某体育馆建设项目初步设计说明

1、某体育馆建设项目初步设计说 明 Max4.46483.13200.67Min-3.99-618.6658.00522Max1.832.45373.60Min-2.54-1.86-42.88523Max882.454.56187.79Min-675.43-6.8473.63539Max922.357.03206.93Min-690.10-4.1585.21544Max70.919.13203.56Min-111.47-4.2669.12561Max52.295.24204.48Min-85.31-9.6574.44562Max125.596.50290.42Min-161.84-12.7394.

2、12578Max253.2913.14298.66Min-95.96-4.6192.11581Max2.5414.08294.23Min-77.25-4.7189.33601Max-0.846.83272.19Min-71.11-14.5988.96602Max-2.277.15301.22Min-81.83-19.7892.42620Max21.9218.25278.20Min-53.46-4.8686.85623Max161.1415.72296.24Min-93.91-5.5499.46639Max236.778.71288.56Min-115.27-16.7391.32641Max67

3、.587.94205.63Min-70.44-15.4848.34658Max84.5613.49252.10Min-43.72-4.9574.31662Max225.1613.63239.21Min-674.69-4.8161.24680Max645.298.09196.69Min-789.76-15.8325.18682Max4.9910.47436.72Min-1.74-7.9841.16683Max6.107.58171.85Min-3.29-7.0258.92685Max5.695.08620.32Min-9.42-6.02248.50699Max500.296.22172.58Mi

4、n-429.71-4.5970.68703Max4.583.51397.52Min-3.68-3.05-32.70705Max6.19405.06220.90Min-5.32-362.7970.71706Max6.94541.70308.34Min-11.29-182.5991.00708Max8.2930.64370.41Min-11.76-92.47134.40709Max9.3030.60443.64Min-12.98-183.20166.86711Max9.66-15.31442.54Min-13.55-65.33168.96712Max9.8379.08409.35Min-15.76

5、-6.65151.05713Max9.45140.50364.16Min-17.00-370.30120.66715Max9.79392.58198.53Min-11.80-436.3856.12716Max7.910.00333.61Min-9.290.0033.65最大值922.35744.00620.32最小值-789.76-618.66-66.542、结构动力分析主要结果模态分析质量源采用1.0 恒载 +0.5 满跨均布雪荷载。前几阶振型图及描述如下：表 7 周期及质量参与系数模态阶数周期（S）UXUYUZRXRYRZ10.515720.001000.000000.165810.107

6、830.104970.00020.364730.475350.000870.015930.028110.039570.17130.358240.089990.002510.047930.097900.094490.04840.285550.000040.250590.008470.004720.027610.09150.272940.000080.218470.000360.000230.012230.08960.260220.001130.001000.041510.009060.087710.00170.246710.001580.015900.059690.072850.010050.0

7、1080.233040.004470.015160.003800.069170.000070.01590.221900.000800.002680.102610.021270.045450.000100.204580.002610.000590.049480.040140.099300.000110.185180.000030.004300.008860.015000.005670.008120.179800.000010.004200.002540.000010.055510.002130.173540.000100.009180.022770.048860.000640.006140.17

8、1120.000470.016430.000640.002400.001280.031150.166590.000710.024240.005080.004050.008430.032160.163500.003310.033590.000410.002110.000550.151170.160880.000070.022840.000230.000290.000000.004180.156550.000010.020930.000950.000070.001170.0071170.050420.000010.001990.000820.000530.000330.0001180.050270

9、.000240.000100.000390.000180.001590.0001190.050160.000520.000010.000330.000010.000060.0001200.049870.000000.000000.000100.000810.000090.000SUM 1-1200.957930.970390.908170.910120.908800.959从分析结果可以看出，累积质量参与系数满足规范的要求。地震作用分析采用振型分解反应谱法，重力荷载代表值取1.0 恒载 +0.5 满跨雪荷载，分别计算9 度小震作用下两个水平方向、竖直方向的地震作用，然后按规范进行有地震作用的荷

