鋼結構畢業(yè)設計計算書(7層)

1、精選鋼結構設計實例要求：試設計沈陽某公司辦公樓，已知工程概況如下：本建筑為沈陽某公司辦公樓，位于沈陽市區(qū)。共七層，全部為辦公用房，總建筑面積：7100m2,占地面積：3400m2,底層層高4.5m,頂層層高4.5m,其余層均為4.2m。室內外高差0.600m,室外絕又t標高為+46.200mb滿足防火要求設兩個雙跑樓梯和兩部電梯。墻體采用聚氨酯PU夾芯墻板，室內地面采用大理石裝飾。屋面為不上人屋面，采用改性瀝青防水，苯板保溫。結構形式為鋼框架一一支撐體系。設計基準期50年，雪荷載0.50kN/m2,基本風壓：0.55kN/m2?？拐鹪O防烈度為7度，設計基本加速度為0.1g。地質條件：擬建場地地

2、形平坦，地下穩(wěn)定水位距地坪-9.0m以下，冰凍深度-1.20m,土質分布具體情況見表9.1,II類場地。建筑地層一覽表表9.1序號巖土分類土層深度(m)厚度范圍(m)地基土承載力(kPa)樁端阻力(kPa)樁周摩擦力(kPa)1雜填土0.A0.50.5一一2粉土0.51.51.0120一103中砂1.52.51.0200一254礫砂2.5-6.54.03002400305圓礫6.5-12.56.0500350060注：地下穩(wěn)定水位距地表-9m,表中給定土層深度由自然地坪算起。第一部分方案設計概述一、建筑方案概述1 .設計依據(jù)總圖制圖標準GB/T50103-2001建筑制圖標準GB/T50104

3、-2001民用建筑設計通則JGJ37-87(試行)辦公建筑設計規(guī)范JGJ67-89高層民用建筑設計防火規(guī)范GB50045-95(2001年修訂版)建筑設計防火規(guī)范GBJ16-87(200版)2 .設計說明(1)屋面(不上人屋面)防水層：改性瀝青防水卷材；20mm厚1:3水泥沙漿找平層；100mm厚水泥珍珠巖保溫層焦渣找坡(最薄處30mm厚，最厚處150mm)；壓型鋼板混凝土組合板(總厚度150mm,折算厚度100mm);輕鋼龍骨吊頂。(2)樓面：20mm大理石面層；20mm1：3干硬性水泥沙漿找平層；100mm厚壓型鋼板混凝土組合結構層;輕鋼龍骨吊頂。(3)門窗本工程采用實木門和塑鋼玻璃窗。(

4、4)墻體外墻為雙層聚氨酯PU夾芯墻板300mm(內塞巖棉)；內墻為雙層聚氨酯PU夾芯墻板180mm厚聚氨酯PU夾芯墻板；衛(wèi)生間采用C型輕鋼龍骨隔墻。二、結構方案概述1 .設計依據(jù)本設計依據(jù)以下現(xiàn)行國家規(guī)范及規(guī)程設計。建筑結構荷載規(guī)范(GB50009-2001)鋼結構設計規(guī)范(GBJ50017-2003建筑抗震設計規(guī)范(GB50011-2001)高層民用建筑鋼結構技術規(guī)程JGJ99-982 .結構形式及布置采用鋼框架-支撐結構?？v向設置十字交叉柔性支撐兩道，支撐桿件用雙角鋼截面，焊縫連接?？蚣芰?、柱均采用焊接工字形截面。樓板采用壓型鋼板鋼筋混凝土組合結構；樓梯為鋼樓梯；基礎采用柱下獨立基礎，結構

