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					         DESIGN RECTANGULAR FOOTING                                                                  Made by:          A.Prapan

PROJECT NAME :                                       ?


                                                P (Ton.)                 My (Ton.M)                  Mx (Ton.M)
Service Load Case                                   8                         1                          1
Ultimate Load Case                                 12                         5                          2


             FOOTING NO.                       F1              Long Dimension                Short Dimension        Check Bearing
                                                             Lf (m) =           2       Bf (m) =            1    Gs(T/m3)=    1.8
              CONSTANT                                       Lc (m) =          0.5      Bc (m) =           0.5   Ds (m)=      0.5
fy                                      ksc         3,000                                                        Max. Bearing (T/m2)
fc'                                     ksc          175                                                                 = 10.49
Bearing Capacity                  ton/sqm.        80                                                             Min. Bearing (T/m2)
b =                                      ksc     0.85        h (m.) =          0.5      h (m) =            0.5           =     1.49
k = b 6117 / ( 6117 + fy )                       0.57        d (cm.) =         44       d (cm.) =          42            YES
m = fy/0.85fc'                                  20.17
r = 0.75k/m                                     0.0212
R = rfy(1-rm/2)                         ksc     50.02        covering          5        covering           5
BENDING MOMENT               Mu                 Ton.m                   3.80                       0.75
SHEAR (Beam Type)            Vu                  Ton                    4.19                       -4.08
SHEAR (Punching)             Vu                  Ton                                 10.50
a = d -  (d 2 -2Mu / 0.85fc'b)  = 0.9             cm                  0.58                       0.06
As = Mu /( fy(d-a/2))                              cm2                 3.22                       0.66
PROVIDE RE - BAR DIAMETER                           mm                   20                         20
PROVIDE NO. OF RE-BAR                               Nos.                  5                          5
Maximum As = rbh                                    cm2             106.04                       212.08
                                                         2
1) Minimum As = 14bd/fy                             cm               20.54                       39.20
2) Minimum As = 0.8(  fc' )bd / fy              cm2                 15.52                       29.63
               Require As                        cm2                 15.52                       29.63
               Provide As                        cm2                 15.71                       15.71
          As provide >As require               YES/NO                YES                          NO
 Vc = 0.53bd  f'c   ;       = 0.85          Ton                  26.22                       50.06
 Vc > = Vu                                    YES/NO                YES                         YES
 Vc = 1.06Ac  f'c     ;          = 0.85     Ton                                  184.22
 Vc > = Vu                                    YES/NO                                 YES
              BAR ARRANGEMENT                                     DB20@225                     DB20@475




                                           eb4103be-ce0b-4290-b484-eafc52126e4d.xls                                      11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                                Made by:         A.Prapan

PROJECT NAME :                               ?


                                                 P (Ton.)               My (Ton.M)               Mx (Ton.M)
Service Load Case                                   19                       0                       0
Ultimate Load Case                                  33                       0                       0


              PILE CAP                       F1               Long Dimension           Short Dimension            Check Bearing
                                                            Lf (m) =          0.6    Bf (m) =          0.6    Gs(T/m3)=     1.5
             CONSTANT                                       Lc (m) =          0.2    Bc (m) =          0.2    Ds (m)=       0.5
fy                                     ksc       3,000                                                        Pile Size    150
fc'                                    ksc         175                                                        Pile Length   6.0
Pile Capacity                     ton/pile         2.2
b =                                    ksc        0.85      h (m.) =          0.3    h (m) =           0.3
k = b 6117 / ( 6117 + fy )                        0.57      d (cm.) =         24.4   d (cm.) =         23.2           NO
m = fy/0.85fc'                                   20.17
r = 0.75k/m                                      0.0212
R = rfy(1-rm/2)                       ksc        50.02      covering           5     covering           5
BENDING MOMENT Mu                                Ton.m                 0.00                     0.00
SHEAR (Beam Type)  Vu                             Ton                  0.00                     0.00
SHEAR (Punching)   Vu                             Ton                  0.00                     0.00
PROVIDE RE - BAR DIAMETER                         mm                    12                       12
PROVIDE NO. OF RE-BAR                             Nos.                   4                        4
Maximum As = rbh                                   cm2              38.17                    38.17
1) Minimum As = 14bd/fy                            cm2                 6.84                     6.50
                                                      2
2) Minimum As = 0.0025bd                       cm                  4.50                     4.50
             Require As                        cm2                 4.50                     4.50
             Provide As                        cm2                 4.52                     4.52
        As provide >As require               YES/NO                YES                      YES
            BAR ARRANGEMENT                                      DB12@166                 DB12@166




                             Lf
                             Lc
                                                      Ds




   A                                         A
       Bc
       Bf




                                                      h




                                                                                                              DB12@166
                                                      50




                                                                                                              DB12@166
                                                                                                              PC.PILE
                                                                                                              150x150x6m.
                       PLAN                                             SECTION A
         DESIGN RECTANGULAR FOOTING                                                            Made by:          A.Prapan

PROJECT NAME :                                      ?


