1 - Arches1 - : : :wHwHHLhwlH2=hH8= :wlV =2 : :C) (2 2V H C + =HH) ) ( ) ((2 22wl wlC + =V) )2( )8((hC + : = 15 15 = 6 W 5k /HW=5kn/mHH15m6mk15 52kn H 4375 . 236 8 15 5== :kN V 5 . 3715 5==2 : :C ) 5 . 37 4375 . 23 (2 2+ = CH) (kN C 222 . 44 =HAc Fcu Pc = 33 . 0V) / ( 25 33 . 0 mm kN t Pc =) / ( 25 . 8 mm kN t Pc =) ( 4 5222 . 44) ( 4 . 525 . 8 222 . 44mm t = =) ( 50minmm t =mm t take 100 ) ( =Ac As 004 . 0i = Ac As 004 . 0minm mm As / 400 100 1000 004 02= = m mm As / 400 100 1000 004 . 0 = =m mm/ 10 5| m mm/ 10 5|buckling n compressio for check3 REtcr = o2/ 23000 mm N E =g p f3 Rcr / 23000 mm N Ehspan) (2 2+6 )15(2 2+hhR2)2( +=m R 7 . 76 26 )2(=+=2/ 172100 23000mm Ncr== oh 26 23 7700cr442222/ 44 . 0100 100044222mm N == omm 100/ 10 5| m mm/ 10 5|YZXYstresses (kN/m)83.9100.0200.0300.0400.0500.0YY600.0700.0800.0809.7ZZXXRebar topy' dir (mm/m)0.1100.0200.0300.0400.0500.0YY600.0700.0800.0876.3ZZXXACI 318Rebar bot y' dir (mm/m)0.250.0100.0150.0200.0250.0YY300.0350.0400.0450.0500.05500 550.0600.0650.0675.0 ZZXXACI 3182 - Foldedplates :3 - SphericalshellsBy finite elements: Byfiniteelements:YX Z X ZMaximum Deflections for Load Case DEAD_L:X :-0.04 mm at node 1010Y :-0.25 mm at node 1Z :-0.04 mm at node 998YYZ X Z XReactions: Load Case :DEAD_LYY34 39 34 3934 69 34 6934.39 34.3933.51 33.5132.05 32.05 30.04 27.52 24.53 24.53 27.52 30.04 32.0533.5132.0533.5134.39 34.3934 69 34 6934 39 34 3930.04 13.27 17.34 27.52 21.12 21.12 24.53 24.53 21.12 27.52 21.12 17.34 30.04 13.278.9784.52817.34 13.27 17.34 13.278.9784.52800018.978 8.97804.528 4.5280001 0-24.5324.5327.5230.0432.0533.5132.0533.5134.39 34.3934.69 34.6934.39 34.39 34.39 34.3934.69 34.6934.39 34.3933.51 33.5132.05 32.0530.0427.5224.53-24.53-27.52-30.0421.12 21.12 -24.5324.53 -21.12 -21.1227.52 -17.3430.04 -13.27 30.04 -13.27-17.34 27.52-21.12 -21.12 24.53-24.53 21.12 21.12-27.5217.34-30.04-17.34-8.978-13.27-4.5284.528 4.528-4.528-8.978-13.27-17.3417.34-8.978-.0001 -0-8.9784.528-4.5284.528-4.52868.3168.3168.3168.3168.3168.3168.31 68.31 68.31 68.3168.31 68.31 68.3168.3168.31 68.3168.3168.31 68.31-.000168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.31 68.3168.3168.3168.3168.3168.31-068.3168.3168.3168.3168.3168.3168.3168.3168 3168.3168.3168.3168 3168.3168.31 68.3168.31.000268.3168.31 68.3168.31 68.3168.31 68.3168 31 68 314.528 4.5288.978 8.978.00024.52813.278.97817.3413.28.9784.52813.27 13.217.34-27.5-30-34.39-32.05-33.51-34.39-32.05-33.51-27.5-3-30-3-3-34-368.3168.3168.3168.3168.3168.31 68.3168.31 68.3168.31-068.3168.31 68.3168.31 68.