5、布置如下：bi1ta1r-4L.- *J衛(wèi)t 1生間 ：ELJJ-U- a1khJ6JhJkE：5：3L-J支撐0002 QU02 QU2ZQUR6A_11: A84008400iJ840084008400j8400ijlH5040022346c7圖9.1結構布置圖底層計算高度為4.5m+1.5m=6.0m,其中1.5m為初估室內地坪至柱腳底板的距離。3 .材料選用所有構件及零件均采用Q235B;組合樓板混凝土強度等級C20,基礎混凝土強度等級C25,車岡筋為HRB335級及HPB2354 .主要參數(shù)及結構計算方法該建筑抗震設防類別為丙類，地震作用及抗震措施均按設防烈度考慮。具體計算方法如下：

6、采用底部剪力法計算水平地震作用；采用修正反彎點法(D值法)計算水平地震作用下的框架內力；采用彎矩二次分配法，計算豎向荷載作用下框架內力*000r0k30、00-6600A6600660019800ACJD圖9.2圖結構豎向立道第二部分結構布置及截面初選一、計算簡圖及構件截面初選1 .計算單元TT/支撐1Tb1D1,00衛(wèi)生問d22066X002la.C%-0020601rtaI1fa1TB一口11i12021061ri0211LA18400a840084008400i8400L840050001)234.15»d7圖9.3結構計算單元2 .結構構件截面初選(1)柱截面按中柱初估：鋼框

7、架支撐結構按每平米58kN./m2計算豎向荷載，此處取6kN/m2,柱的長細比(60120)235'fy。軸壓力設計值N(3.3+3)X8.4X6X1.3X72889.4kN;1.3荷載分項系數(shù)平均值。精選取長細比y 面查得穩(wěn)定系數(shù)=80 (按較小剛度y軸考慮)，計算長度系數(shù)=1 (設有側向支撐)，按b類截= 0.688,則所需要面積：N2889.4 103A> f0.688 205一 一220486.4mm考慮彎矩及傾覆壓力作用的影響取：(1.31.5)A=(1.”1.5)X20486.4=26632-30730mM所需截面回轉半徑: (2)鋼梁截面初估 縱向框架梁高l 15

8、橫向框架梁高115iy= 6000/80= 75mm。20 =8400/15 8400/20= 560mm 420mm；20 =6600/15 6600/20=440mm 330mm；0.35kN. m2(3)壓型鋼板：YX70-200-600(V200),板厚1mm,有效截面慣性矩=100.64cn4/m,有效截面抵抗矩Wef=27.37cn3/m,一個波距寬度內截面面積As=321.42mm2,自重0.15kN/m2。柱、梁選用見下表：圖9.4構件截面參數(shù)項目截面尺寸構件截面特性(kN/m)h(mm)b1(mm)t(mm)hw(mm)tw(mm)A(mm2)Ix(mm4)Iy4mmix(m

9、m)iy(mm)框架柱5004502245614261841242416352334229272217.8113.02.042縱向框架梁5002601447281105650009832541030805212.760.90.862橫向框架梁5002601447281105650009832541030805212.760.90.862縱向次梁450240104308824028536466723058347186.152.90.643橫向次梁400240103808784021914133323056213167.254.20.612結構構件初選截面參數(shù)表9.2第三部分荷載匯集一、屋面均布荷

10、載1 .恒載20 X 0.02=0.0kN/m3.5 X 0.1=0.35l/mAPP改性防水20mm厚1:3水泥砂漿找平層100mm厚水泥珍珠巖保溫層精選10X 0.14=1.0kN/m225 X 0.10=2.0kN/m20.15kN m20.12kN m25.27kN. m20.5kN m20.5kN m228X0.02=0.56kN/m220 X 0.02=0.OkN/m225 X 0.1=2.0kN/m2 0.15kN m2 0.12kN m2 3.73kN. m22.0kN m22.5kN m21層2-6層7層0.862X 6.6=5.69kN0.862X 8.4=7.24kN0.

