框架結(jié)構(gòu)內(nèi)力位移計算算例

結(jié)構(gòu)力學(xué)課程大作業(yè)——多層多跨框架結(jié)構(gòu)力及位移計算班級學(xué)號華中科技大學(xué)土木工程與力學(xué)學(xué)院年 月 日結(jié)構(gòu)力學(xué)課程大作業(yè)——多層多跨框架結(jié)構(gòu)力與位移計算一、任務(wù)1、計算多層多跨框架結(jié)構(gòu)在荷載作用下的彎矩和結(jié)點位移。2、計算方法要求：1）用迭代法、D值法、反彎點法及求解器計算框架結(jié)構(gòu)在水平荷載作用下的彎矩，并用迭代法的結(jié)果計算其結(jié)點位移。2）用迭代法、分層法、二次力矩分配法及求解器計算框架結(jié)構(gòu)在豎向荷載作用下的彎矩，并用迭代法的結(jié)果計算其結(jié)點位移。3、分析近似法產(chǎn)生誤差的原因。二、計算簡圖及基本數(shù)據(jù)本組計算的結(jié)構(gòu)其計算簡圖如圖 1所示，基本數(shù)據(jù)如下。混凝土彈性模量： Eh 3.0 107kN/m2構(gòu)件尺寸：柱：底 層：b h 30 40cm2其它層：b h 30 30cm2梁：邊 梁：b h 25 60cm2中間梁：b h 25 30cm2水平荷載：'FP＝15kN，F(xiàn)P＝30kN（見圖2）豎向均布恒載：q頂＝17kN/mq其它＝21kN/m（見圖8）圖1各構(gòu)件的線剛度：iEI，其中Ibh3L12邊梁：I10.250.63103m4124.5i1EI13.01074.5103mL622500kN中間梁：I20.250.335.625104m412i2EI23.01075.625104mL2.56750kN底層柱：I40.30.431.6103m412i4EI43.01071.61039600kNmL5其它層柱：I30.30.336.75104412mi3EI33.01076.751046136.4kNmL3.3三、水平荷載作用下的計算（一）用迭代法計算1、計算各桿的轉(zhuǎn)角分配系數(shù) ik轉(zhuǎn)角分配系數(shù)計算公式：F'=15kNi1i2i1P1234iikik2FP=30kNi3i3i3i3iiki1i2i1(i)5678F=30kNi3i3i3i3i1i2i1結(jié)點“1”：P9101112225000.393FP=30kNi3i3i3i3122(6136.422500)i1i2i113141516FP=30kNi3i3i3i36136.40.107i1i2i1152(6136.422500)17181920結(jié)點“2”：i4i4i4i421222323225000.318212(67506136.422500)圖22326

67500.0952 (6750 6136.4 22500)6136.40.0872 (6750 6136.4 22500)由于該結(jié)構(gòu)是對稱結(jié)構(gòu)，因此結(jié)點 “3的”分配系數(shù)應(yīng)該等于結(jié)點 “2的”，結(jié)點“4的”分配系數(shù)應(yīng)該與結(jié)點“1的”相等，所以本題只需計算 1、2、5、6、9、10、13、14、17、18結(jié)點的分配系數(shù)。結(jié)點“5：”5156

6136.40.0882 (6136.4 2 22500)225000.3242 (6136.4 2 22500)0.088結(jié)點“6：”656762610

225000.2712 (6136.4 2 22500 6750)67500.0812 (6136.4 2 22500 6750)6136.40.0742 (6136.4 2 22500 6750)0.074由于該框架第二、三、四層結(jié)構(gòu)一樣，故結(jié)點 9、13與結(jié)點“5相”應(yīng)桿的分配系數(shù)相同，結(jié)點 10、14與結(jié)點“6相”應(yīng)桿的分配系數(shù)相同。結(jié)點“17：”131821

6136.40.082 (6136.4 22500 9600)225000.2942 (6136.4 22500 9600)96000.1262 (6136.4 22500 9600)結(jié)點“18：”1817225000.25(6136.422500960026750)18146136.40.068(6136.422500960026750)182296000.107(6136.422500960026750)181967500.075(6136.422500960026750)2、計算各柱的側(cè)移分配系數(shù)'ik側(cè)移分配系數(shù)計算公式：'3iikik2iik(r)此結(jié)構(gòu)各層柱的線剛度均相等，因此所有柱的側(cè)移分配系數(shù)都相同：'ik