10、载组合，竖向地震反应谱取水平反应谱乘以0.65。3、杆件应力比表 9 应力分布表应力比杆件数量百分比应力比杆件数量百分比0-0.11175.56%0.5-0.624111.45%0.1-0.235917.06%0.6-0.71878.89%0.2-0.336717.44%0.7-0.81728.17%0.3-0.428613.59%0.8-0.9984.66%0.4-0.527713.17%0.9-100.00%图 5 杆件应力比分布杆件最大设计应力不大于0.9f （ f 为设计强度）八、整体结构分析本工程上部钢结构通过盆式橡胶支座连接于下部混凝土结构，构成结构整体，必须进行整体结构分析。在四

11、个角点处采用双向活动支座（支座节点编号为505， 522，703， 682， 683， 685， 716， 节点编号见图4） ， 其余采用单向活动支座，切线方向固定。计算模型及分析软件计算分析软件；MIDAS GEN 7.30计算模型：上部钢结构与下部混凝土结构采用弹性连接，支座活动方向刚度为1.39KN/mm，固定方向和竖直方向刚度取无穷大，认为是刚性连接。图 6 整体结构三维计算模型图静力计算（ 1）考虑下部混凝土的支承作用后，钢结构屋盖的最大位移见下表表 10 跨中节点在正常使用状态下的最大挠度（ 节点编号见图3）节点编号最大挠度（mm）节点编号最大挠度（mm）42486.1442580

12、.2836285.9543179.0761285.0558978.7844485.0463178.1261182.1659176.0743381.5363274.51最大挠度为86.14mmL/250=216m，满足要求。m（ 2）上下部结构连接节点作用表 11 静力荷载作用下上下部结构相互作用内力（节点编号见图4）连接节 点编号控制条件Fx(KN)Fy (KN)Fz(KN)连接节 点编号控制条件Fx(KN)Fy (KN)Fz(522MAX3.29-114.31-114.31703MAX3.61-121.69-121522MIN-2.16431.21431.21703MIN-5.03427.5

13、3427505MAX2.26-120.58-120.58705MAX6.98-12.39-12.505MIN-3.51433.44433.44705MIN-5.29125.98125506MAX6.14-17.57-17.57706MAX10.68-27.19-27.506MIN-5.39143.81143.81706MIN-6.57356.74356508MAX8.88-23.67-23.67708MAX8.21-24.45-24.508MIN-6.33287.41287.41708MIN-10.46412.75412509MAX14.87-31.77-31.77709MAX11.49-31

14、.59-31.509MIN-7.46462.1462.1709MIN-9.16536.06536511MAX16.13-30.99-30.99711MAX9.35-12.75-12.511MIN-8.23526.88526.88711MIN-11.76182.518512MAX19.59-14.95-14.95435MAX14.86-45.87-45.512MIN-9.36188.48188.48435MIN-9.12761.74761429MAX18.97-45.38-45.38712MAX8.88-17.49-17.429MIN-8.62767.25767.25712MIN-14.3426

15、3.71263514MAX18.48-19.56-19.56713MAX8.17-27.54-27.514MIN-8.9286.64286.64713MIN-16.27434.43434516MAX8.47-28.09-28.09715MAX11.21-15.91-15.516MIN-15.05456.79456.79715MIN-9.92220.79220517MAX8.3-25.45-25.45716MAX9.19-36.75-36.517MIN-13.93389.36389.36716MIN-10.83327.37327519MAX8.27-23.46-23.46523MAX665.21

16、-20.49-20.519MIN-7.03277.95277.95523MIN-527.9157.02157520MAX5.34-17.68-17.68561MAX78.42-22.09-22.520MIN-5.2145.29145.29561MIN-111.67217.52217539MAX522.02-20.76-20.76562MAX106.76-36.76-36.539MIN-668.26164.07164.07562MIN-141.73419.84419544MAX88.18-19.75-19.75601MAX60.15-24.69-24.544MIN-112.97190.97190

17、.97601MIN-14.24250.56250578MAX194.47-28.71-28.71602MAX12.75-63.39-63.39578MIN-94.95284.42284.42602MIN-75.859.049.04581MAX20.32-17.96-17.96441MAX23.03-31.9-31.9581MIN-46214.06214.06441MIN-198.73318.79318.79620MAX18.74-28.75-28.75639MAX193.83-38.14-38.14620MIN-72.43345.53345.53639MIN-103.99428.65428.6

