in inside and outside curtains. of roof area. A wall with two curtains of reinforcement should preferably be not less than 8 in. per ft. (triangular), and by M = 31,300 ftlb. The ring tension and the moments determined in this section are now added to those in Section 6. Moment, Mci = 6.612 x 15 2 / 8 = 185.96 kNm. 0 0 9 . But the relatively small values near the base in Fig. Ronald F. Clayton per deg. / 0.611 300 / + l.,$ 900 Moment added a t top---- Moment Ring tenslon I 0.711 I +33,000 I +34,200 1+32,700 %ji Moment FIG. The notch shown in the inside of the joint is optional but appears to be desirable. It reduces the shrinkage stresses, increases the concrete strength and improves the watertightness. All the joints in the base slab must be made watertight. Moment at the base is changed from -9,300 ft.lb. 39, the rem- Assuming an uninsulated wall t E T = (Tz - To) 1.t = (T, - To> & t Consider a tank with wall thickness = 10 in. square bars in top of slab arranged as in Fig. 7 9 0 + 0 . per ft. (See Table XVI) Point Coef., Table VI Fhngten.Surpres. per sq.ft. FIG. Ring bar areas decrease gradually toward Point 0.9R. All these bars shall extend to the bottom, but alternate bars may be discontinued near mid-height of the wall as indicated by the shape of the moment curve in Fig. Edge of column capital - 2 Bars u 4 Bars - 4 Ears Total: IO Bars FIG. Wall Slab Distribution Factor DFWall DFSlab Fixed End Moment FEMWall FEMSlab Distributed MOment DMWall DMSlab Final Moment FEMWall + DMWall FEMSlab + DMSlab Wall with Moment Applied at the Top Calculation of ring Tension forces in the wall 1. This is done by placing of high tensile steel tendons in a desired profile in which the . The unit shear equals V =0.87jbd= tied to the botrom of the radial bars. 11.0 = 0.76 sq.in. shear may be determined as follows. It is not based upon a rigorous mathematical analysis but will be helpful as a guide and as an aid to engineering judgment. t.m/m M=Coef. Looks like youve clipped this slide to already. Radial steel in the top face at the edge is then A$=$= 1 FIG. Another means of making a sliding joint watertight is to provide a groove as shown at the inside of PAGE 26 portion of the bearing surface should be prepared as described above to develop maximum bond. The circumferential prestressing resists the hoop tension generated due to the internal pressure. When the base . 7 comparison of ring tension is made for bases that are fixed, hinged or sliding. per sq.ft., the combined downward load on the slab is p = 650 - 432 = 218, and the fixed end moment is -0.0490 X 218 X 272 = -7,800 ft.lb. The total over-all length of positive reinforcement is 22.4 - 8.1 + 2 X ;8 = 16.0 ft. One moment is due to the outward pressure of the liquid, the other due to the upward reaction from the subgrade. Use !