1、最全梁的彎矩剪力匯總大表表1簡單載荷下基本梁的剪力圖與彎矩圖表2各種載荷下剪力圖與彎矩圖的特征某一段梁上的外力情況剪力圖的特征彎矩圖的特征水平直線斜直線或/集中力匕突變F轉折,Me突變/Me與匚十11II川/I2'/|才一/1q均布載荷j斜直線拋物線或、零點-極值廣A、表3各種約束類型對應的邊界條件約束類型位移邊界條件力邊界條件（約束端無集中載荷）固定端產(chǎn)=w0，0一間支端w0M0自由端"一M0,FS0S注：力邊界條件即剪力圖、彎矩圖在該約束處的特征。常用截面幾何與力學特征表表2-5序號戴面藺圖截面積A截而邊緣至主軸的距離*對主軸的慣性電版面抵抗洛W回轉半徑1W=；岫*,bi

2、-0«289A卬產(chǎn)土小啊上如i=0.236Al2(*i+2*)gt+4-比)人士212(26+*)好爭，外4珈+后序號1及面筒圖截面積A截面邊緣至主軸的明離y4p蛾r*A=笛4y='Yd5.La萩“2二0)A二4y=4"d614IA=BH-bhy=H7JLiVA=02aj造對主軸的慣性矩1截面抵抗矩W回轉半徑t1=2”d464W=玄毋“金JT)i="J/"'+解/=古（曲-從）W=±(B4從3)on1rd（八。：）W=0.118(a，-陰10.2893+aj序號覦面衢圖截面枳A截面邊緣至主軸的距離y對主軸的慣性矩/截面抵抗矩W回

3、轉半徑.i8JBA=Br從16H2+(”6)八1=上+而-(3-6)X(!<)3w1=yw2=力二R/1.LC-/力-2Bt+bh*=H-，iSv/K-j1崗9J科A=BH-(B-6)AHy=2/=白而一（8-6乂3）1，W=為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序號截面簡圖截面積截面邊緣至主軸的距陽yA對主軸的慣性

4、矩1截面柢抗矩W回轉半枝f11=旨從3+（Bb）力r從3-(8T)JL02H9X/緲上一)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截面邊緣至主軸的距離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對主軸的慣性矩/截面抵抗矩w回轉半徑iX（力一）3+byyi,'=R3嗯3號+】產(chǎn)平(3普“軍(3號+力,“=0.289H僧印“0.2893h=H3

5、f3）/,（H-h）“看().產(chǎn)日-/,)iM=0.289JH?+Hh+#xy=0.289fe序號«面簡圖截面積A截面邊緣至主軸的距離對主軸的慣性矩f截面抵抗矩W間轉半徑117A=bh-"7"c/24=M-0.785/b"Th小十國-普)V照普*傅W)“裊號-啕yh"59今At0.289A1j1-0.7853IMl211A11I-。山條1-14yUX7CzJ2V1-0.785-On18yA=一0iM)ay2，2J力2.ab3-aybf3oZ,-a16l3h._lab3-aibi3|i惶"L48_ba?.6°/,廠48町-24

6、6_baibiaW，24a“-V24(aA-al6l)1兒3-仇。/0-Q.V24(a-a|6|)19y勿基Abd4jl=/(B+d)，2=大/=江+支'*M12j3十"直上fy64616+繆12“如假W:一1廠96(5+d)x(3/+32紜、12/2d2+j6jA3)，尸Pa,產(chǎn)/?3.i稱截面回轉半徑mm）,其基本計算公式如下:序號鎮(zhèn)向高1圖1或商枳嵯面邊絳至主軸的距離¥豺主軸的徽修短1_一截面抵抗拒IV回轉半徑_.-i20y1AA2（jrR+6）fyi-R+/）£又初止我i+2必決,產(chǎn)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小貴0491M學r041產(chǎn)含品（#十M）f4一一1班后為-.jLl2W.二周"=。，的82品2«JLl2卬廣器-0.E82M上1Vli=嗒*0.196/16（在A點處+B點那應力b、ra=戶）*4注：1.I稱為截面對主軸（形心軸）的截面慣性矩（mm4）。基本計算公式如下：|yW稱為截面抵抗矩（mm3）,它表示截面抵抗彎曲變形能力的大小，基本計算公式如下：W?dAA4,上列各式中，A為截面面積（mm2）,y為截面邊緣到主軸（形心軸）的距離（mm）,I為對主軸（形心軸）的慣性矩。5.上列各項幾何及力學特征，主要用于驗算構件截面的承載力和剛度

