莆田萬(wàn)達(dá)擴(kuò)初門門頭

1、FACADE ENGINEERING - FEPROJECT / NUMBER福建莆田市萬(wàn)達(dá)廣場(chǎng)/ 001122ITEMLanterned Steel Structure Calculation燈籠式鋼結(jié)構(gòu)計(jì)算Document Number001122 FE1820Revisionpages-71FACADE ENGINEERING-FEContents1Basis of DesignB181.1 Properties of materialsB111.2 Materials and sectionsB111.3 Design loadsB271.4 Presentation of indiv

2、idual loadcase exerted on those facetsB78Analysis of the steel structure22.1 Check of strengthB8B102.2 Check of service-abilityB1013Lateral and compression buckling analysisB14B1534Modal analysisB15B165Using GB50017-2003 in the softwareto check the steel structureB17B186.B18B187 Check of embedmentsB

3、19B29Appendix<1>Exported resultsAppendix<2>Reaction forcesA1FACADE ENGINEERING-FECalculation of Lanterned Steel FrameLocation of the projectPutian City,Fujian Province,P.R.C.Min Midas/Gen Ver. 780Note:Here we don't take account of the structural effect of signboard on top of the stee

4、l structure,as it is directly connected into the concrete structrue.Basis of Design1.1 Properties of materials1Dgl := 25.6kN×m- 3Dst := 76.6 kN×m- 3Weight per unit volume of glassWeight per unit volume of steel1.2 Materials and sectionsQ235B and the following sections have been used for th

5、e design of steel frame. Secion 1: 350x20 used for the main chord member of truss;Section 2:152x10 used for the bracing member of truss; Section 3:194x10 used for the transom member;Section 4:Tapered H beam for the canopy,one end being 300x150x16x12 and the other being 150x150x16x12; Section 5:350X1

6、50X20X12H beam for the canopy;Section 6:100x10 used for tension rod of canopy;B1FACADE ENGINEERING-FE1.3 Design loads1.3.1 Loads on facets 1,2_1&2_21.3.1.1 Definition of wind loadBasic wind suction/pressureBuilding heightClassification subject to wind loadGround roughnessSeismic fortification in

7、tensitygz = 1.83z = 1sl_n = -1.2s1_p = 1Wk_n_f := gz×z×sl_n×0 = -1.54×kPa Wk_p_f := gz×z×s1_p×0 = 1.28×kPa rw := 1.4Wn_f := rw×Wk_n_f = -2.15×kPa Wp_f := rw×Wk_p_f = 1.79×kPaGust peak coefficientground roughness and height above ground fact

8、orLocal shape coefficient for suctionLocal shape coefficient for pressureStandard wind suctionStandard wind pressurePartial safety factor for wind loadDesign wind suctionDesign wind pressureB2z := 30m0 := 0.7kPaFACADE ENGINEERING-FE1.3.1.2 Definition of seismic loadThickness of glass panel (For cons

9、ervative assum)tgl := 10mm + 10mm = 20×mmStandard self weight per unit area (Consider 20% accessories)GGk := 120% tgl Dgl = 0.61×kPaPartial safety factor for dead loadrG := 1.2Design dead load GG := rG×GGk = 0.74×kPamax = 0.08E := 5.0qEk := max×E×GGk = 0.25×kPa rE

10、:= 1.3qE := rE×qEk = 0.32×kPaSeismic influence coefficientSeismic action effect coefficientStandard seismic loadSafety factor for seismicDesign seismic load1.3.1.3 Definition of combined loadCombination factor for wind loadw := 1E := 0.5qn := w×rw× Wk_n_f + E×rE×qEk = 2

11、.31×kPaqp := w×rw× Wk_p_f + E×rE×qEk = 1.95×kPaCombination factor for seismic loadDesign horizontal load combination 1Design horizontal load combination 21.3.2 Loads on skylight1.3.2.1 Definition of wind loadBuilding heightClassification subject to loadGround roughnessT

12、otal glass thickness (For conservative assum) Gust peak coefficienttgl := 10mm + 10mm + 10mm = 30×mmgz = 1.83z = 0.999s1_n = -0.6s1_p = 1k_n_sk := min(gz×z×s1_n×0 , -1.5kPa) = -1.5×kPak_p_sk := max(gz×z×s1_p×0 , 1.5kPa) = 1.5×kPaground roughness and heigh

