各类梁的弯矩剪力计算汇总表

1、梁的简图表1简单载荷下基本梁的剪力图与弯矩图剪力Fs图弯矩M图lFsflaflFsFsqiFsa)F：FMel+&MellaMeleql2+，Fsqa(2l-a)V2liFsAFs2、八qa(2l-a)22,、qa(l-a)2qa2la(2l-a)2lq0l,3+1UUSLUqd2(33)l3FaMe表2各种载荷下剪力图与弯矩图的特征某一段梁上的外力情况剪力图的特征弯矩图的特征无载荷11水平直线斜直线或集中力1F1突变F转折/,Me集中力偶、无变化突变/,Meq斜直线抛物线或均布载荷11零点极值7V表3各种约束类型对应的边界条件约束类型位移边界条件力边界条件（约束端无集中载荷）固定端打

2、=w=0，8=0一*端月第3w=0M=0自由端=一M=0，FS=0注：力边界条件即剪力图、弯矩图在该约束处的特征。序号常用截面几何与力学特征表表2-5截面边缘至.主轴的距离y对主轴的惯性矩11,y=TA2t=Th_i.(bj+2b)h*尸3(如+b)(b+2h"以=3+，)(乂+4加+")/336(6+bj截面抵抗也W回转半径11卬=而Dt=0.289ftW尸古妒W古而i=0.236h(M+4砧e+“)MWl2(b2b3+4助+bf)ML12(261+fr),Q.23独/,i.Akk4,2-b+bi5+4M#加序号截面简图截面积A截面边缘至主轴的距离?41-J窗A=rd24

3、1.yd5弋rQ.L.穴（空避）A二彳Ly=d6*A=BH-bhy=YH7A=a2-aJa对主轴Q惯性矩1截面抵抗矩W回转半径i1=白穴d，w二士w3i=4"d64324/啮（小步）w=袅八阴i=+"+df-1=古（丽-从3）卬=士（8"343）On=°.289JBH-班14W=O.11B（a3-）i=0.289Ja2a序号截面简图截面积A截面边缘至主轴的距离y8卜BA=Bi+仍1bH2+（B-bt2r-L4密KiOK“2Bi+bh力=H-“1/119A=BH（B-b）hH产了J:瘠LCrr124至10uBiA=Bi+82。+bh，l=Hp21rbH2（

4、n2-b）tiXLBxtbh-¥B2t2JBT3.二口*LLKr-VT71/r二一十bh+B2I2J对主轴的惯性矩I截面抵抗矩w回转半径I=4朋)X61-£)3wxyiw2=*i=RW=zBH3-(B-b)h3ori黠f!就5上出另+喇_(B2-b)(y2-h)3-(Bi-6)(力-门户wt=yw2，2i=R序号截面简图截面积截面边缘至主轴的距离yA对主轴的惯性矩I截面抵抗矩W回转半径i1=从3+(8-6)力IX117从3+(B6”3.nOQOy/M3+(b-6)Jw-i瓦”Vbh+(B-b)l1=古丽-(8-6)国bti<=0.289BH3-(B-h)h3VBH(B

5、-b)h/=7tBH3-(B-6)A314W=BHy-(B-b)h3brii=0.289/bh3-(b-)a3鼓面积A截面边缘至主轴的距离y力=”一，2A=6H+(B-6)z1力二爹5H2+(6-6)JbH+(B-b)iA=26(B+H)B彘HA=6(H方)b川二5H2=y对主轴的惯性矩I级面抵抗矩w回转半径1X(32-£>+by"VF.=力,，=a一嗯3号+】产等（3号+1）吹阴3力w尸孥（3号330.289H，产0.289Bh=(H3f3)Iy=%(H-h)%=与H3f3)%代(2)i*=0.289JH?+Hh+产:y=0.2896截面积截面边缘至A主轴的距离yA