8、。2.單跨梁的內力及變形表(表2-6表2-10)(1)簡支梁的反力、剪力、彎矩、撓度表2-6序次圖類圖示項目計瞳式._荷戴q_F夕.AA反力"JT嗎剪力雪柜穿矩.2=十同.剪力Lniiunn送度FZJ2荷載rLa±±反力席R十F甄力3R川外=一小蹲坦M二3mmu/等短撓度若&>b時,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酗彎逝Mafc=Fa翦力rwLUV撓度w,=25Ein尸7>)4荷教4p_Li遇班才如j->l反力R"=席臥=F期力V

9、A-RAiVB-彎短'WUUpr彎卻翳力|師11111411111描度I的w徜4EF5荷鼓4CMdj反力RiR/J金典力Va-Ka»Vt=-ftB學矩'UUUIUU穹能剪力EllDcnETj提應5m，U1=E384E/序次圖類ffl示項目計算式1.6荷戴4曲n川【山也之反力Ra=Kb=0a剪力"Ka；Vb=-Kb藥矩考矩Myqa2剪力Z7撓度Wa遙2-237荷載反力Ra遭（2.知，3*剪力Va=Ka；Vb=_Rr彎矩UUillLU彎矩當工=°_；Mz=MOi匕時.*用電2-行剪力撓度V森專考）廣看（Qb時）8荷載qa、criilufln%8IfF反

10、力Ra=當;Rb/（24）剪力V=Ra；Vb=-Rb彎矩灣矩<當H=Q+首時；Ma噌（4。+叼喈（2-十剪力七J*二小/hnniiiip撓度叫嗡有）十+講（CB段）9荷載Aq"而"一21A1-1反力Ra=Rb=剪力Va=Ra；Vb=_Rb彎矩彎矩M.哼甘）剪力撓度*=磊（8普專L1圖類荷羲對短剪力示項目反力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,&=誓荷較剪力彎柜呼速購力IIK!,unn撓宣序次圖類荷戴彎矩計算式山%用Va=Ra;Vb=-J?bMa,-qba*=等"-避-紀(2)懸臂梁的反力、

11、剪力、彎矩和撓度表2-7圖示項目計班式Xh反力Rh=F剪力甘國二一我1triTTrnTHTrnmi彎矩Mt=-FB(MW=M&-F/剪力皿皿川川制撓度J用I荷攀a-i核日反力3F上&lb.Ju剪力%=-R&1彎矩_rrnTnTn-wM-F(x-a)tMm=Mb=-Fb剪力撓度-3熟T)LLL111L序次圖類圖示項目計算式3荷載1.nFi_i1_11.1g反力Rb=nF剪力VB=-Rb彎矩iiiiiunTnirnTHT)彎矩M=Mb=-ny1Fl剪力"1Hliw®撓度_3M+4力+1.八U'xRA_24nEIFl4荷教/UlUlWHIWIUl匕

12、月4t>反力RB=q，剪力Rb彎矩1TthttiIIJWM.=Mb=-,第力wm撓度*Wx=wa=8e/5荷載Q/fillHillt±h±3反力Rb=<?u剪力Vr=-Rb穹矩WM=Mb=-(2-a)剪力wnmni撓度W=W*=Mh(3-46荷敕Ava反力Rb=qb剪力VB=_Rb彎矩彎矩Mb-亨I剪力撓度3爵（，-旬序次用類圖£項目計算式7荷戴4，k_111川反力翦力VB-Rn彎短雪矩Mb=_Q品劉力wtmi攜度twA=2fWb2l-4tJ+acl）(3)一端簡支另一端固定梁的反力、剪力、彎矩和撓度表2-8序次圖類圖示項目計算式I荷載aLKA反力%=

13、表5共F剪力解¥*-«B藥矩-r,lu等矩Mb4F£iMb=_7TJZIOluiuimL一一一一tilllHU提度當壬二0,4471時，1rB=k口09蒐害2荷教F反力"丹3號"*IIa廣_b:剪為VA=J?AVB=-kB工一Lj尊矩rfTtl彎矩當工a時，加3一部"剪力rmni燒度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穹矩彎矩=Mc

14、=Ra<i?耳日=一（1-亍1121川1W剪力inm饒度CD段1=Ra（3產(chǎn)一，）3Fi32al+2o3）xCiiij*F（工*0）3J2t.序次圖類圖示項目計算式4荷載+L><反力剪力"Ra，Vb=-Rb穹短彎矩當工=木時,Mx.誓時力撓度當工=0.4222時，9a=0.00542工EI5荷載9.7j反力Ka譬(8-6a+a>>>Rb=警D;。=十O04剪力"Ra；Vb=Rb彎矩UWI!ITU穹矩當上=0時,Ma:翳剪力撓度ACRtwm=z74Ra(3Z2x*X3)-4qa(36/+a2)n+qJBC段:wx=z74Ka(3Z2x-r3

