索网幕墙及采光顶计算

41. 项目概述General Project Information1.1.钢缆玻璃墙面和雨棚Cable-Net Facade & Canopy本工程的两座钢缆玻璃墙面各 20m75m，位于东立面 E 轴至 H 轴，及西立面 C 轴至 F 轴。立面玻璃分格为 2.025m1.8m（或 2.15m） ，采用钢化夹胶玻璃。Two sets of steel cable net wall spaces in this project is 20m75m respectively, located in axis E and axis H in east vertical plane and axis C and axis F in west vertical plane. The subdivision of vertical plane glass is 2.025m1.8m（or .15m） .Laminated tempered safety glass is adopted. 玻璃幕墙由一组横向与竖向钢缆组成的单层平面索网来支撑，竖直钢缆在外侧，水平钢缆在内侧。玻璃通过铸造玻璃夹钳安装在钢缆上，在钢缆的交叉点处，夹钳通过螺栓固定。Glass curtain wall shall be supported by single layer flat string net consisting of a set of horizontal and vertical steel cable. Vertical steel cable is in the outside and horizontal steel cable is in the outboard. Glass is installed on the steel cable through cast glass pincers fixed through bolts at the point of junction.钢缆锚固在钢框架上，框架设于整个玻璃墙面的周边，并在每四层处有一条水平支撑钢结构，框架在有水平支撑钢梁的位置与土建连接，考虑结构在地震及温度荷载作用的变形，通过一侧的方销，释放整个钢框架一侧的水平位移约束，连接点采用竖向长圆孔，整个钢框架在竖向方向的伸长将被允许，从而在构造上解决了温度荷载及地震荷载导致主体结构变形时对钢结构5的破坏。Steel cable is anchored on the steel frame arranged in the perimeter of whole glass wall space. There is a steel structure supported horizontally at each four layers. Frame is connected to the civil work in the position with horizontally supported girder steel .Taking into account the deformation during the action of earthwork and temperature load, the horizontal displacement restraint on one side of whole steel frame is released through square cotter on one side. Vertical long circular orifice is used in the tie point. The stretch of whole steel frame in vertical direction will be permitted, solving in structure the damage to steel structure when temperature load and earthquake load result in the deformation of main block structure.61.2.玻璃采光顶Glass Roof玻璃采光顶位于东西立面上的两处玻璃墙面之间，在 C 轴及 H 轴间。采光顶两端为 20 面宽，内部区域减小到 9m，主横梁跨度 20m，间距 8.1m，钢悬索横梁跨度 8.1m，间距与索网幕墙一致为 2.025m。Glass roof is located between glass wall spaces and between axis C and axis H in east and west vertical plane.Two ends of monitor is 20 plane width. Internal area is reduced to 9m. The span of main-ram crosshead is 20m and its distance 8.1m. The span of steel sustained cable cross beam is 8.1m. Its distance and string net is consistently 2.025m.由于主楼两部分的水平偏移，主横梁一端必须通过可滑动的支座约束。钢索结合桁架上部采用 T 型钢横向檩条，来支撑上部的玻璃，同时也作为组合桁架的侧向稳定支撑。Owing to horizontal excursion in two parts of main building, one end of main-ram crosshead must be restricted by sliding support. Steel lateral purlin is used at the top of steel rope to support upper glass and meantime acts as lateral stable support of combined joist.在采光顶的边缘位置，由于风吸力较大，在该区域设置 10 的加强钢索。Due to large wind suction in the border position of monitor, 10 reinforced steel rope is arranged in such area.72. 设计准则Design Criteria2.1.