2 6136.40.3753 (6136.4 4)3、計算各桿的固端彎矩、樓層剪力及樓層彎矩由于各桿沒有節(jié)間荷載，因此各桿的固端彎矩均為零，故各結(jié)點的不平衡力矩Mig0。樓層剪力的計算公式：FQrrFPr樓層彎矩的計算公式：Mr1hrFPr3r具體計算如下：FQ515kNM51153.316.5kNm3FQ445kNM41453.349.5kNm3FQ375kNM31753.382.5kNm3FQ2105kNM211053.3115.5kNm3FQ1135kNM111355225kNm34、迭代計算轉(zhuǎn)角迭代公式：Mik'ik'Mig(Mki'Mik'')i側(cè)移迭代公式：Mik''ik'Mr(Mki'Mik')r由于只有水平荷載，因此先迭代側(cè)移，后迭代轉(zhuǎn)角。循環(huán)路線：側(cè)移：五層四層三層二層一層轉(zhuǎn)角：“1”“2”“3”“4”“5”“6”“7”“8”“9”“10”“11”“12”“13”“14”“15”“16”“17”“18”“19”“20”具體迭代過程見圖 3，桿端彎矩計算見圖 4，彎矩圖見圖 5。例：第五層第1輪的側(cè)移迭代如下：M15''M51"M26"M62"M37"M73"M48"M84"0.37516.5(00)6.19r“1”結(jié)點第一輪的轉(zhuǎn)角迭代如下：M12'0.3930(06.19)2.43iM15'0.1070(06.19)0.66i例：第五層第3輪的側(cè)移迭代如下：M15''M51"M26"M62"M37"M73"M48"M84"0.37516.5(0.652.290.461.640.481.770.652.21)9.99r“1”結(jié)點第3輪的轉(zhuǎn)角迭代如下：M12'0.3930(1.672.299.99)2.37iM15'0.1070(1.672.299.99)0.65i“18”結(jié)點第4輪的轉(zhuǎn)角迭代如下：M1817'0.250(40.335.199.06106.8366.6)29.71iM1814'0.0680(40.335.199.06106.8366.6)8.08iM1819'0.0750(40.335.199.06106.8366.6)8.91iM1822'0.1070(40.335.199.06106.8366.6)12.72i圖3M"-10.04M"-27.56M"-45.97M"-66.65M"-106.8821 22 23 24圖4最后彎矩計算公式：MikMikF2Mik'Mki'Mik''或：MikMikFMik'(Mik'Mki'Mik'')M(kN m)圖55、計算各結(jié)點的轉(zhuǎn)角和側(cè)移引用公式：M'M''hiik，ikikik。2iik6iik由于結(jié)構(gòu)是對稱的，在水平荷載作用下，其位移應(yīng)該是反對稱的。第五層：第四層：第三層：第二層：第一層：

