Laserfiche WebLink
MWH <br />MONTGOMERYWATSON NARZA <br />• <br />~ ~F 7 <br />CLIENT: Oxbow Mining JOB NO: DATE: 6/3!2003 <br />TASK: Wal! Reirrjorcfng BY: Christian Questad <br />DESCRIPTION; Mid Bar CHKD: <br />Service Moment (fr-Kips) _ .15 40 <br />Bending Moment, Mu (fr-kips) = 2618 - <br />Sheaz (w/o ACI 350 L.F.), V u (k) _ .000 <br />Axial Force(Tension), Pu (k) = 0:00' <br />Load Factor (For bending) = 1:70 ~.,::' i;>'' <br />Load Factor for Shear Steel (ACI 350) _ .13 <br />Compression flange width, be (in) = 12 0 <br />Thickness of slab (in) = 24 = <br />Cover (in) = 2 . <br />Is the baron the outside or inside? outside :: <br />Depth to reinforcing, d (in) = 2I.56 <br /> <br /> <br />f c (psi) = 4000 rho Maz= D:0214 <br />fy (psi) = 60000 Therefor: As max = 5.53 sq in <br />Fs (psi) = 29000000 <br />Ec (psi) = 3604997 <br />n = Es/Ec = 8 <br />Allowable Stress for Direct Tension (ksi) = 18.0 <br />Beta! = 0.85 <br />phi, for Bending = 0.9 <br />phi, for Shear and Torsion = 0.85 <br />= Thickness -Cover - 12 Bar Diameter <br />Shear aoa~tv_aand Reinforcement Based nn ACi 318-113.2) Accrtmec No Torcinn <br />Note: For slabs & walls, shear reinforcement is not required as long as Vu < phiWc <br />V u *d/Mu (max of 1.0) = 0.00 <br />1.9*sgrt(fc)+2500*As/(bd)*Vud/Mu= 120.17 <br />rCapacity, Phi*Vc (kips)= ~ 26.43 ~=phi*1.9*sgrt(f c)+2500*rho*Vu*t <br />phi*Vd(phi*sgrt(fc)*bd) = 1.900 Wall or Slab thirknesc is adequatn_ <br /> No Shear Reinforcement is required for Beam <br />a Sdtrup Spacing = - ~ 5 - in ~ <br />G Max spacing of shear reinforcement (in) = 10.78 Non-Seismic loads -ACI 318-11.5.4 ~ <br />rn Max spacing of shear reinforcement {in) = 10.78 Seismic requirements -See ACI 318-213.3 ~ <br />C Min. area of one leg of shear reinforcement = 0.025 (50 Bw s / fy~2 -See ACI 318-115.5.3 ~ <br />Wy Req'd Area of One Leg of Sheaz Stirrups, Av = O.MIO K <br />_ Required Stirruo Bar Size for Beams = IE.3 _ <br />>Fgnd~n:! Ru = Mu/(phi*be*d^2) = 62.6 <br />Rho=(.85*fc/fY)*(1-[1-(2*Ru/(.85* _ .OJ <br />As Required for ben ' g =Rho*be*d = 0.272 <br />Min (for bending) = 0.863 <br />As: <br />Barsi ;~.~-~j ~ Assupp <br />Spacing 1D /("'L ~-Z ~( <br />" ~ , jr <br />~h <br />1?.2--As.~133* As req'd OK <br />As Total (in^2) = Q <br />As/bd = 0.00279 <br />k <br />inv <br />ra <br />Location of C.G. o section <br />(from compression fiber) (in) = 4.11 <br />fs (ksi)= MS/(AS*moment arm) = 12.68 <br />Ae = 2*(dc--cover (2 max)+1/2 Bar Dia)*bc = 58.5 <br />A = Ae/number of bars = 48.75 <br />2 = fs*((dc=cover (2 max}+ 1/2 Bar dia)*A)^(1/3) = 42,4 <br />File:mid.xls <br />Rev 101001 <br />Use Ru = 62.6 <br />318-99 Sect 10.5.1 <br />-Direct Tension (in^2) = 0.000 <br />lied for bending (in^2) = 0.722 <br />Number of bars = 1.2000 <br />Z< 95 for extreme exposures <br />Z< 115 for hydraulic structures <br />Z< 145 for exterior exposure <br />Z< 175 interior ex sure <br />Print Date: 6/32003 <br />