执行规范Design Codes AdoptedGB 50009-2001 建筑结构荷载规范Load code for the design of building structuresGB 50011-2001 建筑抗震设计规范Code for seismic design of buildingGB 50017-2003 钢结构设计规范Code for design of steel structuresGB 50010-2002 混凝土结构设计规范Code for design of concrete structuresGB 50018-2002 冷弯薄壁型钢结构技术规范Technical code of cold-formed thin-wall steel structuresJGJ 102-2003 玻璃幕墙工程技术规范Technical code for glass curtain wall engineeringJGJ 113-2003 建筑玻璃应用技术规程Technical specification for application of architectural glass8GB/T99631998 钢化玻璃 Toughened GlassGB9962-1999 夹层玻璃 Laminated GlassGB/T119442002 中空玻璃Insulating GlassGB/T18915.22002 镀膜玻璃 第二部分 低辐射镀膜玻璃Filming Glass Part 2 Low Radiation Filming Glass92.2.建筑物参数General Parameters建筑Architecture中青旅大厦CYTS PLAZA抗震设防烈度seismic fortification intensity8水平地震影响系数最大值Maximum value of horizontal earthquake influence coefficient0.16基本风压值（kN/m 2）Reference wind pressure0.50（100 年）地面粗糙度类别terrain roughnessD基本雪压值（kN/m 2）Reference snow pressure0.45（100 年）雪荷载准永久值系数分区Subarea of snow load permanent coefficientII102.3.结构限值Deflection Limits根据玻璃幕墙工程技术规范JGJ102-2003 以及招标文件要求，结构变形限值要求为：Accordance to JGJ102-2003Technical code for glass curtain wall engineering and the requirements of bid documents, the structure deflection limits is required as follows:网状钢缆：跨度/55 或 260mm 以较小者为准Steel cable：span/55 or 260mm, taking smaller one铝框架构件：跨度/240 或 20mm 以较小者为准Member of aluminum frame：span/240 or 20mm, taking smaller one单片玻璃：跨度/60 或 25mm 以较小者为准One-piece glass：span/60or 25mm, taking smaller one中空玻璃单元：跨度/90 或 25mm，以较小者为准Insulating glass cell：span/90or 25mm, taking smaller one网状钢缆的周边框架部件在风荷载或地震荷载作用下：跨度/250Main frame of cable net wall under wind or earthquake：span/250屋顶桁架和檩条在自重荷载下：跨度/360Roof joist and purline under dead weight load：span /36屋顶桁架和檩条在雪/风/地震荷载下：跨度/25011Roof joist and purline under snow/wind/earthquake load：span /2502.4.荷载(Loading)2.4.1.自重荷载（DL）Dead Load根据玻璃幕墙工程技术规范JGJ102-2003 条目 5.3.1 规定：According to Technical Code for Glass curtain Wall Engineering JGJ102-2003,commentary 5.3.1，the density is ： 玻璃(Glass) 25.6KN/m3铝合金(Aluminum alloy) 28KN/m3钢材(Steel) 78.5KN/m3索网幕墙采用 12+1.52PVB+12mm 钢化夹胶玻璃，G k=0.6144KN/m2，Two panes 12 mm laminated tempered safety glass with PVB-interlayer(1.52mm):Gk=0.6144KN/m2，计算索网结构时，考虑附件重量时，G k=0.737KN/m2， （1.2 系数） ，To calculate cable net facade, the weight is : Gk=0.737KN/m2， （1.2）采光顶采用 10（Low-E）+12A+8+1.52PVB+8mm 中空夹胶玻璃，Gk=0.6656KN/m2，The glass roof consist of 10mm tempered safety glass and two panes 8mm laminated tempered safety glass with PVB-interlayer(1.52mm), the weight is :Gk=0.6656KN/m2，计算桁架结构时，考虑附件重量时，G k=0.732KN/m2， （1.1 系数） ，12To calculate joist structure, the weight is : Gk=0.732KN/m2， （1.1）2.4.2.风荷载（WL）Wind Load根据中国规范：GB50009-2001建筑结构荷载规范 ，按照下列计算式计算风荷载：According to Chinese code：GB50009-2001Load code for the design of building structures,wind load shall be calculated in accordance with following formula：Wk=gz zsWo式中：Where：Wk 风荷载标准值 standard value of wind loadgz 阵风系数 gustiness factorz 风压高度变化系数 variation factor of wind pressure heights 风荷载体型系数 shape coefficientWo 基本风压 (单位 : KNm 2) 13reference wind pressure(unit: KNm 2)注: 根据玻璃幕墙工程技术规范：风荷载标准值不应小于 1.0KNm 2.Note: According to Technical Code for Glass curtain Wall Engineering JGJ102-2003, the standard value of wind load should be no less than 1.0KNm 2.