12155659910131314131717181721

422.365.27105rd2250030.523.85105rd2675010.043.32637489.00104m8.4466136.4821.88104rd2250071.901.41104rd2675027.563.36107118122.47103m16.8166136.4123.74104rd2225001123.732.76104rd675045.973.31014111512164.12103m25.366136.41625.62104rd225001525.684.21104rd675066.653.31418151916205.97103m40.2666136.42028.95104rd225001928.936.61104rd6750106.8851822192320249.28103m66136.4（二）用D值法計算1、求各柱的剪力值本結(jié)構(gòu)由于對稱，只需計算一半即可。表1柱的剪力計算（kN）1-52-6Dk2225003.667k22250026750第26136.426136.44.767五D3.6676136.412D4.7676136.41223.6673.3224.7673.3212層12=4322.775(1216587.028(3.32)=3970.739(2)3.32)3.3FQ3970.739153.591FQ4322.775153.90916587.02816587.0285-96-10Dk2225003.667k22250026750第26136.426136.44.767四D3.6676136.412D4.7676136.41223.6673.3224.7673.3212層12=4322.775(1216587.028(3.32)=3970.739(2)3.32)3.3FQ3970.7394510.773FQ4322.7754511.72716587.02816587.0289-1314～10Dk2225003.667k22250026750第26136.426136.44.767三D3.6676136.412D4.7676136.41223.6673.3224.7673.3212層12=4322.775(12)16587.028(3.32)=3970.739(2)3.323.3F3970.7397517.955F4322.7757519.545Q16587.028Q16587.02813-1714-18D第k2225003.667k2225002675026136.426136.44.767二3.667124.76712D6136.4D6136.4層23.6673.3224.7673.321212=4322.775(1216587.028(3.32)=3970.739(2)3.32)3.3FQ3970.73910525.137FQ4322.77510527.36316587.02816587.02817-2118-22Dk22500k2250067502.34496003.047第9600一D22.334960012D23.047960012122.334523.04752層12)12)21951.740(52)=5180.110(2=5795.760(255FQ5180.11013531.857FQ5795.76013535.64321951.74021951.7402、計算各柱反彎點高度比表2 柱的反彎點高度比計算1-5 2-6k3.667k4.767第y00.45y00.45五I22500y10I22500y1011層22500225003.3y303.3y3031313.33.3y0.45y0.455-96-10k3.667k4.767第y00.48y00.52250022500Iy10Iy10四112250022500層3.3y203.3y2021213.33.33.3y303.3y3031313.33.3y0.48y0.5第 9-13 10-14三k3.667k4.767層y00.5y00.5I22500y10I22500y101122500225003.3y203.3y2021213.33.33.3y303.3y3031313.33.3y0.5y0.513-1714-18k3.667k4.767第y00.5y00.52250022500Iy10Iy10二112250022500層3.3y203.3y2021213.33.35y305y3031.51531.5153.33.3y0.5y0.517-2118-22第k2.344k3.047一y00.55y00.55層3.3y203.3y2020.6620.6655y0.55y0.553、求各柱桿端彎矩第五層：M510.453.33.5915.33kNmM150.553.33.5916.52kNmM620.453.33.9095.80kNmM26 0.55 3.3 3.909 7.09kNm第四層：M950.483.3110.77317.06kNm2M590.523.310.77318.49kNmM106M6100.53.311.72719.35kNm第三層：M139M9130.53.317.95529.63kNmM1410M10140.53.319.54532.25kNm第二層：M1713M13170.53.325.13741.48kNmM1814M14180.53.327.36345.15kNm第一層：M21170.55531.85787.61kNmM17210.45531.85771.68kNmM22180.55535.64398.02kNmM18220.45535.64380.20kNm4、求各橫梁的桿端彎矩第五層：M12M156.52kNmM21i21M26225005.45kNmi21225007.09i236750M23i23M2667501.64kNmi21225007.09i236750第四層：M56M51M595.3318.4923.82kNmM65i65(M62M610)22500(5.8019.35)19.35kNmi65i67225006750M67i67(M62M610)6750(5.8019.35)5.80kNmi65i67225006750第三層：M910M95M91317.6029.6346.69kNmi109(M106M1014)22500M109i101122500(19.3532.25)39.70kNmi1096750i1011(M106M1014)6750M101122500(19.3532.25)11.90kNmi109i10116750第二層：M1314 M139 M1317 29.63 41.48 71.11kN mi1413M1413 (Mi143i1415i1415M1415 (Mi143i1415

2250045.15)59.54kNm1410M1418)(32.25225006750675045.15)17.86kNm1410M1418)(32.25225006750第一層：M1718 M1713 M1721 41.48 71.68 113.16kNmi1817M1817 (Mi1817i1819i1819M1819 (Mi1817i1819

2250080.2)96.42kNm1814M1822)(45.15225006750675080.2)28.93kNm1814M1822)(45.152250067505、繪彎矩圖如圖 6所示。M(kN m)圖6（三）用反彎點法計算1、求各柱的剪力值由于本結(jié)構(gòu)對稱，取半結(jié)構(gòu)計算即可。又由于各層柱側(cè)向剛度均為12i/h，1FPr故同層各柱剪力值相等，為：FQr4r表3柱剪力計算樓層剪力柱子剪力層數(shù)FPr(kN)FQr(kN)r五153.75四4511.25三7518.75二10526.25一13533.752、各柱反彎點高度底層柱：反彎點高度位于距底部 2/3層高處；其它層柱：反彎點位于層高的中點處。3、求各柱桿端彎矩第五層：M51M15M62M260.53.33.756.19kNm第四層：M95M59M106M6100.53.311.2518.56kNm第三層：M139M913M1410M10140.53.318.7530.94kNm第二層：M1713M1317M1814M14180.53.326.2543.31kNm第一層：M2117M22182533.75112.5kNm3M1721M18221533.7556.25kNm34、求各橫梁的桿端彎矩第五層：M12 M15 6.19kNgmi21MM21i21i23i23MM23i21i23

