靜定結(jié)構(gòu)與超靜定結(jié)構(gòu)靜力計(jì)算公式

1、靜定結(jié)構(gòu)與超靜定結(jié)構(gòu)靜力常用計(jì)算公式一、短柱、長(zhǎng)柱壓應(yīng)力極限荷載計(jì)算公式1、短柱壓應(yīng)力計(jì)算公式荷載作用點(diǎn)軸方向荷載偏心荷載偏心荷載長(zhǎng)短柱分界點(diǎn)如何界定？2、 長(zhǎng)柱方程式及極限荷載計(jì)算公式支座形式圖 示方 程 式極限荷載一般式n=1兩端鉸支=1一端自由他端固定=2兩端固定=0.5一端鉸支他端固定=0.75注：壓桿穩(wěn)定臨界承載能力計(jì)算公式：二、單跨梁的反力、剪力、彎矩、撓度計(jì)算公式1、簡(jiǎn)支梁的反力、剪力、彎矩、撓度計(jì)算公式荷載形式M圖V圖反力剪力VA=RAVB=-RBVA=RAVB=-RBVA=RA VB=-RBVA=RAVB=-RB彎矩?fù)隙热鬭b時(shí)，（在處）注：1、彎矩符號(hào)以梁截面下翼緣手拉為正

2、（+），反之為負(fù)（）。 2、剪力符號(hào)以繞梁截面順時(shí)針方向?yàn)檎?），反之為負(fù)（）。2、懸臂梁的反力、剪力、彎矩、撓度計(jì)算公式荷載形式M圖V圖反力RB=FRB=-FRB=qLRB=qa剪力VB=-RBVB=-RBVB=-RBVB=-RB彎矩MB=-FLMB=-Fb撓度3、 外伸梁的反力、剪力、彎矩、撓度計(jì)算公式荷載形式M圖V圖反力剪力VA左= - FVB= - RBVA左= - FVA右= - RBVA左= - qaVA右=RA-qaVB= - RBVA左= - qaVA左= 彎矩Mmax=-FaMA=-FaMB=Fa/2撓度4、 一端固定、一端簡(jiǎn)支梁de反力、剪力、彎矩、撓度計(jì)算公式荷載形式M

3、圖V圖反力RA=RB=剪力VA=RAVB=-RBVA=RAVB=-RB彎矩MA=MB=-M中=撓度3、 等截面等跨連續(xù)梁的彎矩、剪力、撓度計(jì)算系數(shù)及公式1、二等跨連續(xù)梁的彎矩、剪力、撓度計(jì)算系數(shù)及公式荷載圖示彎矩系數(shù)KM剪力系數(shù)KV撓度系數(shù)KM1中MB支VAVB左、VB右1中靜 載活載最大活載最小0.0700.096-0.032-0.125-0.1250.3750.437-0.6250.625-0.6250.6250.5210.192-0.391靜 載活載最大活載最小0.1560.203-0.047-0.188-0.1880.3120.406-0.6880.688-0.688 0.6880.9

4、111.497-0.586靜 載活載最大活載最小0.2220.278-0.084-0.3330.3330.6670.833-1.333 1.333-1.333 1.3331.4662.508-1.042注：1、均布荷載作用下：，； 集中荷載作用下：，；2、支座反力等于該支座左右截面剪力的絕對(duì)值之和；3、求跨中負(fù)彎矩及反撓度時(shí)，可查用上表“活載最小”一項(xiàng)的系數(shù)，但也要與靜載引起的彎矩（或撓度）相組合。4、求跨中最大正彎矩及最大撓度時(shí)，該跨應(yīng)滿布活荷載，相鄰跨為空載；求支座最大負(fù)彎矩及最大剪力時(shí)，該支座相鄰兩跨應(yīng)滿布荷載，即查用上表中“荷載最大”一項(xiàng)的系數(shù)，并與靜載引起的彎矩（剪力或撓度）相組合。

5、2、三等跨連續(xù)梁的彎矩、剪力、撓度計(jì)算系數(shù)及公式荷 載 圖 示彎矩系數(shù)KM剪力系數(shù)KV撓度系數(shù)KM1中M2中MB支VAVB左、VB右1中2中靜 載活載最大活載最小0.0800.101-0.0250.0250.075-0.050-0.100-0.1770.017-0.4000.450-0.6000.500-0.6170.5830.6770.990-0.3130.0520.677-0.625靜 載活載最大活載最小0.1750.213-0.0380.1000.175-0.075-0.150-0.1750.0250.3500.425-0.6500.500-0.6750.6251.1461.615-0.

6、4690.2081.146-0.937注：1、2、3條同上述二等跨連續(xù)梁；4、求某跨的跨中最大正彎矩及最大撓度時(shí)，該跨應(yīng)滿布活荷載，其余每隔一跨滿布活荷載；求某支座的最大負(fù)彎矩及最大剪力時(shí)，該支座相鄰兩跨應(yīng)滿布活荷載，其余每隔一跨滿布活荷載，即查上表中“活載最大”一項(xiàng)的系數(shù)，并與靜載引起的彎矩（剪力或撓度）相組合。3、四等跨連續(xù)梁的的彎矩、剪力、撓度計(jì)算系數(shù)及公式荷載圖示彎矩系數(shù)KM剪力系數(shù)KV撓度系數(shù)KM1中M2中MB支MC支VAVB左、VB右Vc左、Vc右1中2中見圖a靜 載活載最大活載最小0.0770.1000.0230.0360.0810.045-0.107-0.1210.013-0.