18、5422MAX47.5-25.92-25.92641MAX103.31-23.61-23.61422MIN-26.06295.41295.41641MIN-89.04219.72219.72623MAX119.38-24.36-24.36680MAX492.88-21.47-21.47623MIN-67.04290.39290.39680MIN-622.23150.19150.19658MAX79.66-21.12-21.12682MAX5.34-105.78-105.78658MIN-58.24243.91243.91682MIN-2.65479.04479.04662MAX239.74-2

19、1.27-21.27685MAX5.94-28.74-28.74662MIN-515.09186.49186.49685MIN-11.16587.57587.57699MAX453-22.49-22.49683MAX4.6-12.02-12.02699MIN-357.91198.3198.3683MIN-6.91116.34116.34最小值-668.26-532-121.69-121.69最大值665.21634.94767.25上部结构单独计算时，支座为固定的，而整体计算模型中，下部混凝土结构不是绝对刚性的，存在一定的变形。与表6 对比可以看出，上部钢结构单体计算与整体计算下的支座反力相差

20、不大，计算结果是可靠的。钢结构构件应力比根据上文考虑的荷载作用及荷载工况，经过计算得到杆件应力分布。7 钢结构构件应力比与图 7 对比，可以看出整体计算中结构应力比与单体计算时相差不大。杆件整体计算作用下应力比均小于1，满足设计要求。整体模型计算中，靠近支座处的一些支撑杆件应力比超过了0.9 ，须在进一步施工图设计中加强。4整体结构的动力特性） 12 质量参与系数模态 阶数周期 （ S）UXUXUZ模 态 阶 数周期（ S）UXUXUZ10.42300.11420.00000.0000260.12730.000 00.05390.000 020.31000.00000.14780.000027

21、0.12500.01100.02110.000630.28890.00750.00000.0000280.123 00.00200.00000.000840.27780.00000.00670.0001290.12230.00360.02800.000150.26380.00040.00070.0040300.11570.00010.00010.000060.23640.00000.02730.0000310.11440.00170.00020.001770.21740.14180.00120.0000320.113 00.00150.00350.002480.20550.01140.0014

22、0.0008330.11040.00250.00040.003690.19860.00460.00300.0014340.10810.00010.00600.0000100.19040.00050.17020.0000350.10610.00850.000 00.0005110.17410.04260.00230.0000360.10550.00350.00460.0010120.16510.06650.00630.0000370.10470.00150.00080.0001130.15990.06060.00400.0002380.10400.01440.00320.0000140.1597

23、0.18360.00160.0000390.10390.00090.00220.000 0150.15770.00910.00270.0003400.10120.00030.00050.0004160.15280.00650.00310.0001410.10020.00050.00010.000 0170.15010.00090.02410.0018420.0980.0000.0000.0008394180.14500.00370.12020.0000430.09790.00510.05190.0000190.14230.00000.00010.0021440.09690.00020.0001

24、0.0000200.14040.02580.00070.0000450.09580.00000.00000.0010210.13860.01080.00140.0000460.09470.00030.00020.0009220.13380.00010.02940.0000470.09240.00010.01110.0010230.13150.00000.00000.0000480.09140.00460.00020.0002240.13110.00100.00010.0015490.09110.00190.00010.0001250.12880.01230.00290.0009500.0888

25、0.00130.00090.0000SUM 1-5 00.76970.74720.0283从模态分析结果可以看出：由于钢结构单体分析与整体分析中地震输入点不同，整体结构分析中屋盖的竖向振型出现的晚；整体分析和钢结构单体分析的水平振动相似。可以看出，下部混凝土对上部钢结构有很强的支承作用。5. 多遇地震作用地震作用分析采用振型分解反应谱法，重力荷载代表值取1.0 恒载 +0.5 满跨雪荷载 +0.5 下部结构活荷载，采用组阻尼比，钢结构阻尼比取0.02， 混凝土阻尼比取0.05；分别计算9 度小震作用下两个水平方向、竖直方向的地震作用，然后按规范进行有地震作用的荷载组合，竖向地震反应谱取水平地震

