鋼結(jié)構(gòu)計(jì)算書

1、框架內(nèi)力與構(gòu)件截面計(jì)算1設(shè)計(jì)依據(jù)的規(guī)范及規(guī)定1.1 畢業(yè)設(shè)計(jì)任務(wù)書。1.2 國家有關(guān)的設(shè)計(jì)規(guī)范及規(guī)程。2設(shè)計(jì)尺寸與標(biāo)高設(shè)計(jì)圖均以毫米為單位，標(biāo)高均以米為單位。3鋼結(jié)構(gòu)材料3.1鋼材：鋼材選用Q-345BF，其屈服強(qiáng)度為310KN/mm2 鋼材的化學(xué)成分和力學(xué)性質(zhì)能符合GB-800-98及有關(guān)標(biāo)準(zhǔn)的求。3.2焊接材料:采用E43XX型焊條。3.3普通螺栓應(yīng)按GB5780-98選購。3.4本工程選用的H型鋼選HN5002001016 HM6003001220C型鋼選C22070202.54制作與安裝4.1鋼結(jié)構(gòu)的制作與安裝：施工及驗(yàn)收應(yīng)符合GB50205-98(鋼結(jié)構(gòu)工程施工及驗(yàn)收規(guī)范)4.2焊縫

2、質(zhì)量的檢驗(yàn)等級：鋼梁，鋼柱為二級，其于次要構(gòu)件為三級。4.3所有需要拼接的構(gòu)件一律要用等強(qiáng)拼接，上，下翼緣和腹板的拼接焊縫位置錯(cuò)開并避免與加勁肋重合。腹板拼接焊縫與它平行的加勁肋至少相距200mm,腹板拼接與上，下翼緣拼接焊縫至少相距200mm.4.4所有構(gòu)件在制作過程中應(yīng)力求尺寸及空洞位置的準(zhǔn)確性，以利于現(xiàn)場的安裝與焊接，設(shè)計(jì)中凡是未注明的焊縫均為滿焊，焊縫高度6mm。結(jié)構(gòu)計(jì)算書1、 確定梁柱尺寸 柱： hc =(1/18 1/25)H=(1/18 1/25) 21.77510=870 1200mm, hc/bc=3 bc=1200/3=400mm 梁：hb=(1/8 1/15)L=(1/8

3、 1/15) 7.210=900 480mm bb=(1/2.5 1/5)hb=200 100mm主梁：bh=500200 次 梁 ： bh=400150邊柱：bh=1000400 中間柱 ： bh=8004002. 荷載匯集框架計(jì)算簡圖 圖12.1均布荷載 屋面：1.3087.2+0.89=10.3 KN /m 樓面：10.247.2+0.89=74.61 KN /m 底層：74.61 KN /m2.2集中荷載 屋面：梁重6.408 KN /m 樓面：H軸：縱梁+墻重+檁條 =6.408+4.86+1.87=13.14 KN /m D軸：縱梁+幕墻+檁條=6.408+16.32+1.87=2

4、4.6KN /m 底層：H軸：13.14 KN /m D軸：24.6KN /m2.3水平荷載作用下結(jié)構(gòu)內(nèi)力與側(cè)移W0: 0.5 KN/m2 s:0.74 z : 1.0風(fēng)振高度系數(shù)：0.746層： F3 = 0.51.41.00.743.63.6/5=1.34KN6層： F3 = 0.51.41.00.743.63.6/4=1.68KN4層： F3 = 0.51.41.00.743.63.6/3=2.24KN3層： F3 = 0.51.41.00.743.63.6/2=3.36KN2層: F2 = 0.51.41.00.743.63.6=6.71 KN1層: F1 = 0.51.41.00.7

5、43.6(3.6+3.775)/2=6.87KN圖2 框架樓面處集中風(fēng)荷載值2.4 地震荷載作用下水平結(jié)點(diǎn)荷載梁 柱線剛度計(jì)算 Ec =2.06105N/mm2.4.1 承重梁線剛度 ic = Ec Ix /l=2.06105 478000104 /7200=13.67103 KNm2.4.2 底層柱線剛度 id = Ec Ix /l=2.06105 1180000104 /5600=43.4103 KNm 2.4.3 標(biāo)準(zhǔn)層柱線剛度 id = Ec Ix /l=2.06105 1180000104 /4500=54103 KNm 表1 2-6層D計(jì)算： 柱D中柱邊柱K=il13.64= 0.