6、=bh-Td24b力=彳=bh-0.785J2hA=畔+bd八二/(6+41y2=2d对主轴的惯性矩/截面抵抗矩W回转半径13X弊-整W=/血一如x2h316w川叱上2b31611J-0.59余ix=0.289A郎V1-0.785薪/1”59余iy=0.2S98/多丫1-0.785法.加一/='-Jx48r一603厂48_而3一°必：叭-24bW尸骨_/加一曲6/一V24(ab-albl).=1.3-阳防3：yV24(ab-ai6i)I*+处人6412j=这3+他"'厂64616,留12w田+溯w1年厂96(6+4)x(3k，+32/+12-416加)截面积

7、A截面边龈至主轴的距离y对主轴的惯性蚯_1献面抵抗宪|WA-2(+占卜=R十+（齿+£）了产区十：!irR3tF产开衣%+4tbR2Z0印郎甘1注=于加Q0.785岫Ab冷，ii=T64'64工产甜e9k-16(Aa+)-1也-吟=0.0982旗2卬*-曙0009血油工印L嗒0.196小1O（Eg.在4点处+B点期应力二尸a）注：1.I称为截面对主轴（形心轴）的截面惯性矩（mm4）。基本计算公式如下：I=y2dAA2.W称为截面抵抗矩（mm3）,它表示截面抵抗弯曲变形能力的大小，基本计算公式如下：W=ymax3.i称截面回转半径（mm）,其基本计算公式如下：i=J-A4,上列

8、各式中，A为截面面积（mm2）,y为截面边缘到主轴（形心轴）的距离（mm）,I为对主轴（形心轴）的惯性矩。5.上列各项几何及力学特征，主要用于验算构件截面的承载力和刚度。2.单跨梁的内力及变形表（表2-6表2-10）（1）简支梁的反力、剪力、弯矩、挠度表2-6序次图类图示项目计算式1荷载尸TJ反力J?A=Rh=剪力y网vs=-零短弯矩Ma=-Ef.剪力挠度_Fl3w-48£ihnwn2荷载月Jc反力Ra="F*=十F剪力F产Rr*Yr=-RbL上】弯矩一Fta>j-弯矩挠度若。小时，在上当J七（fl+SfT期力Mi山L_Ffr1(a22ab)3w-9EkV33荷载上反

9、力Ra=Rr=F="Zi1P一：剪力人；vB=-j?b弯矩穹矩Maj=Fa.：'Z的力nn.一，HillI挠度Wmoi=24El荷载LteJ3或反力Ra=b二年F剪力Fa=R小VB=-fi0TT*'-B1弯矩pr弯矩Ma=fFL剪力挠度19F-皿必一3B4E1血皿Lil5荷载反力R&=R®="醒ALLiLl.LTITLJr剪方Va=R*;Vb=-弯矩弯拒M*=/以，剪力挠度5金*a384E.序次图类图示项目6荷载才千I反力Ra=Rb=qa剪力3Ra；3-Rb弯矩711皿川lIUk弯矩Mm="平2计算式剪力271挠度卯2=磊（3公-

10、2公）荷载T反力Ra谭b-十）；R嗡更II山llllc#2-6-4.-1剪力Va=Ka;Vb=-Rb弯矩弯矩Mz=*（4b+手）=彳（2-打效力"XUI1II111II挠度3髓口2-7隽)干+F13时)荷载_q反力Ra卷;RB=f(2-f)幺。1。1111以8门二t剪力Va=Ra；Vb=-Rb弯矩弯矩/当工=a+笠时；M”第4“+4）#（2-打剪力卜XJr挠度孙嗡（2-冷糊”出料（CB段）t：Mlm山口也荷载.rnmi,上aL61a匚上J士M反力Ra=Rb=号剪力V=Ra；Vb=-R3弯矩弯矩Ma喈(2-勺剪力llllllll卜.xIllLLWU挠度qbl3Wiw=384Ej.（8-

