.4082.26-298.41-298.41

V左87.6822.82-9.71•43.39148.2299.43128.55139.48156.9542.69155.4962.51175.31175.31

Me76.2719.70-2.24-9.77128.7195.80102.51126.69130.7273.4298.8390.64116.05130.72

CDVB-1.60-0.27-9.71•43.39-2.48-16.6412.48-11.216.26-58.1354.67-58.4854.32•58.48

Me-37.1-165.9

-89.32-22.67-150.12-171.89-6035-183.58-116.65-316.40115.10-336.5?94.96-336.53

86

ve-90.88-23.35-9.71-43.39-153.17-132.70-103.58-161.90■144.43-158.95-46.15-179.46-66.66-179.46

表5・61层框架梁内力组合

1.3x©4-1.5+0.6x1.0x(①+O.5X②)+1.31.2x(0+0.5②)十

l.3x(D>1.5l.3x①土l.5x(J)

梁跨内力怛载①活载②风教地震⑤)x④)13x@)设计值

xgl

③④左风右风左风右风左震右震左然右震

M5-85.04-21.4355.96214.83-142.69-26.61-194.50-92.33-193.06183.52-375.03164.3?-394.18-394.18

v.-14.1

91.0123.35-54.12153.X97.17139.47140.65166.0332.34173.0452.87193.58193.58

0

ABMB80.9720.935.2020.01136.66113.0697.45141.34131.97117.4465.42135.7383.7114134

Vo>-14.1

1.730.26-54.122.65-18.9()23.40-10.0415.34-68.4972.22-68.1172.5972.59

0

M-45.5-174.8

o-74.44-19.81-126.49-165.09-28.44-167.48-85.49-311.59142.91-328.45126.04-328.46

51

v-14.1

6-87.55-22.82-54.)2-148.04-134.96-92.66-160.73-135.35-169.31-28.61-189.19-48.40-189.10

0

6

M/-16.99-5.6336.28139.21-30.5232.33-76.502.12-63.17161.17-200.78157.21-204.74-204.74

V-24.1

515.167.03-92.8130.25-16.5755.988.4952.02-101.98139.32-98.24143.06143.06

8

BCMB-5.62-0.3500-7.83-7.30-7.30-7.83-7.83-5.80-5.80-6.95-6.95-7.83

V中-24.1

00-92.810.00-36.2836.28-21.7721.77-120.65120.65-120.65120.65-120.65

8

MG-36.2“39.2

•16.99-5.63-30.52-76.5032.33-63.172.12-200.78161.17-204.74157.21■204.74

81

v-24.1

6-15.16-7.03-92.81-30.25-55.9816.57-52.02-8.49-139.32101.98-143.0598.24-143.06

8

Ms-74.44■19.8145.55174.81-126.49-28.44-165.09-85.49-167.48142.91-311.59126.04■328.46-328.46

v-14.1

587.5522.82-54.12148.0492.66134.96135.35160.7328.61169.3148.40189.10189.10

0

CDM中80.9720.93-5.20-20.01136.6697.45113.06131.97141.3465.42117.4483.71135.73141.34

VB-14.1

-1.73-0.26-54.12-2.65-23.4018.90-15.3410.04-72.2268.49-72.5968.11-72.59

0

-55.9-214.8

-85.04-21.43-142.69-194.50-26.61-193.06-92.33-375.03183.52-394.B164.37-394.18

63

v-14.1

e-91.01-23.35-54.12-153.34-139.47-97.17-166.03-140.65-173.04-32.34-193.58-52.87-193.58

0

1.3框架柱内力组合

表5-7A轴柱内力组合

层为I恒载①|活教②|风载⑤|地震④1.3x0)Il.3x①±l.5x⑤|1.3x(D+L5x(②土|1.0x(①+O.5xQ))土1.2x(①+0.5②)土Mmw及|N』及INz及

7

弓力+1.3x(2)0.6A③)1.3K④)L3K⑨相应的N相应的相应的

左风右风左风右风左震右震左震右震MM

Mj56.5818.20-11.20-61.27100.8656.7690.3590.79110.94-13.9714533-0.83158.47158.47-13.97100.86

Nn235.5655.73-2.68-14.69389.83302.20310.25387.41392.24244.33282.52297.02335.20282.52244.33392.24

Vu-25.32-7.864.1022.44-44.70-26.76-39.07-41.01-48.39-0.07-58.42-5.92-M.27-58.42-0.07-44.70

