某机场航站楼幕墙工程结构计算书

幕墙工程结构计算书第283页共283页第一部分、设计依据及主要材料设计指标设计依据《玻璃幕墙工程技术规范》JGJ102-96《金属与石材幕墙工程技术规范》JGJ133-2001《点支式玻璃幕墙工程技术规程》CECS127-2001《建筑幕墙》JG3035-96《玻璃幕墙工程技术规范应用手册》《建筑玻璃应用技术规程》JGJ113-97《建筑结构荷载规范》GB50009-2001《建筑抗震设计规范》GB50011-2001《建筑结构静力计算手册》（第二版）《钢结构设计规范》GB50017-2002《混凝土结构设计规范》GB50010-2002《钢化玻璃》GB/T9963-1998《中空玻璃》GB/T11944-2002《螺纹紧固件应力截面积和承载面积》GB/T16823.1-1997本工程钢结构计算部分采用SAP2000（非线性有限元法）计算软件业主提供的招标图纸、文件等主要材料设计指标1、5～12mm钢化玻璃自重标准值GgK=25.6KN/m3强度设计值fg1=84.0N/mm2边缘强度设计值fg2=58.8N/mm2弹性模量E=7.2×104N/mm2线膨胀系数α=1.0×10-5泊松比ν=0.22、6063-T5铝型材自重标准值GaK=27.0KN/m3抗拉强度设计值fa=85.5N/mm2抗剪强度设计值fav=49.6N/mm2局部承压强度设计值fab=120N/mm2弹性模量E=7.0×104N/mm2线膨胀系数α=2.35×10-5泊松比ν=0.333、Q235结构钢屈服强度fys≥235N/mm2抗拉压强度设计值fs=215N/mm2抗剪强度设计值fsV=125N/mm2局部承压强度设计值fsb=320N/mm2弹性模量E=2.06×105N/mm2线膨胀系数α=1.2×10-5自重标准值GSK=78.5KN/m3泊松比ν=0.34、奥氏体不锈钢螺栓（A2-70）抗拉强度设计值ftb=320N/mm2抗剪强度设计值fsb=245N/mm2计算说明本工程幕墙部分结构计算，首先以招标文件提供的风压变形等级要求为依据，取风荷载标准值为3.0KN/m2，对点支式玻璃幕墙的面板和鱼腹式桁架结构进行设计验算。其次我司根据济南当地的实际自然条件，依据国家有关规范对该结构进行了对比设计（本计算书第四、五部分），以备业主参考比较选用。第二部分、21.6M处点支式玻璃幕墙结构计算第一章、荷载计算一、基本参数计算标高：21.6m设计分格：B×H=2500×1800mmB：玻璃宽度H：玻璃高度设计地震烈度：7度地面粗糙度类别：B类二、荷载计算1、风荷载标准值按招标文件，取WK=3.0KN/m22、风荷载设计值W：风荷载设计值(KN/m2)rw：风荷载作用效应的分项系数，取1.4W=rw×Wk=1.4×3.0=4.20KN/m23、玻璃幕墙构件重量荷载GAK：玻璃幕墙构件自重标准值，取600N/m2GK：每个单元玻璃幕墙构件(包括玻璃和接头)的重量H：玻璃幕墙分格高，取1.8mB：玻璃幕墙分格宽，取2.5mGK===2.7KN4、地震作用垂直于幕墙平面的分布水平地震作用qEK：垂直于幕墙平面水平地震作用标准值(KN/m)qE：垂直于幕墙平面水平地震作用设计值(KN/m)βE：动力放大系数，可取5.0αmax：水平地震影响系数最大值，取0.08GK：幕墙构件的重量，取2.7KNqEK===0.24KN/m2垂直于玻璃幕墙平面的分布水平地震作用设计值qE=γE×qEK=1.3×0.24=0.31KN/m25、荷载组合风荷载和地震荷载的水平分布作用设计值q=ψW×γW×qWK+ψE×γE×qEK=1.0×1.4×3.0+0.6×1.3×0.24=4.39KN/m2风荷载和地震荷载的水平分布作用标准值qK=ψW×qWK+ψE×qEK=1.0×3.0+0.6×0.24=3.14KN/m2第二章、玻璃面板校核一、玻璃选用选用玻璃为：10+12A+8mm厚钢化中空玻璃B：玻璃幕墙分格宽，取2.5mH：玻璃幕墙分格高，取1.8mCY：孔边距，取3445mmmCX：孔边距，取1445mmmA：玻璃板块面积积:A=B××H=2.5×1.8=4.5m2二、玻璃强度校校核玻璃璃按四点支支承板计算算玻璃璃承受水平平风荷载和和地震荷载载作用校核核依据：σ≤=844N/mmm2q：：玻璃所受受荷载组合合值Lxx：玻璃短短边孔距Lx=H-2××CX=1800-2××145=1510mmmLyy：玻璃长长边孔距Ly=B-2××CY=2500-22×345=1810mmt：：玻璃的计计算厚度，取1.2×10=12mmα1：四点支承玻璃璃面板的应应力系数由边长比，=55.25，查《点支式玻璃璃幕墙工程程技术规程程》，得::α1=0.78848：挠度折减系数数由参数=22.57查表得：0.991（1）σw：四点支承玻璃璃面板跨中中边缘最大大弯曲应力力值σw===71.3N//mm2≤=84N/mmm2玻璃的强度满足足设计要求求。