项目设计资料 棠湖中学计算书 棠湖中学艺术楼及国际部.docx

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1、第一局部、计算依据及说明2一、工程概况说明2二、设计依据2三、基本计算公式4第二局部、点式雨篷计算7一、荷载计算71、风荷载标准值计算72、风荷载设计值计算83、雪荷载标准值计算84、雪荷载设计值计算85、自重荷载设计值86、竖向均布地震作用计算87、荷载组合计算9二、点式玻璃计算101、玻璃面积102、玻璃板块自重103、玻璃强度计算104、玻璃跨中挠度计算115、钢爪孔部位玻璃局部强度设计计算12三、变截面雨蓬杆件计算131、变截面雨蓬截面特性132、变截面雨蓬荷载计算143、变截面雨蓬杆件强度效核174、变截面雨蓬杆件剪切强度效核175、变截面雨蓬杆件挠度校核20四、预埋件计算221、预

2、埋件受力计算222、预埋件面积计算223、锚筋锚固长度计算23=0. 5xl+(-l. 02)x1. 4-0. 13x1. 3x0. 5=-l.0125kN/m2综合以上计算，取绝对值最大的荷载进行强度演算采用荷载组合标准值为1. 306kN/m2荷载组合设计值为1. 8129kN/m2二、点式玻璃计算1、玻璃面积B:该处玻璃幕墙分格宽：2. 04mH:该处玻璃幕墙分格高：1. 25mA:该处玻璃板块面积：A 二 BxH=2. 04x1.25二2. 55m22、玻璃板块自重(JGJ102-2003 5.3. 1)GSAK:板块平均自重(不包括铝框): 玻璃的体积密度为：25.6(kN/m3)

3、BL_w:外层玻璃厚度：8mmBL_n:内层玻璃厚度：8mmBt wBL n GSAK=25.88 =25- 6xwoo=0. 4096kN/m23、玻璃强度计算选定面板材料为:8 (TP) +1. 52+8 (TP)夹胶玻璃校核依据：。W f gq：玻璃所受组合荷载：l.8129kN/n)2Dh:玻璃角部孔到玻璃高度边的距离：125mmDv:玻璃角部孔到玻璃宽度边的距离:125mma:玻璃短边支撑点之间距离：ln)b:玻璃长边支撑点之间距离：L 79mto:2外层玻璃厚度：8mmti:2内层玻璃厚度:8mmE:玻璃弹性模量:72000N/mm2m:玻璃板面跨中弯曲系数，按边长比a/b查表8.

4、 1.5-1得：0.132346H :折减系数,根据参数9查表6.1. 2-2ow:玻璃所受应力：q=1.8129kN/m2荷载分配计算：3toqo=qxt?n?.3 to-1. 8129x 3, .3 to +ti=0.90645ti3 qi=qxTT=1.8129xti3to3+ti3=0.90645参数0计算：八 qoxa1 X109.、9 o-r-(JGJ102-2003 8. 1. 5-4)Bxto0. 90645x1. 79 X 10)=72000x84=31. 5547查表 6. 1.2-2 得 no = 0. 873781.qixa4X 1090 1 Exti40. 90645

5、x1. 79,X 10、=72000x8, =31, 5547查表 6.1.2-2 得 ni = 0. 873781 玻璃最大应力计算：(JGJ102-2003 8. 1.5-3)6xmxqoxb2X 1000 o wo=7X n oto6x0. 132346x0. 90645x1. 792X 1000=3X0. 873781o=31. 4873N/mm26xmxqixb2X 10000 wi=X n iti6x0. 132346x0. 90645x1. 792X 1000=72X0. 873781o=31. 4873N/mm231. 4873N/mm2 f g=84N/mm231. 4873

6、N/mn?W f g=84N/mm2玻璃的强度满足4、玻璃跨中挠度计算1 79校核依据：dfWdflimRXl。二29.8333丽D:玻璃刚度(Nmm)v :玻璃泊松比：0.2E:玻璃弹性模量:72000N/mm2te: 2的等效厚度te=/to3+ti3=10. 0794mm Exte3D-12x(1-v2)72000x10.0794312x(l-0. 22)=6. 4e+006N-mmqk:玻璃所受组合荷载标准值：L 306kN/n?U：挠度系数，按边长比a/b查 参数0计算：表 8. L5.2 得:0.0145879qkxb1Exte41, 306x1, 794-72000x10.079