26、反应谱乘以0.65。52010.51300.7962.66562212.1816.96274.64539433.218.9980.6660171.5121.34154.6854493.115.14116.2560288.1422.27113.05578247.4324.37164.05441-116.9122.5198.2958157.4226.77130.72639309.2219.32283.29620182.1429.04213.1164181.5815.75128.13422119.4224.57182.52680360.428.3673.53623271.4420.41185.066

27、823.476.74187.3365888.2616.05155.8568521.254.21360.92662156.0612.36113.556839.324.8358.87699375.545.43132.92MAX435.24500.08515.857031.792.58143.33将此结果与表8 对比，相互作用力相差不大，下部混凝土结构对上部结构有较强的支承作用。九、结论初步设计过程中对该屋面钢结构进行上部钢结构的单独计算分析和上部钢结构与下部混凝土结构的整体结构计算分析。两个模型中都进行了静力和动力分析，以及对该结构在各种工况组合下的承载力极限状态和正常使用极限状态的验算，得到结果

28、均满足规范的要求。并进行了两种模型的分析对比，符合规范要求。故该结构设计是成立的，结构是安全可靠的。表 13 地震作用下上下部结构相互作用内力（节点编号见图4）节点编号Fx (kN)Fy (kN)Fz(kN)节点编号Fx (kN)Fy (kN)Fz(kN)5222.032.35113.857058.35320.5547.265051.251.67148.6570618.61478.99233.045067.59500.0847.4870823.4736.35271.8650816.8137.8171.4470929.95266.48335.5950929.02386.32261.0571133

29、.97143.0578.451133.5876.49331.8743542.46426.61515.8551241.69379.5176.1871238.145.97144.334294688.2543.1771333.66148.1280.5551446.69192.31152.0671531.3766.27133.9551633.73101.68294.9271622.68386.1159.7551728179.19238.98523435.246.2186.3351923.88129.94148.5456151.3312.51124.03第十二章训练馆钢结构设计说明一、训练馆工程结构概况

30、XX市 XX体育馆位XX市 XX区、XX路与XX路交汇处的西南角，人民公园东侧、原有体育场的位置。训练馆位于主体育馆西侧。训练馆南北向（X 轴方向） 为 59 米， 分为 7 跨 （ 59 8.5*3+8*1+8.5*3 ） ， 东西向 （Y轴方向 ）为 32米， 单跨。 训练馆结构形式拟采用门式刚架。二、结构设计依据门式刚架轻型房屋钢结构技术规范（ CECS102:2002）1 结构整体模型表 1 截面及用钢量编号截面数量长度总重mmkg1GB-SSP180X5352950007642.8（ 2） 其余同第十一章三、材料（ 2） 其余同第十一章三、材料1 、同第十一章四、结构荷载取值1 、同

31、第十一章五、荷载组合1 、同第十一章六、结构布置及计算模型1 、该结构采用单跨单坡门式刚架，坡度3%。整体模型见图1 。模型所用到的截1 截面及用钢量2 、本结构计算所采用的结构有限元软件为SAP20009.1.6。编号截面数量长度总重mmkg236485756775522.43600X400X8X202210204057.141100-500 x290 x8x168560258676.25500-700 x290 x8x168640299191.66700-500 x290 x8x168640299191.67500-1100 x290 x8x1687203211155.281100-500 x360 x10 x241617152036855.9合计98463.8平均用钢量kg/m248.91、单元的选用在 sap2000 中建中建立结构的三维模型，然后进行初步设计的设计计算。单元的选用模型中全部杆系单元采用SAP2000中的梁单元。屋面柔性支撑及柱间支撑采用只拉单元。单元的连接刚架柱脚铰接，柱子与主梁刚接，支撑系统与梁柱铰接。八、结构静力分析主要结果1、屋盖的位移根据门式刚架轻型房屋钢结构技术规程第3.4.2 条规定，门式刚架斜梁仅支承压型钢板屋面和冷弯型钢檩条，承受活荷载或雪荷载时，最大挠度为跨度的