（2）σt：玻璃边缘与边边框接触在在玻璃面板板中产生的的挤压应力力t=式中：t：由温度变化在玻玻璃中产生生的挤压应应力，当计计算值为负负时，挤压压应力取为为零e：玻璃边缘与边框框间的空隙隙，取5mmdc：施工误差，取33mmb：玻璃长边尺寸，取取25000mm△T：玻璃幕墙年温度度变化（℃），按62℃取：玻璃线膨胀系数数，取1.0×10-5E：玻璃弹性模量，取0.72×105N/mm2则σt===-12.966（表示无无挤压温度度应力）三、玻璃挠度计计算E：玻璃的弹性模模量，取7.2×104N/mmm2β1：四点支承玻璃璃面板的挠挠度系数由边长比，=55.25，查《点支式玻璃璃幕墙工程程技术规程程》，得：：β1=0.11881μ===27.4mm第三章、鱼腹式式桁架结构构计算该点支式玻璃幕幕墙主体结结构采用鱼鱼腹式桁架架形式:采用φ299×10mmm钢管立立柱、φ219×10mmm钢管腹腹杆及中间间φ140×8mmm的水平钢钢管支撑成成为桁架主主受力构件件，桁架最最大矢高为为1.5m。桁架架节点上承承受的荷载载有水平方方向上的风风荷载、地地震荷载传传递的集中中力，垂直直方向自重重荷载产生生的集中力力由自重杆杆承受，桁桁架的水平平分格宽度度为5.00m。一、荷载计算1、计算标高为221.6m处：水平方向的荷载载组合设计计值q==4.399KN//m2 水平方向的荷载载组合标准准值qKK=3.144KN//m2垂直方向的荷载载组合设计计值GAA=1.22×0.60=0.72KKN/m22垂直方向的荷载载组合标准准值GAAK=0..60KNN/m22、节点承受的水水平方向集集中荷载设设计值P=44.39××2.5×1.8=119.7555KN节点承受的水平平方向集中中荷载标准准值PK==3.144×2.5×1.8=14.13KN二、结构计算采用SAP20000软件进行行计算，在在荷载设计计值作用下下得出桁架架的最大弯弯矩、轴力力，在荷载载标准值作作用下得出出桁架的最最大挠度。计计算模型和和受力简图图见第六章章。1、主受力构件φφ299×10mmm钢管的最最大弯矩、轴轴力（杆件件730）Mmaxx=51.88KN··mNmaxx=877..54KKN2、次受力构件φφ219×10mmm钢管的最最大弯矩、轴轴力（杆件件761）Mmaxx=25.221KNN·mNmaxx=778..45KKN3、重力杆φ1880×10mmm钢管的的最大弯矩矩、轴力（杆杆件589）MY=277.92KN·mm，MZ=18.448KNN·mNmax=2.227KNN4、连系构件φ1140×8mm钢管管的最大弯弯矩、轴力力（杆件1106）Mmaxx=4.799KN··mNmaxx=40.331KNN5、摇杆φ1277×5mmm钢管的最最大弯矩、轴轴力（杆件件847）Mmaxx=0.133KN··mNmaxx=1388.7KKN6、支撑构件φ660×4mm钢管管的最大弯弯矩、轴力力（杆件339）Mmaxx=0.355KN··mNmaxx=63.007KNN7、桁架的截面特特性a、φ299×10mm钢管管钢立柱强度设计计值：215N/mmm2钢管弹性性模量：E=2206×103N/mmm2X轴惯性性矩：IIx=9490015022mm4Y轴惯性性矩：Iy=9490015022mm4X轴抵抗抗矩：WWx=6347793mmm3Y轴抵抗抗矩：WWY=6347793mmm3钢管截面面积：A==90799mm2塑性发展展系数：γ=1.005b、φ219×10mm钢管管钢管强度设计值值：215N/mmm2钢管弹性性模量：E=2006×103N/mmm2X轴惯性性矩：Ix=3593328655mm4Y轴惯性性矩：Iy=3593328655mm4X轴抵抗抗矩：Wx=3281154mmm3Y轴抵抗抗矩：WY=3281154mmm3钢管截面面积：A=65666mmm2塑性发展展系数：γ=1.005c、φ180×10mm钢管管钢管强度设计值值：215N/mmm2钢管弹性性模量：E=2006×103N/mmm2X轴惯性性矩：Ix=1936600655mm4Y轴惯性性矩：Iy=1936600655mm4X轴抵抗抗矩：Wx=2151112mmm3Y轴抵抗抗矩：WY=2151112mmm3钢管截面面积：A=53441mmm2塑性发展展系数：γ=1.005d、φ140×8mmm钢管钢管强度设计值值：215N/mmm2钢管弹性性模量：E=2006×103N/mmm2X轴惯性性矩：Ix=72522103mm4Y轴惯性性矩：Iy=72522103mm4X轴抵抗抗矩：Wx=1036601mmm3Y轴抵抗抗矩：WY=1036601mmm3钢管截面面积：A=33118mmm2塑性发展展系数：γ=1.005e、φ127×5mmm钢管钢管强度设计值值：215N/mmm2钢管弹性性模量：E=2006×103N/mmm2X轴惯性性矩：Ix=35711398mm4Y轴惯性性矩：Iy=35711398mm4X轴抵抗抗矩：Wx=562442mmm3Y轴抵抗抗矩：WY=562442mmm3钢管截面面积：A=19116mmm2塑性发展展系数：γ=1.005f、φ60×4mmm钢管钢管强度设计值值：215N/mmm2钢管弹性性模量：E=2006×103N/mmm2X轴惯性性矩：Ix=2772264mmm4Y轴惯性性矩：Iy=2772264mmm4X轴抵抗抗矩：Wx=92422mm3Y轴抵抗抗矩：WY=92422mm3钢管截面面积：A=7044mm2塑性发展展系数：γ=1.0058、桁架强度校核核a、φ299×10mm钢管管（杆件7730）=174.4NN/mm22＜215N/mmm2b、φ219×10mm钢管管（杆件7761）=191.7NN/mm22＜215N/mmm2c、φ180×10mm钢管管（杆件5589）=205.9NN/mm22＜215N/mmm2d、φ140×8mmm钢管（杆杆件1066）=56.2N//mm2＜215N/mmm2e、φ127×5mmm钢管（杆杆件8477）=74.6N//mm2＜215N/mmm2f、φ60×4mmm钢管（杆杆件39）=125.7NN/mm22＜215N/mmm2桁架各杆件强度度满足设计计要求。9、桁架的稳定性性校核由SAP20000软件计算可可得：Nmax=11003KN（杆杆件7277）a、查表得φ2999×10mmm钢管（杆杆件7277）的回转转半径ix=iy=102..2mmm，平面内的计算长长度=1.8mm，按b类截面取取值长细比λx===18查表得N/mmm2＜=0.9776×215==209..8N//mm2平面外桁架中部部有5个支座，故故平面外桁桁架的计算算长度=21.6/66=3.6mm，长细比λy=====35查表得N/mmm2＜=0.9118×215==197..4N//mm2故该桁架结构体体系在平面面内和平面面外都是稳稳定的。10、桁架的挠度校校核在荷载标准值作作用下，用用SAP22000软件进行行计算得出出桁架的最最大挠度：：fX=50.83mmm，fZ=5.633mmf=≤mm桁架挠度满足设设计要求。第四章、鱼腹式式钢结构与与预埋件的的连接计算算钢结构构桁架采用用钢销与115mmm厚耳板连连接。采用用φ48钢销（A0=18099.8mmm2），钢销销的抗剪应应力=2445N//mm2，耳板与与主体钢埋埋件结构采采用焊接。一、钢销与耳板板强度计算算φ48mm钢销销受到的剪剪力，由SAP22000软件计算算可得：水平剪力V1==270..55KKN，垂直剪剪力V2=129..98KKNV===300.15KN==165.8NN/mm22＜=2455N/mmm2钢销设计满足要要求。耳板采用Q2335钢板，局局部抗压校校核，承压压面n1=2，局部承承压强度N/mmm2=2×48×115×320=460.8KKN＞V=3000.15KN耳板设计满足要要求。二、耳板与主体体结构焊缝缝连接计算算耳板与与主体钢结结构埋件采采用双面焊焊接，焊缝缝高度hf=10mmm，焊缝缝长度为3320mmm，焊缝缝承受剪力力和弯矩共共同作用。设计最大竖向拉拉力N=129.988KN设计最大水平剪剪力V=270.555KN水平剪力产生的的弯矩M=VV×100×10-3=2270.555×0.10=227.0555KNN·m焊缝采用Hf==10mmm，双面面焊接，单单条焊缝有有效面积A=0.71××10×（320-110）=2201mm2抵抗矩W1==113719mm3由弯矩产生的应应力==119.2N/mmm2由拉力产生的应应力==29.52N/mmm2由剪力产生的应应力==61.44N/mmm2焊缝右端最危险险，由==1336.5N/mmm2＜=1600N/mmm2焊缝设计满足要要求。