最全梁的弯矩剪力汇总大表

1、最全梁的弯矩剪力汇总大表表1简单载荷下基本梁的剪力图与弯矩图表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水平直线斜直线或/集中力匕突变F转折,Me突变/Me与匚十11II川/I2'/|才一/1q均布载荷j斜直线抛物线或、零点-极值广A、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）固定端产=w0，0一间支端w0M0自由端"一M0,FS0S注：力边界条件即剪力图、弯矩图在该约束处的特征。常用截面几何与力学特征表表2-5序号戴面蔺图截面积A截而边缘至主轴的距离*对主轴的惯性电版面抵抗洛W回转半径1W=；岫*,bi

2、-0«289A卬产土小啊上如i=0.236Al2(*i+2*)gt+4-比)人士212(26+*)好争，外4珈+后序号1及面筒图截面积A截面边缘至主轴的明离y4p蛾r*A=笛4y='Yd5.La萩“2二0)A二4y=4"d614IA=BH-bhy=H7JLiVA=02aj造对主轴的惯性矩1截面抵抗矩W回转半径t1=2”d464W=玄毋“金JT)i="J/"'+解/=古（曲-从）W=±(B4从3)on1rd（八。：）W=0.118(a，-阴10.2893+aj序号觎面衢图截面枳A截面边缘至主轴的距离y对主轴的惯性矩/截面抵抗矩W回

3、转半径.i8JBA=Br从16H2+(”6)八1=上+而-(3-6)X(!<)3w1=yw2=力二R/1.LC-/力-2Bt+bh*=H-，iSv/K-j1岗9J科A=BH-(B-6)AHy=2/=白而一（8-6乂3）1，W=为W(BF)尸Oo4Vt1*工一亡r-10L31V1L十A=i+B2r2+bh，i=H_力“uXL8M+出，2(Bb)(2H"/=上B2*+B那-(Bj-6)(y2-<2)3一(Bi-6)(力-")3Wi=ywji=/?4-zKj*1，JW必£.瓦二l41r出，1+仍+%，2J序号截面简图截面积截面边缘至主轴的距阳yA对主轴的惯性

4、矩1截面柢抗矩W回转半枝f11=旨从3+（Bb）力r从3-(8T)JL02H9X/缈上一)40.289XJ岫+(”1=古8心(8-6)川W=±【8H3-(8-6)a3JoH1=0.289/BH3-(B-6)A3W二七8印一(8-6y3Orlt=0.289/bh3-(b-)a?敏而枳A截面边缘至主轴的距离yA=6H+(B-6)r1上少26H2+(+一。)八bH+(B-b)tA=26(B+H)B2巾Hy2-TbwAb(H-h)H山二2对主轴的惯性矩/截面抵抗矩w回转半径iX（力一）3+byyi,'=R3嗯3号+】产平(3普“军(3号+力,“=0.289H僧印“0.2893h=H3

5、f3）/,（H-h）“看().产日-/,)iM=0.289JH?+Hh+#xy=0.289fe序号«面简图截面积A截面边缘至主轴的距离对主轴的惯性矩f截面抵抗矩W间转半径117A=bh-"7"c/24=M-0.785/b"Th小十国-普)V照普*傅W)“袅号-啕yh"59今At0.289A1j1-0.7853IMl211A11I-。山条1-14yUX7CzJ2V1-0.785-On18yA=一0iM)ay2，2J力2.ab3-aybf3oZ,-a16l3h._lab3-aibi3|i惶"L48_ba?.6°/,厂48町-24

6、6_baibiaW，24a“-V24(aA-al6l)1儿3-仇。/0-Q.V24(a-a|6|)19y勿基Abd4jl=/(B+d)，2=大/=江+支'*M12j3十"直上fy64616+缪12“如假W:一1厂96(5+d)x(3/+32纭、12/2d2+j6jA3)，尸Pa,产/?3.i称截面回转半径mm）,其基本计算公式如下:序号镇向高1图1或商枳嵯面边绛至主轴的距离¥豺主轴的徽修短1_一截面抵抗拒IV回转半径_.-i20y1AA2（jrR+6）fyi-R+/）£又初止我i+2必决,产碑1d4附K+工63+26咫=天211'hJ逮4-liA-