首先，本建筑按 D 类地面粗糙度考虑。First，this building should be considered in accordance with category D terrain roughness.阵风系数 gz:Gustiness factor gz:我们可以根据不同的高度 Z 对附表进行线性插值计算阵风系数。该表摘自荷载规范 GB50009-2001 表 7.5.1。We may perform linear interpolation for attached list to calculate gustiness factor in accordance with different heights Z. This table abstracts from table 7.5.1 in GB50009-2001 Load Code.根据招标文件要求，玻璃验算时阵风系数不应小于 2.25。In accordance with the requirements of bid documents, the gustiness factor should be no less than 2.25 when checking computations is conducted on glass.表 7.5.1 阵风系数 gz (Gustiness factor gz):地面粗糙度 terrain roughness距离地面高度或海拔高度 (单位: 米)Height away from the ground or height above sea level(unit: m)A B C D 5 1.69 1.88 2.30 3.2110 1.63 1.78 2.10 2.761415 1.60 1.72 1.99 2.5420 1.58 1.69 1.92 2.3930 1.54 1.64 1.83 2.2140 1.52 1.60 1.77 2.0950 1.51 1.58 1.73 2.0160 1.49 1.56 1.69 1.9470 1.48 1.54 1.66 1.8980 1.47 1.53 1.64 1.85风压高度变化系数 z :Variation factor of wind pressure height z :我们可以根据不同的高度 Z 对附表进行线性插值计算阵风系数 。该表摘自荷载规范 GB50009-2001 表 7.2.1.We may perform linear interpolation for attached list to calculate gustiness factor in accordance with different heights Z. This table abstracts from table 7.2.1 in GB50009-2001 Load Code.表 7.2.1 风压高度变化系数(variation factor of wind pressure height)z :风压高度变化系数variation factor of wind pressure height距离地面高度或海拔高度(单位: 米)Height away from the ground or height above sea level(unit: m)A B C D 5 1.17 1.00 0.74 0.6210 1.38 1.00 0.74 0.6215 1.52 1.14 0.74 0.6220 1.63 1.25 0.84 0.6230 1.80 1.42 1.00 0.6240 1.92 1.56 1.13 0.731550 2.03 1.67 1.25 0.8460 2.12 1.77 1.35 0.9370 2.20 1.86 1.45 1.0280 2.27 1.95 1.54 1.11风荷载体型系数: sShape coefficient of wind load: s根据建筑结构荷载规范GB50009-2001 第 7.3 章之规定：In accordance with the stipulation of chapter 7.3 in GB50009-2001：1封闭建筑的内表面风荷载体型系数应取为 :0.2The somatotype coefficient of wind load in the inner surface of blocking architecture should be taken as:0.22外表面的风荷载体型系数应按下式取值:The somatotype coefficient of wind load in the external surface should be taken in accordance with following formula:(a)正压区: Positive pressure zone按照建筑结构荷载规范GB50009-2001 表 7.3.1 采用,对立面幕墙我们取为：+0.8Adopt in accordance with table 7.3.1 in GB50009-2001, We choose +0.8 for vertical plane curtain wall.(b)负风压:16Negative wind pressure按照建筑结构荷载规范GB50009-2001 第 7.3.3 节采用对立面幕墙取为-1.0对屋面的局部部位（周边）取为-2.2Adopt in accordance with table 7.3.3 in GB50009-2001,Take -1.0 for vertical plane curtain wallTake -2.2 for roofs local position（perimeter ）因此，立面索网幕墙体型系数为-1.2 和+1.0，采光顶中间部分取为-0.8，周边部位取为-2.4。Therefore, the somatotype coefficients for vertical plane string net curtain wall are -1.2 and +1.0, respectively. -0.8 somatotype coefficients in the middle section of glass roof is taken, and -2.4 somatotype coefficients in the peripheral position of glass roof is taken.