6、50613.62= 0.2532ix542542a = K0.506= 0.2530.253= 0.112 + K2.5062.253D =aiZR6460 KN/m3520 KN/mh2 D = 64603 + 35202 =26420 KN/m 表2 底層D值計(jì)算： 柱D中柱邊柱K=il13.62= 0.62913.67= 0.3142x43.443.4a =0.5 + K0.5 + 0.63= 0.4290.5 + 0.31= 0.3512 + K2 + 0.632 + 0.31D =aiZR7120 KN/m5820 KN/mh2 D = 71203 + 58202 =33000 KN

7、/m 3、 內(nèi)力計(jì)算及組合3.1水平地震作用下橫向框架結(jié)構(gòu)內(nèi)力計(jì)算框架結(jié)構(gòu)內(nèi)力計(jì)算采用D值法，其中D和D取自 橫向柱側(cè)移剛度 D值，層間剪力取自地震剪力。具體的柱剪力和彎矩計(jì)算過程及結(jié)果見下表 橫向水平地震作用下框架柱剪力和柱彎矩標(biāo)準(zhǔn)值 柱層次H（m）Vi（KN）Di（KN/m）D（KN/m）D/DiVik（KN）K yiM下（KN.m）M 上（KN.m）邊柱63.0425.94502342179.70.048420.611.2560.3622.2639.5753.0784.04502342179.70.048437.951.2560.4146.6867.1743.01082.54502342

8、179.70.048452.391.2560.4570.7386.4433.01321.64502342179.70.048463.971.2560.4688.28103.6323.91519.1332247164590.049575.201.6330.5046.64146.6415.151665.0322513179430.055692.572.1560.55262.20214.53中柱63.0425.9450234534900.118850.601.9160.3959.2092.6053.0784.0450234534900.118893.141.9160.45125.74153.6843

9、.01082.5450234534900.1188128.601.9160.45173.61212.1933.01321.6450234534900.1188157.011.9160.49230.80240.2323.91519.1332247411050.1237187.912.4880.50252.66252.6615.151665.0322513412760.1280213.123.2860.55327.37286.25 梁端彎矩及剪力及柱軸力的計(jì)算過程見下表。水平地震作用下橫向框架框架的彎矩圖梁端剪力圖以及柱軸力圖如圖所示。 地震作用下框架梁端彎矩剪力及柱軸力計(jì)算 層次邊梁A-C梁C-

10、E邊梁E-HL（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）66.039.5770.8118.403.921.7923.4311.596.669.1739.5716.4856.089.43117.5234.493.936.1638.8819.246.6114.8089.4330.9446.0133.12162.3349.243.949.8653.6826.556.6158.51133.1244.1936.0174.36183.7859.693.956.4560.7830.066.6179

11、.45174.3653.6126.0234.92280.3185.873.986.1192.7045.856.6273.72234.9277.0716.0361.17377.8423.173.9116.07124.9661.806.6368.95361.17110.62柱 軸 力層次A軸柱（KN）C軸柱（KN）E軸柱（KN）H軸柱（KN）6-18.406.81-4.8916.485-52.8922.06-15.6947.424-102.1344.75-34.2391.613-188.0074.38-57.78148.222-273.87114.40-89.00222.291-297.04153

12、.04-137.82332.913.2風(fēng)荷載作用下橫向框架內(nèi)力計(jì)算 風(fēng)荷載作用下仍以抽線作為計(jì)算單元，計(jì)算框架結(jié)構(gòu)的內(nèi)力。具體的柱剪力和彎矩計(jì)算過程及結(jié)果見下表；梁端彎矩、剪力及柱抽力計(jì)算過程見下表。 風(fēng)荷載作用下框架柱剪力和柱彎矩標(biāo)準(zhǔn)值 柱層次H（m）VI（KN）DI（KN/m）D（KN/m）D/DIVik（KN）KyiM下（KN.m）M 上（KN.m）邊柱63.04.315057421.7970.14480.621.2560.360.671.1953.08.7415057421.7970.14481.271.2560.411.562.2543.012.915057421.7970.1448

13、1.871.2560.452.523.0933.017.0615057421.7970.14482.471.2560.463.414.0023.921.84115128164590.14303.121.6330.506.086.0815.1527.76112168179430.16004.442.1560.5512.5810.29中柱63.04.3150574534900.35521.531.9160.391.792.8053.08.74150574534900.35523.101.9160.454.195.1243.012.9150574534900.35524.581.9160.456.1