15、)-qa(a312blx)匕，tax2-4xy當z=a時.w.=4oRa(3Z2-a2)-3qa2(4Z6*a2)6荷載/cgimr反力Ra=M"7)；Rb啜(8-4%+專)a.5-，/:)剪力Va二Ra；/=-Rb彎矩彎矩當i=a+，時，MxRaQ*卻剪力ITrTb_撓度AC段：wB-Ra。x5)qbyxOtiBC段：wl)ar,4Ra(312x-x3)-4*3工+。(xa)4/qzu當工=。時：wt-.p.aRA(3/2-a2)-溪1口上J序次國類圖示項目計算式7荷載inJ5s4h2反力R駕（1涉-4產(chǎn)+潟hRq我產(chǎn)M-Ra.4,h二童力VA=JRAt卜日一萼矩二彎羯當吟明m.M

16、吟）典力Mllll撓度AC鼠wB-24EJ4/?a（3/一，）獨（Ylb1+bh8段：他.-2%4段（3產(chǎn)工一，）一曲（1助、譏）工+A（j-fii）*l（4）兩端固定梁的反力、剪力、彎矩和撓度表2-9圖類圖示項目計算式荷就qiiiinimrrrrmff反力Ra=Rb-g41剪力Va=Ra；/=KbWwM=壯“a24剪力mn撓度“a=384EJ荷山山山布日?反力Ra=R®=呼151剪力Va=Ra；Vb=-Rb彎矩IHLL彎矩努力撓度3=需"+)荷載q反力Ra啜SH+a)心咪(2-a)字4：lllllllllllla£674j剪力"Ra；3-Rb彎矩hw彎

17、矩Mar一瑞(6-8a+3a2);。=:當工="時,Mz=?+Maq2q剪力rr>，撓度AC段尸十o/RQ_-Raz3-3Ma/+4)Ka73Ma/2W(a3-4a2x4比2-4/)的投：w*6EI+6c345序次圖類荷赦用示項目計算式iniIlliaLbxal反力3Rh=竽既短翦力剪力Va-R'MVg=-RrN彎矩M-=第3-3£+專）SSP.二佇八一史+妃W-384E/lZ2?戶)iiiiiiiira捷度mnnri(5)外伸梁的反力、剪力、彎矩和撓度表2-10序次圖類荷載彎矩荷裁用示項目計算式反力""十）F,1R*-手產(chǎn)C7*J，4剪力

18、Vcx-F;V&=-*產(chǎn)rfnTTTTnrm學走MM*=3omP1iiHnr"UJ撓度wc=翳(1+十當工+0,5f時，訕nu尸-00642一口L/呼反力RRyF剪力鼠=一優(yōu)“e=Rh彎就典力叱=加口=6EJ13+2T）燒度當工=&+0.52時+UfM=Fall8EJ/iTuin【皿1M彎第ma=mb=-f日序次圖類圖示項目計算式3荷載q反力“氯1TRb吟"行iiiiiiiiiiiiiiiiiiiiii1/«剪力Va£=-qa;=Ra-qaiVB»-RB彎矩彎矩孫工一/82若1>Q，當工=+（1+彳）時，M1mx=彳-（1

19、_,）K1L【皿心f剪力撓度%=嘉(7+4*35)4荷載q反力Ra=Rb=+、+2十)*(1+2«)iiinnmiiifimiCJf，葉DL-。L/_k剪力Va£=-3；VA6="2"<?nVBKSVg=8彎矩彎矩Ma=Mb=-qa2;乂2=哈1-4方)剪力一iTri.Z撓度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=$彎矩-nTrrnTTrry彎矩為力撓度當工=。+0.423/時，“g=-0.0321卑f匕，序次圖類圖示項目計算式6荷載CzA)反力RA=RB

20、=<?a11B胃剪力3-Ra；匕=治彎矩-ddllLIlli瓜背矩Ma=Mb=療剪力.限7撓度%WD舒(2+?當x=a+0.5/時,wmr16E/7荷吸C1：RBL反力。=5（2+3字）；Rb=-皆剪力VA=-Ra»Vb=Rb彎矩ftHlThTrM4jj彎矩Ma=一辰，Mb吟剪力撓度"C=需（3+4予）X*Z.1q_Kfki/2當工=。十丁時.w。面二一萬百iiiiiiiiiiiiii8荷載(q-B反力以哼（3+8字+6陰；心哼（56$imiini-11剪力VaS=-fla；Va=Rb；Vb=-Kbbl<彎矩穹矩Ma=-遣1M-崇123)於力撓度叫=緇(t+6$

