某機場航站樓幕墻工程結(jié)構(gòu)計算書

幕墻工程結(jié)構(gòu)計算書第283頁共283頁第一部分、設計依據(jù)及主要材料設計指標設計依據(jù)《玻璃幕墻工程技術(shù)規(guī)范》JGJ102-96《金屬與石材幕墻工程技術(shù)規(guī)范》JGJ133-2001《點支式玻璃幕墻工程技術(shù)規(guī)程》CECS127-2001《建筑幕墻》JG3035-96《玻璃幕墻工程技術(shù)規(guī)范應用手冊》《建筑玻璃應用技術(shù)規(guī)程》JGJ113-97《建筑結(jié)構(gòu)荷載規(guī)范》GB50009-2001《建筑抗震設計規(guī)范》GB50011-2001《建筑結(jié)構(gòu)靜力計算手冊》（第二版）《鋼結(jié)構(gòu)設計規(guī)范》GB50017-2002《混凝土結(jié)構(gòu)設計規(guī)范》GB50010-2002《鋼化玻璃》GB/T9963-1998《中空玻璃》GB/T11944-2002《螺紋緊固件應力截面積和承載面積》GB/T16823.1-1997本工程鋼結(jié)構(gòu)計算部分采用SAP2000（非線性有限元法）計算軟件業(yè)主提供的招標圖紙、文件等主要材料設計指標1、5～12mm鋼化玻璃自重標準值GgK=25.6KN/m3強度設計值fg1=84.0N/mm2邊緣強度設計值fg2=58.8N/mm2彈性模量E=7.2×104N/mm2線膨脹系數(shù)α=1.0×10-5泊松比ν=0.22、6063-T5鋁型材自重標準值GaK=27.0KN/m3抗拉強度設計值fa=85.5N/mm2抗剪強度設計值fav=49.6N/mm2局部承壓強度設計值fab=120N/mm2彈性模量E=7.0×104N/mm2線膨脹系數(shù)α=2.35×10-5泊松比ν=0.333、Q235結(jié)構(gòu)鋼屈服強度fys≥235N/mm2抗拉壓強度設計值fs=215N/mm2抗剪強度設計值fsV=125N/mm2局部承壓強度設計值fsb=320N/mm2彈性模量E=2.06×105N/mm2線膨脹系數(shù)α=1.2×10-5自重標準值GSK=78.5KN/m3泊松比ν=0.34、奧氏體不銹鋼螺栓（A2-70）抗拉強度設計值ftb=320N/mm2抗剪強度設計值fsb=245N/mm2計算說明本工程幕墻部分結(jié)構(gòu)計算，首先以招標文件提供的風壓變形等級要求為依據(jù)，取風荷載標準值為3.0KN/m2，對點支式玻璃幕墻的面板和魚腹式桁架結(jié)構(gòu)進行設計驗算。其次我司根據(jù)濟南當?shù)氐膶嶋H自然條件，依據(jù)國家有關(guān)規(guī)范對該結(jié)構(gòu)進行了對比設計（本計算書第四、五部分），以備業(yè)主參考比較選用。第二部分、21.6M處點支式玻璃幕墻結(jié)構(gòu)計算第一章、荷載計算一、基本參數(shù)計算標高：21.6m設計分格：B×H=2500×1800mmB：玻璃寬度H：玻璃高度設計地震烈度：7度地面粗糙度類別：B類二、荷載計算1、風荷載標準值按招標文件，取WK=3.0KN/m22、風荷載設計值W：風荷載設計值(KN/m2)rw：風荷載作用效應的分項系數(shù)，取1.4W=rw×Wk=1.4×3.0=4.20KN/m23、玻璃幕墻構(gòu)件重量荷載GAK：玻璃幕墻構(gòu)件自重標準值，取600N/m2GK：每個單元玻璃幕墻構(gòu)件(包括玻璃和接頭)的重量H：玻璃幕墻分格高，取1.8mB：玻璃幕墻分格寬，取2.5mGK===2.7KN4、地震作用垂直于幕墻平面的分布水平地震作用qEK：垂直于幕墻平面水平地震作用標準值(KN/m)qE：垂直于幕墻平面水平地震作用設計值(KN/m)βE：動力放大系數(shù)，可取5.0αmax：水平地震影響系數(shù)最大值，取0.08GK：幕墻構(gòu)件的重量，取2.7KNqEK===0.24KN/m2垂直于玻璃幕墻平面的分布水平地震作用設計值qE=γE×qEK=1.3×0.24=0.31KN/m25、荷載組合風荷載和地震荷載的水平分布作用設計值q=ψW×γW×qWK+ψE×γE×qEK=1.0×1.4×3.0+0.6×1.3×0.24=4.39KN/m2風荷