14、87.5633.017.06150574534900.35526.061.9160.498.919.2723.921.84115128411050.35707.802.4880.5015.2115.2115.1527.76112168412760.368010.223.2860.5528.9523.68 風(fēng)荷載作用下框架梁端彎矩、剪力及柱抽力計(jì)算 層次邊梁A-C梁C-E邊梁E-HL（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）L（m）M左（KN.m）M右（KN.m）Vb（KN）66.01.192.1420.63.90.6580.710.3

15、56.62.091.190.5056.02.923.921.143.91.201.300.646.63.822.921.0246.04.655.781.743.91.781.910.956.65.654.651.5636.06.527.092.273.92.182.351.166.66.926.522.0426.09.4911.643.523.93.573.851.906.611.369.493.1616.016.3718.125.753.95.565.992.966.617.6916.375.16柱 軸 力層次A軸柱（KN）C軸柱（KN）E軸柱（KN）H軸柱（KN）6-0.860.25-0.

16、150.505-2.000.75-0.531.524-3.741.54-1.413.083-6.012.65-2.675.122-9.534.27-4.878.281-15.287.06-7.0713.44風(fēng)荷載作用下橫向框架的彎矩圖、梁端剪力圖以及柱軸力如圖所示。 恒荷載布置圖恒荷載作用下彎矩圖恒荷載作用下剪力圖3.3橫向框架內(nèi)力計(jì)算 豎向荷載作用下框架的內(nèi)力采用彎矩分配法計(jì)算。由于該框架結(jié)構(gòu)和荷載均對稱，故計(jì)算時(shí)可用半框架。梁端和柱端彎矩計(jì)算后，梁端剪力可根據(jù)梁上豎向荷載引起的剪力和梁端彎矩引起的剪力相疊加而得到；柱軸力可由梁端剪力和節(jié)點(diǎn)集中荷載疊加得到。 將框架梁視為兩端固定梁計(jì)算固端彎

17、矩，其計(jì)算結(jié)果見表?？蚣芰汗潭藦澗赜?jì)算邊跨A-C中間跨C-E邊跨E-H均布荷載（KN/m）L（m）M=ql2/12（KN.m）均布荷載（KN/m）L（m）M=ql2/12（KN.m）均布荷載（KN/m）L（m）M=ql2/12（KN.m）21.38664.1419.573.924.821.386.677.6116.39649.1714.643.918.5616.396.659.5014.97644.9112.603.915.9714.976.654.341.865.401.803.92.281.806.66.537.2621.607.23.99.137.206.626.1412.6637.80

18、12.63.915.9712.66.645.74 在AC跨上，梁L-1重量為8.5KN，則作用于AC跨上的集中力大小為G1/4=2.13KN。又3-4層的廚房為現(xiàn)澆板，所以其荷載形式為三角形，其值為1.23.9=4.68KN/m，3-6層為梯形荷載，具體形式及數(shù)字見圖10. 分配系數(shù)計(jì)算比如邊柱A頂層節(jié)點(diǎn)的分配系數(shù)為： 下柱 梁 其他節(jié)點(diǎn)的分配系數(shù)見圖3.12和圖3.14。 傳遞系數(shù)：遠(yuǎn)端固定，傳遞系數(shù)為1/2，遠(yuǎn)端滑動(dòng)鉸支，傳遞系數(shù)為-1。 彎矩分配計(jì)算恒荷載作用下，框架的彎矩分配計(jì)算見圖，框架的彎矩圖見圖；活荷載作用下，框架的彎矩計(jì)算見圖，框架的彎矩圖見圖。在豎向荷載作用下，考慮框架梁端的

19、塑性內(nèi)力重分布，取彎矩調(diào)幅系數(shù)為0.8。 彎矩分配計(jì)算恒荷載作用下，框架的彎矩分配計(jì)算見圖12，框架的彎矩圖見圖13；活荷載作用下，框架的彎矩計(jì)算見圖14，框架的彎矩圖見圖15。在豎向荷載作用下，考慮框架梁端的塑性內(nèi)力重分布，取彎矩調(diào)幅系數(shù)為0.8。調(diào)幅后，恒荷載及活荷載彎矩圖見圖3.13和圖3.15中括號(hào)內(nèi)數(shù)值。端剪力及柱軸力計(jì)算梁端剪力： V=Vq+Vm式中 Vq梁上均布荷載引起的剪力，Vq=1/2ql； Vm梁端彎矩引起的剪力，Vm=（M左-M右)/2。柱軸力： N=V+P式中 V梁端剪力； P節(jié)點(diǎn)集中力及柱重。恒荷載作用下梁端剪力及柱軸力 層次荷載引起的剪力彎矩引起的剪力總剪力邊跨AC