11、612X 6.6=4.04kN0.643X 8.4=5.40kN0.65kN. m20.65kN m2焦渣找坡（最薄處30,最厚150）100mm厚現(xiàn)澆混凝土結構層（折算厚度）1mm厚壓型鋼板輕鋼龍骨吊頂合計2 .活載：不上人屋面雪載重力荷載代表值計算時取雪荷載。豎向荷載作用下結構分析時活荷載和雪荷載不同時考慮，取二者較大值考慮。.、樓面均布荷載：1 .恒載:大理石面層20mm厚水泥砂漿找平層100mm厚現(xiàn)澆鋼筋混凝土結構層1mm厚壓型鋼板輕鋼龍骨吊頂合計2 .活載：樓面活荷載走廊、樓梯的活荷載為簡化計算，本設計偏于安全樓面均布荷載統(tǒng)一取2.5kN/m2計算。、構件自重（單個）1 .柱2.04

12、2X4.5=9.19kN2.042X4.2=8.58kN2.042X4.5=9.19kN2 .梁橫向框架梁縱向框架梁橫向次梁縱向次梁3 .墻體（1）外墻雙層聚氨酯夾芯墻板（含龍骨）300厚合計（2）內墻雙層聚氨酯夾芯墻板（含龍骨）180厚合計0.50kN. m2(3)隔墻0.43kN. m0.2kN. m20.3kN m2C型輕鋼龍骨隔墻4 .門窗木門塑鋼窗四、重力荷載代表值計算各樓層重力荷載代表值的具體計算過程略，計算結果如下：G76897.95kNG6574.73+5949.63=6564.80kNG5G4G3G2538.57+5990.07=6528.64kNG1538.57+6027.

13、89=6566.47kN房屋總重力荷載代表值：GGi=6897.95+6564.80+6528.644+6566.74=46143.78kN7=617=6897.95kN=6564.80kN-6_5=6528.64kN7=6528.64kNJ3=6528.64kNJ2=6528.64kN_1=6566.47kN66006600660019800AB圖9.5重力荷載分布圖第四部分水平地震作用下結構分析(I)橫向框架地震作用分析一、地震作用計算1 .層間側移剛度計算(1)梁線剛度計算鋼材的彈性模量E206103N/mm2層跨度L(mm)截面慣性矩Ix(mm4)邊框架中框架I b =1.2 I xK

14、b EIb/LI b =1.5 I xKbEIb/L表9.3框架梁線剛度(mm4)(xl04kNm)(mm4)4(x104kN-m)1766005000983256001179901.87317501474882.3414（2）柱線剛度計算柱的線剛度按式Kc曳計算h框架柱線剛度表9.4層柱高h（m）A,D軸柱慣性矩，9994Ia,d(x10mm)A,D軸柱子線剛度-，4Ka,d(X10kNm)B,C柱軸慣T矩B.,._94Ib,c(X10mm)，B,C軸柱子線剛度-，4Kb,c(x10kNm)74.51.24245.68751.24245.687564.21.24246.09381.24246

15、.093854.21.24246.09381.24246.093844.21.24246.09381.24246.093834.21.24246.09381.24246.093824.21.24246.09381.24246.093816.01.24244.26561.24244.2656（3）柱側移剛度計算般層:Kb K= b2Kcc層：K= KbKcK2 K0.5 K2 K12 Kch212 Kch2表9.5框架柱的D值層柱子類別hi(m)Kb(x10KNm)Kc(X10KNm)KD(X10KN/m)D(x10KN/m)7中框架中柱（10根）4.59.375.690.82330.29160

16、.982920.8279邊柱（10根）4.54.685.690.41170.17070.5753邊框架中柱（4根）4.57.495.690.65870.24770.8350邊柱（4根）4.53.755.690.32930.14140.476526中框架中柱（10根）4.29.376.090.76840.27761.150724.2945邊柱（10根）4.24.686.090.38420.16120.6680邊框架中柱（4根）4.27.496.090.61480.23510.9746邊柱（4根）4.23.756.090.30740.13320.55221中框架中柱（10根）6.04.684.27

