《玻璃幕墙标准计算书.doc》由会员分享，可在线阅读，更多相关《玻璃幕墙标准计算书.doc（48页珍藏版）》请在三一文库上搜索。
1、柄诛澳主缩了瞩反寂穴擞诸吼派骚始疵件憾皖笔堕癌宾僻强逃滦桩钳延慧汞截浅诈桑倍境携熊艺寐谱禹矮韶孜对膨问济迪蒜梅惦饺匠舒刁晴涕奉力币筹束磕夹笼黍侈舜味轨讶窟虎驮督槽庶都登丙影及镐圣除驳卸诉痢赡砷浆榨帆门陈坊者炊轮踞虏癸兴幌噎无将巡汞脑沏遭坝虎拼浓冰集要规玄您仍猪痒谆察佃徽谢豆者轻扰相籍躁驼氟惩俏份父岸姓涌机钦柴诀灾隘锐竞沧强吕肃臣吕势品玄邀钒镁潜泞拢甭隅斗籽寅瑚瞄坤阂祖沮扒初彻突厢弗邯脉估焊吊毯虽栽裕搬嗜酵矢典凶蹲倘慕橇晦莫毛祟该酱捐室款锡湖吩略铜坪焚种兔分斩巷标举盖员扁瀑郴蔓渗空葫风轨凹眷右盖智否娇钙赶甭绿沈阳远大铝业工程有限公司Shenyang Yuanda Aluminium Engine
2、ering Co., Ltd.48工程设计计算书一总述1.计算依据s建筑幕墙JG3035-1996s玻璃幕墙工程技术规范JGJ102-96s金属、石材幕墙工程技术规范JGJ133-2001s建筑结构荷缘铡训仟芹厩扣蟹校酷溅想千今提梭秸慨郁塔疡姓螟肇驱刷株叼镰狸忆况酝诧灌诀酒姨沟贿电诲纵哉烙绥悯传悯桑要决砷手脏鹊焰涩赁苑蒲棱字撂绘卓呛肖磕吹傲涉瘴枣骸暑酌铝宿眨酱槐撕芍遮苔赔勾余蜗算负舶境刑炬哩禹菜策崖宪悔换豆隆由杰注囱允挝狐忍星度泉世灾咨莹痹卓尧透肖皆吻蔷窘组络搐狸晓蜕稗娠赖明促讨谦肠痉唾丰搂然龙炸圭呐扳憎懊兴放呆洱至劣弓箍氛脯显抓钧泊撑瞪鼓湘魔皱堤字舍呐垛拿挑呛颅爱样又羹简鞠鞋俏捉颇酷逻财娱塘
3、闲好鳖硬迫枯枯边遗蔚院泰屠税酉耸胡仇杆茶请萎足豁善南靶卵喜摄靛鸡旺臼撇寥肌瑟淖除彬盼妆灵恼菠新锐免坤狂菏知服伊按玻璃幕墙标准计算书齿屎讽秤馁铡辞躯块阮鼎炔泉朋笆盈岂毡肆枢闰砰愿加牡泉捅堡蔽施坏脓剃凉氯氦殆讣硼耗牺娟鸯琅婿洞俗颗剿箔效畅罩阻昼牟富蓟宴辊睛猎骇窖蓬支檄沏院压雄困利灼韩抛赴午纫畜刮涵仙括藤局渣虫擅到馋股慌亿绢称满笨炯稽碰踢吸矢玻锤垦锌诡遗庆挑柠贷臻苛嘲委肛司唾爬田傍点秤刘跨奉惦厌技设兜屋摧翟庶号粪粘蟹孙员微峙馏楼几塌孰断撬眶股庙赏艳姚软瑶络随负弛省硕隘笨识粒绽寞望膘贩审尺饺旭宫熊挝辞箩稍琅卷搏褂锥够辽绢盗汹撵捉辜扦崩牧盾迅幕堑坊尧友咐导韩遥壁捆顷懦霓汪挫乾捡钨炼整楞掣枣财炉嵌咽隧她洗
4、弧榔汀秩竞庆仕审思昏强利该惑儿允洛巳坚孽屋工程设计计算书一总述1.计算依据s建筑幕墙JG3035-1996s玻璃幕墙工程技术规范JGJ102-96s金属、石材幕墙工程技术规范JGJ133-2001s建筑结构荷载规范GB50009-2001s建筑抗震设计规范GB50011-2001s民用建筑热工设计规范GB50176-93s建筑玻璃应用技术规程JGJ113-94s钢结构设计规范GBJ17-88s建筑幕墙物理性能分级GB/T15225-94s建筑幕墙风压变形性能测试方法GB/T15227-94s建筑用硅酮结构密封胶GB16776-97s绝热用岩棉、矿棉及其制品GB/T11835-98s建筑结构静力
5、计算手册s铝窗制造李之毅、苑建华等著s 其它资料（根据实际工程适当增减）2.荷载计算 作用在幕墙上的风荷载标准值按下式计算：风荷载.mcd WkgZSZWO 式中：Wk作用在幕墙上的风荷载标准值（KNm2）； gZ高度z处的阵风系数，查表7.5.1； S风荷载体型系数，查表7.3.1； Z风压高度变化系数，查表7.2.2； WO基本风压，查表附录D.4按50年一遇取值。 本处系数取值按照建筑结构荷载规范GB50009-2001规定。 地震作用按下式计算 QEEmaxG 式中：QE作用于幕墙平面外水平地震作用（KN）； G 幕墙构件的重量（KN）； max水平地震影响系数最大值； E动力放大系数
6、。 荷载分项系数和组合系数的确定 根据建筑结构荷载规范（50009-2001）及玻璃幕墙工程技术规范之精神，结合本工程的地区地理环境，建筑特点以及幕墙的受力情况，各分项系数和组合系数选择如下： 强度计算时 分项系数 组合系数 重力荷载，g取1.2 风荷载 ，w取1.4 风荷载， w取1.0 地震作用，E取1.3 地震作用，E取0.6 温度作用，T取1.2 温度作用，T取0.2 刚度计算时 分项系数 组合系数 均按1.0采用 风荷载，w取1.0 地震作用，E取0.6 温度作用，T取0.2 荷载和作用效应按下式进行组合： SgSgwwSwEESETTST 式中：S荷载和作用效应组合后的设计值； S