20、中間跨邊跨EH邊跨AC中間跨邊跨EH邊跨AC中間跨CE邊跨EHVq左=Vq右Vq左=Vq右Vq左=Vq右Vm左=-Vm右Vm左=Vm右Vm左=-Vm右V左V右V左V右V左V右664.1438.1670.55-2.98-0.462.9361.1667.1237.738.6273.4867.62（-2.39）（-0.37）(2.34)61.7566.5337.7938.5372.8968.21549.1728.5554.09-1.01-0.130.9548.1650.1828.4228.6855.0453.14（-0.81）（-0.11）(0.76)48.3649.9828.4428.6654.8

21、553.33449.1728.5554.09-1.24-0.171.1847.9350.4128.3828.7255.2752.91（-0.99）（-0.14）(0.94)48.1850.1628.4128.6955.0353.15349.1728.5554.09-1.27-0.170.3047.950.4428.3828.7254.3953.79（-1.02）（-0.14）(0.24)48.1550.1928.4128.6954.3353.85249.1728.5554.09-1.41-0.191.3647.7650.5828.3628.7455.4552.73（-1.13）（-1.15）(

22、1.09)48.0450.3028.4028.755.1853.00144.9124.5759.40-1.59-0.251.5643.3246.5024.3224.8250.9647.84（-1.27）（-0.20）(1.25)43.6446.1819.4624.7750.6548.15層次邊柱AC軸柱E軸柱邊柱HN頂N底N頂N底N頂N底N頂N底661.7579.76104.91126.78122.10133.9772.8990.905180.10198.11225.43247.30232.36254.23197.73215.744274.51192.52346.15368.02352.893

23、74.76298.99317.003368.89386.90466.90488.77472.54494.41399.55417.562463.16486.57587.78616.21593.27621.70500.96518.971564.91595.82696.17733.71706.62744.16609.72627.73 活荷載作用下梁端簡力及柱軸力（KN） 層次荷載引起的剪力彎矩引起的剪力總剪力邊跨AC中間跨邊跨EH邊跨AC中間跨邊跨EH邊跨AC中間跨CE邊跨EHVq左=Vq右Vq左=Vq右Vq左=Vq右Vm左=-Vm右Vm左=Vm右Vm左=-Vm右V左V右V左V右V左V右65.403

24、.515.94-0.13-0.020.135.275.533.493.536.075.81（-0.11）（-0.01）(0.10)5.295.513.483.526.045.84521.6014.0423.76-1.63-0.080.6020.9722.2313.9614.1224.3623.16（-0.51）（-0.07）(0.48)21.0922.1113.9714.1124.2422.28421.6014.0423.76-0.57-0.070.5421.0322.1713.9714.1124.3023.22（-0.46）（-0.06）(0.42)21.1422.0613.9814.102

25、4.1823.34321.6014.0423.76-0.56-0.070.5321.0422.1613.9714.1124.2923.23（-0.45）（-0.06）(0.43)21.1522.0513.9814.1024.1923.33221.6014.0423.76-0.53-0.051.2021.0722.1313.9914.0924.9622.56（-0.43）（-0.04）(0.96)21.1722.0314.0014.0824.7222.80137.824.5741.58-1.62-0.241.5536.1839.4224.3324.8143.1340.03（-1.29）（-0.1

26、9）(1.24)36.5139.0924.3824.7642.8240.34層次邊柱AC軸柱E軸柱邊柱HN頂=N底N頂=N底N頂=N底N頂=N底65.299.029.605.84526.3845.0247.9228.09447.5281.1686.3351.43368.67117.30124.7374.76289.84166.30163.7897.561128.93230.1231.72137.903.4橫向框架內(nèi)力組合（1）結(jié)構(gòu)抗震等級 由抗震規(guī)范表6.1.2確定，工程框架結(jié)構(gòu)的抗震等級為三級。（2） 框架梁內(nèi)力組合 根據(jù)荷載規(guī)范第3.2.4條，對于框架結(jié)構(gòu)的基本組合和抗震規(guī)范第5.4.1條