11、直+肥八8八户)序次图类荷我弯矩剪力弯矩一旁）川皿川尿皿挠度=舒山1%外-彳嘴日式中：jc=a+苧荷载弯矩7Q皿皿尸弯矩的力捷度w=蚓（£一量-史）一*yjjjjl优比郎22Ell43121（2）悬臂梁的反力、剪力、弯矩和挠度表2-7序次图类项目荷莪反力剪力vB-/?B弯矩MHrirnrriTnTnTI青知Mi=-F/Ma二Mr=-F£剪力uhnun挠度FP山2=侦产汨荷载rA1反力J?B=F>P>剪力VB=-J?B弯矩_<rnTiiirnTi弯矩M*=-F(工rh工Ml-Fb剪力-nnmnnm挠度_同>£“hw*-6EII3i)序次图类图

12、示项目计算式3荷敦.nF口1t1加反力Rb=Fi。上aj,a产J剪力VB=_Rb弯矩iiiii】iiiTT皿弯矩Mx=Mb=一号FZ剪力1mWlllll挠度_3M+4-+1口2叫皿一WA-24nEIFl4荷载RWWIlIllllHI咋R4-Jr-反力Rb=qi剪力3-Rb弯矩1ITEnmrT弯矩河2=Mb=-生剪力wmI挠度_卯w=wa=8e/5荷载Alllllll臂i反力Rb=q。剪力3-Rb弯矩"rrTTnTnnTI弯矩Mmax=MB=(2-a)剪力Wnnii)挠度一孙=嘉（3-4爷+哥6荷载AiqnunvaLb反力Rb=qbI剪力Vb=-Rb弯矩弯矩qb2Mb=造剪力7挠度如嵋

13、（4+弯矩和挠度表2-8序次图类项目荷载挎度447t反力的力弯矩挠度3苜&%反力荷载弯矩挠度=o.00932呼次图类图示项目计算式7荷磐41口即咔8反力Rqc广*4翦力yFu弯矩ttTTTTJJ弯矩Mr=-qcb剪力71.山挠度(l26-4&3+d?)匕d必。l_b_厂寸，一；L白”L序次图类图示项目计算式4荷载4JjiiiiihiIiiiiiih尹1反力Ra=曲Rb=/q，rL、剪力3Ra；Vb=-Rb弯矩弯矩当工=看/时，酎2=瞽剪力挠度当=0.4222时，Wa=0.00542*5荷载9一7士健/I反力区人=华(8-6a+a3);RB=T(6Z-a2);a=ooI，剪力&q

14、uot;Ra；3-Rb弯矩uuuuu。1弯矩当7=区时，M=区正3xqJ'“22q剪力111hnJ挠度AC段：wx-94F74Ra(3Z2xx3)4qa(3W+a)x+gxBC段：wx-04Ff4Ra(3Z2xx3)qa(a3+126/x)+6ax2-*4r3当=a时，wa=4aRA(3Z2-a2)-3qa2(4Z6a2)6荷载Ajlciiiiiiimi匚上七t反力R""豹”"Rb啜（8一哈+学剪力Va=Ra；Vb="Rb弯矩1弯矩当1=°+字时，Ma=RA(a+f)剪力irtTb<11111111J挠度AC段：wx-,prKa(

15、3Z2xx3)qbyxBC段：wf-4Ra(3Z2xx3)-4gft3x+q(x-a)4Ck当工=a时：s尸备a/?A(3/2-a2)-q，”ojbi弯矩一_H弯短当足三题十字时，Mm=Ra（si+肝）剪力捷度AC段;风-Ng旨4Ra(3产工一，)#i(1261+f)工18段；ml24EI4改凡(3/-独(liZf11)金+q(H-&1尸（4）两端固定梁的反力、剪力、弯矩和挠度表2-9序次图类荷量弯短剪力荷救尊矩剪力rrniinn项目计算式反力Ra=Re=/f剪力A-Ra3%=-Rb弯矩Mg=十9挠度F£Tt)=192EI反力w留i+冲&孝M竽）翦力y*=R*y

