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Halls - Part3
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Solved Examples For the given plan cross-section, it is required to: 1- Draw structural plan and cross section to show all concrete elements 2- Design the slabs and Main supporting where, feu=27.5Nimm2 fy = 360 Nim? FC.s15kNim , LL.=10kNin2 # ¢ 60m 18m. (6.60) (0.00.E al on > 2 all <5y ||2 IZ 6.00 ei) 2/2 |e 3 & Sl & Kam Q a ag 3 im 3.00 e087 | Fy(30* 10) | L Fu30* 7 FO) Plan +3.00+1- Design of solid slabs Step 1 : estimate the thickness of slab 30= 3000/30. Step 2 : calculate the load. w=DL+LL ShxytRCHLL tim? =012x25+015 wel4DL+16LL vm! = Q12%25+0.15)1.4+01x16=0.79 tin? ‘Taking a strip width of 1m (b-1000mm) the load acting on this strip is equal to Wa: = Wax 1m=079 tim 7.90kN/m‘ 5.93 Step 4: design of sections to get reinforcement Assuming concrete cover —20 mum 120-20 - 100 mm Design of section (1) Maye= 0.710 tan ene100 =e, 4=622 c>485 = 0.826 My 2078810" 975 ad jake e100 Check Acie Amu Gb d= 35°1000°100-=305 mm? > Aag Use 5.0 10 /m 6.00 500 [5087r| I I | Fy(30*1 HO) Bfeonrfo) Plan + 3.001(6.50) 3, (25°50) 4, (25°90) 030m , (25°50) ‘600 —~600 —+~60 + Side view] 0.00) \ a \ . 0.70m. BA | 6*3,00=18.00m 2 Design fr secondary beams = ° 15.18kN/mé For By " 7 eee miny.b(t-t at w 12 ae =25°0.25(05.01214+79°3.02 h m7 1519Nir v0 Rist spacing R)=1518* 6-91 0545For By mand (tt )demL, wi= 2540.25 (050.12 )*1.4+ 7993.0 w= 27.03kNint Rim wi * specing Ri= 27.03 * 6=162.15EN 3- Design of Main System, Assume t30em = L(12-14)= 14m 25°0.3*(1.4-0.12)"1.40+ 58.601 N iat 50 + 1.50 -0.30 -0.60-1.40/2= 6.40 mj 18.00m. 1.=349710"* 1.02914" = 0.095" abe) 03+(2+140)? - BG 3 +5 © 12 12 1. =0.0397m* > 60 18.00m. 2.5 20.0860.098 + 64 1,2 ~ 09997~100~ 08777 NE2K=3 =2°0.87 7354.76 Mom aot gues wyacasearoanees 1766.89 aut 4s Sh 5 q 1611.4 Fy BMD.4 Design of sections + Mas Design of section (1) Myre = 116059 KNan & Ny, 00 ¥ 617.641 an aa 200mm. 1400mm First check on bucling For dtrecton (braced ) thas 500mm > by conse “300m Upper and tower conditions are (1) K(L1)=0.75 KH. 44 as Be = 075-3511 < 15 ok ForXdtrectton (unbraced } Upper conditions is (1) Lower condition is (3) KU3)=16 Pheu = FEE = 135 > 0.5 (org eccentricity) eH2-2= 19941400. 249m, = 617.64 42.49 =15379 Nm = ars “iisTaaeeaoo TS Horyagg 40mm 2. 300°1300= 1191 aa
— 6, om ——_|-__6 om Side _view|Solution Loads on solid slabs: Te _ 200 _ Gr= B= 8.33 om take t,= 120m for all slabs Ig telothC O.12*2541.5 =4.5 kN/m? Py = LL = 1.0 kN/m Loads on secondary beams For By eee an an 9 = 8.12544.5%1 = 7.625 kN/m B= 191.0 = 1.0 kN/m le, = 7.625°6= 45.75 KNB = 1.0% = 6.0 kN For Be eee a ame ow. = 0.25%0.50*2.5 = 3.125 kN/m 1 y= 31254452 = 12.125 kN/m B, = 241.0 = 2.0 kN/m lG= 12.125*6= 72.75 KNB = 2.06 = 12.0 kNLoads on frmes ow. = (0.540.9)/2"0.392.5 = 4.875 kN/m o-15.75 on7a75 on7a7e om7a7s om4576 Poe 420 Pa720 Pa420 0 - beer 6.bm * 4.01 202.0 Case of maz. N on column. hone 150 Case of maz. N on column Gop a arr ngage aps apse 7318 Bim Soe 1as ww pt NPD. 595.125 BNSPD. Jase of maz. M on column. 4178 05,40 127.19 127.19 77.68 ee p37 62925 ea.a5| 1.50 4 kW/m | 7.818 EN/m 328.85 2048 BMD. BMD. le300mm , =900mm e=295 J=0.739 jal “oreo A 80 Design of section 2) Myqe~ 2445 KNam & Ny ~4351CN.an case(1) 300mm , =900mm First check on bucling For Fdivection (braced fons = 500mm > by cae 00mm ‘Upper aad lower coniitions are (1) (1) -0.75 For Xdirection Upper consltions is (8) Lower condition is (1) KG.) =22 KE _ 44, 558 B Cosy Bet _ 1387-09 2000 2000 = 0.086 m 38 > 10 long column inX direction$= ZF = 0.722> 05 (big eccentricity) +2 = 0.65+045-0.1=1m Design of section (2) Na: 300mm , =900mm B, = 035 foy Ae + 0.87 fy Ase 5.125KN.an case(2) Py = 0.35 «25» 300 + 900 + 0.57 + 360+ Age Age = —vy 0kCheck Shear Qeu=234EN = Q op - 2 Sey 79.997 N/mer 25 =, 2 25° =0.98 N/mm! 22 =2.86 N/mm* Wu
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