13、t above ground factorLocal shape coefficient for suctionLocal shape coefficient for pressureStandard wind suctionStandard wind pressureB3z := 30mFACADE ENGINEERING-FEw := 1.4Partial safety factor1.3.2.2 Definition of dead load,not including steel frameG1 := 1.35G2 := 1Gk1 := 1.2tgl gl = 0.92×kP

14、aG1_1 := G1×Gk1 = 1.24×kPa G1_2 := G2×Gk1 = 0.92×kPaPartial safety factor(Unfavorable effect)(Favorable effect)Standard self weight(consider 20% accessories)Design self weight(Unfavorable effect)(Favorable effect)1.3.2.3 Definition of Live load(downward)Standard live loadPartial

15、factorLL1k := 0.5kPaLL1s := 1.41.3.2.4 Definition of maintenance load(downward)A point load is applied in scope of every 1m2 when stress to be checked,and the same point load of every 6.25m2,when serviceability to be checked.One single Construction orLL2 := 1.1kNmaintenance loadLL21m(When checking s

16、tress )Equivalent distributed loadLL:= 1.1×kPa2_12LL2LL:= 0.18×kPa(When checking service-ability)2_2(2.5m ´ 2.5m)1.3.2.5 Definition of snow loadBasic snow load:r = 1sk := r×so = 0.45×kPas := 1.4Distributing coefficient of snow load (when slope <=25degree)Standard snow loa

17、d: Partial safety factor:1.3.2.6 Definition of load combinationsFor wind loadw1 := 1LLs1 := 1LLs1 := 1w2 := 0.6LLs2 := 0.7For live,and snow loadFor maintenance loadAfter analysis,we can conclude the following more unfavorable load combinations to check the strength of members:qn_sL := G1_2 + w1×

18、;w×k_n_sk = -1.18×kPaqp1_sL := G1_1 + w1×w×k_p_sk + LLs2×LL1s×max(LL1k, sk) = 3.83×kPa qp2_sL := G1_1 + LLs1×LL2_1 = 2.34×kPaqp3_sL := G1_1 + LLs1×LL1s×max(LL1k, sk) + w2×w×k_p_sk = 3.2×kPaB4so := 0.45kPaFACADE ENGINEERING-FEand t

19、he following load combinations to check the service-ability:qnk_sL := Gk1 + w1×k_n_sk = -0.58×kPa qp1k_sL := Gk1 + w1×k_p_sk = 2.42×kPa qp2k_sL := Gk1 + LLs1×LL2_1 = 2.02×kPaqp3k_sL := Gk1 + LLs1×max(LL1k, sk) = 1.42×kPa1.3.3 Loads on attached canopy to steel

20、structure1.3.3.1 Definition of wind loadBuilding heightClassification subject to loadGround roughnessTotal glass thickness (For conservative assum) Gust peak coefficienttgl := 10mm + 10mm = 20×mmgz = 2.2z = 0.74s1_n = -2s1_p = 1k_n_ca := min(gz×z×s1_n×0 , -1.5kPa) = -2.28×kP

21、a k_p_ca := max(gz×z×s1_p×0 , 1.5kPa) = 1.5×kPa Wk_ca := max( k_n_ca , k_p_ca , 1kPa) = 2.28×kPa w := 1.4ground roughness and height above ground factorLocal shape coefficient for suctionLocal shape coefficient for pressureStandard wind suctionStandard wind pressureStandard

22、wind suction/pressurePartial safety factor1.3.3.2 Definition of dead load,not including steel frameG1 := 1.35G2 := 1Gk1 := 1.2tgl gl = 0.61×kPaG1_1 := G1×Gk1 = 0.83×kPa G1_2 := G2×Gk1 = 0.61×kPaPartial safety factor(Unfavorable effect)(Favorable effect)Standard self weight(c

23、onsider 20% accessories)Design self weight(Unfavorable effect)(Favorable effect)1.3.3.3 Definition of Live load(downward)Standard live load Partial factorLL1k := 0.5kPaLL1s := 1.4B5z := 7mFACADE ENGINEERING-FE1.3.3.4 Definition of maintenance load(downward)A point load is applied in scope of every 1

24、m2 when stress to be checked,and the same point load of every 6.25m2,when serviceability to be checked.One single Construction orLL2 := 1.1kNmaintenance loadLL21m(When checking stress )Equivalent distributed loadLL:= 1.1×kPa2_12LL2LL:= 0.18×kPa(When checking service-ability)2_2(2.5m ´