基本风压: WoReference wind pressure对于北京市，100 年一遇基本风压： Wo=0.50KNm 2 。Wo=0.50KN m2(for a 100 year return period) in Beijing.注：Note：1.根据招标文件及荷载规范要求，索网幕墙最大负风压值应分布于幕墙全高，这样幕墙最大变形可能不出现在标高最高的位置上。1. In accordance with the requirements of bid documents and load code,the 17maximum negative wind pressure for string net curtain wall should be distributed in the overall height of curtain wall. Thus, the maximum deformation of curtain wall may not occur in the position with the highest elevation.2.墙面必须能够抵抗下列荷载并保持性能：75%的设计风荷载加在两个横向钢框架梁之间任意 1/4 面积上，同时 25%的设计风荷载加在墙的其他面积上。2. Wall space must be able to resist following loads and maintain performances: 75% of design load is added to 1/4 area between two horizontal steel frame beams, and meantime, 25% of design load other areas of wall. 端部屋顶桁架必须能够抵抗下列荷载并保持性能：100%的设计风荷载加在总跨度的一半上，50%的设计风荷载加在另一半上。Roof joist at the end must be able to resist following loads and maintainperfromance:100% of design load is added to one half of total span, and 50% of design load another half.2.4.3.地震荷载（EQ）Earthquake Load（EQ）北京位于地震区，地震烈度为 8 度，设计加速度为 0.20g.Beijing is located in the earthquake zone. Its earthquake intensity is 8.Its designed acceleration is 0.20g.通过比较 GB50011-2001 及 JGJ102-2003 两项规范，可以发现，后者计算地震效应所得的荷载值大于前者，因此，利用后者计算得到的结论是偏于安全的，我们以较严格的玻璃幕墙工程技术规范为依据计算地震荷载，以下是参考公式：Comparing GB50011-2001 with JGJ102-2003，you can find that the load 18obtained by calculating the earthquake effect for the latter is larger than that for the former. Therefore, the conclusions calculated through latter calculation is under bias towards safety. We calculate earthquake load based on more strict technical code of glass curtain wall engineering. Referenced formula is as follows:玻璃幕墙工程技术规范JGJ102-2003 规定，幕墙地震作用按照下式计算：Stipulation of JGJ102-2003Technical Code for Glass Curtain Wall Engineering ，the earthquake effect of curtain wall is calculated in accordance with following formulas：垂直于幕墙表面的分布水平地震作用 I(|):Distributing horizontal earthquake effect perpendicular to the surface of curtain wall I(|):qE=EmaxG kA 式中:q E垂直与玻璃幕墙平面的分布水平地震作用 (单位: KNm 2)Distributing horizontal earthquake effect perpendicular to the plane of curtain wall (unit: KNm 2) E动力放大系数 Dynamic amplification coefficientmax水平地震影响系数的最大值maximum value of horizontal earthquake influence coefficientGk 玻璃幕墙构件的重量 (包括玻璃和铝框) (单位: KN)Weight of glass curtain wall member (including glass and aluminum frame) 19(unit: KN)A 玻璃幕墙构件的面积 (单位: m 2)Area of glass curtain wall member (unit: m2)动力放大系数 E:Dynamic amplification coefficient依据玻璃幕墙工程技术规范取 5.0Take 5.0 in accordance with technical Code for Glass Curtain Wall Engineering水平地震影响系数最大值 max:取为 0.16Maximum value of horizontal earthquake influence coefficient max: take 0.16平行于幕墙的水平地震作用 II(|):Horizontal earthquake effect parallel to curtain wall II(|)平行于玻璃幕墙平面的集中水平地震作用按照下式计算：Concentrative horizontal earthquake effect parallel to the plane of curtain wall is calculated in accordance with following formulas：PEK= EmaxG k 式中: P EK平行于玻璃幕墙平面的集中水平地震作用标准值 (KN)Where: PEKStandard value of concentrative horizontal earthquake effect parallel to the plane of curtain wall (KN) E动力放大系数 dynamic amplification coefficientmax水平地震影响系数的最大值maximum value of horizontal earthquake influence coefficient20Gk 玻璃幕墙构件的重量 (包括玻璃和连接件) (单位: KN)weight of glass curtain wall member (including glass and adapting piece) (unit: KN)2.4.4.