7、071-0.1070.0180.3930.446-0.6070.536-0.6200.603-0.4640.464-0.5710.5710.6320.967-0.3070.1860.660-0.588見圖b靜 載活載最大活載最小0.1690.2100.0400.1160.183-0.067-0.161-0.1810.020-0.107-0.1610.0200.3390.420-0.6610.554-0.6810.654-0.4460.446-0.6070.6071.0791.581-0.4600.4091,121-0.711 注：事項(xiàng)同三跨連續(xù)梁。四、不等跨連續(xù)梁在均布荷載作用下的彎矩、剪力計(jì)

8、算系數(shù)及公式1、二跨不等跨連續(xù)梁的彎矩、剪力計(jì)算系數(shù)及公式荷載簡(jiǎn)圖計(jì)算公式彎矩M=表中系數(shù)×qL12（KN·m）剪力V=表中系數(shù)×qL1（KN）靜載時(shí)活載最不利布置時(shí)nM1M2MB最大VAVB左最大VB右最大VaM1最大M2最大VA最大VC最大1.01.11.21.31.41.51.61.71.81.92.02.252.50.0700.0650.0600.0530.0470.0400.0330.0260.0190.0130.0080.0030.0700.0900.1110.1330.1570.1830.2090.2370.2670.2980.3300.4170.5

9、13-0.125-0.139-0.155-0.175-0.195-0.219-0.245-0.274-0.305-0.339-0.375-0.477-0.5940.3750.3610.3450.3260.3050.2810.2550.2260.1950.1610.1250.023-0.094-0.625-0.639-0.655-0.674-0.695-0.719-0.745-0.774-0.805-0.839-0.875-0.976-1.0940.6250.6760.7290.7840.8390.8960.9531.0111.0691.1281.1881.3371.488-0.375-0.42

10、4-0.471-0.516-0.561-0.604-0.647-0.689-0.731-0.772-0.813-0.913-1.0130.0960.0970.0980.0990.1000.1010.1020.1030.1040.1040.1050.1070.1080.0960.1140.1340.1560.1790.2030.2290.2560.2850.3160.3470.4330.5270.4330.4400.4430.4460.4480.4500.4520.4540.4550.4570.4580.4620.464-0.438-0.476-0.518-0.558-0.598-0.638-0

11、.677-0.716-0.755-0.794-0.833-0.930-1.0272、 三跨不等跨連續(xù)梁的彎矩、剪力計(jì)算系數(shù)及公式荷載簡(jiǎn)圖計(jì)算公式彎矩M=表中系數(shù)×qL12（KN·m）剪力V=表中系數(shù)×qL1（KN）靜載時(shí)活載最不利布置時(shí)nM1M2MB支VAVB左VB右M1最大M2最大MB最大VA最大VB左最大VB右最大0.40.50.60.70.80.91.01.11.21.31.41.51.61.71.81.92.02.252.50.0870.0880.0880.0870.0860.0830.0800.0760.0720.0660.0610.0550.0490.

12、0430.0360.0300.0240.0110.002-0.063-0.049-0.035-0.021-0.0060.0100.0250.0410.0580.0760.0940.1130.1330.1530.1740.1960.2190.2790.344-0.083-0.080-0.080-0.082-0.086-0.092-0.100-0.110-0.122-0.136-0.151-0.163-0.187-0.203-0.231-0.255-0.281-0.354-0.4330.4170.4200.4200.4130.4140.4080.4000.3900.3780.3650.3490.3

13、320.3130.2920.2690.2450.2190.1460.063-0.583-0.580-0.580-0.582-0.586-0.592-0.600-0.610-0.622-0.363-0.651-0.663-0.687-0.708-0.731-0.755-0.781-0.854-0.9380.2000.2500.3000.3500.4000.4500.5000.5500.6000.6500.7000.7500.8000.8500.9000.9501.0001.1251.2500.0890.0920.0940.0960.0980.1000.1010.1030.1040.1050.10

14、60.1070.1070.1080.1090.1090.1100.1110.1120.0150.0220.0310.0400.0510.0630.0750.0890.1030.1180.1340.1510.1690.1880.2030.2290.2500.3070.370-0.096-0.095-0.095-0.098-0.102-0.108-0.117-0.127-0.139-0.152-0.168-0.185-0.204-0.224-0.247-0.271-0.297-.0369-0.4520.4220.4290.4340.4390.4430.4470.4500.4530.4550.458

15、0.4600.4620.4630.4650.4660.4680.4690.4710.474-0.596-0.595-0.595-0.593-0.602-0.608-0.617-0.627-0.639-0.652-0.668-0.635-0.704-0.724-0.747-0.771-0.797-0.869-0.9520.4610.4500.4600.4830.5120.5460.5830.6230.6650.7080.7530.7980.8430.8900.9370.9851.0311.1511.2725、 雙向板在均布荷載作用下的彎矩、撓度計(jì)算系數(shù)及公式四邊固定板的彎矩、撓度計(jì)算系數(shù)及公式簡(jiǎn)

16、圖Lx/LyMxMyMxoMoyMox固定邊中點(diǎn)沿Lx方向的彎矩；Moy固定邊中點(diǎn)沿Ly方向的彎矩；0.500.550.600.650.700.750.800.850.900.951.000.002530.002460.002360.002240.002110.001970.001820.001680.001530.001400.001270.04000.03850.03670.03450.03210.02960.02710.02460.02210.01980.01760.00380.00560.00760.00950.01130.01300.01440.01560.01650.01720.0176-0.0829-0.0814-0.0793-0.0766-0.0