7、y尸告2/1=E砧3=*0491乩31小贵0491M学r041产含品（#十M）f4一一1班后为-.jLl2W.二周"=。，的82品2«JLl2卬广器-0.E82M上1Vli=嗒*0.196/16（在A点处+B点那应力b、ra=户）*4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：|yW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?dAA4,上列各式中，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

8、。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瞳式._荷戴q_F夕.AA反力"JT吗剪力雪柜穿矩.2=十同.剪力Lniiunn送度FZJ2荷载rLa±±反力席R十F甄力3R川外=一小蹲坦M二3mmu/等短挠度若&>b时,在居(d+2i)4t,典力muUmllin_Billn“小也，WzFEHV33荷戴fc=z8-i-反力Ra=Kr=F-剪力蹲柜WIL酗弯逝Mafc=Fa翦力rwLUV挠度w,=25Ein尸7>)4荷教4p_Li遇班才如j->l反力R"=席卧=F期力V

9、A-RAiVB-弯短'WUUpr弯却翳力|师11111411111描度I的w徜4EF5荷鼓4CMdj反力RiR/J金典力Va-Ka»Vt=-ftB学矩'UUUIUU穹能剪力EllDcnETj提应5m，U1=E384E/序次图类ffl示项目计算式1.6荷戴4曲n川【山也之反力Ra=Kb=0a剪力"Ka；Vb=-Kb药矩考矩Myqa2剪力Z7挠度Wa遥2-237荷载反力Ra遭（2.知，3*剪力Va=Ka；Vb=_Rr弯矩UUillLU弯矩当工=°_；Mz=MOi匕时.*用电2-行剪力挠度V森专考）广看（Qb时）8荷载qa、criilufln%8IfF反

10、力Ra=当;Rb/（24）剪力V=Ra；Vb=-Rb弯矩湾矩<当H=Q+首时；Ma噌（4。+叼喈（2-十剪力七J*二小/hnniiiip挠度叫嗡有）十+讲（CB段）9荷载Aq"而"一21A1-1反力Ra=Rb=剪力Va=Ra；Vb=_Rb弯矩弯矩M.哼甘）剪力挠度*=磊（8普专L1图类荷羲对短剪力示项目反力3/八=一3卡(0卷)4矩M掘底反力/?A=尺日=哂二曲金24£1式中士x=d+空3答,&=誓荷较剪力弯柜呼速购力IIK!,unn挠宣序次图类荷戴弯矩计算式山%用Va=Ra;Vb=-J?bMa,-qba*=等"-避-纪(2)悬臂梁的反力、

11、剪力、弯矩和挠度表2-7图示项目计班式Xh反力Rh=F剪力甘国二一我1triTTrnTHTrnmi弯矩Mt=-FB(MW=M&-F/剪力皿皿川川制挠度J用I荷攀a-i核日反力3F上&lb.Ju剪力%=-R&1弯矩_rrnTnTn-wM-F(x-a)tMm=Mb=-Fb剪力挠度-3熟T)LLL111L序次图类图示项目计算式3荷载1.nFi_i1_11.1g反力Rb=nF剪力VB=-Rb弯矩iiiiiunTnirnTHT)弯矩M=Mb=-ny1Fl剪力"1Hliw®挠度_3M+4力+1.八U'xRA_24nEIFl4荷教/UlUlWHIWIUl匕

12、月4t>反力RB=q，剪力Rb弯矩1TthttiIIJWM.=Mb=-,第力wm挠度*Wx=wa=8e/5荷载Q/fillHillt±h±3反力Rb=<?u剪力Vr=-Rb穹矩WM=Mb=-(2-a)剪力wnmni挠度W=W*=Mh(3-46荷敕Ava反力Rb=qb剪力VB=_Rb弯矩弯矩Mb-亨I剪力挠度3爵（，-旬序次用类图£项目计算式7荷戴4，k_111川反力翦力VB-Rn弯短雪矩Mb=_Q品刘力wtmi携度twA=2fWb2l-4tJ+acl）(3)一端简支另一端固定梁的反力、剪力、弯矩和挠度表2-8序次图类图示项目计算式I荷载aLKA反力%=