載和地震荷載的水平分布作用標準值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、玻璃選用選用玻璃為：10+12A+8mm厚鋼化中空玻璃B：玻璃幕墻分格寬，取2.5mH：玻璃幕墻分格高，取1.8mCY：孔邊距，取3445mmmCX：孔邊距，取1445mmmA：玻璃板塊面積積:A=B××H=2.5×1.8=4.5m2二、玻璃強度校校核玻璃璃按四點支支承板計算算玻璃璃承受水平平風荷載和和地震荷載載作用校核核依據(jù)：σ≤=844N/mmm2q：：玻璃所受受荷載組合合值Lxx：玻璃短短邊孔距Lx=H-2××CX=1800-2××145=1510mmmLyy：玻璃長長邊孔距Ly=B-2××CY=2500-22×345=1810mmt：：玻璃的計計算厚度，取1.2×10=12mmα1：四點支承玻璃璃面板的應應力系數(shù)由邊長比，=55.25，查《點支式玻璃璃幕墻工程程技術(shù)規(guī)程程》，得::α1=0.78848：撓度折減系數(shù)數(shù)由參數(shù)=22.57查表得：0.991（1）σw：四點支承玻璃璃面板跨中中邊緣最大大彎曲應力力值σw===71.3N//mm2≤=84N/mmm2玻璃的強度滿足足設計要求求。（2）σt：玻璃邊緣與邊邊框接觸在在玻璃面板板中產(chǎn)生的的擠壓應力力t=式中：t：由溫度變化在玻玻璃中產(chǎn)生生的擠壓應應力，當計計算值為負負時，擠壓壓應力取為為零e：玻璃邊緣與邊框框間的空隙隙，取5mmdc：施工誤差，取33mmb：玻璃長邊尺寸，取取25000mm△T：玻璃幕墻年溫度度變化（℃），按62℃?。翰ＡЬ€膨脹系數(shù)數(shù)，取1.0×10-5E：玻璃彈性模量，取0.72×105N/mm2則σt===-12.966（表示無無擠壓溫度度應力）三、玻璃撓度計計算E：玻璃的彈性模模量，取7.2×104N/mmm2β1：四點支承玻璃璃面板的撓撓度系數(shù)由邊長比，=55.25，查《點支式玻璃璃幕墻工程程技術(shù)規(guī)程程》，得：：β1=0.11881μ===27.4mm第三章、魚腹式式桁架結(jié)構(gòu)構(gòu)計算該點支式玻璃幕幕墻主體結(jié)結(jié)構(gòu)采用魚魚腹式桁架架形式:采用φ299×10mmm鋼管立立柱、φ219×10mmm鋼管腹腹桿及中間間φ140×8mmm的水平鋼鋼管支撐成成為桁架主主受力構(gòu)件件，桁架最最大矢高為為1.5m。桁架架節(jié)點上承承受的荷載載有水平方方向上的風風荷載、地地震荷載傳傳遞的集中中力，垂直直方向自重重荷載產(chǎn)生生的集中力力由自重桿桿承受，桁桁架的水平平分格寬度度為5.00m。一、荷載計算1、計算標高為221.6m處：水平方向的荷載載組合設計計值q==4.399KN//m2 水平方向的荷載載組合標準準值qKK=3.144KN//m2垂直方向的荷載載組合設計計值GAA=1.22×0.60=0.72KKN/m22垂直方向的荷載載組合標準準值GAAK=0..60KNN/m22、節(jié)點承受的水水平方向集集中荷載設設計值P=44.39××2.5×1.8=119.7555KN節(jié)點承受的水平平方向集中中荷載標準準值PK==3.144×2.5×1.8=14.13KN二、結(jié)構(gòu)計算采用SAP20000軟件進行行計算，在在荷載設計計值作用下下得出桁架架的最大彎彎矩、軸力力，在荷載載標準值作作用下得出出桁架的最最大撓度。計計算模型和和受力簡圖圖見第六章章。1、主受力構(gòu)件φφ299×10mmm鋼管的最最大彎矩、軸軸力（桿件件730）Mmaxx=51.88KN··mNmaxx=877..54KKN2、次受力構(gòu)件φφ219×10mmm鋼管的最最大彎矩、軸軸力（桿件件761）Mmaxx=25.221KNN·mNmaxx=778..45KKN3、重力桿φ1880×10mmm鋼管的的最大彎矩矩、軸力（桿桿件589）MY=277.92KN·mm，MZ=18.448KNN·mNmax=2.227KNN4、連系構(gòu)件φ1140×8mm鋼管管的最大彎彎矩、軸力力（桿件1106）Mmaxx=4.799KN··mNmaxx=40.331KNN5、搖桿φ1277×5mmm鋼管的最最大彎矩、軸軸力（桿