第五章、预埋件件结构计算算一、计算模型主体结构采用混混凝土强度度等级大于于C30，标高取取为21.6m，幕墙墙分格宽度度B=2.55m，分分格高度H=1.88m。锚筋筋选用HRB3335级钢筋，直直径22mmm，共9根分3层，锚筋筋间距为1150mmm，锚板板采用4550×450×20mmm的Q235钢板。受受力形式如如下图:二、内力计算V=270.555KNN，N=1299.98KN，M=27..055KN·m三、锚筋最小截截面积计算算锚筋面积按下式式计算，并并应大于其其最大值：：式中：V：剪力设计值N：法向拉力M：弯矩设计值：钢筋层数影响响系数，取取=0.9：锚筋受剪承载载力系数，取取===0.49<00.7取=0.499d：锚筋直径，取取d=22mmmt：锚板厚度，取取t=20mmm：锚板弯曲变形形折减系数数，取===0.83Z：外层锚筋中心心线之间的的距离，取取Z=150mmm：C30混凝土轴轴心受压强强度设计值值，取=114.3N/mmm2==3317mmm2==2665mmm2所需锚筋最小截截面积为33317mm2。四、预埋件锚筋筋确定选择9φ22，锚锚筋总面积积为：=3422mmm2＞33177mm2预埋件锚筋截面面积满足设设计要求。五、锚板面积校校核C30混凝土的的抗拉强度度设计值==1.433N/mmm2法向拉力N＜00.5，即即129980N＜0.5×1.433×450×450=1447788NN预埋件锚板满足足设计要求求。六、预埋件焊缝缝验算单根锚筋筋所能承受受的最大剪剪力为：fvs=(3.114×222/4)×215==816887N焊缝能承承受的最大大作用力为为：fvw=160××1×0.7007×8×3.144×22＋125×1×0.7007×7×3.144×22=105249Nfvw＞fvs焊缝强强度满足要要求。第六章、SAPP20000计算结果果输出一、计算模型二、杆件弯矩受受力示意图图三、杆件轴力受受力示意图图四、数据输出JOINNTREEACCTIIONNS(KN-mmUniits)JOIINTLOADDF11F22F33M11M22M3324LOADD1272..524110..15455101..956550..000000..000000..0000093LOADD1130..97999-16..15499-35..129550..000000..000000..0000095LOADD1132..9392216..31533-35..614000..000000..000000..000003389LOADD1128..89044-15..89711-34..545110..000000..000000..000003390LOADD1130..8384416..05766-35..075220..000000..000000..000004401LOADD1270..71677-0..22877128..042550..000000..000000..000004480LOADD1128..74655-15..88166-34..519660..000000..000000..000004481LOADD1130..7919916..04966-35..049770..000000..000000..000004492LOADD1270..55077-0..03922129..982000.000000.000000.000005571LOADD1130..93022-16..15233-35..112220..000000..000000..000005572LOADD1133..0685516..32766-35..652660..000000..000000..000005583LOADD1272..56366-0..5508899..910550..000000..000000..00000FRAMMEELLEMMENNTFOORCCESS(KN-mmUniits)FRAAMELOADDLOCPV2V3TM2M319LOADD100.00-622.824..284EE-01-2..315EE-01-3..075EE-022..050EE-021..222EE-013.3EE-01-622.824..284EE-01-2..315EE-01-3..075EE-029..645EE-02-1..837EE-026.6EE-01-622.824..284EE-01-2..315EE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