4MR42.1612.44-4.80-26.2673.4647.6162.0069.1577.7814.2482.5123.9292.1992.1914.2473.46

NR270.6655.73-2.68-14.69435.46347.83355.88433.04437.87279.43317.62339.14377.32317.62279.43437.87

ve-25.32-7.864.1022.44-44.70-26.76-39.07-41.01-48.39-0.07•58.42-5.92-64.27-58.42-0.07-44.70

Mr36.719.92-19.55-94.5162.6118.4077.0545.0280.21-81.18164.53-72.85172.87172.87-81.1862.61

N543.67111.50-8.85-453787^.03693.50720.05866.06881.99540.44658.41660.32778.29658.41540.44881.99

v™-19.24-5.308.3640.39-32.95-12.47-37.54-25.43-40.4730.62-74.3926.24-78.76-74.3930.62-32.95

3Ms38.3()10.74-13.03-63.(X)65.9030.2569.3554.1777.63-38.23125.58-29.50134.31134.31-38.2365.90

NR578.77111.50-8.85-45.37919.66739.13765.68911.69927.3575.54693.51702.44820.41693.51575.54927.62

VR-19.24-5.3()8.3640.39-32.95-12.47-37.54-25.43-40.4730.62-74.3926.24-78.76-74.3930.62-32.95

M厌39.4711.07-24.15•102.9667.9215.0987.5346.1889.65-88.84178.85•79.84187.85187.85-88.8467.92

N„851.71167.25-18.56-88.761358.101079.391135.061341.401374.81819.951050.721007.021237.791050.72819.951374.81

Vn-22.16-6.2212.3852.80-38.13■10.23-47.38-26.98-49.2743.38•93.9038.32-98.95-93.9043.38•38.13

2Ma46.9413.17-24.15-102.9680.7724.7997.2459.04102.51-80.32187.37-69.62198.07198.07-80.3280.77

Na886.81167.25-18.56-88.761403.731125.021180.691387.031420.44855.051085.821049.141279.911085.82855.051420.44

VR-22.1662212.3852.80-38.13-10.23-47.38-26.98-49.2743.38-93.9038.32-98.95-93.9043.38-38.13

M：£25.807.18-31.81-111.8744.31-14.1781.2715.6872.94-116.04174.82-110.16180.7。180.7()-116.244.31

N>x1159.88223.00-32.66-142.871842.351458.861556.831812.961871541085.651457.121339.921711.401457.121085.651871.74

v«-7.98-2.2218.7465.90-117017.74-38.493.16-30.5776.58-94.7674.76-96.58-94.7676.58-13.70

1Ms12.903.59-59.08•207.7622.16■71.85105.40■31.0275.33-255.39284.78-252.45287.72287.72-255.3922.16

Nn1203.53223.0032.66142.87189X101515.611613.581869.711928.491129.301500.771392.301763.781500.771129.301928.49

VR-7.98-2.2218.7465.90-13.7017.74•38.493.16-30.5776.58-94.7674.76-96.58-94.7676.58-13.70

表5・8B轴柱内力组合

层为恒载①活载②风载③地震④1.3x①+1.5x(②土1.0x(①+0.5x②)土1.2x(①+0.5②)土IMM及%及Ng、及

1.3K①l.3xQ)±l.5x@

号力0.6x(3))1.3x@)1.3x④)相应的N相应的相应的

+l.5x②

左风右风左冈右风左震右震左震右震MM

Mx-72.34-21.05-14.60-79.90-125.62-115.94-72.13-138.76-112.47-186.7421.01-203.314.44-203.31-186.74-125.62

N„270.8977.96-1.63-8.93469.10349.71354.60467.63470.57298.26321.48360.24383.45321.48298.26470.57

Vi,33.459.296.1233.4857.4152.6634.3162.9251.9181.62-5.4489.242.18-5.4481.6257.41

4MR-58.12-15.16-9.26-50.69-98.30-89.45-61.66-106.64-89.96-131.600.19-144.74-12.95-144.74-131.60-98.30

N«305.9977.96-1.63-8.935I&.73395.34400.23513.26516.20333.36356.58402.36425.57356.58333.36516.20

57.413431

Vo33.459.296.1233.4852.6662.9251.9181.62-5.4489.242.18-5.4481.6257.41

M*-54.21-12.92-26.74-129.25-89.85-110.58-30.36-113.92-65.79-228.70107.36-240.8395.23-240.83-228.70-89.85

Na628.99161.57-6.11-31.42106J.04808.52826.841054.541065.53