件件847）Mmaxx=0.133KN··mNmaxx=1388.7KKN6、支撐構(gòu)件φ660×4mm鋼管管的最大彎彎矩、軸力力（桿件339）Mmaxx=0.355KN··mNmaxx=63.007KNN7、桁架的截面特特性a、φ299×10mm鋼管管鋼立柱強度設計計值：215N/mmm2鋼管彈性性模量：E=2206×103N/mmm2X軸慣性性矩：IIx=9490015022mm4Y軸慣性性矩：Iy=9490015022mm4X軸抵抗抗矩：WWx=6347793mmm3Y軸抵抗抗矩：WWY=6347793mmm3鋼管截面面積：A==90799mm2塑性發(fā)展展系數(shù)：γ=1.005b、φ219×10mm鋼管管鋼管強度設計值值：215N/mmm2鋼管彈性性模量：E=2006×103N/mmm2X軸慣性性矩：Ix=3593328655mm4Y軸慣性性矩：Iy=3593328655mm4X軸抵抗抗矩：Wx=3281154mmm3Y軸抵抗抗矩：WY=3281154mmm3鋼管截面面積：A=65666mmm2塑性發(fā)展展系數(shù)：γ=1.005c、φ180×10mm鋼管管鋼管強度設計值值：215N/mmm2鋼管彈性性模量：E=2006×103N/mmm2X軸慣性性矩：Ix=1936600655mm4Y軸慣性性矩：Iy=1936600655mm4X軸抵抗抗矩：Wx=2151112mmm3Y軸抵抗抗矩：WY=2151112mmm3鋼管截面面積：A=53441mmm2塑性發(fā)展展系數(shù)：γ=1.005d、φ140×8mmm鋼管鋼管強度設計值值：215N/mmm2鋼管彈性性模量：E=2006×103N/mmm2X軸慣性性矩：Ix=72522103mm4Y軸慣性性矩：Iy=72522103mm4X軸抵抗抗矩：Wx=1036601mmm3Y軸抵抗抗矩：WY=1036601mmm3鋼管截面面積：A=33118mmm2塑性發(fā)展展系數(shù)：γ=1.005e、φ127×5mmm鋼管鋼管強度設計值值：215N/mmm2鋼管彈性性模量：E=2006×103N/mmm2X軸慣性性矩：Ix=35711398mm4Y軸慣性性矩：Iy=35711398mm4X軸抵抗抗矩：Wx=562442mmm3Y軸抵抗抗矩：WY=562442mmm3鋼管截面面積：A=19116mmm2塑性發(fā)展展系數(shù)：γ=1.005f、φ60×4mmm鋼管鋼管強度設計值值：215N/mmm2鋼管彈性性模量：E=2006×103N/mmm2X軸慣性性矩：Ix=2772264mmm4Y軸慣性性矩：Iy=2772264mmm4X軸抵抗抗矩：Wx=92422mm3Y軸抵抗抗矩：WY=92422mm3鋼管截面面積：A=7044mm2塑性發(fā)展展系數(shù)：γ=1.0058、桁架強度校核核a、φ299×10mm鋼管管（桿件7730）=174.4NN/mm22＜215N/mmm2b、φ219×10mm鋼管管（桿件7761）=191.7NN/mm22＜215N/mmm2c、φ180×10mm鋼管管（桿件5589）=205.9NN/mm22＜215N/mmm2d、φ140×8mmm鋼管（桿桿件1066）=56.2N//mm2＜215N/mmm2e、φ127×5mmm鋼管（桿桿件8477）=74.6N//mm2＜215N/mmm2f、φ60×4mmm鋼管（桿桿件39）=125.7NN/mm22＜215N/mmm2桁架各桿件強度度滿足設計計要求。9、桁架的穩(wěn)定性性校核由SAP20000軟件計算可可得：Nmax=11003KN（桿桿件7277）a、查表得φ2999×10mmm鋼管（桿桿件7277）的回轉(zhuǎn)轉(zhuǎn)半徑ix=iy=102..2mmm，平面內(nèi)的計算長長度=1.8mm，按b類截面取取值長細比λx===18查表得N/mmm2＜=0.9776×215==209..8N//mm2平面外桁架中部部有5個支座，故故平面外桁桁架的計算算長度=21.6/66=3.6mm，長細比λy=====35查表得N/mmm2＜=0.9118×215==197..4N//mm2故該桁架結(jié)構(gòu)體體系在平面面內(nèi)和平面面外都是穩(wěn)穩(wěn)定的。