活荷载（LL）Live Load根据荷载规范 GB50011-2001 第 4.3 节的规定:不上人屋面均布活荷载的标准值应取为 0.5KN/m2。In accordance with the stipulation of section 4.3 in GB50011-2001 Load Code, the standard value of uniformly-distributed load for roof people do not climb onto should take 0.5KN/m2.招标文件规定，玻璃的设计应根据楼板完成面上 1.1m 高出能够承受0.75kN/m 的水平荷载。In accordance with the stipulation of bid documents，glass design value should be able to bear 0.75kN/m of the horizontal load in accordance with 1.1m height on the completion plane of floor slab.屋顶中空玻璃的上片和下片各自应能承受作用于承压区域为 100mm100mm面积上的 0.5KPa 均布荷载或 1.6KN 集中力。Up and down slice of insulating glass in roof should withstand respectively 0.5Kpa uniformly-distributed load or 1.6KN concentrated force on the 100mm100mm area of pressure-bearing area.根据建筑玻璃应用技术规程8.2.6 条规定，对不上人的屋面玻璃，设计应符合下列规定：In accordance with the stipulation of article 8.2.6 in Technical Code for Architectural Glass Application ，the design for those roof glasses that no one can 21climb onto should conform to following stipulations:1）与水平面夹角小于 30的屋面玻璃，在玻璃板中心点直径为 150mm 的区域内，应能承受垂直于玻璃为 1.1KN 的活荷载。The roof glass whose included angle with horizontal plane is less than 30, within the scope of 150mm of the central point diameter of glass plate, should bear 1.1KN of live load perpendicular to glass.施工及检修荷载根据建筑结构荷载规范第 4.5.1 条规定，施工及检修荷载应取 1.0KN，并应在最不利的位置进行验算。In accordance with the stipulation of article 4.5.1 in Load code for the design of building structure, the construction and overall load should take 1.0KN and checking computations should be made on the most disadvantageous position.按照从严原则，招标文件给出的荷载比较危险，按此要求进行设计计算即可。In accordance with the principle of strict requirements, the load given by bid documents is very dangerous. Design calculation is conducted in accordance with such requirements.2.4.5.雪荷载（SL）Snow Load根据建筑结构荷载规范GB50009-2001 规定:According to the stipulation of GB50009-2001Load code for the design of building structure:屋面水平投影上的积雪荷载应按下式计算:Snow load on roofs horizontal projection should be calculated in accordance with 22following formula:Sk=rS0式中: whereSk 屋面雪荷载的标准值Standard value of roof snow loadr 屋面积雪分布系数distribution coefficient of roofs snow coverS0 基本雪压 (单位: KNm 2)reference snow pressure (unit: KNm 2)积雪分布系数 r：distribution coefficient of snow依 GB50009- 2001 表 6.2.1 注 3 规定, 当 f/l0.1 时只考虑均匀分布取为1.0According to the stipulation of note 3 in table 6.2.1 of GB50009- 2001, take 1.0 when only uniform distribution is considered and f/l0.1.基本雪压 S 0:Reference snow pressure 北京 100 年一遇基本雪压取为：0.45KNm 2 Reference snow pressure for a 100 year return period in Beijing is taken 0.45KNm 2从上面算式可得，雪荷载标准值为 0.45KN/m2，小于均布活荷载标准值 0.50 KN/m2，又据建筑结构荷载规范，活荷载与雪荷载不同时考虑，因此，取均布活荷载计算即可。