13、表5共F剪力解¥*-«B药矩-r,lu等矩Mb4F£iMb=_7TJZIOluiuimL一一一一tilllHU提度当壬二0,4471时，1rB=k口09蒐害2荷教F反力"丹3号"*IIa广_b:剪为VA=J?AVB=-kB工一Lj尊矩rfTtl弯矩当工a时，加3一部"剪力rmni烧度CB身：14M111.苧»JTrHiiimiiiiiiiWi-£rTl«A131-r-JJ-3rox+rt_r一QJ3荷蒙qjr反力3氧27亍7的>aCya剪力“火川V6«-J?6j+L丁*T-r穹矩弯矩=Mc

14、=Ra<i?耳日=一（1-亍1121川1W剪力inm饶度CD段1=Ra（3产一，）3Fi32al+2o3）xCiiij*F（工*0）3J2t.序次图类图示项目计算式4荷载+L><反力剪力"Ra，Vb=-Rb穹短弯矩当工=木时,Mx.誓时力挠度当工=0.4222时，9a=0.00542工EI5荷载9.7j反力Ka譬(8-6a+a>>>Rb=警D;。=十O04剪力"Ra；Vb=Rb弯矩UWI!ITU穹矩当上=0时,Ma:翳剪力挠度ACRtwm=z74Ra(3Z2x*X3)-4qa(36/+a2)n+qJBC段:wx=z74Ka(3Z2x-r3

15、)-qa(a312blx)匕，tax2-4xy当z=a时.w.=4oRa(3Z2-a2)-3qa2(4Z6*a2)6荷载/cgimr反力Ra=M"7)；Rb啜(8-4%+专)a.5-，/:)剪力Va二Ra；/=-Rb弯矩弯矩当i=a+，时，MxRaQ*却剪力ITrTb_挠度AC段：wB-Ra。x5)qbyxOtiBC段：wl)ar,4Ra(312x-x3)-4*3工+。(xa)4/qzu当工=。时：wt-.p.aRA(3/2-a2)-溪1口上J序次国类图示项目计算式7荷载inJ5s4h2反力R驾（1涉-4产+潟hRq我产M-Ra.4,h二童力VA=JRAt卜日一萼矩二弯羯当吟明m.M

16、吟）典力Mllll挠度AC鼠wB-24EJ4/?a（3/一，）独（Ylb1+bh8段：他.-2%4段（3产工一，）一曲（1助、讥）工+A（j-fii）*l（4）两端固定梁的反力、剪力、弯矩和挠度表2-9图类图示项目计算式荷就qiiiinimrrrrmff反力Ra=Rb-g41剪力Va=Ra；/=KbWwM=壮“a24剪力mn挠度“a=384EJ荷山山山布日?反力Ra=R®=呼151剪力Va=Ra；Vb=-Rb弯矩IHLL弯矩努力挠度3=需"+)荷载q反力Ra啜SH+a)心咪(2-a)字4：lllllllllllla£674j剪力"Ra；3-Rb弯矩hw弯

17、矩Mar一瑞(6-8a+3a2);。=:当工="时,Mz=?+Maq2q剪力rr>，挠度AC段尸十o/RQ_-Raz3-3Ma/+4)Ka73Ma/2W(a3-4a2x4比2-4/)的投：w*6EI+6c345序次图类荷赦用示项目计算式iniIlliaLbxal反力3Rh=竽既短翦力剪力Va-R'MVg=-RrN弯矩M-=第3-3£+专）SSP.二伫八一史+妃W-384E/lZ2?户)iiiiiiiira捷度mnnri(5)外伸梁的反力、剪力、弯矩和挠度表2-10序次图类荷载弯矩荷裁用示项目计算式反力""十）F,1R*-手产C7*J，4剪力

18、Vcx-F;V&=-*产rfnTTTTnrm学走MM*=3omP1iiHnr"UJ挠度wc=翳(1+十当工+0,5f时，讪nu尸-00642一口L/呼反力RRyF剪力鼠=一优“e=Rh弯就典力叱=加口=6EJ13+2T）烧度当工=&+0.52时+UfM=Fall8EJ/iTuin【皿1M弯第ma=mb=-f日序次图类图示项目计算式3荷载q反力“氯1TRb吟"行iiiiiiiiiiiiiiiiiiiiii1/«剪力Va£=-qa;=Ra-qaiVB»-RB弯矩弯矩孙工一/82若1>Q，当工=+（1+彳）时，M1mx=彳-（1