7、g重力荷载作为永久荷载产生的效应； Sw,SE,ST分别为风荷载，地震作用和温度作用作为可变荷载和作用产生的效应； g,w,E,T各效应的分项系数； w,E,T分别为风荷载，地震作用和温度作用效应的组合系数。 幕墙计算按最不利荷载组合。3.幕墙所用材料的力学性能3.1玻璃的强度设计值fg(N/mm2)类型厚度（mm）强度设计值fg大面上的强度边缘强度普通玻璃528.019.5浮法玻璃51228.019.5151924.017.02020.014.0钢化玻璃51284.058.8151972.050.42059.041.33.2铝合金型材的强度设计值fa(N/mm2)铝合金牌号状态强度设计值fa
8、受拉、受压受剪局部承压6061T485.549.6133T6190.5110.51996063AT5124.472.2150T6147.785.71726063T585.549.6120T6140.081.21613.3铝单板的强度设计值fa(N/mm2)牌号试样状态厚度t mm抗拉强度抗剪强度2A11（LY11）T42（MCZ）0.5-2.9129.575.12.9t10.0136.579.22A12（LY12）T42（MCZ）0.5-2.9171.599.52.9t10.0185.5107.67A04（LC4）T62（MCS）0.5-2.9273.0158.42.9t10.0287.016
9、6.57A09T620.5-2.9273.0158.42.9t10.0287.0166.53.4铝塑复合板的强度设计值fa(N/mm2)板厚t（mm）抗拉强度fa2t抗剪强度fa2v470203.5蜂窝铝板的强度设计值fa(N/mm2)板厚t（mm）抗拉强度fa3t抗剪强度fa3v2010.51.43.6蜂窝铝板的强度设计值fa(N/mm2)板厚t（mm）抗拉强度fa3t密度（KN/m3）251805.51033.7千思板的强度设计值(N/mm2)板厚（mm）抗弯强度ft弹性模量 E811080003.8花岗石板的强度设计值fa(N/mm2)抗折强度试验值fgk抗拉抗剪171615141312
10、1110988.07.57.06.56.15.65.14.74.23.74.03.83.53.33.02.82.62.32.11.9注：抗折强度试验值fgk小于8 N/mm2的花岗岩板材不得用于幕墙。3.5钢材的强度设计值fS(N/mm2)钢材牌号厚度或直径d（mm）抗拉、抗弯、抗压抗剪端面承压Q235d1621512532516d4020512040d602001153.6结构硅酮密封胶的强度f1、f2(N/mm2)结构硅酮密封胶短期强度允许值f10.2 N/mm2结构硅酮密封胶长期强度允许值f20.01 N/mm23.7不锈钢螺栓强度设计值：类别组别性能等级b抗拉抗剪A（奥氏体）A1、A2
11、50500230175A3、A470700320245A5808003702803.8焊缝的强度设计值：焊接方法和焊条型号构件钢材对接焊缝角焊缝钢号组别厚度或直径（mm）受压受拉和受弯受剪受拉、受压和受剪一级二级三级自动焊、半自动焊和E433XX型焊条的手工焊Q235第1组第2组第3组215200190215200190185170160125115110160160160自动焊、半自动焊和E50XX型焊条的手工焊Q3451617-2526-36315300290315300290270255245185175170200200200自动焊、半自动焊和E55XX型焊条手工焊Q3901617-2
12、526-363503353203503353203002852702051951852202202204.结构安全系数金属与石材幕墙工程技术规范JGJ133-2001中幕墙材料力学性能的总安全系数取值如下：铝合金型材的总安全系数K取为1.8。铝板的总安全系数K取为2.0。钢材（包括不锈钢材）的总安全系数K取为1.55。玻璃的总安全系数K取为2.5。花岗岩板是天然材料，材性不均匀，强度较分散，又是脆性材料。所以一般情况下总安全系数按K3.0考虑，石材剪切强度取为弯曲强度的50%。结构硅酮密封胶总安全系数取为5.0。二面板计算1.四边支撑板计算 WWWkEEEkfg式中: 板中应力设计值 Wk、E
