Disain Penampang Beton Bertulang dengan Program Komputer

Disain Penampang Beton Bertulang dengan Program Komputer
Program Dsgwin
https://sites.google.com/site/strukturbeton1/dsgwin-program-disain-beton-bertulang
.

SANS for Windows V.4.7
Concrete Design Utility
(C) Faheem Ahmad & Nathan Madutujuh, 1999-2004

LICENSEE      : Civil Engineering Student

UNIT   SYSTEM : Kg, cm
DESIGN CODE   : PBI-91
DESIGN TARGET : Rect Beam

Min Column Rebar Percent =   1.000 %

DATA:

  Beam Width,       Bw  =   25.00 cm
  Beam Height,      Ht =   60.00 cm

  Factored Moment,  Mu = 30000.00 kg.m
  Factored Shear,   Vu = 10000.00 kg
  Factored Normal,  Pu =    0.00 kg
  Factored Torsion, Tu =    0.00 kg.m

  Concrete Compressive Strength fc1 =  200.00 kg/cm2
  Concrete Crack Strength       fcr =  140.61 kg/cm2
  Concrete Initial Strength     fci =   70.31 kg/cm2
  Main Rebar Yield Strength     fy  = 4000.00 kg/cm2
  Stirrups Rebar Yield Strength fyv = 2400.00 kg/cm2

  Main rebar diameter           dbm =    1.90 cm
  2nd main rebar diameter       dbn =    1.90 cm
  Stirrups Rebar diameter       dbv =    1.00 cm

  Min concrete cover,         Cover =    4.00 cm
  Min rebar clear space,  Minclrspc =    2.50 cm

RESULT:

  Effective Depth, d   =   54.05 cm
  Distance, d1 = H - d =    5.95 cm
  ds  =   50.20 cm
  ds1 =    5.95 cm
  Minimum Rebar Ratio,         romin = 0.00352 (Using Romin = 200/Fy)
  Maximum Rebar Ratio,         romax = 0.01448

Flexural Reinforcement: OK
Normal Direction: 
  Beta Factor,              Beta   =  0.850
  Location of neutral axis,    c   =      18.8365 cm
  Length of compression block, a   =      16.0110 cm
  Total Rebar,                 nb  =  2/ 8 d19
  Total Rebar area,            Ast =      22.6823 cm2 (ro = 0.01679)
  Nominal Moment Capacity,     Md  =     30998.96 kg.m

Inverted Section Direction
  Beta Factor,              Beta   =  0.850
  Location of neutral axis,    c1  =       9.1241 cm
  Length of compression block, a1  =       7.7554 cm
  Total Rebar,                 nb  =  8/ 2 d19
  Total Rebar area,            As1 =       5.6706 cm2 (ro1 = 0.00420)
  Nominal Moment Capacity,     Md1 =      9591.09 kg.m

Shear Reinforcement: OK
  Av  = 2*(0.25*Pi*dbv*dbv) =    0.24 cm2
  Ag  = bw*h                =  232.50 cm2
  pw  = Ast/(bw*d)          =  0.0168
  x1  = bw-2*cv-2*dbv       =    5.91 cm
  y1  = h-2*cv-2*dbv        =   19.68 cm
  Vn  = Vu/phi              = 29394.93 kg
  Tn  = Tu/phi              = 29394.93 kg.m
  Vc  =                     = 22807.93 kg
  Tc  =                     = 22807.93 kg.m
  Vnc = Vn - Vc             = 6587.01 kg
  Tnc = Tn - Tc             = 6587.01 kg.m
  Avs = Vnc/(fy*d)          =    0.01 cm2
  Ats = Tnc/(zt*x1*y1*fy)   =    0.00 cm2
  Atst = Avs + 2*Ats        =    0.01 cm2

  Additional Longitudinal Rebar, At  =    0.00 cm2
  Stirrups Spacing,              spc =   27.03 cm
.
.
.
Tugas :
Hitung dengan Program dan Manual (dibandingkan) penapang balok di Tumpuan dan lapangan berikut :
( Mu=...,  Vu=...)
fc'=250 kg/cm2;  fy=4000 kg/cm2; fyv=3200 kg/cm2.