17、1.09780.51580.733418.0982邊柱（10根）6.02.344.270.54890.41150.5851邊框架中柱（4根）6.03.754.270.87820.47880.6809邊柱（4根）6.01.874.270.43910.38500.5475注：與樓梯相鄰處的框架梁應按邊框架梁計算，此處簡化計算按中框架考慮。2 .結構自振周期Ti計算將各層重力荷載代表值集中在相應樓層處作為假想水平荷載計算整體框架的頂點位移考慮非結構構件的影響取0.9o結構自振周期Ti表9.6層數(shù)Gi(kN)Gi(kN)Di(x10KN/m)iG，Di(m)Uii(m)i176897.956897.9

18、520.82790.0330.83466564.8013462.7524.29450.0550.80156528.6419991.3924.29450.0820.74546528.6426520.0324.29450.1090.66336528.6433048.6724.29450.1360.55426528.6439577.3124.29450.1630.41816566.4746143.7818.09820.2550.255T11.7u；1.70.9.0.834=1.397s3 .水平地震作用分析（1）采用底部剪力法計算水平地震作用0.08 ； II 類場地，Tg0.35s,設防烈度7度,

19、設計基本加速度值為0.1g第一組），則max阻尼比=0.035;Tg<T二1.397s<5Tg=5X0.35=1.75。0.90.05-0.5 50.90.05 0.0350.5 5 0.0350.9220.05-0.0升1.70.05 0.0350.06 1.71.126Tmax=1.126103970.0350.9220.08 =0.0251（2）結構總水平地震作用M6143.7a 988.40kNFekGeq=0.0251X0.85T1=1.397s>1.4Tg=1.4X0.35=0.49,需要考慮頂部附加水平地震作用。n=0.08T1+0.07=0.081.397+0

20、.07=0.182頂部附加地震作用FnFek0.182988.40179.66kN（3）各層水平地震作用標準值及樓層地震剪力FiGHFek 1GjHjHi結構所在層樓板的計算高度樓層地震剪力：nVjFiF (1 i j7)樓層地震剪力計算表9.7層hi(m)Hi(m)Gi(kN)GiHi(KNm)GMnGjHjj1Fek(15)(kN)f(kN)Fi(kN)Vi(kN)74.531.56897.95217285.470.251808.74179.66203.19382.8664.2276564.80177249.540.205一165.75548.6154.222.86528.64148853

21、.010.172一139.20687.8144.218.66528.64121432.720.140一113.56801.3734.214.46528.6494012.430.109一87.92889.2824.210.26528.6466592.140.077一62.27951.561666566.4739398.810.046一36.84988.40(4)樓層地震剪力調整n按抗震規(guī)范規(guī)定：各樓層地震剪力ViGi,剪力系數(shù)0.016,具體計算如下表所示：樓層地震剪力調整表9.8層Vi(kN)Gi(kN)nGi(kN)nGi(kN)備注7382.866897.956897.95110.37滿足

22、6548.616564.8013462.75215.40滿足5687.816528.6419991.39319.86滿足4801.376528.6426520.03424.32滿足3889.286528.6433048.67528.78滿足2951.566528.6439577.31633.24滿足1988.406566.4746143.78738.30滿足由以上計算可知各樓層地震剪力均滿足要求。(5)樓層地震剪力作用下橫向框架側移表9.9樓層地震剪力作用下橫向框架側移等于層間剪力除以樓層側移剛度，計算如下表:地震剪力作用下橫向框架側移層hi(m)Vi(KN)Di(x1(4KN/m)UiVi/

23、Di(m)74.5382.8620.82790.00183864.2548.6124.29450.00225854.2687.8124.29450.00283144.2801.3724.29450.00329934.2889.2824.29450.00366024.2951.5624.29450.00391716.0988.4018.09820.005461(6)側移修正1)考慮節(jié)點域剪切變形對側移的修正由于本結構橫向框架梁及框架柱截面沒有改變，故每層的側移修正系數(shù)相同，計算如下:由橫向框架梁的截面參數(shù)可知：梁的腹板平均高度度：hbm=472mm梁截面的平均慣性矩：Ibm=750147488m