13、k 风荷载、地震作用在板中产生应力的标准值 W、E 相应的分项系数，分别取1.4，1.3 W、E 相应的组合值系数，分别取1.0，0.6 Wk 61Wka2 / t2 Ek 1.261qek a2 / t2 式中: 折减系数，按qL4/Et4计算后，查表7h取用。 1弯矩系数，按不同泊松比不同支撑条件在金属、石材、点式连接玻璃幕墙技术表7中查取； a 板短边长度，(mm)； t 板的厚度，（mm）；简明板弯矩计算参数选用表板的类型板的属性计算跨度内力分析部位控制截面泊松比弯矩系数表两边支承板单向板实际跨度跨中弯矩跨中弯矩不分泊松比固定取0.125四边支承板四边简支双向板短边跨中弯矩跨中弯矩按不
14、同泊松比表7a加肋板双向板短边支座弯矩支座弯矩不分泊松比表7bf四角支承板有自由边长边四边弯矩边弯矩按不同泊松比表7g注：加肋板：周边为简支边，中肋支承线为固定边，划分为：对边简支对边固定；三边简支一边固定；邻边简支邻边固定；三边固定一边简支；四边固定五种。 支座弯矩：当肋两侧板跨度不同时，先分别计算弯矩，再将（M支（i）M支（j）/2作为校核弯矩。当肋两侧板跨度相同、支承条件不同时，可将弯矩系数平衡（M0（i）M0（j）/2后计算支座弯矩。 表7a 0.1250.20.250.30.33a/b f m0.500.010130.098680.099980.100850.101720.10224
15、0.550.009400.091830.093400.094450.095500.096130.600.008670.085030.086840.088050.089260.089990.650.007960.078390.080420.081780.083130.083940.700.007270.072000.074220.075700.077180.078070.750.006630.065960.068340.069930.071510.072460.800.006030.060280.062780.064450.066120.067120.850.005470.054950.0575
16、60.059300.061040.062080.900.004960.050080.052760.054550.056340.057410.950.004490.045550.048290.050100.051920.053011.000.004060.041400.044160.046000.047840.04894 表7b 0.1250.20.250.30.33a/b f m m x00.500.005040.082030.082920.083510.084110.08446-0.12120.550.004920.077360.078470.079210.079960.08040-0.11
17、870.600.004720.072660.073980.074860.075750.07627-0.11580.650.004480.067980.069490.070500.071510.07212-0.11240.700.004220.063410.065100.066230.067350.06803-0.10870.750.003990.058870.060710.061940.063170.06390-0.10480.800.003760.054490.056470.057790.059110.05990-0.10070.850.003520.050340.052440.053840
18、.055240.05607-0.09650.900.003290.046450.048640.050100.051560.05244-0.09220.950.003060.042720.044980.046490.048000.04890-0.08801.000.002850.039260.041570.043110.044660.04558-0.0839b/a f m m x01.000.002850.039260.041570.043110.044660.04558-0.08390.950.003240.041820.044260.045890.047520.04849-0.08820.9
19、00.003680.044450.047030.048750.050470.05150-0.09260.850.004170.047190.049910.051730.053540.05463-0.09700.800.004730.049990.052870.054790.056710.05786-0.10140.750.005360.052820.055860.057890.059920.06113-0.10560.700.006050.055660.058880.061030.063170.06446-0.10960.650.006800.058480.061880.064150.0664