19、_,）K1L【皿心f剪力挠度%=嘉(7+4*35)4荷载q反力Ra=Rb=+、+2十)*(1+2«)iiinnmiiifimiCJf，叶DL-。L/_k剪力Va£=-3；VA6="2"<?nVBKSVg=8弯矩弯矩Ma=Mb=-qa2;乂2=哈1-4方)剪力一iTri.Z挠度q*-384eJ、-2年）5荷教C(T反力Ra=W(23；5-好a%l竽A、5<<，剪力Vae=-ga;%=Vb=_Rb=$弯矩-nTrrnTTrry弯矩为力挠度当工=。+0.423/时，“g=-0.0321卑f匕，序次图类图示项目计算式6荷载CzA)反力RA=RB

20、=<?a11B胃剪力3-Ra；匕=治弯矩-ddllLIlli瓜背矩Ma=Mb=疗剪力.限7挠度%WD舒(2+?当x=a+0.5/时,wmr16E/7荷吸C1：RBL反力。=5（2+3字）；Rb=-皆剪力VA=-Ra»Vb=Rb弯矩ftHlThTrM4jj弯矩Ma=一辰，Mb吟剪力挠度"C=需（3+4予）X*Z.1q_Kfki/2当工=。十丁时.w。面二一万百iiiiiiiiiiiiii8荷载(q-B反力以哼（3+8字+6阴；心哼（56$imiini-11剪力VaS=-fla；Va=Rb；Vb=-Kbbl<弯矩穹矩Ma=-遣1M-崇123)於力挠度叫=缁(t+6$

21、+6$)9荷载qJuhli反力以=半（4+3+）；Rb"察工飙/_I_剪力k=-乎；匕冶=Vb=Rr弯矩弯矩m孝ml亨剪力挠度十）序次图类图示项目计算式,相施4U反力：，一士i剪力1"-Ra，V-Rb1算力1穹矩挠度Ma=M：-y-11,k4EI1当l=&+g：1、2力，时F中如27E/3.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序次荷载图蹲内最大弯矩支座琴粉财力1好度中点挠度MiMiAfeVA%¥却vc1叫1q0.0700.07。-0.125仅37s-06250.6

22、2523750.5210.S21UHiimiju4i-Lt-(Afi)3240.096-),0630.437-0.S610.U630.0630.912-0,391ULI1nl4(>i*-3八FFd直。4月c1*i-0.1560.156-0.1880,312Q.EH8山688-0.3120,9113.9114J八dA也ABCJJ_J.0.203-0.0940.406-0.5940.094,0.0941.497CI.5肺:-FL-£金？*10,2220.222-0.533。.即-1.3331.333-0.6671.4661.4666F分含£*10.2781-0.W70.8

23、33-1.1670,16704672.5OSL1.042注：1.在均布荷载作用下：”=表中系数*ql2;丫=表中系数Xql；w表中系数ql4Jo100EIFl3o100EI2.在集中荷载作用下：”=表中系数*Fl;丫=表中系数XF;w表中系数例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。解例2解|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)=

24、-56.98kN已知三跨等跨梁l=6m,均布荷载q=11.76kN/m,求边跨最大跨中弯矩。M1=0.080X11.76X62=33.87kNm。2）三跨等跨梁的内力和挠度系数表2-12荷栽图.一-脖内最大弯矩支座弯题；剪力鳄度中点捷厦MbMeVB#%Vb叫qD.08G-0.100-0.1000.4000.500-0+5000.600-0.4000,67704520.677,L1L：riIIIUIililfiU夕呼令中*中哈|4141i4-序次荷载ts鹿内最大穹理支座弯矩剪力跨度中点挠度MiMiMpMcVAVkeVmVet喂VDW1W225.101"-0.05C-0.05C0.450

25、-0.55()000.550-0.4500.990-0.6250.99030.075-0.0500.050-0.050-0.0500.500-0.5000.0500.050-0.3130.6770.313lllllllf金284q0.0730.054-o.n)-0.0330.383-C.6170.583-0.4170.0330.0330.5730.365-0.208LLIL11_今$2B5q0.094-0.0670.0170.433-0.5670.0830.083-0.017-0.0170.885-0.3130.104aIIIA-AQABCD6“晨QF3(M)令(Wg(M)B4_1L_4I&#