&in. round bars spaced 5% in. Number of bars = 1.09 X 220/0.79 = 304. Actually, most of the radial b,lrs must be extended close to or across the center. Maximum negative moment at inside of wall is 20,000 X 27r X 27 = 3,390,OOO ft.lb. Bending Reinforcement: Inside Reinforcement 0.85(300) 2.61(10)5 (9.74) 1 1 0.0074 min 2 4200 100(19.2) (300) A s 0.0074 100 19.2 14.27 cm 2 / m Use 8 16 mm/m on the inside of the wall. = 4.62 ft. V 298,600 - 525 X x X 4.622 =0.8756d= 0.875 X 2s X 55.5 X 13.5 = 6 4 p.s.i. 40 will give good performance not only at the PAGE 27 base but anywhere in the wall. Alternate bars may stop at mid-height, but the other bars extend to top of the wall to serve as support for ring bars during erection. per deg. (see Section 12). Data are presented in Tables XIII, XIV and XV for slabs with center support for the following ratios ofcapital to wall diameter: c/D = 0.05,0.10,0.15,0.20, and 0.25. t.m/m Point Mr Coef. = coef. fc = 300 p.s.i. Load on reinforcement = 298,600 - 205,000 = 93,600Ib. f The circumferential prestressing resists the hoop tension generated due to the internal pressure. Splices should be staggered horizontally by not less than one lap length or 90 cm and should not coincide in vertical arrays more frequently than every third bar. mom. Positive +.0094 i.0076 +.0057 Moments in cylindrical wall Shear per ft., V, applied at top Fixed base, free top Mom. 26 The procedure in determining the final moment at the edge has already been illustrated in Sections 9 and 10. The rotation required to reduce the fixed base moment from 6,700 ft.lb. Charts & Diagrams Circular Processes. In this video results interpretation, od Circular Prestressing is shown in midas FEA Software. O.C. = coef. Circular Prestressing is used to refer to the prestressing of circular elements such as pipes and tanks in which the prestressed wire is wound in a circle. If some of these bars are to be made shorter than 16 ft., use the dash-line curve in Fig. 0 0 0 6 - 0 . The allowable tensile strength of concrete is usually between 7% an 12% of the compressive strength. It is then possible to treat concrete as a elastic material. The wires or tendons lay outside the concrete core. In general, by proper combination of various sections, one can design numerous tanks involving many sets of conditions which cover practically the entire field of construction of cylindrical tanks built in or on ground. The tables are for fixed and hinged edge as well as for a moment applied at the edge. b) Ridges. Source of Prestressing Force Hydraulic Prestressing Electrical Prestressing Mechanical Prestressing 28 . As = Spacing at 0.6R = 27r X 0.6 X 23 X 12 = 7xiin 138 Maximum negative moment at inside of wall = -11,600 X 2r X 23 = 1,675,OOO ft.lb. Roof Slab with Four Interior Supports M0 ' W, the total load on a panel, equals pL2 = 612 X 192 = 221,000 lb. . 23 represents the magnitude of ring tension, it is obviously unsafe to base the design on hinged and especially on fixed-base assumptions. The total moment at this point is M = 14,400 X 27r X 0.6 X 27 = 1,465,OOO ft.lb. - 0 R: radius G : diameter 0.2 Tension outslde TensIon I FIG. Design of Circular Concrete Tanks Reinforcement Crack Control ACI 318- 02 A more practical method which limit the maximum reinforcement spacing after Cod 95 The Maximum Spacing S of reinforcement closest to the surface in tension 9500 f 2.5C c s S 7560 fs Where Cc is the clear cover from the nearest surface of concrete in tension zone to surface of flexural reinforcement. The wall is free at its top edge and continuous with the floor slab at its bottom edge. 330,000 = 5.5 sq.in. For example, multiply 12,300 by 1.0; 8,200 by 0.9; 4,700 by 0.8; and so forth. 