24、m4柱的腹板平均高度度：hcm=456mm柱截面的平均慣性矩：Icm=1242416352mm4節(jié)點域腹板平均厚度：tm=14mm5KmhcmhbmtmG=456X472X14X79000=2.380510kNmEIbmKmhbm2.06 1 05 7501474882.3805 1011 472=1.375> 1需要修正。2Icmhbm17.51.810.74.Ibmhcm二 (17.5 X 1.3758 X 1.3750.7)1242416352 472750147488 456= 11.401修正系數(shù):1 一1000.511.401100 0.5 11.4011.1082)考慮節(jié)點

25、柔性的側移修正5%以內，故取修正系數(shù) 2 0.05規(guī)范規(guī)定修正幅度一般應控制在框架側移及修正表9.10層層(Wjhi(m)Ui12UinUmUii1Uihie74.50.0019431.1080.050.0021280.0269371/21141/30064.20.0023991.1080.050.0026150.0248091/160654.20.0030091.1080.050.0032780.0221941/128144.20.0035061.1080.050.0038190.0189161/110034.20.0038901.1080.050.0042380.0150971/99124

26、.20.0041631.1080.050.0045350.0108591/9266.00.0046111.1080.050.0063230.00632311/949u從上表計算可知層間包移角e,滿足要求。hi(7)框架的頂點水平側移框架的頂點水平側移可分為兩部分：由框架梁的彎曲變形產生的側移Um和由柱子軸向變形產生的側移Un ,框架頂端側移U= Um + Un。nUm Uii 1Um可由D值法求的:Viui DiUn的計算如下：將地震作用下折算成倒三角形水平分布荷載，頂端荷載為：3FHqek=2一=H3382.8631.5165.7527139.2022.8113.5618.687.9214.

27、462.2710.236.84631.52=72.39kN/m參婁UnA726184261841 (邊柱截面沿高度沒有變化)qekH4 F =2EA1B2n72.39 31.542 206 106 0.026184 19.8211 =0.006179 m30頂點位移:u=Um+Un=0.026937+0.006179=0.0331m0.033111，酒足要求。31.5952500從以上表計算可知，地震作用下側移滿足要求。(8)框架質心側移驗算規(guī)范規(guī)定框架頂端側移不應超過質心側移的1.3倍，計算如下。1)質心高度7GiHi864824.11X=18.742mGi46143.78由于H418.6m

28、<X=18.742m<H522.8m,所以1.3倍的質心位移:1.3Ug=1.3 Um4X也u5H5=1.3X0.018916+0.003278(18.74M8.6)/4.2=0.02473<u7=0.0331,滿足。圖9.6地震作用下的層間剪力二、水平地震作用下框架內力計算（采用D值法）取軸橫向框架計算?？蚣苤姆磸濣c高度計算yyoyiy2yyyhiy反彎點到柱下端結點的距離，即反彎點高度。y。一標準反彎點高度比。yi一上下橫粱線剛度比對標準反彎點高度比y。的修正系數(shù)。y2上層層高變化修正系數(shù)。y3下層層高變化修正系數(shù)。y。根據(jù)框架總層數(shù)、該柱所在層數(shù)和梁柱線剛度比K查表得

29、邊柱（中框架A柱、D軸柱）的反彎點高度比表9.11層hi(m)Ky0y1y2yy74.50.41170.2060.0000.0000.0000.20664.20.38420.3420.0000.0000.0000.34254.20.38420.3920.0000.0000.0000.39244.20.38420.4420.0000.0000.0000.44234.20.38420.5000.0000.0000.0000.50024.20.38420.5580.0000.000-0.0500.50816.00.54890.7260.0000.0000.0000.726中柱（中框架B柱、C軸柱）的

30、反彎點高度比表9.12層hi(m)K丫0y1y2yy74.50.82330.3500.0000.0000.0000.35064.20.76840.4000.0000.0000.0000.40054.20.76840.4500.0000.0000.0000.45044.20.76840.4500.0000.0000.0000.45034.20.76840.5000.0000.0000.0000.50024.20.76840.5000.0000.000-0.0500.450層H(m)Dik,.一4(10kN/m)Di,.一4(10kN/m)Vi(kN)Vik(kN)yMc上(kNm)Mc下(kNm

31、)74.50.575320.8279382.8610.580.206-37.79-9.8064.20.668024.2945548.6115.090.342-41.68-21.6854.20.668024.2945687.8118.910.392-48.29-31.1544.20.668024.2945801.3722.040.442-51.63-40.9234.20.668024.2945889.2824.450.500-51.35-51.3524.20.668024.2945951.5626.170.508-54.08-55.8116.00.585118.0982988.4031.950.