10、桁架的撓度校校核在荷載標準值作作用下，用用SAP22000軟件進行行計算得出出桁架的最最大撓度：：fX=50.83mmm，fZ=5.633mmf=≤mm桁架撓度滿足設設計要求。第四章、魚腹式式鋼結(jié)構(gòu)與與預埋件的的連接計算算鋼結(jié)構(gòu)構(gòu)桁架采用用鋼銷與115mmm厚耳板連連接。采用用φ48鋼銷（A0=18099.8mmm2），鋼銷銷的抗剪應應力=2445N//mm2，耳板與與主體鋼埋埋件結(jié)構(gòu)采采用焊接。一、鋼銷與耳板板強度計算算φ48mm鋼銷銷受到的剪剪力，由SAP22000軟件計算算可得：水平剪力V1==270..55KKN，垂直剪剪力V2=129..98KKNV===300.15KN==165.8NN/mm22＜=2455N/mmm2鋼銷設計滿足要要求。耳板采用Q2335鋼板，局局部抗壓校校核，承壓壓面n1=2，局部承承壓強度N/mmm2=2×48×115×320=460.8KKN＞V=3000.15KN耳板設計滿足要要求。二、耳板與主體體結(jié)構(gòu)焊縫縫連接計算算耳板與與主體鋼結(jié)結(jié)構(gòu)埋件采采用雙面焊焊接，焊縫縫高度hf=10mmm，焊縫縫長度為3320mmm，焊縫縫承受剪力力和彎矩共共同作用。設計最大豎向拉拉力N=129.988KN設計最大水平剪剪力V=270.555KN水平剪力產(chǎn)生的的彎矩M=VV×100×10-3=2270.555×0.10=227.0555KNN·m焊縫采用Hf==10mmm，雙面面焊接，單單條焊縫有有效面積A=0.71××10×（320-110）=2201mm2抵抗矩W1==113719mm3由彎矩產(chǎn)生的應應力==119.2N/mmm2由拉力產(chǎn)生的應應力==29.52N/mmm2由剪力產(chǎn)生的應應力==61.44N/mmm2焊縫右端最危險險，由==1336.5N/mmm2＜=1600N/mmm2焊縫設計滿足要要求。第五章、預埋件件結(jié)構(gòu)計算算一、計算模型主體結(jié)構(gòu)采用混混凝土強度度等級大于于C30，標高取取為21.6m，幕墻墻分格寬度度B=2.55m，分分格高度H=1.88m。錨筋筋選用HRB3335級鋼筋，直直徑22mmm，共9根分3層，錨筋筋間距為1150mmm，錨板板采用4550×450×20mmm的Q235鋼板。受受力形式如如下圖:二、內(nèi)力計算V=270.555KNN，N=1299.98KN，M=27..055KN·m三、錨筋最小截截面積計算算錨筋面積按下式式計算，并并應大于其其最大值：：式中：V：剪力設計值N：法向拉力M：彎矩設計值：鋼筋層數(shù)影響響系數(shù)，取取=0.9：錨筋受剪承載載力系數(shù)，取取===0.49<00.7取=0.499d：錨筋直徑，取取d=22mmmt：錨板厚度，取取t=20mmm：錨板彎曲變形形折減系數(shù)數(shù)，取===0.83Z：外層錨筋中心心線之間的的距離，取取Z=150mmm：C30混凝土軸軸心受壓強強度設計值值，取=114.3N/mmm2==3317mmm2==2665mmm2所需錨筋最小截截面積為33317mm2。四、預埋件錨筋筋確定選擇9φ22，錨錨筋總面積積為：=3422mmm2＞33177mm2預埋件錨筋截面面積滿足設設計要求。五、錨板面積校校核C30混凝土的的抗拉強度度設計值==1.433N/mmm2法向拉力N＜00.5，即即129980N＜0.5×1.433×450×450=1447788NN預埋件錨板滿足足設計要求求。六、預埋件焊縫縫驗算單根錨筋筋所能承受受的最大剪剪力為：fvs=(3.114×222/4)×215==816887N焊縫能承承受的最大大作用力為為：fvw=160××1×0.7007×8×3.144×22＋125×1×0.7007×7×3.144×22=105249Nfvw＞fvs焊縫強強度滿足要要求。第六章、SAPP20000計算結(jié)果果輸出一、計算模型二、桿件彎矩受受力示意圖圖三、桿件軸力受受力示意圖圖四、數(shù)據(jù)輸出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..563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