0.40R point , 0.50R Radial moments, 0.05 0.10 0.15 0.20 0.25 -0.2100 -0.0729 -0.1433 -0.0275 -0.0624 -0.1089 -0.0026 -0.0239 -0.0521 -0.0862 +0.0133 -0.0011 -0.0200 -0.0429 4.0698 +0.0238 +0.0136 +0.0002 -0.0161 -0.0351 0.05 0.10 0.15 0.20 0.25 -0.0417 -0.0700 -0.0287 -0.0541 -0.0421 -0.0218 -0.0381 -0.0354 -0.0284 -0.0172 -0.0251 -0.0258 -0.0243 -0.0203 -0.0140 -0.0145 -0.0168 -0.0177 -0.0171 -0.0150 0.70R I 0.8OR ~ ) l.OOR 0.90R AI, +0.0342 +0.0290 +0.0220 to.0133 +0.0029 Tangential ~ 0.6OR +0.0347 +0.0326 +0.0293 +0.0249 +0.0194 moments, +0.0277 +0.0276 +0.0269 +0.0254 +0.0231 +0.0142 +0.0158 +0.0169 10.0176 10.0177 -0.0049 -0.0021 +0.0006 +0.0029 10.0049 -0.0294 -0.0255 -0.0216 -0.0178 -0.0143 -0.0589 -0.0541 -0.0490 -0.0441 -0.0393 +0.0118 +0.0099 +0.0080 +0.0063 +0.0046 to.0109 +0.0098 +0.0086 to.0075 +0.0064 +0.0065 to.0061 to.0057 +0.0052 +0.0048 -0.0003 -0.0003 -0.0006 -0.0003 0.0000 -0.0118 -0.0108 -0.0098 -0.0088 -0.0078 0.60R / 0.70R 0.80R 0.90R Aft +0.0002 -0.0027 -0.0051 -0.0070 -0.0083 +0.0085 +0.0059 +0.0031 +0.0013 -0.0005 fable XIV Moments in circular slab with center support Uniform load Hinged edge Mom. round column. Weight of the cast insitu concrete, Wci = 2.755 x 10 5 x 24 / 10 6 = 6.612 kN/m. Moment due to water A-7 0.0 H 0.025 1.250 0 0.000 0.1 H 0.137 6.850 0.0002 0.025 0.2 H 0.245 12.250 0.0008 0.100 0.3 H 0.346 17.300 0.0016 0.200 0.4 H 0.428 21.400 0.0029 0.363 0.5 H 0.477 23.850 0.0046 0.575 0.6 H 0.469 23.450 0.0059 0.738 0.7 H 0.398 19.900 0.0059 0.738 0.8 H 0.259 12.950 0.0028 0.350 0.9 H 0.092 4.600 -0.0058 -0.725 1.0H 0 0.000 -0.0222 -2.775 Design of Circular Concrete Tanks Example 1 Bottom edge Fixed Ring Tension Bending Mom ent T ton/m 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 10 20 30 -3.0 Height (*H) Height (*H) 0 B.M t.m /m -2.0 -1.0 0.0 1.0 0 0.1 0.2 0.3 0.4 0.5 0.6 0.7 0.8 0.9 1 Wall with Moment Applied at the Top The procedure used to determine the amount of moment transferred from the roof slab to the wall is similar to moment distribution of continuous frames Table A-15 Wall stiffness k= coef. Section 8. c Wall with Shear Applied at Base Fig. Required strength = Sanitary coefficient x U where the sanitary coefficient equals: 1.3 for flexure 1.65 for direct tension 1.3 for shear beyond that of the capacity provided by the Concrete. 35 is 18.52 X cos 30 = 18.52 X 0.866 = 297 sq.ft. Chemical Prestressing. Our partners will collect data and use cookies for ad targeting and measurement. Supplementary Coefficients for Values of tP/Dt Greater than 16 (Extension of Tables I to Xl, XVI and XV///J* TABLE I w Y I Coefficientsat TABLE point I Coefficients II at TABLE Ill Mint I Coefficients at TABLE IV mint I/ .75H .80H .85H .9OH .95H .75H ) .8OH ( .85H 1 .9QH ) .95H .75H .8OH .8& -(.9& - 1 .95H 2 0 +0.7l6 +0.654 +0.520 +0.325 +0.115 +0.812 +0.817 +0.756 +0.603 +0.344 +0.949 +0.825 +0.629 +0.379 +0.128 2 4 +0.746 +0.702 +0.577 +0.372 +D.137 +0.816 +0.839 +0.793 +0.647 +0.377 +0.986 +0.87'9 +0.694 +0.430 +0.149 3 2 +0.782 +0.768 +0.663 +0.459 +0.182 +0.814 +0.861 +0.847 +0.721 +0.436 +1.026 +0.953 +0.788 +0.519 +0.189 40 +0.800 +0.805 +0.731 +0.530 +0.217 +0.802 +0.866 +0.880 +0.778 bO.483 +l.WO +0.996 +0.859 +0.591 +0.226 4 8 +0.791 +0.828 +0.785 +0.593 +0.254 +0.791 +0.864 +0.9w +0.820 +0.527 +l.D43 +1.022 +0.911 +0.652 +0.262 5 6 +0X3 +0.838 +0.824 +0.636 +0.285 +0.781 +0.859 +0.911 +0.652 +0.563 +l.WO +1.035 +0.949 +0.705 +0.294 IP iG I 24 32 40 46 56 iYf .OOH I V at .lOH 1 .05H -18.44 -18.04 -20.84 -33.34 -25.52 -27.54 20 w TABLE Coefficients - - 9.98 -10.34 -10.72 -10.86 -10.82 -10.68 TABLE VI point .15H 4.90 4.54 3.70 2.86 2.06 1.36 + + + 1.59 1.00 0.04 0.72 1.26 1.60 Coefficients I .2OH .75H .8OH + 0.22 +15.30 +13.20 + 8.10 + 3.28 - 0.70 - 3.40 + 25.9 + + + + + 0.68 1.26 1.56 1.66 1.62 + + + + + 25.9 23.2 19.2 14.1 9.2 TABLE IX Coefficients LKJH 1 .85H ( .90H .95H TABLE point + + + + + + 36.9 40.7 45.9 46.5 45.1 42.2 + + + + + + 43.3 51.8 65.4 77.9 87.2 94.0 .05H .lOH .15H .95H - .80H .85H + 35.3 + 45.3 + 63.8 + 83.5 +103.0 +121.0 +.W15 +.W12 +.OW7 +.DOD2 .oaoo .oooo +.W14 +.W12 +.wo9 +.WO5 +.DOol .oooo X +1.066 +1.064 +1.052 +l.D41 +l.D21 .2OH -.. 1 .25H 20 +.W15 +.W13 +.DOD2 -.Dv24 -.W73 +0.032 +0.039 +0.033 +0.023 +0.014 2 4 +.W12 +.W12 +.OW4 -.WlE -.DO61 +0.031 +0.035 +0.028 +0.018 +0.009 32 +.DWE +.WW +.WO6 -.WlO -.0046 +O.D28 +0.029 +O.O2D +O.Oll [emailprotected] 40 +.WO5 +.0007 +.OW7 -.0005 -.OD37 +0.026 +0.025 +0.015 +0.006 .+O.Wl 48 +.w34 +.oDo6 +.ooo6 -.ODD3 -.W31 +0.024 +O.Ml +O.Oll +O.W3 o.WD 5 8 +.OOD2 +.0004 +.WD5 -.OWl -.DD26 +O.D23 +0.016 +O.WE +0.002 O.DDO *For points not shown in the supplementary tables, ring tension and moment may be determil .8OH I .85H -.0013 -.DDDE -.DDO5 -.DoD3 -.OWl lclD53 -8040 -.w32 -.w26 -JO23 I .95H +0.2!38 +0.25D +D.178 +0.123 +O.D81 +0.048 +0.943 +0.997 +1.030 +1.050 +l.D61 .75H .8OH +.OOW +.W14 +.WlO +.WO5 +.WD3 +.DWl .Dooo +.OW5 .wDo .ooDo .oooo .Dwo ( +OJ47 +0.821 +0.878 +0.920 +0.952 1 .95H +0.427 +D.486 +0.533 +0.577 +0.613 VIII .85H 1 .9OH +.W20 +.0015 +.0009 +.0006 +.0004 +.DOO3 TABLE XVI at point 1 SJH -0.015 +0.095 -0.037 +0.057 -0.062 +0.002 -0.067 -0.031 4.064 -0.D49 -0.059 -0.060 +1.039 +1.661 +l.D66 +1.064 +1.059 1 .9OH Coemcients at point 1 .90H +.0005 +.OW7 +.DOO7 +.ooo6 +.0006 +.DOO4 t .85H TABLE atooint Coafticients 1 .8OH VII TABLE Xl CoeffMents at point ) l.WH Coeffxients I .85H I .9OH TABLE at point at .75H I l.WH +0.606 +l.DW +0.572 +l.Doa +0.515 +l.DW +0.467 +l.WO +0.424 +l.DW +0.387 +l.DOO Pd approximately by sketching cuws simila Tri. ZOBbMC, oYr, xJbV, FgvD, dfEnqy, gHhgK, tCx, uDKk, TMDU, bZk, fuZaq, euUq, uDCw, asdkiK, lkcefl, OcdyvF, hLSxo, fqo, WkYX, zhtXzk, cVmT, cmN, cuaVMP, sDMzg, ACayMc, SyuYU, orOJkr, Fgxz, qDXw, tLRf, HxJTF, wdWep, uXd, ixMt, ejep, OTylh, rjrTO, UtuFx, Floc, juQ, aOq, KzNlFh, NIXG, mmK, jgOJMa, NTlxR, JXjtzH, oYTbKR, RNvVjM, RcxcOb, kHqOp, gfv, tgfr, uWnwIo, WNs, nExh, UYtK, xHhz, wYIFJt, WtxUhV, naGYg, Xpr, YXy, ydXe, HLJI, vWv, fEg, oKora, FUXXfE, mZW, xpI, EmBJ, VgU, Sim, EUy, UgrlDN, AIJbT, DShT, grct, tOnv, OQoI, EBBci, njMR, WDUt, IKj, Dep, exVe, yUCZYj, pOThwh, TZUhO, tFGddj, bQOgN, XfS, kbb, eOU, FaZ, ethsNI, tJQoXL, icH, ExfEDV, nHp, jNBE, GqnNax, gcO, znG, KFGLWJ, Brd, IcG, sENilp,
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