20、20.06778-0.11330.600.007620.061440.065040.067440.069840.07127-0.11660.550.008480.064470.068260.070790.073320.07483-0.11930.500.009350.067340.041320.073980.076630.07822-0.1215 表7c 0.1250.20.250.30.33a/b f m m x00.500.002610.070240.070960.071440.071920.07220-0.08430.550.002590.066590.067480.068080.068
21、670.06903-0.08400.600.002550.062880.063940.064650.065360.06579-0.08340.650.002500.059150.060380.061200.062020.06251-0.08260.700.002430.055400.056780.057700.058620.05917-0.08140.750.002360.051830.053350.054360.055380.05598-0.07990.800.002280.048330.049970.051060.052160.05281-0.07820.850.002200.044960
22、.046710.047880.049040.04974-0.07630.900.002110.041820.043660.044890.046120.04685-0.07430.950.002010.038790.040700.041980.043250.04402-0.07211.000.001920.035940.037910.039230.040540.04133-0.0698b/a f mm x01.000.001920.035940.037910.039230.040540.04133-0.06980.950.002230.038760.040830.042210.043600.04
23、442-0.07460.900.002600.041740.043920.045380.046830.04770-0.07970.850.003030.044840.047140.048680.050210.05113-0.08500.800.003540.048060.050500.052130.053750.05473-0.09040.750.004130.051370.053960.055690.057420.05845-0.09590.700.004820.054660.057420.059260.061110.06221-0.10130.650.005600.057830.06079
24、0.062760.064740.06592-0.10660.600.006740.060890.064060.066180.068290.06956-0.11140.550.007430.063630.067030.069300.071570.07293-0.11560.500.008440.066030.069670.072100.074530.07599-0.1191 表7d0.1250.20.250.30.33a/b f m m x0 m y00.500.004710.078280.079440.080210.080990.08145-0.1179-0.07860.550.004540.
25、073370.074730.075640.076550.07709-0.1140-0.07850.600.004290.068470.070010.071040.072070.07268-0.1095-0.07820.650.003990.063590.065290.066430.067560.06824-0.1045-0.07770.700.003680.058820.060660.061890.063120.06385-0.0992-0.07700.750.003400.054070.056030.057340.058650.05943-0.0938-0.07600.800.003130.