32、726-52.62-139.1116.01.09780.6450.0000.0000.0000.6452.框架柱端彎矩計算(1)第i層第k根柱所受的剪力：Vik(2)第i層第k根柱下端彎矩：M c下(3)第i層第k根柱上端彎矩：M c上 具體計算過程見下表DikViDikMk yh4(1 y)h邊柱(A、D軸)柱端彎矩表 9.13中柱(B、C軸)柱端彎矩表9.14層H(m)Dik，44.(10kN/m)Di，一4(10kN/m)Vi(kN)Vik(kN)yMc±(kNm)Mc下(kNm)74.50.982920.8279382.8618.070.350-52.85-28.4664.2

33、1.150724.2945548.6125.980.400-65.48-43.6554.21.150724.2945687.8132.580.450-75.25-61.5744.21.150724.2945801.3737.960.450-87.68-71.7434.21.150724.2945889.2842.120.500-88.45-88.4524.21.150724.2945951.5645.070.450-104.11-85.1816.00.733418.0982988.4040.050.645-85.28-155.033 .框架梁端彎矩、剪力及框架柱軸力計算根據(jù)節(jié)點平衡，由柱端彎矩

34、求梁端彎矩。梁端按其線剛度分配Mb左-bMcT,iMc上，二ABMcT,iMc上一1Kb；£KbF_.Kb右_.Mb右Mc下，iMc上，i1=BAMc下，iMc卜，i1Kb左Kb右表 9.15橫向框架梁端彎矩、剪力及框架柱軸力Mb左Mb右層LA軸柱AB跨A軸柱B軸柱BC跨B軸柱Mc下Mc上ABMb左Mb右VABNaMc下Mc上BAMb左Mb右VbcNbVab(bc)(kNm)(kNm)(kNm)(kNm)(kN)(kN)(kNm)(kNm)(kNm)(kNm)(kN)(kN)76.6-9.80-37.791.037.7926.42-9.739.73-28.46-52.850.526.

35、4226.42-8.011.7266.6-21.68-41.681.051.4846.97-14.9224.65-43.65-65.480.546.9746.97-14.232.4156.6-31.15-48.291.069.9659.45-19.6144.25-61.57-75.250.559.4559.45-18.024.0046.6-40.92-51.631.082.7874.62-23.8568.10-71.74-87.680.574.6274.62-22.615.2436.6-51.35-51.351.092.2780.09-26.1294.22-88.45-88.450.580.0

36、980.09-24.277.0826.6-55.81-54.081.0105.4396.28-30.56124.78-85.18-104.110.596.2896.28-29.188.4716.6-139.11-52.621.0108.4385.23-29.34154.12-155.03-85.280.585.2385.23-25.8311.98由于結構對稱，故CD跨框架梁與AB跨相同；C、D軸框架柱內力分別與A、B軸框架柱內力相同。由于本結構的自振周期Ti=1.397s<1.5§故柱軸力不予修正4 .地震作用下框架內力圖一8.019.7337.7951.4826.4241.6

37、89.8026.4252.8546.9765.4828.4646.9737.7921.6869.9648.2943.6559.4559.4575.251.7214.2325.982.4118.0218.079.7310.5814.9215.0924.6519.6131.1582.7851.6374.6287.6861.5772.3122.61卜32.584.0018.9144.2523.8540.9292.2751.3554.0871.4780.0951.35105.4388.4596.2855.81_108.4352.62851885.23139.11155.0368.1022.045.24