7、41(JGJ102-20038. 1.5-4)X1091.2-2 得 n = 0. 927831=18.0422Q ：折减系数,根据参数0查表6.df:玻璃组合荷载标准值作用下挠度最大值(JGJ102-2003 8. 1.5-3)(JGJ102-2003 8. 1.5-3)X0. 927831X109U X qkxb1df=X n6. 4e+0060.0145879x1. 306x1. 791=28. 3555mm28. 3555mniWdf lim=29. 8333mm玻璃的挠度满足5、钢爪孔部位玻璃局部强度设计计算Wgas:钢爪孔边缘线荷载设计值(N/mm)n: 一块玻璃连接点数4个r:钢

8、爪孔的半径25nlmR:钢爪孔垫圈半径28mmto:2外层玻璃厚度：8mmti:2内层玻璃厚度：8mmq:组合荷载值1.8129kN/m2BxIIxqWgas=-nx2x ji Xr4x2x ji X 25x1000=7.35757N/mmk :环形玻璃的弯矩系数，根据弹性薄板小挠度理论环行板计算公式: x:弯矩最大值处距钢爪孔中心的距离(mm)-xWgasxrx (1+ u)x(lnB预求k最大值,对上式求导,令dk/dx=O,可得:=26.4292mmk=0. 354108。:应力设计值(N/mm?)r。o=6 k X Wgasx-X C to25=6x0. 354108x7. 35757

9、xX0. 5 o二3 05317N/mm2fgk=58. 8N/mm2 r。i=6 k XWgasx2X j tiL/ JL25=6x0. 354108x7. 35757xX0. 5 o=3. 05317N/mm2fgk=58. 8N/mm2强度满足要求三、变截面雨蓬杆件计算1、变截面雨蓬截面特性1）杆件材料及尺寸选定雨蓬杆件材料类别：钢-Q235冷弯 当前雨蓬杆件截面类型:焊接T型钢 型材强度设计值：205N/mm2型材弹性模量：E=206000N/mm2截面的各项参数如下：上翼缘宽度bu: 100mm上翼缘厚度tu: 10mm腹板厚度tb: 10mm截面示意图如下：100100幽 2CM变

10、截面端部尺寸示意图变截面根部尺寸示意图杆件总长度为L: 2.5m变截面局部长度为Lv: 2.5m杆件端部腹板高度hs: 150mm杆件根部腹板高度he: 250mm有限元杆件计算的总分段数为Num: 302）杆件端部截面特性杆件端部截面的各项特性参数如下：X 轴惯性矩:Ix=557. 625cm4X轴上部抵抗矩：Wxl=114. 385cm3X轴下部抵抗矩：Wx2=55.0741cn?型材截面积：A=24cm2计算校核处抗剪壁厚：t=10mm截面面积矩:Ss=51.2578cm33）杆件根部截面特性杆件端部截面的各项特性参数如下：X轴惯性矩：Ix=2255.77cm4X轴上部抵抗矩:Wxl=2

11、41. 944cm3X轴下部抵抗矩：Wx2=143.896cn）3型材截面积：A=34cm2计算校核处抗剪壁厚：t=l 0mm截面面积矩：Ss=122. 876cm32、变截面雨蓬荷载计算组合荷载线分布最大荷载集度设计值（矩形分布）Wk:组合荷载标准值：L 306kN/m2 W:组合荷载设计值：L8129kN/m2Bl:雨蓬杆件左分格宽：2. 04mBr:雨蓬杆件右分格宽：2. 04mqk=Wk xqk=Wk xBl+Br2=1. 3062. 04+2. 04=2.66424kN/mq=W xq=W xBl+Br2=1.81292. 04+2. 04=3.69832kN/m雨蓬杆件在荷载作用下

12、的弯矩: 雨蓬承受荷载作用简图如下：Y；,V2500悬挑雨蓬受力简图通过有限元分析计算得到雨蓬杆件的弯矩图如下:通过有限元分析计算得到雨蓬杆件的弯矩图如下:雨蓬杆件弯矩分布如下表:列表条目12345678910偏移(m)0.0000.0090.0190.0280.0370.0460.0550.0650.0740.083弯矩(kN. m)11.59411.50711.42111.33411.24711.17011.08410.99710.91010.823偏移(m)0.0830.0930.1020.1110.1210.1290.1390.1480.1570.167弯矩(kN. m)10.8231