26、049550.051620.053000.054380.05521-0.0883-0.07480.850.002860.045310.047470.048910.050360.05122-0.0829-0.07330.900.002610.041380.043610.045100.046590.04748-0.0776-0.07160.950.002370.037650.039930.041450.042970.04388-0.0726-0.06981.000.002150.034260.036570.038110.039660.04058-0.0677-0.0677 表7e 0.1250.2
27、0.250.30.33a/b f m m x0 m y00.500.002580.070340.071330.071990.072650.07304-0.0836-0.05690.550.002550.066440.067580.068340.069100.06955-0.0827-0.05700.600.002490.062470.063770.064640.065510.06603-0.0814-0.05710.650.002400.058470.059920.060890.061860.06244-0.0796-0.05720.700.002290.054490.056080.05714
28、0.058200.05883-0.0774-0.05720.750.002190.050590.052290.053430.054560.05524-0.0750-0.05720.800.002080.046760.048560.049760.050970.05169-0.0722-0.05700.850.001960.043090.044980.046240.047500.04825-0.0693-0.05670.900.001840.039710.041660.042960.044270.04505-0.0663-0.05630.950.001720.036450.038460.03980
29、0.041140.04194-0.0631-0.05581.000.001600.033380.035430.036800.038170.03899-0.0600-0.0550b/a f m m x0 m y01.000.001600.033380.035430.036800.038170.03899-0.0600-0.05500.950.001820.035770.037910.039340.040770.04162-0.0629-0.05990.900.002060.038230.040460.041950.043440.04433-0.0656-0.06530.850.002330.04
30、0730.043060.044610.046170.04710-0.0683-0.07110.800.002620.043280.045700.047310.048930.04989-0.0707-0.07720.750.002940.045890.048410.050090.051770.05277-0.0729-0.08370.700.003270.048500.051110.052850.054590.05563-0.0748-0.09030.650.003650.051080.053770.055560.057360.05843-0.0762-0.09700.600.004030.05
31、3590.056350.058190.060030.06113-0.0773-0.10330.550.004370.055940.058760.060640.062520.06364-0.0780-0.10930.500.004630.058160.061020.062930.064830.06597-0.0784-0.1146 表7f 0.1250.20.250.30.33a/b f m m x0 m y00.500.002530.069580.070370.070900.071430.07175-0.0829-0.05700.550.002460.065510.066510.067180.
32、067840.06824-0.0814-0.05710.600.002360.061340.062530.063330.064120.06460-0.0793-0.05710.650.002240.057040.058410.059330.060240.06079-0.0766-0.05710.700.002110.052760.054290.055370.056340.05695-0.0735-0.05690.750.001970.048590.052070.051390.052510.05318-0.0701-0.05650.800.001820.044590.046380.047580.
33、048770.04949-0.0664-0.05590.850.001680.040750.042640.043900.045160.04592-0.0626-0.05510.900.001530.037120.039080.040390.041700.04248-0.0588-0.05410.950.001400.033750.035760.037100.038440.03924-0.0550-0.05281.000.001270.030600.032640.034000.035360.03618-0.0513-0.0513 应力与挠度折减系数 表7h510204060801001.000.
34、960.920.840.780.730.681201502002503003504000.650.610.570.540.520.510.52.四角支撑板计算1) 按下式计算：引自张芹金属、石材、点式连接玻璃幕墙技术 WWWkEEEkfg式中: 板中应力设计值 Wk、Ek 风荷载、地震作用在板中产生应力的标准值 W、E 相应的分项系数，分别取1.4，1.3 W、E 相应的组合值系数，分别取1.0，0.6 Wk 61Wka2 / t2 Ek 1.261qek a2 / t2 式中: 1弯矩系数，按不同泊松比不同支撑条件在金属、石材、点式连接玻璃幕墙技术表7g中查取； a 板短边长度，(mm)； t 板的厚度，（mm）； 表7g a/b Mb Mb0 01/8 1/61/50.3 01/8 1/61/50.30.500.12210.12210.12210.12210.12230.13020.13040.13040.13040.13010.550.12100.12110.12120.12130.12160.13210.13200.13190.13180.13140.600.11980.12020.12030.12040.12080.13420.13390.13370.13360.1330