【正文】 167。 結(jié)構(gòu)位移驗(yàn)算：由剪力墻單獨(dú)承荷時(shí)的頂點(diǎn)位移在倒三角形分布荷載作用下 在頂部集中力作用下 ，則結(jié)構(gòu)頂點(diǎn)位移結(jié)構(gòu)頂點(diǎn)位移滿足要求。167。/)470 FORMAT(5X,I3,2X,4X,4X,4X,) CLOSE(2) END輸出結(jié)果文件：The story number is: 14The lamda and the hight of the building: The hight of every story or point: .000 The ratio of the shear wall applied with uniform load: story hight displacemeat bend moment shear force 1 .000 .0000E+00 .3495E+00 .1000E+01 2 .4751E02 .2019E+00 .6677E+00 3 .1970E01 .8409E01 .3996E+00 4 .3747E01 .1845E01 .2459E+00 5 .5734E01 .1403E+00 6 .6610E01 .1051E+00 7 .7719E01 .6616E01 8 .8745E01 .3317E01 9 .9677E01 .3150E02 10 .1051E+00 11 .1125E+00 12 .1190E+00 13 .1248E+00 +00 14 .1302E+00 .7193E06 +00The ratio of the shear wall applied with triangle load q story hight displacemeat bend moment shear force 1 .000 .0000E+00 .3053E+00 .1000E+01 2 .3866E02 .1924E+00 .6986E+00 3 .1651E01 .9664E01 .4539E+00 4 .3225E01 .3803E01 .3110E+00 5 .5069E01 .2087E+00 6 .5911E01 .1723E+00 7 .7002E01 .1294E+00 8 .8039E01 .8901E01 9 .9005E01 .4765E01 10 .9887E01 .1605E02 11 .1068E+00 12 .1140E+00 +00 13 .1204E+00 +00 14 .1264E+00 +00The ratio of the shear wall applied with concentrative force onthe top of the building: story hight displacemeat bend moment shear force 1 .000 .0000E+00 .2237E+00 .1000E+01 2 .2372E02 .1498E+00 .6698E+00 3 .1039E01 .9045E01 .4049E+00 4 .2089E01 .5688E01 .2553E+00 5 .3412E01 .3461E01 .1564E+00 6 .4059E01 .2757E01 .1254E+00 7 .4952E01 .2032E01 .9368E01 8 .5871E01 .1489E01 .7039E01 9 .6811E01 .1079E01 .5340E01 10 .7766E01 .7661E02 .4119E01 11 .8730E01 .5216E02 .3267E01 12 .9702E01 .3238E02 .2708E01 13 .1068E+00 .1550E02 .2392E01 14 .1166E+00 .2525E06 .2289E01167。,4X,39。,4X,39。39。hight39。story39。the top of the building:39。rce on39。/)460 FORMAT(/39。4X,39。bend moment39。displacemeat39。hight39。story39。 amp。/)450 FORMAT(/39。4X,39。bend moment39。displacemeat39。hight39。story39。 amp。//()) X=LAMDA DO 20 I=1,N Z=ZZ(I) S1=(1+X*SINH(X))/COSH(X) S2=SINH(X*Z) S3=COSH(X*Z) U1(I)=8*(S1*(S31)X*S2+X*X*(*Z*Z))/(X**4) M1(I)=2*(S1*S3X*S21)/(X*X) V1(I)=(X*S3S1*S2)/X20 CONTINUE DO 30 I=1,N Z=ZZ(I) S1=1+X*SINH(X)/2SINH(X)/X S2=*X1/X S3=SINH(X*Z) S4=COSH(X*Z) S5=COSH(X) U2(I)=120*(S1*(S41)/(S5*X*X)+S2*(ZS3/X)/X(Z**3)/6)/(11*X*X) M2(I)=3*(S1*S4/COSH(X)S2*S3Z)/(X*X) V2(I)=2*(1S1*X*S3/COSH(X)+S2*X*S4)/(X**2)30 CONTINUE DO 40 I=1,N Z=ZZ(I) S1=SINH(X*Z) S2=COSH(X*Z) U3(I)=3*(SINH(X)*(S21)/(COSH(X)*(X**3))S1/(X**3)+Z/(X*X)) M3(I)=(TANH(X)*COSH(X*Z)SINH(X*Z))/X V3(I)=COSH(X*Z)TANH(X)*SINH(X*Z)40 CONTINUE WRITE(2,440) WRITE(2,470) (I,H(I),U1(I),M1(I),V1(I),I=1,N) WRITE(2,450) WRITE(2,470) (I,H(I),U2(I),M2(I),V2(I),I=1,N) WRITE(2,460) WRITE(2,470) (I,H(I),U3(I),M3(I),V3(I),I=1,N)440 FORMAT(/39。//())430 FORMAT (/39。//(I5))420 FORMAT (/39。) DO 10 I=1,N READ(1,*) H(I) ZZ(I)=H(I)/HIGHT10 CONTINUE CLOSE(1) WRITE(2,410) N WRITE(2,420) LAMDA ,HIGHT WRITE(2,430) (H(I),I=1,N)410 FORMAT (/39。) OPEN(2,FILE=FNAME2,STATUS=39。 READ(*,*) LAMDA,HIGHT OPEN(1,FILE=FNAME1,STATUS=39。Please input the stiffness value lamda and the hight o amp。of the point you want to calculate(n=100):39。) FNAME2 WRITE(*,*)39。 READ(*,39。) FNAME1 WRITE(*,*)39。 READ(*,39。 框剪協(xié)同分析剪力墻系數(shù)求解程序由于框剪協(xié)同分析需要計(jì)算剪力墻和框架的位移、彎矩和剪力系數(shù)，（當(dāng)然也可查圖表，但很不精確），手算很繁雜，故用fortran77語(yǔ)言編寫了一程序以計(jì)算上述系數(shù)： 剪力墻在水平荷載作用下的位移、彎矩和剪力系數(shù)計(jì)算源程序 CHARACTER*20 FNAME1,FNAME2 REAL H(100),ZZ(100),U1(100),M1(100),V1(100) REAL U2(100),M2(100),V2(100),U3(100),M3(100),V3(100) REAL LAMDA,HIGHT INTEGER I,N WRITE(*,*)39。 橫向水平地震作用的計(jì)算近似地采用底部剪力法 成都地區(qū)（成都市）設(shè)計(jì)地震分組為為第一組，7度抗震設(shè)防，本建筑重要性等級(jí)為一級(jí)，不提高設(shè)防標(biāo)準(zhǔn)，場(chǎng)地土類型為Ⅱ類 總的重力荷載代表值那么等效重力荷載代表值 由前計(jì)算由Ⅱ類場(chǎng)地及設(shè)計(jì)地震分組為第一組查有場(chǎng)地特征周期及地震影響系數(shù)最大值 ∵ ∴ 底部總剪力 又因?yàn)?且，查有頂部附加地震作用系數(shù) ∴ 層作用地震力 （KN） 主體結(jié)構(gòu)頂部附加力，另外為了以后協(xié)同分，析的方便，可將水平地震作用等效為倒三角形荷載及頂部集中力，： 根據(jù)基地彎矩和剪力相等的原則，將計(jì)算所得地震作用等效為倒三角形荷載q和頂部集中力F，則有 即 解得 橫向水平地震作用計(jì)算表層號(hào)（m）(KN)()(KN)(KN)()塔樓（14）重心2952頂層（13）134061216666111666610166669166668166667166666166405