2626

225006.19 4.76kN m22500 675067506.19 1.43kN m22500 6750第四層：M56 M51 M59 6.19 18.56 24.75kN mM65i65(Mi65i67M67i67(Mi65i67

2250062M610)(6.1918.56)19.04kNm225006750675062M610)(6.1918.65)5.71kNm225006750第三層：M910 M95 M913 18.56 30.94 49.5kN mMM

i109(M106M1014)2250030.94)38.08kNm109i109i101122500(18.566750i1011(M106M1014)675030.94)11.42kNm1011i10922500(18.56i10116750第二層：M1314 M139 M1317 30.94 43.31 74.25kNmi1413M1413 (Mi143i1415i1415M1415 (Mi143i1415

225001410M1418)(30.9443.31)57.12kNm22500675067501410M1418)(30.9443.31)17.13kNm225006750第一層：M1718M1713M172143.3156.2599.56kNmM1817i1817(M1814M22500(43.3156.25)76.58kNmi18171822)i1819225006750i1819(M1814M1822)6750M1819i1819(43.3156.25)22.98kNmi18172250067505、繪出彎矩圖如圖 7所示M(kNm)圖7四、豎向均布荷載作用下的計算計算簡圖如圖8所示。（一）用迭代法計算1、各桿的轉(zhuǎn)角分配系數(shù)及各柱的側(cè)移分配系數(shù)由于結(jié)構(gòu)對稱，結(jié)點只有轉(zhuǎn)角沒有側(cè)移，只需計算轉(zhuǎn)角分配系數(shù)（與水平荷載作用的相同）。2、計算固端彎矩M12FM21FM23FM56FM67FM910FM1011FM1314FM1415FM1718FM1819F

ql2176251kNm1212M34FM43FM12Fql251kNm圖812M32Fql2172.528.85kNm1212M65FM78FM87Fql2216263kNm1212M76Fql2212.5210.94kNm1212M109gM1112FM1211Fql2216263kNm1212M1110Fql2212.5210.94kNm1212M1413FM1516FM1615Fql2216263kNm1212MFql2212.5210.94kNm15141212MFFFql2216263kNm1817M1920M20191212M1918Fql2212.5210.94kNm12123、用迭代法計算如前所說由于結(jié)構(gòu)對稱，荷載對稱，變形必然對稱，因此沒有側(cè)移，只需進行轉(zhuǎn)角迭代。引用公式：

'Mik

'ik

gMi

'(Mki)i循環(huán)路線：“1”

“2”

“3”

“4”

“5”

“6”“7”

“8”

“9”

“10”

“11”“12”

“13”

“14”

“15”

“16”“17” “18”

“19”

“20”具體迭代過程見圖

9，桿端彎矩計算見圖

10，彎矩圖見圖

11。例：“1”結(jié)點的第一輪轉(zhuǎn)角迭代：M12'

0.393

51.0

(0.0

0.0)

20.04iM15'0.10751.0(0.00.0)5.46i“10”結(jié)點的第3輪轉(zhuǎn)角迭代：M109'0.27152.06(22.615.805.055.15)19.04iM1011'0.08152.06(22.615.805.055.15)5.69iM106'M1014'0.07452.06(22.615.805.055.15)5.20i圖9圖10M(kN m)圖114、計算各結(jié)點的轉(zhuǎn)角1226.485.88104rd222.344.96104rd225002225003222.334.96104rd4226.465.88104rd22500225005222.084.91104rd6218.534.12104rd2250022500764.12104rd854.92104rd9222.635.03104rd10219.004.22104rd225002250011104.22104rd1295.03104rd13222.635.03104rd14219.024.23104rd225002250015144.23104rd16135.03104rd17222.24.93104rd18218.674.15104rd22500675019184.15104rd20174.93104rd（二）用分層法計算本結(jié)構(gòu)可以分頂層、中間層和底層三個部分進行分別計算，如圖12所示），然后再迭加即可。頂層中間層底層圖121、頂層彎矩計算由于結(jié)構(gòu)與荷載均為對稱，因此可以取半結(jié)構(gòu)進行計算，其計算簡圖如圖所示。1）計算分配系數(shù)柱的線剛度乗折減系數(shù) 0.9。結(jié)點“1”：124225000.803(0.96136.4422500)40.96136.4圖1315(0.96136.40.197422500)結(jié)點“2”：21'26