It is obtained from above formula that the standard value of snow load is 0.45KN/m2，less than 0.50 KN/m2 of uniformly distributed live load，Also, according 23to , live load and snow load may not be considered at the same time. Therefore, take the calculation of uniformly-distributed load.2.4.6.温度荷载（T）Temperature Load计算温差对结构内力的影响，温度变化值取34。Calculate the effect of temperature difference on structural internal stress. The temperature variation takes 34.2.4.7.预应力荷载（PS）Prestress Load预应力应满足性能要求，且在任何情况下不得超过钢缆的最小破坏荷载的50%。Prestress should meet the requirements of performance and may not exceed at all events 50% of minimum breaking load of steel cable.2.4.8.清洗荷载Rinsing load在玻璃表面 100mm100mm 方形内垂直施加 1500N 静荷载时，外墙应保持安全。When 1500N statistic load is added within 100mm100mm squareness on the surface of glass, external wall should be safety.2.4.9.荷载组合Combination of Loads荷载组合依据建筑结构荷载规范GB50009-2001 和玻璃幕墙工程技术24规范JGJ102-2003 以及招标文件的规定，承载力极限状态组合用于强度校核，正常使用极限状态组合用于挠度校核。The combination of loads conform to the stipulations of GB50009-2001Load Code for the design of building structure, JGJ102-2003 Technical Code for Glass Curtain Wall Engineering and bid documents. The combination of limiting condition on bearing capacity is used for strength check. The combination of limiting condition normally used is used for deflection check.索网幕墙荷载组合:Load combination for cable net wall# 正常使用极限状态:Serviceability limit state1.0DL+1.0PS+1.0WL+T（+34） （危险工况）Dangerous1.0DL+1.0PS+1.0EQ+T（+34）# 承载力极限状态: Ultimate limit state1.2DL+1.1PS+1.4WL+1.2T（-34）1.2DL+1.1PS+1.4WL+1.30.5EQ +1.2T（-34） （危险工况）Dangerous1.2DL+1.1PS+1.40.2WL+1.3EQ +1.2T（-34）# 玻璃计算: Glass calculation玻璃计算时，应考虑玻璃的翘曲，并与上述组合一起分析。When glass is calculated, its warping should be taken into account andanalyzed 25together with said combination.采光顶荷载组合:Combination of loads for glass roof依据建筑结构荷载规范GB50009-2001:第 4.3 节的相关规定：活荷载不和雪荷载同时组合，同时活荷载大于雪荷载；所以用活荷载进行荷载组合。In accordance with relevant stipulations in section 4.3 of GB50009-2001Load code for the design of building structure, live load does not combine simultaneously with snow load. Meantime, live load exceeds snow load, therefore, combination of loads are performed for live load.# 正常使用极限状态:Serviceability limit state1.0DL+1.0PS+1.0WL+T（+34） （负风压作用时，向上的危险工况）upward dangerous load case when negative wind pressure acts1.0DL+1.0PS+1.0LL+T（+34） （向下的危险工况）downward dangerous load case1.0DL+1.0PS+1.0SL+T（+34）1.0DL+1.0PS+1.0EQ+T（+34）# 承载力极限状态: Ultimate limit state1.2DL+1.1PS+1.4WL+1.2T（34）1.2DL+1.1PS+1.3SL+1.2T（34）1.2DL261.35DL+1.1PS+1.4WL+1.35T（34）1.35DL+1.1PS+1.35LL+1.35T（34） （向下的危险荷载工况）downward dangerous load case1.35DL+1.1PS+1.0SL+1.35T（-34）1.35DL+1.1PS+1.3EQ+1.35T（34）根据荷载规范，向上风荷载组合工况为：According to load code, upward combination load case is：1.0DL+1.1PS+1.4WL+1.35T（34） （活荷载效应对结构有利时，取 1.0 系数）take 1.0 coefficient when live load effect is fa