16、74;=-Rr弯矩UW2Ed产Mm=Ml/3-挠度±l_2aZ_u_t_2F若工乩当工一3&+&此M"一羽a(3口+小)序次图类图示项目计算式3荷载q/削1川山1111Illi叫4L羽反力RA=Rb=u剪力3Ra；Vb=-Rb弯矩瓜一>1弯矩Ma喝剪力fnTTTrr>Mgjjjjj挠度qi4Wmax'384Ef4荷载iiimFTiimn右反力Ra=Rb=g.剪力"Ra；Vb=-Rb弯矩z/xiumLLUX弯矩Ma=WJc剪力nTn>1挠度wa=喘(1-十)5荷裁第I山111111)印反力Ra=(2-2a2+a3);Rb=(

17、2-a);a=u"t剪力"Ra；Vb=-Rb弯矩冰_M弯矩Ma=一等(6-8a+3a2);a=：1ZL当工=亭时，Mz=+Ma剪力tBrrnniin挠度AC段：=焉(-Ka，-3Maz2+手)BC段：wx=-Ra，-3Ma12+号(a3-4a2xoriL4+6oj2-4x3)序次图类i图示项目计算式6荷载4_is反力Ha=J?B=号剪力草人不衣人；Vb=-Rr尊矩z.*弯矩*崂（3-31+专）剪力HTTnn>K_<lllllu挠度吁=器"2%+用（5）外伸梁的反力、剪力、弯矩和挠度表2-10序次图类图示项目计算式1荷裁ra反力心二八+十年,口马-一节C

18、/。/剪力Vc=-F;5-Rr-FA弯矩TnTnnTrrFT弯矩Mx=Ma=-Fa剪力(mi'ttu；挠度加广普（1+亍）当工=&+Q+5£时，卬面=-0.0642嘴£1川ill2荷载LJ反力J?A工RB=F<T剪力¥尺=-Ra：/=Rb弯矩/ffUWIHHIIRK弯矩M产iVfB=-Fa剪力EBjmu挠度寓Ri亍当工=&+0.5!时，w猫尸一黑OjDI序次图类图示项目计算式3荷载iHII型船lllllHiq1反力Ra吟:1+t:小吗（1-十）'剪力VAS=-qa;V=RA-<7a;%=-Rb弯矩Ik弯矩Ma=/32Kl

19、lllllll!T若l>a,当x=-y(1+f厂时,Mx=¥(1-£剪力挠度Wc=嘉(7+4*3*)4荷教q反力Ra=Rb=史1+2f)=%(1+2a)川口|口11川inniC/,於£)./aj剪力v庆=-qa'V=ygZ;v昧=-/q/;V=qarff弯矩一弯矩Ma=M8=1-43)剪力挠度*=磊*241).5荷载反力Ra谓'2+t;Kb=一q09/二1f,剪力qa1展=一敢；V%=Vb=-Rb=玄弯矩fninTnTrTTTr弯矩qa1Ma=MA=-2剪力挠度勺怒刊当x=a+0.423Z时Wmin=-0.0321气，口IyIIHIHlIll

20、lllllinii序次图类项目荷载弯矩剪力荷载弯矩剪力荷教/nniiwuiK.iniiiiiiiiiiii(mniI111c反力剪力弯矩挠度反力剪力弯矩挠度反力剪力Va=-Ra；Vb=RbMa=Mb=-yga2气=叫）=普（2+十）当工=+0.52时，卬足。=一匿Ra=VVa=-Ra；Vb=RbMa=-Fa;Mb:竽u'c=3+4力迎一二-Li一FaU当力一<2+3»Wnun2,7EIRa啜卜+8十+6%);Rb哼卜-63)VAS=_qa;V*=Rb；Vb-Rb8弯矩弯矩挠度剪力反力荷载剪力V心=一V/=Vb=Rb弯矩挠度剪力“I”心4+36A63)D一也Ra-4Ma=