25、 2.5m)1.3.3.5 Definition of snow loadBasic snow load:r = 2sk := r×so = 0.9×kPas := 1.4Distributing coefficient of snow load (when slope <=25degree)Standard snow load: Partial safety factor:1.3.3.6 Definition of load combinationsFor wind loadw1 := 1LLs1 := 1LLs1 := 1w2 := 0.6LLs2 := 0.7F

26、or live,and snow loadFor maintenance loadAfter analysis,we can conclude the following more unfavorable load combinations to check the strength of members:qn_ca := G1_2 + w1×w×k_n_ca = -2.58×kPaqp1_ca := G1_1 + w1×w×k_p_ca + LLs2×LL1s×max(LL1k, sk) = 3.81×kPa q

27、p2_ca := G1_1 + LLs1×LL2_1 = 1.93×kPaqp3_ca := G1_1 + LLs1×LL1s×max(LL1k, sk) + w2×w×k_p_ca = 3.35×kPaand the following load combinations to check the service-ability:qnk_ca := Gk1 + w1×k_n_ca = -1.66×kPa qp1k_ca := Gk1 + w1×k_p_ca = 2.11×kPa qp

28、2k_ca := Gk1 + LLs1×LL2_1 = 1.71×kPaqp3k_ca := Gk1 + LLs1×max(LL1k, sk) = 1.51×kPa1.3.4 Load combinations on the steel structure of loads on respective facetFrom above 1.2.2,1.2.2,1,2,3 in combination of the shape of the entire steel structure,we can reasonably conclude the follo

29、wing more unfavorable load combinations to check its strength and service-ability.For check of strengthfacet 1facet 2_1facet 2_2skylightcanopyLoad combination 1qnqpqnqn_sLqn_ca(1)+(2)+(2) +1.2D-GLASS1.2DLB6so := 0.45kPaFACADE ENGINEERING-FELoad combination 2qn qn qn qp qp qpqpqp qp qp qp qp qpqpqn q

30、n qn qn qn qnqnqn_sL qp1_sL qp1_sL qn_sL qn_sL qp1_sLqp1_sLqp1_ca qn_ca qp1_ca qn_ca qp1_ca qn_caqp1_ca(1)+(2)+(2)+1.2D-GLASS1.2DLLoad combination 3(1)+(2)+(2)+1.2D-GLASS1.2DLLoad combination 4(1)+(2)+(2)+1.2D-GLASS1.2DLLoad combination 5Load combination 6(1)+(2)+(2)+1.2D-GLASS1.2DL(1)+(2)+(2)+1.2D-

31、GLASS1.2DLLoad combination 7(1)+(2)(2)+(2)+1.2D-GLASS1.2DLLoad combination 8(1)+(2)+1.2D-GLASS1.2DLFor check of service-abilityfacet 1facet 2_1facet 2_2skylightcanopyLoad combination 9Wk_n_f Wk_n_f Wk_n_fWk_n_fWk_p_f Wk_p_f Wk_p_f Wk_p_f Wk_p_f Wk_p_f Wk_p_fWk_p_fWk_n_f Wk_n_f Wk_n_f Wk_n_f Wk_n_f W

32、k_n_f Wk_n_fWk_n_fqnk_sLqnk_sLqnk_ca qp1k_ca qnk_ca qpk1_ca qnk_ca qpk1_ca qnk_caqpk1_ca(1)+(2)+(2)+D-GLASSDLLoad combination 10(1)+(2)+(2)+D-GLASSDLLoad combination 11qp1k_sL+qp1k_sL+(1)+(2)+(2)+D-GLASSDLLoad combination 12(1)+(2)+(2)+D-GLASSDLqnk_sLqnk_sLLoad combination 13Load combination 14(1)+(

33、2)+(2)+D-GLASSWk_p_f Wk_p_fWk_p_fWk_p_fDL(1)+(2)+(2)+D-GLASSDLLoad combination 15qp1k_sL+qp1k_sL+(1)+(2)+(2)+D-GLASSDLLoad combination 16(1)+(2)+(2)+D-GLASSDLNote:DL denotes the self weight of steel members auto-generated in software.1.4 Presentation of individual load case exerted on those facets(2

34、)+(2) in the mqpqn(1) in the m:qnB70.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0 0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0 0.00.00.00.00.00.00.00.00.00.00.0 0.00.00.00.0

