澳门金沙新入口玻璃幕墙雨篷计算书.doc

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1、Calculation for New Canopy of Sands 1.1 Drawing：2 introduction2.1 The site is in Macau S.A.R. 2.2 Type of terrain roughness According to the macauRegulamento de Segurana e Aces em Estruturas de Edifcios e Pontes This case is the first class of terrain roughness3 CalculateExplanation of the load for

2、the canopyThe load include dead load, wind load, and live loadTotal： Sk+k+1.5wk+1.5Sk(or Qk)Wind load design valueccording to the macauRegulamento de Segurana e Aces em Estruturas de Edifcios e Pontes： WkhLive load design value ccording to the macauRegulamento de Segurana e Aces em Estruturas de Edi

3、fcios e Pontes：Q：live load of the canopy：5kN/m2 3.1 Dead load of the canopy Gk： Uniformly dead load of the canopy = 2.5kPa； Gk compare with others load, is not the main load： G+Gk =3kPa 3.2 Consider all loads Sk+k+1.5wk+1.5Sk(或Qk)3.3 Load from upper curtain wall W k = bz ms mz Wo 2 K2 qEk2 qE KN /m2

4、 W合 KN /m2 q1= W合4.3/2=6.031KN/m4 Calculation of the beams and columnsBasic information： 1：height：m； 2：model：Socle beam； 3：load type：concentrated load； 4：length：L=6510mm； 5：width：B=6841mm； 6：design material class：Q235 or above；4.1 Stress analysis of strutureAxial force： T1： PT1=155N SC1：PSC1=663N BR

5、1：PBR1=78N SB2/SB3：PSB2/3=511N Maximum bending moment of the post： Mmax：Design value of maximum bending moment in socle beam(Nmm)； x：distance between the fixed point and the point of maximum bending moment； L：total length(mm)； a、b：Length parameter(mm)； computing result： x=0mm |MmaxmmSection properti

6、es4.2 Section properties of the materialSection properties of the socle beam： Flexural strength design value：f=215MPa； Elastic Modulus(Youngs Modulus)：E=206000MPa； Principal moment of inertia：I=3680000mm4； Principal sectional resistance moment：W=142000mm3； Plastic adaption coefficient：；4.3 Calculati

7、on for the flexural strength of beamFlexural strength should sitify： NL/A+Mmax/Wf N：axial force of beam(N)； A：area of section(mm3)； Mmax：Design value of maximum bending moment in socle beam(Nmm)； W：net sectional resistance moment in moment direction (mm3)； ：Plastic adaption coefficient is ； f：Flexur

8、al strength design value is 215MPa； N/A+Mmax/W=55MPa215MPaDesign area of section：T1：AT1=54cm2 SC1：ASC1=138cm2 BR1：ABR1=40cm2 SB2/SB3：ASB2/3=93cm2We choose： SC1H steel 400x400x172kgT1H steel BR1H steel SB2/SB3H steel 4.4 Beam deflection calculating Maximum deflection of the beam may occur in 2 point，

9、one is point A, the other is between B and C，computing result：(1)point A： dfA：deflection in point A(mm)； df,lim：Standard deflection limit(mm)； df,lim=2L/250=36mm dfAdf,lim=36mmSo, point A is satisfied.(2)between B and C： dfx：deflection between B and C(mm)； x：the point which the distance from flex po

10、int is X(Maximum deflection point)； computing result： x=1688mm dfxdf,lim=36mmSo, between B and C is satisfied.5 Weld joint calculating 1：height：hf=4mm； 2：sectional resistance：W=76970mm3； 3：area of sectional：2；5.1 Stress analysis V：shear force in fixed point(N)； NL：axial force(mm)； M：moment in fixed

11、point(Nmm)；computing result： V=6604.913N NLmm5.2 Checking (f/f)2+f2)ffw 7.1.3-3GB50017-2003 f：vertical stress in weld joint section(MPa)；f：Design value of strength increasing coefficient of fillet weld in parallelshear is ； f：according to the area of section,shear stress(MPa)； ffw：Design value of st

12、rength coefficient of fillet weld(MPa)； (f/f)2+f2)ffw=160MPa pass6 Glass 1：height：30m； 2：size：widthheight=BH=1000mm2000mm； 3：8+8mm tempered laminated glass, as：6.1 Total load of glass(1)dead load： Gk：standard dead load of glass(MPa)； G：design dead load of glass(MPa)； t1：thickness of upper glass(mm)；