13、0.73710.65010.56310.47710.40010.31310.22610.14010.053偏移(m)0.1670.1760.1850.1950.2040.2130.2220.2310.2410.250弯矩(kN. m)10.0539.9669.8809.7939.7069.6299.5439.4569.3699.283偏移(m)0.2500.2590.2690.2780.2870.2960.3050.3150.3240.333弯矩(kN. m)9.2839.1969.1099.0228.9408.8848.8248.7648.7048.644偏移(m)0.3330.3430.3

14、520.3610.3710.3790.3890.3980.4070.417弯矩(kN. m)8.6448.5848.5248.4648.4048.3508.2908.2308.1708.110偏移(m)0.4170.4260.4350.4450.4540.4630.4720.4810.4910.500弯矩(kN. m)8.1108.0507.9907.9307.8707.8177.7577.6977.6367.576偏移(m)0.5000.5090.5190.5280.5370.5460.5550.5650.5740.583弯矩(kN. m)7.5767.5167.4567.3967.3367

15、.2837.2237.1637.1037.043偏移(m)0.5830.5930.6020.6110.6210.6290.6390.6480.6570.667弯矩(kN. m)7.0436.9836.9236.8636.8036.7496.6896.6296.5696.509偏移(m)0.6670.6760.6850.6950.7040.7130.7220.7310.7410.750弯矩(kN. m)6.5096.4496.3896.3296.2696.2166.1566.0966.0365.976偏移(m)0.7500.7590.7690.7780.7870.7960.8050.8150.8

16、240.833弯矩(kN. m)5.9765.9165.8555.7955.7355.6825.6225.5625.5025.442偏移(m)0.8330.8430.8520.8610.8710.8790.8890.8980.9070.917弯矩(kN. m)5.4425.3825.3225.2625.2025.1485.0885.0284.9684.908偏移(m)0.9170.9260.9350.9450.9540.9630.9720.9810.9911.000弯矩(kN. m)4.9084.8484.7884.7284.6684.6154.5554.4954.4354.375偏移(m)1

17、.0001.0091.0191.0281.0371.0461.0551.0651.0741.083弯矩(kN. m)4.3754.3154.2554.1954.1354.0814.0213.9613.9013.841偏移(m)1.0831.0931.1021.1111.1211.1291.1391.1481.1571.167弯矩(kN. m)3.8413.7813.7213.6613.6013.5483.4873.4273.3673.307偏移(m)1.1671.1761.1851.1951.2041.2131.2221.2311.2411.250弯矩(kN. m)3.3073.2473.18

18、73.1273.0673.0142.9542.8942.8342.774偏移(m)1.2501.2591.2691.2781.2871.2961.3051.3151.3241.333弯矩(kN. m)2.7742.7482.7222.6962.6702.6472.6212.5952.5692.543偏移(m)1.3331.3431.3521.3611.3711.3791.3891.3981.4071.417弯矩(kN. m)2.5432.5172.4912.4652.4392.4152.3892.3632.3372.311偏移(m)L4171.4261.4351.4451.4541.4631.

19、4721.4811.4911.500弯矩(kN. m)2.3112.2852.2592.2332.2072.1842.1582.1322.1062.080偏移(m)1.5001.5091.5191.5281.5371.5461.5551.5651.5741.583弯矩(kN. m)2.0802.0542.0282.0021.9761.9531.9271.9011.8751.849偏移(m)1.5831.5931.6021.6111.6211.6291.6391.6481.6571.667弯矩(kN. m)1.8491.8231.7971.7711.7451.7221.6961.6701.644

20、1.618偏移(m)1.6671.6761.6851.6951.7041.7131.7221.7311.7411.750弯矩(kN. m)1.6181.5921.5661.5401.5141.4911.4651.4391.4131.387偏移(m)1.7501.7591.7691.7781.7871.7961.8051.8151.8241.833弯矩(kN. m)1.3871.3611.3351.3091.2831.2601.2341.2081.1821.156偏移(m)1.8331.8431.8521.8611.8711.8791.8891.8981.9071.917弯矩(kN. m)1.1