35、0.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00.0FACADE ENGINEERING-FE(1) in the min the mqpqn_sLqn_cain the min the mqp1_sLD-GLASS in the mqp1_cain the m2 Analysis of the steel structureNow,turn to Midas/Gen for analysis under t

36、he above 8 load combinations,the max von mise stress under respective load combination is presented as following,2.1 Check of strengthB8-5.5-5.5-5.5-5.5-5.5-5.5-5. 5-5.5-5. 5-2-2. 1.1-5. 5-2.1-3.0-2-23. .1.10-5. 5-5.5-5.5-2.-1-33.00-3-.30.0-3-2-.-23.0.1.10-3.-1-303.0-5. 5-5.5-5.5-3.-30.0.0-2. 1 -3-2

37、-.2.0.110-3.0-2-2. 1. 1 -2.-.301-3.0.0-2. 1 -3-3.-.2.0-.030.11.0-5.5-2-2. 1. 1 -2.1-3.00-5.5-5. 5-33.-3.030.00-2.1 -3-2.-2.01. 1-3. 0-5.5-2-2.1. 1 -2-.30-13. .00-5.5-2.1 -3-3.-.20-.301. .10-3.0-2-2.1.1 -2.-13. 0-5. 5-3-.30. 0-2.1 -3-32.-.02.01. 1-5. 5-5.5-5. 5-2-2.1. 1 -2.-13. 0-3-.30. 0-2.1 -3-32.-

38、.02.01. 1-2-2.11 -2.-31. 0-3-.-3300. 0-2.1 -3-32.-2.0.01. 1-5.5-5.5-5.5-3.0-2-2.11 -2-.301. 0-3.0-5. 5-5.5-5.5-5.5-5.5-5. 5-5.5-0.9 -0.-70.-70.9-0.9-0.7 -0-.08.9-0-.07-.07.8-0-0.8.8 -00-0.07.77-.70.8-0.9- 0.9 - 0-.08. 7-0.-70.7- 0.8-0-0.8.8 -0-.07.-70.8-00.88 -0.7-0.8 - 0-0.7.7 -0.8-0 .7-0.99-0-00.6

39、.78-0.8 -0.8-0-.08.8 -0-.70-.70.8-00.88 -0-0.7-.70.8-0.8-0.7-0.8 -0-00-.07.7.7-08-0. 8-00.88-0.-00.88 -0-.07-.07.8-07.7-00.88-0.7-0-0.-0.-60-0 . -0.4- 0-.07.-70.8-0-0.8.8 -0 .7 - 0-.0-.07.8 -0-0.7.7 -0.5-0.9 -0-.08.9 -0.8 -0.8-0 .87 -0.7- 0.-70.7-0.5-0.5-0.7 -0-0.6-0.-40.5 -0-.0-30.3.2 -0-.07.7-0.9

40、-0.8-10.8 -0-0.8.8 -0 0-.05.8-0.4 .0-.03-0.20.28 -0.8-0. -0 -.-70.7-0.8-0.-70.4-0.7 7.4-00.84 -0.7-0.-7-0.78- 0.81.71. 71.71.71. 71. 71.7-0.9-00.89- 0.8 - 0.8 - 0.8 - 0.- 0.0-0.8-0.90-0.8.9 -0.8 -0.8 -0.8-0.8 -0.8 -0.8-0.40-0.8- 0.4-0.9-00.89 -0.8-0.8.8 -0 .8 -0.8-0.8 -0 .8-0 .8-0.8-0.8-0.8-0.8-0.8-

41、0.8-0-0.811.551.71.7-0.82.0 1. 5-0.9-0-.08.9 -0.82. 0 111.55-0.8-0.8-0.8-0.8-0.8-0.81.72. 0 1.5- 0.9 - 0.8 -10.8 - 0.8 - 0.82.2022.000 1.15.5- 0.8 - 0.8- 0.8-0.82.01.71. 71.7-0.90.89 -0.8-0.8 -0.8 -0.8-0.8 -0.8-0.8-0.9-0.82. 0222.000 1.5-0.822. 0.120.50 1.15.5-0.821.210225.5.0.00 1.52. 0-0-0.8.9 -0