21、-券;Mb=_(12$序次图类图示项目计算式10荷载乙）匚01反力R一皿w工型225Hr=21剪力1VA-J?a;Vb=-Rb弯矩弯矩1Ma二MiMb=一号剪力HIllWll”川1挠度心二蜜（l+2手）当*=&+1"时/叫但二舞J£fCrl3.等截面连续梁的内力及变形表（1）等跨连续梁的弯矩、剪力及挠度系数表（表2-11表2-14）1）二跨等跨梁的内力和挠度系数表2-11序次荷载图鹿内最大弯矩支座弯定«力跨度中点挠度MIMiMbVAV酸1Vc|W1W2140.070-0,070-0.1250.375-Q.6250.625-0,3750.5210,521匚：

22、11,11111'11.11月4Tf一L一j(A/i)(AA)20.096-0.0630.437-0.S630.063仇0630,912-0391LLi'-3产行0.1560*1560.1880.312-0.6880.688-0,3120.9110.911444ABCT_7_.L-*r4rT-j-+1TU.2O3-0.0940.406-0.5940.0940.0941.497-0+5865,才售24JQ.2220.222'0,333仇667-1.3331.333-0.6671.4661.4665/F-今全2-+工0.278-0.1670.B33-1.1670.1670.

23、167|2.508!-1.0424注：1.在均布荷载作用下：”=表中系数xql2；丫=表中系数xql；亚=表中系数父ql。100EIFl32.在集中荷载作用下：”=表中系数XFl;丫=表中系数XF;亚=表中系数父。100EI例1已知二跨等跨梁l=5m,均布荷载q=11.76kN/m,每跨各有一集中荷载F=29.4kN,求中间支座的最大弯矩和剪力。解1支=(-0.125X11.76X52)+(0.188X29.4X5)=(36.75)+(-27.64)=-64.39kN-mVb左=(-0.625X11.76X5)+(0.688X29.4)=(36.75)+(20.23)=-56.98kN例2已知

24、三跨等跨梁l=6m,均布荷载q=11.76kN/m,求边跨最大跨中弯矩。解M1=0.080X11.76X62=33.87kNm。2)三跨等跨梁的内力和挠度系数表2-12序次荷载图跨内最大等矩支座弯矩翦力跨度中点梯度mJM2MbMeVAVci丫3vD的1W21D.0B0kO25-0,100-0.1000+400-0.6000.500-0.500Q.600-0,4000.6770.0520.677knrirtnnirmnirj序次荷载图跨内最大弯矩支座弯矩剪力跨度中点挠度MiMiMbMeVa%VDW1W2W32irniWABCD0.101-0.050-0.0500.450-0.550000.550

25、-0.4500.990-0.6250.9903_q一,Iiini-26280.075-0.050-0.050-0.050-0.0500.500-0.5000.0500.050-0.3130.677-0.3134（山【山urnrru4夕A冷J.O730.054-0.117-0.0330.383-0.6170.583-0.4170.0330.0330.5730.365-0.2085mnin&44ABCD0.094-0.0670.0170.433-0.5670.0830.083-0.017-0.0170.885-0.3130.1046八F、匕、夕（M）令（跖）c（3）30.1750.100-

26、0.150-0.1500.350-0.6500.500-0.5000.650-0.3501.1460.2081.1467人1尸二11才金含80.213-0.075-0.0750.425-0.575000.575-0.4251.615-0.9371.6158.匚，合2B0.175-0.075-0.075-0.075-3.0750.500-0.50C0.0750.075-0.4691.146-0.4699.Jf.,、280.1623.1370.175-0.0500.325-0.6750.625-0.3750.0500.0500.9900.677-0.312庠荷载图蹲内最大弯矩支座弯矩剪力暗度中点挠

