畢業(yè)設(shè)計(jì)計(jì)算書(shū)圣安卓國(guó)際公寓結(jié)構(gòu)設(shè)計(jì)-資料下載頁(yè)
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【正文】 10 CONTINUE CLOSE(1) WRITE(2,410) N WRITE(2,420) LAMDA ,HIGHT WRITE(2,430) (H(I),I=1,N)410 FORMAT (/39。The story number is:39。//(I5))420 FORMAT (/39。The lamda and the hight of the building:39。//())430 FORMAT (/39。The hight of every story or point:39。//()) 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。The ratio of the shear wall applied with uniform load:39。 amp。//3x,39。story39。,5X,39。hight39。,3X,39。displacemeat39。,4X,39。bend moment39。, amp。4X,39。shear force39。/)450 FORMAT(/39。The ratio of the shear wall applied with triangle load q39。 amp。//3x,39。story39。,5X,39。hight39。,3X,39。displacemeat39。,4X,39。bend moment39。, amp。4X,39。shear force39。/)460 FORMAT(/39。The ratio of the shear wall applied with concentrative fo amp。rce on39。, /39。the top of the building:39。 //3x,39。story39。,5X,39。hight39。,3X, amp。39。displacemeat39。,4X,39。bend moment39。,4X,39。shear force39。/)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。 框剪協(xié)同分析 由前計(jì)算可以看出，風(fēng)荷載和地震荷載比起來(lái)極小，且不與地震作用效應(yīng)同時(shí)組合，故可只計(jì)算地震作用下的內(nèi)力。167。 考慮連梁的約束作用， 按剛結(jié)體系考慮，并將所有的框架合并為總框架，各層連梁合并為總連梁，剪力墻合并為總剪力墻，計(jì)算簡(jiǎn)圖：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。，其中位移系數(shù)見(jiàn)前面Fortran77程序計(jì)算結(jié)果； 各層位移計(jì)算表層號(hào)標(biāo)高倒三角形荷載頂點(diǎn)集中力層總位移+層間位移層位移角倒數(shù)13121526111611101526913818126071208612085111541147311432132411750注：其中 可知最大層間位移角，即結(jié)構(gòu)頂點(diǎn)位移極層間位移都滿足要求。167。 總剪力墻，總框架和總連梁的內(nèi)力 總剪力墻彎矩 折算的倒三角形分布荷載產(chǎn)生的基底彎矩 折算的頂點(diǎn)集中力產(chǎn)生的基底彎矩 ，其中剪力墻彎矩系數(shù)見(jiàn)前面Fortran77程序計(jì)算結(jié)果 總剪力墻彎矩計(jì)算層號(hào)標(biāo)高倒三角形荷載頂點(diǎn)集中力剪力墻總彎矩＝+131240413942116533633410784
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