27、的結(jié)構(gòu)構(gòu)件地震作用效應(yīng)和其他荷載效應(yīng)的基本組合，可考慮以下三種內(nèi)力組合，即 1.2SGK+1.4SQK； 1.2SGK+0.91.4（SQK+SWK）； 1.2SGE+1.3SEK=1.2（SGK+0.5SQK）+1.3SEK。 由于1.2SGK+1.4SQK這種內(nèi)力組合與考慮地震作用的組合相比一般都較小，對結(jié)構(gòu)設(shè)計(jì)不起控制作用，故不予考慮。 在恒荷載和活荷載豎向荷載組合時(shí)，跨間Mmax可近似取跨中的彎矩代替，即 Mmax=1/8ql2-（M左+M右）/2式中M左、M右梁左、右端彎矩，若跨中彎矩小于1/16ql2，則應(yīng)取M=1/16ql2。對于豎向荷載與地震作用組合時(shí)，跨間最大彎矩MGE采用數(shù)

28、解法計(jì)算，如圖所示。 框架梁內(nèi)力組合圖對Vc作用點(diǎn)取矩知： VA=ql/2-1/l（MGC-MGA+MEA+MEC)X處截面彎矩為， M=VA-qx2/2- MGA+ MEA由dM/dx=0，知跨間Mmax的位置為： x1=VA/q。則跨間最大彎矩為： Mmax= MGE=VA2/2q- MGA+ MEA=qx2/2- MGA+ MEA。當(dāng)右震時(shí)，公式中MEA、MEC反號(hào)，MGE及x1的具體數(shù)值見下表。MGE及x1值計(jì)算位置層次1.2（SGK+0.5SQK)1.3SEKq(KN/m)l(m)VA（KN）x1(m)MGE（KN.m）MGA（KN.m）MGC（KN.m）MEA（KN.m）MEC（K

29、N.m）邊跨（AC）646.2663.8251.4492.0526.74653.38101.211.9963.7858.45793.83553.0160.63116.26152.7823.99625.86115.541.0784.8277.188108.96450.959.68173.06211.0323.9966.492134.520.2715.61123.04153.2350.659.56226.67238.9123.996-7.12148.07-0.306.17176.07179.41249.9259.58305.4364.423.996-41.3181.99-1.727.59255.4

30、8304.8147.8461.65469.52491.1925.526-85.9234.38-3.369.18421.68429.56中間跨（CE）626.6328.4128.3330.4624.563.932.3662.511.3182.5523.0224.59522.2122.8547.0150.5421.893.917.5167.5340.8003.0931.80234.957422.4923.2764.8269.7821.893.97.97376.9980.3643.5243.78248.111322.5423.3273.3979.0121.893.93.40981.5620.1563

31、.7351.11556.021222.6123.46111.94120.5121.893.9-17.1102.07-0.784.6689.33697.05124.1427.44150.89162.4522.683.9-37.0123.72-1.635.46126.75135.00邊跨（EH）676.8657.8889.9251.4426.746.669.7112.542.6074.21103.970.035573.0765.14149.24116.2623.996.640.14120.61.6735.03109.7580.803471.8552.2206.06173.0623.996.624.

32、7139.591.035.82146.93128.19365.9262.31233.29226.6723.996.610.02149.40.4186.23169.46166.02271.7759.36355.84305.423.996.6-19.1181.24-0.807.55284.07212.74174.1959.36479.64469.5225.526.6-57.3230.3-2.259.02405.45410.17注：當(dāng)x1l或x10時(shí)，表示最大彎矩發(fā)生在支座處。應(yīng)取x1=或x1=0，用M=VAx-qx2/2- MGA+（-）MEA計(jì)算MGE。對于豎向荷載與風(fēng)荷載組合時(shí)，同樣可以采用數(shù)

33、解法求出跨間最大彎矩MGW，具體的MGW及x1的數(shù)值見表18，表中VA 、x1、MGW均有兩組數(shù)值。（3）框架柱內(nèi)力組合框架柱取每層柱頂和柱底兩個(gè)控制截面。組合時(shí)，根據(jù)荷載規(guī)范4.1.2條的規(guī)定，考慮滿荷載按樓層的折減系數(shù)，具體的系數(shù)見荷載規(guī)范表4.1.2。MGW及x1值計(jì)算位置層次1.2（SGK+0.5SQK)1.3SEKq(KN/m)l(m)VA（KN）x1(m)MGE（KN.m）MGA（KN.m）MGC（KN.m）MEA（KN.m）MEC（KN.m）邊跨（AC）648.9766.941.502.7027.92680.0781.472.872.9267.3368.38562.7572.37