26、187;.175).100-0.150-0.1500.350-0.6500.500-0.5000.650-0.3501.1460.2081.1467JFJfe2FD.213-0.075-0.0750.425-0.575000.575-0.4251.615-0.9371.6158八,.2£25SB0.175-0.075-0.075-0.075-0.0750500-0.5000.0750.075-0.4691.146-0.4699.,c.?分230.1623.1370.175-0.05C0.325-0.6750.625-0.3750.0500.0500.9900.6770.312*次荷载

27、图畤内最大雪矩支座弯地剪力算度中点烧度MMiMhMcvAVstr%喂vD讪lW上必10“J120C-o.ioq0.0250.400-D.6000.1250.U5-0.025-0,0231.458-0.够90,156A8CD11产1产力1尸_4ig?8h24dp.O670.267-0,2610.733-1.2671,000-l.OOOi,267-0.733L8830.2161,期12有口h脚-0.133rO.lH。.也-1.134001.B4-IL8662716-1谣72.7讨13ABCDL2M-0.133-0.133-0.133-0.1331.0001.00Q0.ROJ33-0.8331秘37

28、用14flT4E;ex自0,2升DJ7C-0.311l,-0,0B<5。.$89-1.3111.222-0.77(0.0890.0891,6051.049-(|r55f1，斗竹、一s?8D”1-10夷0.044V.822-1.1710.2220.22210,04-0,044l2.438-0取：110,278注：1.在均布荷载作用下：”=表中系数*ql2；丫=表中系数Xql；w表中系数ql4100EI100EI2.在集中荷载作用下：”=表中系数XFl;丫=表中系数XF;w表中系数一亡，3）四跨等跨连续梁内力和挠度系数表2-13荷载图弯矩曾力蜂度中点挠度WMgM?中叽支MesvA炉窿丫的&#

29、171;10.0770.036-0.10?-0,0710.593-0.6070.5360.464。3640.632(M86illlJlMliHHJI,N空3不力,OD®<D4TFFFF0.16$0.116-0.161-0.1077琢-0.6610.554-Q.4460.4461.0790.409Hr4，匚FEFF0.2380411-0.2S6-0.1910.714-1.2H61.095-/9。50.051.7640,573注：同三跨等跨连续梁。4）五跨等跨连续梁内力和挠度系数表2-14荷载筒图弯策的力揩度中点挠度wMmM工中中MajM9IVaVh£%W*Wj74-.T

30、i，中Ii*1!iILL3.033-0.105-0.0790.3940,606(1,526-0.4740,5000.644J,1511.3155f曰)，11Frr¥>1713.112).132-0.158-oils0.342-0-65S0.54U-C,46C0.50tlI.0Q70.35fiL603'一g''-rn.丫门口万门1ITk24。o,inou.i2a-0.2810.2U0,719-1.2B11.071430l.flOll1.795).479D.91Bdi1fc,町乃产Y"1411得i（2）不等跨连续梁的内力系数（表2-15、表2-16

31、）1）二不等跨梁的内力系数表2-15载q遥Ti皿L'11r11TTIIJ1111111J.jAXKX8&C5JAkLh=rjhLlA_L生Mll数、十1-4r-1-切，Mhckirti加MVA匕VaV>(M21%)(Mz)(J(J-0J25O口.07。300703k37so-G.6250Q.6250-O.375A0.09570.43750.0957-0.437511一。3蒯0.0653ft.om0.3613-ft.63fl70.6761一0.4239iD.09700.44(150J142-0.4780i.2”15500.05951).1108O.34SO-0.65500.