13、 t2：thickness of lower glass(mm)； g：density of glass(N/mm3)； wk+：positive standard wind load(MPa)； Gk=g(t1+t2) G+：load with positive wind load(MPa)； G-：load with negative wind load (MPa)； Gk：standard dead load of glass(MPa)； G+=1.35Gk 662MPa G-=Gk9MPa(2) with positive wind load： Sk+：total load with

14、positive wind load(MPa)； S+：design value of total load with positive wind load(MPa)； Sk+=Gk+wk+k S+=G+w+(3) with negative wind load： Sk-：total load with negative wind load (MPa)； S-：design value of total load with negative wind load (MPa)； Sk-=Gk+wk- S-=G-+w-kk-(4)worst situation： Sk：total load(MPa)

15、； S：total load design value(MPa)； Sk6.2 玻璃板塊荷載分配計算 Sk：total load(MPa)； S：total load design value(MPa)； t1：thickness of upper glass(mm)； t2：thickness of lower glass(mm)； Sk1：total load act on the upper glass(MPa)； S1：design value of total load act on the upper glass (MPa)； Sk2：total load act on the l

16、ower glass (MPa)； S2：design value of total load act on the lower glass (MPa)； Sk1=Skt13/(t13+t23) S1=St13/(t13+t23) Sk2=Skt23/(t13+t23) S2=St23/(t13+t23)6.3 Strength calculation of glass fg(1)upper glass： 1=Sk1a4/Et14 6.1.2-3JGJ102-20031，as 6.1.2-2JGJ102-2003，1； m1； 1=6m1S1a21/t12fg1=42MPa(tempered

17、glass) pass(2)lower glass：2=Sk2a4/Et24 6.1.2-3JGJ102-2003 2，as 6.1.2-2JGJ102-2003，2 m2； 2=6m2S2a22/t22fg2=42MPa(鋼化玻璃) pass6.4 Deflection calculating of glass df=Ska4/Ddf,lim 6.1.3-2JGJ102-2003 ； df,lim：； D=Ete3/(12(1-2) 6.1.3-1JGJ102-2003 ： ； te=(t13+t23)1/3 6.1.4-5JGJ102-2003 D=Ete3/(12(1-2)mm =Ska

18、4/Ete4 6.1.2-3JGJ102-2003，as 6.1.2-2JGJ102-2003，=1 df=Ska4/Ddf,lim pass7 Calculating for Embedded parts7.1 Stress analysis V：design value of shear force(N)； N：design value of axial force(N)； M：design value of moment in root(Nmm)；mm7.2 Maximum tension in bolts As 5.2.2JGJ145-2004：1： When N/n-My1/yi20

19、：Nsdh=N/n+My1/yi22：When N/n-My1/yi20：Nsdh=(NL+M)y1/yi/2N/n-My1/yi2 -25482.6760 Nsdh=(NL+M)y1/yi/2As JGJ102-2003的, 2times Nsdh is the value in site.7.3 Shear stress in bolts As 5.3.1JGJ145-2004, when edge width c10hef，all shear force is uniformly； When c10hef，parts of bolt share the shear force；c=100

20、mm10hef=600mmparts of bolt share the shear force, the design value is：Vsdh7.4 Tension calculating when bolts damageNRd,s=kNRk,s/RS,N 6.1.2-1JGJ145-2004NRk,s=Asfstk 6.1.2-2JGJ145-2004NRk,s=Asfstk =62832NRS,Nstk/fyk1.4 表4.2.6JGJ145-2004 RS,Nstk/fyk take：RS,N NRd,s=kNRk,s/RS,N =41888NNsdhpass7.5 Loadin

21、g calculating when concrete damage at connective pointNRd,c=kNRk,c/Rc,NNRk,c=NRk,c0Ac,N/Ac,N0s,Nre,Nec,Nucr,Nk：as 7.0.5JGJ145-2004； Rc,N：as 4.2.6JGJ145-2004, choose ； NRk,c0fcu,khef(expansion anchor)6.1.4JGJ145-2004 NRk,c0fcu,k(hef-30)(Chemical anchor)6.1.4JGJ145-2004 fcu,k：standard compressive stre