21、+6$)9荷載qJuhli反力以=半（4+3+）；Rb"察工飆/_I_剪力k=-乎；匕冶=Vb=Rr彎矩彎矩m孝ml亨剪力撓度十）序次圖類圖示項目計算式,相施4U反力：，一士i剪力1"-Ra，V-Rb1算力1穹矩撓度Ma=M：-y-11,k4EI1當l=&+g：1、2力，時F中如27E/3.等截面連續(xù)梁的內力及變形表（1）等跨連續(xù)梁的彎矩、剪力及撓度系數(shù)表（表2-11表2-14）1）二跨等跨梁的內力和撓度系數(shù)表2-11序次荷載圖蹲內最大彎矩支座琴粉財力1好度中點撓度MiMiAfeVA%¥卻vc1叫1q0.0700.07。-0.125僅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.在均布荷載作用下：”=表中系數(shù)*ql2;丫=表中系數(shù)Xql；w表中系數(shù)ql4Jo100EIFl3o100EI2.在集中荷載作用下：”=表中系數(shù)*Fl;丫=表中系數(shù)XF;w表中系數(shù)例1已知二跨等跨梁l=5m,均布荷載q=11.76kN/m,每跨各有一集中荷載F=29.4kN,求中間支座的最大彎矩和剪力。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,均布荷載q=11.76kN/m,求邊跨最大跨中彎矩。M1=0.080X11.76X62=33.87kNm。2）三跨等跨梁的內力和撓度系數(shù)表2-12荷栽圖.一-脖內最大彎矩支座彎題；剪力鱷度中點捷廈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-序次荷載ts鹿內最大穹理支座彎矩剪力跨度中點撓度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*次荷載

27、圖畤內最大雪矩支座彎地剪力算度中點燒度MMiMhMcvAVstr%喂vD訕lW上必10“J120C-o.ioq0.0250.400-D.6000.1250.U5-0.025-0,0231.458-0.夠90,156A8CD11產(chǎn)1產(chǎn)力1尸_4ig?8h24dp.O670.267-0,2610.733-1.2671,000-l.OOOi,267-0.733L8830.2161,期12有口h腳-0.133rO.lH。.也-1.134001.B4-IL8662716-1謠72.7討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.在均布荷載作用下：”=表中系數(shù)*ql2；丫=表中系數(shù)Xql；w表中系數(shù)ql4100EI100EI2.在集中荷載作用下：”=表中系數(shù)XFl;丫=表中系數(shù)XF;w表中系數(shù)一亡，3）四跨等跨連續(xù)梁內力和撓度系數(shù)表2-13荷載圖彎矩曾力蜂度中點撓度WMgM?中嘰支MesvA爐窿丫的&#

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：同三跨等跨連續(xù)梁。4）五跨等跨連續(xù)梁內力和撓度系數(shù)表2-14荷載筒圖彎策的力揩度中點撓度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.丫門口萬門1ITk24。o,inou.i2a-0.2810.2U0,719-1.2B11.071430l.flOll1.795).479D.91Bdi1fc,町乃產(chǎn)Y"1411得i（2）不等跨連續(xù)梁的內力系數(shù)（表2-15、表2-16

31、）1）二不等跨梁的內力系數(shù)表2-15載q遙Ti皿L'11r11TTIIJ1111111J.jAXKX8&C5JAkLh=rjhLlA_L生Mll數(shù)、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煙0.4432W-134J-0.51821.303736機。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儂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舞負值口26口一g貨-159招1.4K75-1.01250.10780.4M30.5272-1.Q2fi8注：1.”=表中系數(shù)xql21；丫=表中系數(shù)xql1；2.（Mmax）、（Vmax）表示它為相應跨內的最大內力。TlfnTTTT2)三不等跨梁內力系數(shù)表2-16c；?_卜_*_AJl3Ji九2V¥TMbvBTjMabvAM比MhMarMkvAV曬(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隊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.”=表中系數(shù)*q|2l;丫=表中系數(shù)xqll;2.(Mmax)、(Vmax)為荷載在最不利布置時的最大內力。4.雙向板在均布荷載作用下的內力及變形系數(shù)表（表2-17表2-22）符號說明如下：剛度Eh3Z2-12(1)式中E彈性模量

40、;h板厚；泊松比；、max分別為板中心點的撓度和最大撓度;Mx為平行于lx方向板中心點的彎矩;My為平行于ly方向板中心點的彎矩;Mx0固定邊中點沿lx方向的彎矩；My0固定邊中點沿ly方向的彎矩。正負號的規(guī)定：彎矩一一使板的受荷面受壓者為正；撓度變位方向與荷載方向相同者為正四邊簡支表2-17撓度:囊中聚皎乂爛等矩-表中系數(shù)乂嫉之式中f取八和1,中之較小者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.