32、7292TL47080.0烟0.4432W-134J-0.51821.303736机。5320.13330.3263-0.67370.7836-0.51640.09930.44570.1558-0.55821.4-0,19500.04650.15720.XJ5O-0.6500.8393-0.56A70.UW3IL39IL17880.59791.S-0.2侬0,03%(L1825C.2K”JL7I870.89S8-O.6fN2氏1叫30.2032-0.63751,6-1).24500.03250.20史0.2550-0.74300.9131口.6469010210.45190.2291-0.67

33、69L7-1).2733U.U256U23M02263-0,77371411。-C.6H900.1020.45370.25M-0.7162L8-O+3O5O0.Q19U0.2G6Q0.1950-U.8050LU694-0.73060.1037口.45540.2850-0.75541.9-O.338R(K(H3G0J6B-0,S3H71,1283-0.7717O.l(M40.45690.3155-0.79442金Q.375O0.0078033010.1250-0.R7S01.1875-0.80.10500.45830.3472-0.83332.25-0.47660.00030,4170U.D23

34、4O.y7ft6L3368-0.91320AO650.46150.4527-0.934B2.5-0.59舞负值口26口一g货-159招1.4K75-1.01250.10780.4M30.5272-1.Q2fi8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。TlfnTTTT2)三不等跨梁内力系数表2-16c；?_卜_*_AJl3Ji九2V¥TMbvBTjMabvAM比MhMarMkvAV晒(Mqn(Mrrai.1(JEMgJU.4-0,08110.0K69-o.oen。.川69-0,5831D.2UVU-0,0962-0

35、.59620.4MWO.UXW0.42190.01500.5-0.08040,0880-0.04910.4196-0.58040.2500-0.0947-0.59470.45020.091g0,42860.02230.6-0.0800o.ow-0.03500.4200-0.58000.3000-0,0952-0.59520.46030*0943(M3420.03080.7-0.0819O.OB74-0.02000.41X1-0.58190.3500-u.om一0,59四0.4S25队0%40.43900,0403必8U.DK590.08570.00590.4141-0.5K59U.4叫。-U.

36、I021-0.60210.51160.09820,44320.05的-0.09180.UWJ30.00950.4020.591B0.4500-0.10S3-0.60830.54560.09980.44680.0625LQ-0.1WJ0O.OiiUO0.02500.4WU0.60000.5000-0.1167-0.61670.58330,10130.4SQ0O.O75DJ.1-0.HUO0.076!0*04X3IL390U-0.61000.55M-0.12670,62670.62330.1025通45260.08S51.2-042180.0715O.O5R20.37K2-0.62180.6000

37、-1).1385-U.tr招50.66510.10570.45540J029.3-0J3550.U6640.075SU.36450.6355。，65的0.1522(L6522t).7082O.J(M70.45760.1182E4-0J5101).06090.09400.349Q|-0,651ft0,7000OJ676-0.66760.75250.10570.45970.1344L5-0.1翦3U.D55On.113003317-O.66S30.75000.1H4B-0,6JM80.797604065配4615045141.6-0.18740.04890.132703127-0.6S730.80

38、1K)0.2037-0.T0370.84540.10730,46320.16941.70.20820.04260.1531(L29180.70820.R50U0.2244-0.72440.BS97o.ww0.46480.1883L80.03620J7420.26920.73080,9(XX)0.2468-0.74680.93660J0870.4662fl.208014-0+255211.03000.1961Q*M48-0.75520,9500-0,2710-0,77!00.1093配46750.22S62百-0.2M130.02390.2188-0,7812l.OOUO*0.2%90.7969

39、L0312(MO例0.468A1).25002.25-035401).01%0.27880.1462-0.85381.12500.3691。，筋1E1511031110.47140.30742.5-ft.45750.0014依3437-0.0625-0.9375LW5O0一0.4521O.«S211.2722i0,11220.47370,3701荷就注：1.”=表中系数*q|2l;丫=表中系数xqll;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2-17表2-22）符号说明如下：刚度Eh3Z2-12(1)式中E弹性模量

40、;h板厚；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；My0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:囊中聚皎乂烂等矩-表中系数乂嫉之式中f取八和1,中之较小者M"%1人W修My0.5。0.010130.09650.0174(M1O6A30.05610hQ3H0,550.0094(1.0的20.0210。,005470.0506Q.OJ480.600.OU8670.08就0.02420+900.004960.04%O,O5S80.650.007960.0750().0271口.950.004490.Q4100,05640+700.007270,06830.02960,004060.03680。湖0.750.00湖0i0&200.0317ijirwMm“Mjtjt,_wM*如M：n.so0.00261004160.0517-0.0町10-95o,002210,029600189-0,07460.550.