22、ngth of concrete, when it is between 45-60MPa，should multiply by ； NRk,c0fcu,k(hef-30)Ac,N0：as 6.1.5JGJ145-2004； scr,N=3hef =180mmAc,N0=scr,N2 =32400mm2Ac,N：as 6.1.6JGJ145-2004：Ac,N =(c1+s1scr,N)(c2+s2scr,N)ccr,Nef60=90mm； c1ccr,N c2ccr,N s1scr,N s2scr,NAc,N=(c1+s1scr,N)(c2+s2scr,N) =118800mm2s,N：as

23、 6.1.7JGJ145-2004： s,Nc/ccr,N1 (expansive anchors) 6.1.7JGJ145-2004 s,N=1 (chemical anchors) 6.1.7JGJ145-2004minimum of c，should satisfy cmincccr,N，as 6.1.11JGJ145-2004： as expansive anchors cmin=3hef expansion anchors cmin=2hef undercut anchors cmin=hefs,Nc/ccr,N1 =1s,N take as 1re,N：as 6.1.8JGJ145

24、-2004, when s150mm or d10mm and s100mm，take as ；re,N=0.5+hef/2001re,N=。ec,N：as 6.1.9JGJ145-2004； ec,N=1/(1+2eN/scr,N)=1ucr,N：for non-chemical anchor ，for chemical anchor ；NRk,c=NRk,c0Ac,N/Ac,N0s,Nre,Nec,Nucr,N NRd,c=kNRk,c/Rc,NNsdgpass7.6 Tension calculating when bolts damage VRd,s=kVRk,s/Rs,V 6.2.2

25、-1JGJ145-2004k：as 7.0.5JGJ145-2004；Rs,V：as 4.2.6JGJ145-2004：Rs,Vstk/fyk 4.2.6JGJ145-2004at least 、fstk800MPa、fyk/fstk； Rs,Vstk/fyk 4.2.6JGJ145-2004Take Rs,V； VRk,ssfstk 6.2.2-2JGJ145-2004 =31416N VRd,s=kVRk,s/Rs,V =20944NVsdhpass7.7 Loading calculating when concrete damage at connective point VRd,c=

26、kVRk,c/Rc,V 6.2.3-1JGJ145-2004VRk,c=VRk,c0Ac,V/Ac,V0s,Vh,Va,Vec,Vucr,V 6.2.3-2JGJ145-2004 k：as 7.0.5JGJ145-2004； Rc,V：as 4.2.6JGJ145-2004, take as ； VRk,c0：as 6.2.4JGJ145-2004； Ac,V0：as 6.2.5JGJ145-2004； Ac,V：as 6.2.6JGJ145-2004； s,V：as 6.2.7JGJ145-2004； h,V：as 6.2.8JGJ145-2004； a,V：as 6.2.9JGJ145-2

27、004； ec,V：as 6.2.10JGJ145-2004； fucr,V：as 6.2.11JGJ145-2004；c1=90mmc2=90mms,Vc211 6.2.7JGJ145-2004 =0.91take s,VVRk,c0(dnom)(lf/dnom)(fcu,k)c1 6.2.4JGJ145-2004lf：take lfhef，且lf8d，so we take 60mm； VRk,c0(dnom)(lf/dnom)(fcu,k)c1 Ac,V012 6.2.5JGJ145-2004 =36450mm2Ac,V1+s2+c2)h 6.2.6-3JGJ145-2004 =15000

28、0h,V1/h)1/351 6.2.8JGJ145-2004 =0.6961 h,V=1 a,V ec,V=1/(1+2eV/3c1)1 =1=1ec,V=1As 6.2.11JGJ145-2004，ucr,V VRk,c=VRk,c0Ac,V/Ac,V0s,Vh,Va,Vec,Vucr,V VRd,c=kVRk,c/Rc,VVsdg pass7.8 混凝土剪撬破壞承載能力計算 VRd,cp=KVRk,cp/Rc,p 6.2.12-1JGJ145-2004VRk,cp=kNRk,c 6.2.12-2JGJ145-2004Rc,p：as 4.2.6JGJ145-2004, take ； k：wh

29、en hef60mm take ，else 。 VRk,cp=kNRk,c VRd,cp=KVRk,cp/Rc,pVsdgpass！7.9 Tensile and shear force bearing loadWhen steel damaged： (NSdh/NRd,s)2+(VSdh/VRd,s)21 6.3.1JGJ145-2004When concrete damaged： (NSdg/NRd,c)+(VSdg/VRd,c)1 6.3.2JGJ145-2004 (NSdh/NRd,s)2+(VSdh/VRd,s)2pass！ (NSdg/NRd,c)+(VSdg/VRd,c)pass！