27、度吹Mim3%|Me|VAV站丫陆产区Fes叫WJ10jecd3.200-0.1000.0250.400-0.6000.1250.125-0.025-0,0251.458-0.4690.15611尸F用5ie8队2440,067-0.267-0.2670.733-1.267LOOO-1.0001.267-0.733LB吕30.21S1项312之一'F|产ABCD&,289-0.133-0,133口，866-L134001.134-0.8662.716-1.6672.71613_F|¥a-AA6ABCD0,200-0.133-0.133-0333-0.1331.000-

28、1.0000.1330.133-0.8331.883-0犯14A4Q4ASCD-122gpJN-0.311-0.0850.689-1.3111,222-0+7780,0890.0891.6051+049-0.55(11-JI竹_.Z1A4*，BCDJ.2711一-0.1710.0440.822-1.17;0.2220.222厂0.M-0,042,438-0,83：0.278注：1.在均布荷载作用下：”=表中系数xql2；丫=表中系数xql；亚=表中系数父ql4100EI2.在集中荷载作用下：”=表中系数XFl;丫=表中系数XF;亚=表中系数父一亡，100EI3）四跨等跨连续梁内力和挠度系数表2

29、-13荷载图弯矩回力跨度中点挠度WMi中M*M破Me曳VA%jS:%Vc5W20.0770.036TL107-0.0710.393-0,6070.536-0,464口.4640.6320.186心IIHiliiiihiiimi+t*/A-t1-卷r.r._rF0.1690.116一。.161一。第0.339-0.6610.554-0.4460.4461.0790,409力/dR,4C*今£.$一LI，*_J，|FFF|FF|F|F|F0.2380.111-0.286-0.1910.714-1.2861.095-0.9050.9051.7640.573>%t:宓,注：同三跨等跨连

30、续梁。4）五跨等跨连续梁内力和挠度系数表2-14荷载荀图弯矩1境力跨度中点挠度M中Ma中M3用M蹴Me支VA旷色卜断妨1叫30.078O.D33JQ6-0-105-0.0790.3940.6060.526-0,4740,5000.644J.1510,315二1n1mL5衿：T/rF7).1710.112kl32-0.158-0.1180.342-0.6580.540-0.4600.5001.097仇356U.M;互产j:幺百芈，产+®,&1*rr门FiFlFFF0.240O.LOliM22-0.281().2110.713-1.2011.071-0.9301.0001.795

31、).479).918%?再了南F4I（2）不等跨连续梁的内力系数（表2-15、表2-16）1）二不等跨梁的内力系数表2-15XX荷载4-i-，iI_q_女也JnilAB1J'产打AjA<w_u_>>“如(MQMfiAVa炉侬(.Va)F防（忆）VcMab3血)vA（噎）Mbc(M皿)Vc(VJ1.0-y.iisu0.07030,07030.3750-0.62500.6250-0*37r500.09570.43750.0957-0.4375L1-0.13880.06530.08980.3613-0,63870.6761-0.42390.D97D0.44050.1142&

32、#39;0,47fi0L2TL155。U.Q595ILins0.3450-0.6550(L7292-0.47080.09620,44320.1343-0.51821,3-0.17380.05320.13330.3263-0.673707836-0.51640,09930.44570.1558-0.55821.4-0.195。O,G4650.1572U.3O50-0.69500.8393-0.5607UJ0030.44790.17880.59791.5-0.21880.03960.18250.2813.*0,718708958-0.6G420.10130,45W)0.2032-0.63751.6

33、0,24500.0325Q.2Q920.2550-0.74500.95310.64690.1021依45190.2291-0.6769】.7ft.27330.0256k2rM0.2263-0.7737L0L10-0.6弱00.10290,45370.2564-0.71621.8-0.305Q001900.26690.19500.8050L0694-0.73060.10370.45540.2850-0.75541*9-0,3388口,01300.29780.16130.83871.1283-0,7717fl.10440.45690.3155-0.79442.00.37500.007S0,330L