4225000.7172675040.96136.4422500)267500.1072675040.96136.442250040.96136.40.1762675040.96136.4422500)2）計算固端彎矩FFql21762M21M12121251kNmFql2171.2528.85kNmM2233M2F2ql2171.2524.43kNm663）彎矩分配表4頂層彎矩分配（kN.m）結(jié)點51262’桿端5-11-51-22-12-62-2’6-22’-20.1970.8030.7170.1760.107MF-5151-8.85-4.433.3510.0540.9520.48分-22.45-44.90-11.02-6.70-3.676.70配1.474.4218.039.02與-3.24-6.47-1.59-0.97-0.530.97傳0.210.642.601.30遞-0.47-0.93-0.23-0.14-0.080.140.030.090.380.19-0.140.03-0.02∑M5.0615.20-15.2029.55-12.87-16.68-4.283.382、中間層彎矩計算同理可取半結(jié)構(gòu)進行計算，其計算簡圖如圖 14所示。1）計算分配系數(shù)柱的線剛度乗折減系數(shù) 0.9。結(jié)點“5”：564225000.674(0.96136.4222500)40.96136.451594(0.96136.420.16522500)結(jié)點“6”：圖146566

4225000.6092675040.96136.42422500)267500.0912675040.96136.424225006261040.96136.40.15675040.96136.424222500)2）計算固端彎矩FFql22162M56M6563kNm1212M66Fql2211.25210.94kNm33M6F6ql2211.2525.47kNm663）彎矩分配表5中間層彎矩分配（kN.m）結(jié)點19566’102桿端1-59-55-15-95-66-56-106-26-6’6’-610-62-60.1650.1650.670.6090.150.150.091MF-6363-10.94-5.473.473.4710.4010.4042.2121.11分-22.28-44.56-10.98-10.98-6.666.66-3.66-3.66配1.231.233.683.6814.937.47與-2.28-4.55-1.12-1.12-0.680.68-0.37-0.37傳0.130.130.380.381.530.77遞-0.24-0.47-0.12-0.12-0.070.07-0.04-0.040.010.010.040.040.160.08-0.05-0.01-0.01-0.01∑M4.844.8414.5014.50-28.9742.80-12.23-12.23-18.361.94-4.07-4.073、底層彎矩計算同理可取半結(jié)構(gòu)進行計算，其計算簡圖如圖 15所示。1）計算分配系數(shù)上層柱的線剛度乗折減系數(shù) 0.9，底層柱的線剛度不需折減。結(jié)點“17”598(0.96136.42250049600)圖15171340.96136.40.147(0.96136.42250049600)1721496000.255(0.96136.42250049600)結(jié)點“18”：1817181818171814