34、3.684.9428.74683.1886.052.892.9961.3062.40460.9571.545.867.2828.74682.2786.652.863.0162.6563.80360.771.458.228.9328.74681.5787.292.843.0463.2863.63260.371.6411.9614.6728.74679.8988.772.783.0962.7064.83162.7381.6720.6322.8333.84691.12105.62.693.1280.5881.43中間跨（CE）627.8329.640.830.8925.753.949.3150.19

35、1.911.9520.2120.25527.4427.931.511.6426.643.951.0152.631.911.9822.9223.04427.3728.32.242.4126.643.950.5252.91.91.9922.7722.92327.4128.332.752.9626.643.950.2553.181.892.0022.7322.91227.4528.444.504.8526.643.949.354.091.852.0322.6622.97133.0034.877.017.55313.956.2463.71.812.0525.0225.45邊跨（EH）680.6560.

36、462.631.5027.926.694.5795.823.393.4382.1481.148587.1877.164.813.6828.746.695.0797.653.313.474.8973.891482.5175.0210.95.8628.746.693.4498.523.253.4380.2875.44380.2274.758.728.2228.746.693.1098.243.243.4279.3178.962110.9969.7114.3111.9628.746.697.12105.13.383.6667.466.79198.1777.9622.2920.6333.846.610

37、8.2121.23.203.5897.2096.72 橫向框架梁內(nèi)力組合表層次截面位置內(nèi)力GKQKWKEK.GK+.QK.GK+.（QK+WK）.（GK+.QK）+.EK6層右-36.5-4.161.19639.57-49.54-47.47-50.475.18-97.70V61.755.290.618.481.5181.52101.19左-50.81-4.7472.142770.81-67.61-69.64-64.25-155.8728.24V66.535.510.618.487.5587.54107.06右-21.29-1.8160.658621.79-28.08-27.00-28.661.

38、69-54.96V37.73.490.3511.5950.1350.07862.40E左-22.74-1.8770.71723.43-29.91-30.54-28.75-58.872.05V38.623.530.3511.5951.2951.23363.53E右-61.18-5.7462.09669.17-81.45-78.02-83.2813.06-166.78V73.486.070.516.4896.67496.454113.2H左-45.7-5.0671.19739.57-61.92-62.72-59.72-109.32-6.44V67.625.810.5016.4889.2889.10

39、106.05跨中AC42.33.6855.9167.3368.3858.4693.83CE5.57.1516.6120.2120.2523.0224.59EH50.24.466.4025.0225.45103.9070.034層右-34.8-15.2364.656133.12-63.08-55.09-66.81122.16-223.95V47.9322.141.7449.2488.51287.605134.812左-40.74-17.9875.787162.33-74.06-78.83-64.26-270.71151.353V50.4122.171.7449.2491.5390.619137.

40、81右-15.05-7.3961.78649.86-28.41-25.13-29.6142.324-87.312V28.3813.980.9526.5553.62852.86876.959E左-15.58-7.6276.91753.68-29.36-37-19.59-93.05246.516V28.7214.10.9526.5554.20453.42777.439E右-49.06-21.6365.656158.51-89.15-79.01-93.24134.21-277.91V55.2724.31.5644.19100.3498.91138.351H左-42.82-18.7674.657133

41、.12-77.65-80.88-69.16-235.7110.42V52.9123.341.5644.1996.1794.866134.94跨中AC23.115.849.8462.6563.80123.04153.20CE1.71.494.1322.7722.9243.7848.11EH31.819.0164.7780.2875.44146.93128.192層右-33.74-15.7269.496234.92-62.5-48.34-72.25255.48-355.32V48.0421.173.5285.8787.28688.757181.981左-40.51-18.28711.647280.

42、31-74.2-86.31-56.98-423.98304.823V50.5822.133.5285.8791.67893.015185.61右-15.18-7.3363.57686.11-28.48-22.95-31.9589.329-134.56V28.36141.9045.8553.63254.066102.037E左-15.78-7.5473.85792.70-29.49-33.29-23.59-143.9797.05V28.7414.091.945.8554.21454.635102.55E右-48.79-22.03611.366273.72-89.39-71.99-100.6284