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.3168.31 68.31 68.31 68.31-4.528 -4.528-8.978 -8.978-4.528-8.978-13.27-17.34-13.27-17.34-8.978-0-4.528-13.27-30.04-27.52 -21.12-17.34-21.12 -24.53 -24.53 -21.12 -21.12-13.27-17.34-27.52-30.04-34.39-32.05-33.51-32.05-33.51-30.04-24.53 -27.52 -24.53 -27.52-32.05-30.04-33.51-32.05-34.39-33.51-34.69-34.3934.39Z-34.6934.39-34.6934X -34.69-34.39Z XXstresses (kN/m)-35.4-20.00.020.040.060.0YY80.0100.0120.0140.0160.01800 180.0200.0218.8Z X Z XYstresses (kN/m)217.7220.0230.0240.0250.0260.0YY270.0280.0290.0300.0308.8Z X Z XMxMoments (kNm/m)-0.3-0.2-0.10.00.10.2YY0.30.40.50.60.7Z X Z XMyMoments (kNm/m)-0.1-0.1-0.0-0.00.00.0YY0.00.10.10.10.101 0.1Z X Z XRebar topx' dir (mm/m)0.02.04.06.08.010.0YY12.014.014.1Z X Z XACI 318Rebar bot x' dir (mm/m)0.00.51.01.52.02.5YY3.03.54.04.54.7Z X Z XACI 318Rebar topy' dir (mm/m)0.10.51.01.52.02.5YY3.03.54.04.54.7Z X Z XACI 318Rebar bot y' dir (mm/m)0.10.51.01.52.02.5YY3.03.54.04.54.7Z X Z XACI 318 ) (General notes GeneralnotesCompressionispositiveTensionisnegativeAngle measured from apex AnglemeasuredfromapexM d l stress Meridinal ) (| ||2sin) cos 1 ( = wRN| sinwRN||cos 1+= N ) ( wRN =|2|H stress Hoop ) ( | |uN wR N = cos|wRR N||ucos 1cos+ =wR N ) ( wRN =u2u = 01cos = =||uwRwR Ncos 1+ ||u|1||cos 11cos+= 52 48 51'~ = | ) ( ) (Ring beam Ringbeam_f | t of component = |||cos_N t =|) (T beam ring of tension Total_spant T 2t T = : - 15 % - - 50 100 - - 15 % Span=12.5m 12 5 12.5 - (rise) = 15 % = 15 *% 12.5 = 1.875 2 span2 2- (R)hspanR)2(2 2+=hR25 12m R 75 102 )25 . 12(2 2=+= m R 75 . 102 2==- (t) = 150 6.25 6.252 52 8 3525 . 6i1 | T l 52 8 . 3575 . 10sin1< = = | Total ) (22/ 6 . 3 24 15 . 0 m kN w = =22/ 4 . 2 m kN wl =2/ 6 m kN wt =M d lwRstress Meridinal ) (maxmaxcos 1 ||+=wRNkN N / 6 3575 . 10 6m kN N / 6 . 358 . 35 cos 1max=+=|2maxwRN =u ) (2 ) (m kN N / 5 3275 . 10 6== m kN N / 5 . 322max= =uM d l stress Meridinal ) (2max/ 24 . 01506 . 35mm NmmN = =|150mm ) 0.12 % - 0.40 % buckling n compressio for check3 REtcr = o2/ 23000 mm N E =g p f3 Rcr / 23000 mm N E150 230002/ 2213 10750 150 23000mm Ncr== o2/ 24 . 0 mm N = omm 150/ 10 5| m mm/ 10 5|_f | t of component = |kN N t 8 . 28 8 . 35 cos 6 . 35 cos_= = = ||) (T beam ring of tension TotalkN T 5 . 1805 . 128 . 28 = = kN T 5 . 18028 . 28 2720420 87 01000 5 . 180 45 . 1mm As = =420 87 . 0 Ring beam dimensions2180000 720 250 250 mm As Ac = = =Ringbeamdimensions180000 720 250 250 mm As Ac = = =600 300 mm mm 600 300 mm 16 6| : : :