38、24.2726.1294.2242.1224.457.08J."'124.788.4725.83154.1211.9840.0585.2385.2896.28104.1129.18一45.0737.9680.0988.4530.5629.3426.1731.95圖9.7地震作用下橫向框架內力圖（n）縱向框架地震作用分析一、側移剛度計算9.8。每道支撐的豎向布置1 .支撐布置在A軸（或D軸）框架各兩道，詳見結構布置圖如下圖所示。圖9.8柱間豎向支撐布置圖2 .中心支撐桿件的選取本設計中心支撐桿件桿件采用雙角鋼截面，按拉桿設計，7度設防，要求200。中心支撐桿件的計算長度，按拉桿

39、設計時：支撐平面內取節(jié)點中心到交叉點的距離，支撐平面外lol,支撐截面初估如下表所示。中心支撐桿件截面參數(shù)表9.16層規(guī)格(kg/m)面積（cm）回轉半徑（cm）支撐桿件長度（m）xyixiy72L125X8節(jié)點板厚1231.0139.53.885.559.53122.81171.7162L125X8節(jié)點板厚1231.0139.53.885.559.39121.01169.1952L125X8節(jié)點板厚1231.0139.53.885.559.39121.01169.1942L125X8節(jié)點板厚1231.0139.53.885.559.39121.01169.1932L125X8節(jié)點板厚1231

40、.0139.53.885.559.39121.01169.1922L125X8節(jié)點板厚1231.0139.53.885.559.39121.01169.1912L125X8節(jié)點板厚1231.0139.53.885.5510.32132.99185.953 .中心支撐（X型）的等效側移剛度Dxb:EbAbcos3DXblEb、A支撐桿件的彈性模量和截面面積；支撐的水平傾角；l框架柱軸線距離。圖9.9支撐尺寸具體計算見下表。中心支撐（X型）的等效側移剛度表9.17層Ab(cm2)Eb(105N/mm2)L(m)cosDxbj(kN/m)Dxb(kN/m)739.52.068.40.88156634

41、7.17265388.66639.52.068.40.894469313.85277255.39539.52.068.40.894469313.85277255.39439.52.068.40.894469313.85277255.39339.52.068.40.894469313.85277255.39239.52.068.40.894469313.85277255.39139.52.068.40.813752195.32208781.284框架結構的縱向側移剛度計算方法同前?？蚣芙Y構的縱向側移剛度表9.18層柱子類別hi(m)Kb(X10KNm)Kc(X10KNm)KDjj(x10kN/m

42、)D(x10kN/m)中框架中柱（10根）4.57.361.532.40470.54590.49507邊柱（4根）4.53.681.531.20240.37550.340411.9348邊框架中柱（10根）4.55.891.531.92380.49030.4445邊柱（4根）4.52.941.530.96190.32480.29452中框架中柱（10根）4.27.361.642.24440.52880.5897邊柱（4根）4.23.681.641.12220.35940.400814.15786邊框架中柱（10根）4.25.891.641.79550.47310.5276邊柱（4根）4.22.

43、941.640.89780.30980.34551中框架中柱（10根）63.681.153.20630.71190.27237.0152邊柱（4根）61.841.151.60310.58370.2233邊框架中柱（10根）62.941.152.56500.67140.2568邊柱（4根）61.471.151.28250.54300.2077結構縱向總側移剛度表9.19層Dxbi(x10kN/m)Di(x10kN/m)Dxbi+Di(x10kN/m)726.538911.934838.4737627.725514.157841.8833527.725514.157841.8833427.725514.157841.8833327.725514.157841.8833227.725514.157841.8833120.87817.015227.8933、結構的自振周期周期（縱向框架）結構自振周期Ti計算方法同前，具體計算過程如下表所示。結構自振周期Ti計算（縱向框架）表9.20層Gi(kN)Gi(kN)Di(x10kN/m)層間相對位移iGi/Di（m）Ui(m)76897.956897.953847370