4225000.549267504(0.96136.4225009600)267500.082267504(0.96136.4225009600)496000.234267504(0.96136.4225009600)40.96136.40.135267504(0.96136.4225009600)2）計算固端彎矩M1718FM1817Fql2216263kNm1212Fql2211.25210.94kNmM181833M18F18ql2211.2525.47kNm663）彎矩分配表6底層彎矩分配（kN.m）結(jié)點2113171818’1422桿端21-1713-1717-1317-2117-1818-1718-2218-1418-18’18’-1814-1822-180.1470.2550.5980.5490.2340.1350.082MF-6363-10.94-5.478.043.099.2616.0737.6718.84分-19.46-38.92-16.59-9.57-5.815.81-3.19-8.30配2.480.952.864.9611.647.47與-1.60-3.20-1.36-0.79-0.480.48-0.26-0.68傳0.210.080.240.410.960.48遞-0.13-0.26-0.11-0.06-0.040.04-0.02-0.050.020.030.08∑M10.734.1212.3821.47-33.8445.76-18.06-10.42-17.270.86-3.47-9.03柱子桿端彎矩迭加見圖 16，結(jié)點不平衡力矩一次分配及桿端最終彎矩計算見圖17，彎矩圖見圖 18。圖16 圖17M(kN m)圖18（三）用二次力矩分配法計算1、計算框架各桿桿件的線剛度及分配系數(shù)同理取半剛架計算。表7 桿件轉(zhuǎn)動剛度及相對轉(zhuǎn)動剛度計算構(gòu)件名稱轉(zhuǎn)動剛度S相對轉(zhuǎn)動剛度S框架梁邊跨4i422500900006.667中跨2i26750135001.000框架柱底層4i49600384002.844其他層4i46136.424545.61.818表8分配系數(shù)（S/S）節(jié)點Si左梁右梁上柱下柱16.667+1.818=8.4850.7860.21456.667+1.8182=10×.3030.6470.1760.17796.667+1.8182=10×.3030.6470.1760.177136.667+1.8182=10×.3030.6470.1760.177176.667+1.818+2.844=11.3290.5890.1600.25126.667+1.000+1.818=9.4850.7030.1050.19266.667+1.000+1.8182=11×.3030.5900.0880.1610.161106.667+1.000+1.8182=11×.3030.5900.0880.1610.161146.667+1.000+1.8182=11×.3030.5900.0880.1610.161186.667+1.000+1.818+2.844=12.3290.5410.0810.1470.2312、計算梁端固端彎矩頂層：邊跨梁：MF1ql21176251kNm1212中跨梁：MF1ql2117(2.5)28.85kNm332其它層：邊跨梁：MF1ql21216263kNm12 12中跨梁：MF1ql2121(2.5)210.94kNm3323、彎矩分配與傳遞如圖19所示，首先將各節(jié)點的分配系數(shù)填在相應(yīng)方框，將梁的固端彎矩填寫在框架相應(yīng)位置上，并計算出每個結(jié)點的不平衡力矩，填在結(jié)點的方框中。 然后將節(jié)點放松，即對各節(jié)點不平衡彎矩“同時”進行分配、傳遞。右（左）梁分配彎矩向左（右）梁傳遞，上（下）柱分配彎矩向下（上）柱傳遞，傳遞系數(shù)均為1/2。第一次分配彎矩傳遞后，再進行第二次彎矩分配但不再傳遞。具體過程見圖19，作彎矩圖如圖20所示。圖19M(kN m)圖20五、電算用結(jié)構(gòu)力學(xué)求解器計算。1、求解步驟1）在“命令”菜單中選擇“問題定義”，給所要求解的問題命名；2）在“命令”菜單中選擇“結(jié)點”，輸入相關(guān)的結(jié)點信息；3）在“命令”菜單中選擇“單元”，根據(jù)已有的結(jié)點數(shù)據(jù)進行單元定義；4）在“命令”菜單中選擇“結(jié)點支承”，輸入正確的結(jié)點支承及位移約束條件；5）在“命令”菜單中選擇“荷載信息”，輸入框架所承受荷載；6）在“命令”菜單中選擇“單元材料性質(zhì)” ，填寫單元抗彎剛度等容；7）在“求解”菜單中選擇“力計算”，得到相應(yīng)力圖。2、輸入的計算參數(shù)水平荷載作用豎向荷載作用TITLE,框架力計算TITLE,框架力計算結(jié)點,1,0,0結(jié)點,1,0,0結(jié)點,2,6,0結(jié)點,2,6,0結(jié)點,3,8.5,0結(jié)點,3,8.5,0結(jié)點,4,14.5,0結(jié)點,4,14.5,0結(jié)點,5,0,-3.3結(jié)點,5,0,-3.3結(jié)點,6,6,-3.3結(jié)點,6,6,-3.3結(jié)點,7,8.5,-3.3結(jié)點,7,8.5,-3.3結(jié)點,8,14.5,-3.3結(jié)點,8,14.5,-3.3結(jié)點,9,0,-6.6結(jié)點,9,0,-6.6結(jié)點,10,6,-6.6結(jié)點,10,6,-6.6結(jié)點,11,8.5,-6.6結(jié)點,11,8.5,-6.6結(jié)點,12,14.5,-6.6結(jié)點,12,14.5,-6.6結(jié)點,13,0,-9.9結(jié)點,13,0,-9.9結(jié)點,14,6,-9.9結(jié)點,14,6,-9.9結(jié)點,15,8.5,-9.9結(jié)點,15,8.5,-9.9結(jié)點,16,14.5,-9.9結(jié)點,16,14.5,-9.9結(jié)點,17,0,-13.2結(jié)點,17,0,-13.2結(jié)點,18,6,-13.2結(jié)點,18,6,-13.2結(jié)點,19,8.5,-13.2結(jié)點,19,8.5,-13.2結(jié)點,20,14.5,-13.2結(jié)點,20,14.5,-13.2結(jié)點,21,0,-18.2結(jié)點,21,0,-18.2結(jié)點,22,6,-18.2結(jié)點,22,6,-18.2結(jié)點,23,8.5,-18.2結(jié)點,23,8.5,-18.2結(jié)點,24,14.5,-18.2結(jié)點,24,14.5,-18.2單元,1,2,1,1,1,1,1,1單元,1,2,1,1,1,1,1,1單元,2,3,1,1,1,1,1,1單元,3,4,1,1,1,1,1,1單元,1,5,1,1,1,1,1,1單元,5,6,1,1,1,1,1,1單元,6,7,1,1,1,1,1,1單元,7,8,1,1,1,1,1,1單元,5,9,1,1,1,1,1,1單元,9,10,1,1,1,1,1,1單元,10,11,1,1,1,1,1,1單元,11,12,1,1,1,1,1,1單元,9,13,1,1,1,1,1,1單元,13,14,1,1,1,1,1,1單元,14,15,1,1,1,1,1,1單元,15,16,1,1,1,1,1,1單元,13,17,1,1,1,1,1,1單元,17,18,1,1,1,1,1,1單元,18,19,1,1,1,1,1,1單元,19,20,1,1,1,1,1,1單元,17,21,1,1,1,1,1,1單元,2,6,1,1,1,1,1,1單元,6,10,1,1,1,1,1,1單元,10,14,1,1,1,1,1,1單元,14,18,1,1,1,1,1,1單元,18,22,1,1,1,1,1,1單元,3,7,1,1,1,1,1,1單元,7,11,1,1,1,1,1,1單元,11,15,1,1,1,1,1,1單元,15,19,1,1,1,1,1,1單元,19,23,1,1,1,1,1,1單元,4,8,1,1,1,1,1,1單元,8,12,1,1,1,1,1,1單元,12,16,1,1,1,1,1,1單元,16,20,1,1,1,1,1,1單元,20,24,1,1,1,1,1,1結(jié)點支承,21,6,0,0,0,0結(jié)點支承,22,6,0,0,0,0結(jié)點支承,23,6,0,0,0,0結(jié)點支承,24,6,0,0,0,0結(jié)點荷載,1,1,15,0結(jié)點荷載,5,1,30,0結(jié)點荷載,9,1,30,0結(jié)點荷載,13,1,30,0結(jié)點荷載,17,1,30,0單元材料性質(zhì) ,1,1,-1,125000,0,0,-1