42、.8 -0.8 -0 .8-0 .8 -0 .8 -0.82.012.05 1.15.51.7 1.71.7-0.8-0.4-0.9 -0.8-0.41.125.5.0 1.5.8 -0.8 -0.8-0.8 -0.8-0.8-0 .82. 202. 0.0222.01020.50 1.15.5-0.9-00.8.9 -0.8-0 .8-0.8-0.8-0.8-0.8-0.8-0.8212.1.02.5.05.0 1. 522.0.0210.05 1.1.55- 0.81.71. 71. 71.71.71. 7-0.8112.5.50 1.5222.202.020.000- 0.9- 0.9-

43、0.8-0.8-0.8-0.8-0.8-0.8-0.8-0.82.01.5 11.5. 511202.550. 0 1. 51222.0.2.10.50 111.5.5-0.9 -0.8-0.8-0.8-0.6-0-.05.8-0.4 -00.-.32-00.28-0.8-0.8-00.3.2-0.8- 0.04.5-0.82.0- 0.8 -00.8.8- -0.4 -0-0.3.8-0.-60.8- 0.9 -00.8.9-0.8-0.82112.20.5.500 1.5-0.8 -0.8 - 8 -0.-60-0.8.-0.8222. .02.010.05 1.1.55-0.8-0.8-

44、0 .8- 0.7-0.7-0.7-0.8-0.8-0.8-0.81.125. .50 1.5-00.7676. 822.020.01.7-0.9-0.9-0 .9-0.8-0.9-0.9- 0.8-0.8-0.81.71. 78-0.8-0.5-0.9-0.8-0.8- -0.5- 0.7- 0.80.7-0.8-0.8-0.8-0 .8-0.8-0.5 -0.7-0-.07.7-0.71.7 1.71. 7-0.8- 0.8-0.7- 0-0. .8-0.8-0.8-0-.07.-70.8-0.7-0.7-0-.07.7-0-.07.7-0 .8-0.8-0-.07- 8-0.7-0.8-

45、0 .9-0.7-0.-70.- 81.71.71.71.7 1.71.71. 7-0.9-0.7-0-0.0.7.7.- 8-0.7- 70-.07.8- 0.7-0.7-0-0.007.7.7-0-.70.7- 0-.07.7-0.-70.7-0.9-0-.07.7-0.7-0.7-0.7-0.70. 0 0. 0 0. 0 0. 000. 0 0. 00.0 0.0 0. 00.0 0.0 0.0 0.0 0.0 0. 0 0. 0 0. 00.0 0.0 0.0 0. 0 0. 0 0. 0 0. 0 0. 0 0.0 0. 0 0.0. 0 0. 0 0.0 0. 0 0.0 0.0

46、 0.00.0 0. 0 0. 00.00.00.00.00.010. 10.00.00.00.0 0.10.00.00.00.00.00.00.00.00.00.010.0 10.00.00.00.00.0.00.00.00.00.00.00.00.00 0.00.00.00.00.00.00.00.000.00.00.0 0.00.00.0.00.00.00.000.00.00.0 0.00.000.00.0.00.00.00.0 0.00.00.00.00.00.00.00.00.00.00.000.00.00.00.00.00.00.00.00.00.00.00.00.00.00.00

47、.00.00.00.00.00.00.00.00.00.0 0. 0 0. 0 0.00.0 0.00.0 0.0 0. 00.0 0.0 0. 0 0.0 0.0 0. 0 0. 0 0.00. 0 0. 0 0.0 0.0 0. 0 0.0 0. 0 0.0 0.0 0. 0 0. 00.0 0.0 0.0 0.0 0. 0 0.0 0.00.0 0.0 0. 00.00.00. 00. 00.00. 00. 00.00.00. 00.00. 00.00.00. 00.00.00.00.00. 00. 00. 00.00. 00.00.00.00. 061152 103603.010490

48、6. 0105 153908. 0106909. 0242039155100. 0102.40181107 10201.803 108.09803.00.01820. 059q_p1_21(8T1wo)238 5826q_p(1)0:. 0-2. 0 0.02520510. 0402.40902.408 01.7090.0907.0234 7720.0199 07.6079 2475121297407.8060.010805.1005.00110102.06233 75111102.01198 07.4095 24621105144320909.40109.0232 73197 07.2093 2451250q_p1_2(Two)2082034q80_p(1) : -2.009.20. 023171196 07.0024419147 237 23691 2072 120. 0900.0. 023068235 19506.7001960989 243120.0808. 2062 04650604.0271272270601 259 25625526 4106.6087242121028