34、0.1250-0,37501.1875-0.81250.10500,45830.3472-0.83332.25-0.47660.00030.417P0,02340.9766L336g-0.91320.106504615Q.4327-0.93032.5-0.5938负值0.5126-0.09381.09381.48751l4】250.1078(M6430.5272-1.0266注：1.”=表中系数xql21；丫=表中系数xql1；2.（Mmax）、（Vmax）表示它为相应跨内的最大内力。2）三不等跨梁内力系数表2-16载、irmigUJIII1141X.g_IllIrHl11uL741-*-41

35、1!1h1111liiinh=nlCZ!,.bt、含L4-ffAJLUAA1zEA|!1.九lhLh=nhi、数-JJ*“TT上彳LM1s.1M嵋M/VaVbSL喂Mb(Mz)Vb左（嚏）(k)Mab(JW(VaMbc(Mm)（M-O.OS31口.0869一0.06310.4169-0.58310.2000-0.09()2-0.5962O.46OS0,08900.42L90.01500.5=仇网40.08别J-0.0491"41960,58040.2500-0.0947-59470.45020A>91)30.42860,02230,6-0,08000.0882-0.03500.

36、4200-0,58000.3000-0.0952一0.59520,46030.09430.43420,03080.7-0.08190,0874-0.02060.4181-0*58190.350。-O09R-0.59790.482596,I0.43000.04050.80.08590,0857-0.00590.4141-0.5浮590.4000-0.1021-0.602J0.5116(LI19&J0.4432!0.05090.9-0.09130.08330,00950.4082-0.591N0,4500-0.1083-0.60830.54%0.09980.44680.0625L0-0.1

37、0000.08000.02500,40000.600。0.5000-0.1167-0.61670.58330.1013(L4SU00.07501.1-O.UOO0.07610.1)4130.390。-0.61000.5500-0.12670.62670.62330.10250.45280.08851.2-D.121B0.07150.05820,3782-0,62180.6000-0.1385-0.63850.66510.103。r0.45540.10291.3-0.13550.(16640.07580.3645-0.63550.6500-0.1522-0.6522W.70B20.104-70.

38、45760.11S21,4-0.15100.060。0.09400.3490-0.65100.7000-U.1676-0,6671&0.75250.10570.45970.13441.5-O.16S30.05500.11300.3317-0.66830.75典0.1848-0.6S4810.79760,10650.46150,15141.6-038740.04890.13270.3127-Ux6R730.8000-IL2037-0,70370.H4340,1or0,46320.16941,7-0.20820.04260.15310,29180.70820.S50C-0.2244-0.7

39、2440.88970.10800.46480.18B31.8-0.2304C0.03626.17420.2692-&.73080.9000-O.246S-0.746B0.9366仇1U870.46620.20801,9-0,25520,03000.19610,2448-0.75520.9500-0.2710-0.77100.08460.10930.46750.22862,0-0,28130.(12390.21880.2188-0*78121.0000-0,2969796!1.03120.1。则0.46880.25002,25-O,S54O0.01060.27股0.14620-35381

40、.1250-0.3691-0.86911.15110.11110,47140.30742.5-0.43750.001903437-0.06250.93751.2500-0.45210.95211,27220.11220.47370.3701注：1.”=表中系数xql2i；丫=表中系数xqli；2.（Mmax）、（Vmax）为荷载在最不利布置时的最大内力。4.双向板在均布荷载作用下的内力及变形系数表(表2-17Y2-22)符号说明如下：刚度K=Eh212(1-2)式中E弹性模量；h板厚；V泊松比；、max分别为板中心点的挠度和最大挠度；Mx为平行于lx方向板中心点的弯矩；My为平行于ly方向板中心点的弯矩；Mx0固定边中点沿lx方向的弯矩；My°固定边中点沿ly方向的弯矩。正负号的规定：弯矩一一使板的受荷面受压者为正；挠度变位方向与荷载方向相同者为正。四边简支表2-17挠度=表中系数弯矩之表中系数式式中1取人和0中之较小者U'%My3MkMy0.500.010130,365(L