單元,2,3,1,1,1,1,1,1單元,3,4,1,1,1,1,1,1單元,1,5,1,1,1,1,1,1單元,5,6,1,1,1,1,1,1單元,6,7,1,1,1,1,1,1單元,7,8,1,1,1,1,1,1單元,5,9,1,1,1,1,1,1單元,9,10,1,1,1,1,1,1單元,10,11,1,1,1,1,1,1單元,11,12,1,1,1,1,1,1單元,9,13,1,1,1,1,1,1單元,13,14,1,1,1,1,1,1單元,14,15,1,1,1,1,1,1單元,15,16,1,1,1,1,1,1單元,13,17,1,1,1,1,1,1單元,17,18,1,1,1,1,1,1單元,18,19,1,1,1,1,1,1單元,19,20,1,1,1,1,1,1單元,17,21,1,1,1,1,1,1單元,2,6,1,1,1,1,1,1單元,6,10,1,1,1,1,1,1單元,10,14,1,1,1,1,1,1單元,14,18,1,1,1,1,1,1單元,18,22,1,1,1,1,1,1單元,3,7,1,1,1,1,1,1單元,7,11,1,1,1,1,1,1單元,11,15,1,1,1,1,1,1單元,15,19,1,1,1,1,1,1單元,19,23,1,1,1,1,1,1單元,4,8,1,1,1,1,1,1單元,8,12,1,1,1,1,1,1單元,12,16,1,1,1,1,1,1單元,16,20,1,1,1,1,1,1單元,20,24,1,1,1,1,1,1單元荷載,1,3,17,0,1,90單元荷載,2,3,17,0,1,90單元荷載,3,3,17,0,1,90單元荷載,5,3,21,0,1,90單元荷載,6,3,21,0,1,90單元荷載,7,3,21,0,1,90單元荷載,9,3,21,0,1,90單元荷載,10,3,21,0,1,90單元荷載,11,3,21,0,