21、561.1301.1041.0781.0521.0291.0030.9770.9510.925偏移(m)1.9171.9261.9351.9451.9541.9631.9721.9811.9912.000弯矩(kN. m)0.9250.8990.8730.8470.8210.7970.7710.7450.7190.693偏移(m)2.0002.0092.0192.0282.0372.0462.0552.0652.0742.083弯矩(kN. m)0.6930.6670.6410.6150.5890.5660.5400.5140.4880.462偏移(m)2.0832.0932.1022.111

22、2.1212.1292.1392.1482.1572.167弯矩(kN.ni)0.4620.4360.4100.3840.3580.3350.3090.2830.2570.231偏移(m)2.1672.1762.1852.1952.2042.2132.2222.2312.2412.250弯矩(kN. m)0.2310.2050.1790.1530.1270.1040.0780.0520.0260.000偏移(m)2.2502.2592.2692.2782.2872.2962.3052.3152.3242.333弯矩(kN. m)-0.000-0.000-0.000-0.000-0.000-0.

23、000-0.0000.0000.0000.000偏移(m)2.3332.3432.3522.3612.3712.3792.3892.3982.4072.417弯矩(kN. m)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000偏移(m)2.4172.4262.4352.4452.4542.4632.4722.4812.4912.50()弯矩(kN. m)-0.000-0.000-0.0000.0000.0000.0000.0000.0000.0000.000最大弯矩发生在0m处M:雨蓬杆件在组合荷载作用下产生弯矩(kNm)M=ll. 594kN

24、-m雨蓬杆件在荷载作用下的支座反力信息如下表：支座编号X向反力(kN)Y向反力(kN)转角反力(kN. m)M0. 0009. 24611. 5943、变截面雨蓬杆件强度效核N M校核依据：T + f a (JGJ102-2003 6. 3. 7) A y XwN:雨篷杆件根部轴力受力设计值，为OkN。：雨篷杆件根部计算强度(N/mn?)A:雨篷杆件根部型材截面积：34cm2M:雨篷杆件根部弯矩：lL 594kNmWx2:雨篷杆件根部截面抵抗矩：143.896cn)3Y：塑性开展系数：1MxlO3 o =lxWx211, 594x1 Q3-1x143. 896=80.5722N/mm280.

25、5722N/mm2 W f a=205N/mm2 雨篷杆件根部强度满足要求 雨篷杆件的各处应力图如下：最大正应力发生在0m处,最大正应力为80. 5722N/mm2,满足要求4、变截面雨蓬杆件剪切强度效核校核依据：T maxW t = 120N/mm2通过有限元分析计算得到雨篷杆件的剪力图如下:Qmax=9. 246kN2500悬挑雨蓬剪力图杆件剪力分布如下表:列表条目12345678910偏移(m)0.0000.0090.0190.0280.0370.0460.0550.0650.0740.083剪力(kN)9.2469.2469.2469.2469.2469.2469.2469.2469.

26、2469.246偏移(m)0.0830.0930.1020.1110.1210.1290.1390.1480.1570.167剪力(kN)9.2469.2469.2469.2469.2469.2469.2469.2469.2469.246偏移(m)0.1670.1760.1850.1950.2040.2130.2220.2310.2410.250剪力(kN)9.2469.2469.2469.2469.2469.2469.2469.2469.2469.246偏移(m)0.2500.2590.2690.2780.2870.2960.3050.3150.3240.333剪力(kN)9.2469.24

27、69.2469.2469.2466.4046.4046.4046.4046.404偏移(m)0.3330.3430.3520.3610.3710.3790.3890.3980.4070.417剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)0.4170.4260.4350.4450.4540.4630.4720.4810.4910.500剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)0.5000.5090.5190.5280.5370.5460.

28、5550.5650.5740.583剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)0.5830.5930.6020.6110.6210.6290.6390.6480.6570.667剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)0.6670.6760.6850.6950.7040.7130.7220.7310.7410.750剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m

29、)0.7500.7590.7690.7780.7870.7960.8050.8150.8240.833剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)0.8330.8430.8520.8610.8710.8790.8890.8980.9070.917剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)0.9170.9260.9350.9450.9540.9630.9720.9810.9911.000剪力(kN)6.4046.4046.4046.4046

30、.4046.4046.4046.4046.4046.404偏移(m)1.0001.0091.0191.0281.0371.0461.0551.0651.0741.083剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)1.0831.0931.1021.1111.1211.1291.1391.1481.1571.167剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4046.404偏移(m)1.1671.1761.1851.1951.2041.2131.2221.2311.24

31、11.250剪力(kN)6.4046.4046.4046.4046.4046.4046.4046.4046.4042.774偏移(m)1.2501.2591.2691.2781.2871.2961.3051.3151.3241.333剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)1.3331.3431.3521.3611.3711.3791.3891.3981.4071.417剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774最大剪力发生在0m处偏移(m)1

32、.4171.4261.4351.4451.4541.4631.4721.4811.4911.500剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)1.5001.5091.5191.5281.5371.5461.5551.5651.5741.583剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)1.5831.5931.6021.6111.6211.6291.6391.6481.6571.667剪力(kN)2.7742.7742.7742.7742.7

33、742.7742.7742.7742.7742.774偏移(m)1.6671.6761.6851.6951.7041.7131.7221.7311.7411.750剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)1.7501.7591.7691.7781.7871.7961.8051.8151.8241.833剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)1.8331.8431.8521.8611.8711.8791.8891.8981.9071

34、.917剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)1.9171.9261.9351.9451.9541.9631.9721.9811.9912.000剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)2.0002.0092.0192.0282.0372.0462.0552.0652.0742.083剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)2.0832.0932.1

35、022.1112.1212.1292.1392.1482.1572.167剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.7742.774偏移(m)2.1672.1762.1852.1952.2042.2132.2222.2312.2412.250剪力(kN)2.7742.7742.7742.7742.7742.7742.7742.7742.774-0.000偏移(m)2.2502.2592.2692.2782.2872.2962.3052.3152.3242.333剪力(kN)-0.000-0.000-0.000-0.000-0.000-0.0

36、00-0.000-0.000-0.000-0.000偏移(m)2.3332.3432.3522.3612.3712.3792.3892.3982.4072.417剪力(kN)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000偏移(m)2.4172.4262.4352.4452.4542.4632.4722.4812.4912.500剪力(kN)0.0000.0000.0000.0000.0000.0000.0000.0000.0000.000t :杆件根部剪应力：Q：杆件根部最大剪力：9. 24579kNSs:杆件根部型材截面面积矩：122.8

37、76CI? lx:杆件根部型材截面惯性矩：2255.77cm1 t:杆件根部抗剪壁厚：10mmQxSsxlOO T =Ixxt9.24579x122. 876x100=2255.77x10=5. 03634N/mm25. 03634N/mm2120N/mm2雨篷杆件根部抗剪强度可以满足雨篷杆件的各处剪应力图如下：第一局部、计算依据及说明一、工程概况说明工程名称:棠湖中学工程所在城市:成都市工程所属建筑物地区类别:B类工程所在地区抗震设防烈度:七度 工程基本风压：0.3kN/m2二、设计依据序号标准名称标准号1建筑结构荷载规范GB 50009-20122建筑工程用索JG T 330-20113铝

38、合金门窗工程技术规范JGJ 214-20104混凝土结构设计规范GB 50010-20105吊挂式玻幕墙支承装置JG 139-20106点支式玻幕墙支承装置JG 138-20107建筑抗震设计规范GB 50011-20108天然花岗石建筑板材GB/T 18601-20099石材幕墙接缝用密封胶GB/T 23261-200910铝型材截面几何参数算法及计算机程序要求YS/T 437-200911建筑用平安玻璃 防火玻璃GB 15763.1-200912建筑抗震加固技术规程JGJ/T116-200913公共建筑节能改造技术规范JGJ176-200914浮法玻璃GB11614. 2-200915建筑陶瓷薄板应用技术规程JGJ/T 172-200916夹层玻璃GB15763. 3-200917建筑玻璃应用技术规程JGJ 113-200918平板玻璃GB11614-200919铝合金建筑型材基材GB/T 5237.1-200820耐候结构钢GB/T4171-200821干挂空心陶瓷板JC/T1080-200822搪瓷用冷轧低碳钢板及钢带GB/T13790-200823铝合金建筑