                                               P (Ton.)              My (Ton.M)
Service Load Case                                 95                      2
Ultimate Load Case                               120                      2
                                                                                               Pile Length (m)             15
             FOOTING NO.                      F2               Long Dimension          Short Dimension          Check Pile
                                                            Lf (m) =     1.8        Bf (m) =       0.8    Size (m) =      0.35
              CONSTANT                                      Lc (m) =     0.5        Bc (m) =       0.5    Nos. =            2
fy                                      ksc    4,000        Lp (m) =      1                               Max. Load(Ton/pile)
fc'                                     ksc      210                                                               = 49.50
Pile Capacity                      ton/pile     26.5        Zpy (m.) =        1                           Min. Load(Ton/pile)
b =                                     ksc     0.85        h (m.) =         0.7    h (m) =        0.7             = 45.50
k = b 6117 / ( 6117 + fy )                      0.51        d (cm.) =        59     d (cm.) =       57             NO
m = fy/0.85fc'                                 22.41        Xp (m) =        -0.34                               Beam Type
r = 0.75k/m                                    0.0172       Xp (m) =       -0.045                             Punching Type
R = rfy(1-rm/2)                        ksc     55.54        covering         10     covering        10      C Factor for reduce
BENDING MOMENT               Mu                Ton.m               15.50                    0.00             shear at Footing
SHEAR (Beam Type)            Vu                 Ton                0.00                     0.00          Clb =          0.00
SHEAR (Punching)             Vu                 Ton                44.57                    0.00          Clp =          0.37
a = d -  (d 2 -2Mu / 0.85fc'b)  = 0.9            cm               1.87                    0.00
As = Mu /( fy(d-a/2))                             cm2              7.42                    0.00
PROVIDE RE - BAR DIAMETER                          mm                20                      20
PROVIDE NO. OF RE-BAR                              Nos.               6                      12
Maximum As = rbh                                   cm2             96.32                   216.72
                                                        2
1) Minimum As = 14bd/fy                            cm              16.52                    35.91
2) Minimum As = 0.8(  fc' )bd / fy             cm2                13.68                    29.74
               Require As                       cm2               13.68                    29.74
               Provide As                       cm2               18.85                    37.70
          As provide >As require              YES/NO              YES                      YES
 Vc = 0.53bd  f'c   ;       = 0.85         Ton                30.81                      0
 Vc > = Vu                                   YES/NO              YES                        0
 Vc = 1.06Ac  f'c     ;         = 0.85     Ton               123.26                      0
 Vc > = Vu                                   YES/NO              YES                        0
              BAR ARRANGEMENT                                   DB20@140                 DB20@154




                                          eb4103be-ce0b-4290-b484-eafc52126e4d.xls                                 11/22/2011 5:24 PM
         DESIGN RECTANGULAR FOOTING                                                          Made by:          A.Prapan

PROJECT NAME :                                     ????


                                               P (Ton.)            My (Ton.M)
Service Load Case                                 95                    2
Ultimate Load Case                               120                    2
                                                                                             Pile Length (m)             15
             FOOTING NO.                      F3             Long Dimension          Short Dimension          Check Pile
                                                          Lf (m) =     1.8        Bf (m) =       0.8    Size (m) =      0.35
              CONSTANT                                    Lc (m) =     0.5        Bc (m) =       0.5    Nos. =            3
fy                                      ksc    4,000      Lp (m) =      1                               Max. Load(Ton/pile)
fc'                                     ksc      210                                                             = 33.67
Pile Capacity                      ton/pile     26.5      Zpy (m.) =        1                           Min. Load(Ton/pile)
b =                                     ksc     0.85      h (m.) =         0.7    h (m) =        0.7             = 29.67
k = b 6117 / ( 6117 + fy )                      0.51      d (cm.) =        59     d (cm.) =       57             NO
m = fy/0.85fc'                                 22.41      Xp (m) =        -0.34                               Beam Type
r = 0.75k/m                                    0.0172     Xp (m) =       -0.045                             Punching Type
R = rfy(1-rm/2)                        ksc     55.54      covering         10     covering        10      C Factor for reduce
BENDING MOMENT               Mu                Ton.m             10.50                    0.00             shear at Footing
SHEAR (Beam Type)            Vu                 Ton              0.00                     0.00          Clb =          0.00
SHEAR (Punching)             Vu                 Ton              29.71                    0.00          Clp =          0.37
a = d -  (d 2 -2Mu / 0.85fc'b)  = 0.9            cm             1.26                    0.00
As = Mu /( fy(d-a/2))                             cm2            5.00                    0.00
PROVIDE RE - BAR DIAMETER                          mm              20                      20
PROVIDE NO. OF RE-BAR                              Nos.             6                      12
Maximum As = rbh                                   cm2           96.32                   216.72
                                                     2
1) Minimum As = 14bd/fy                            cm            16.52                    35.91
2) Minimum As = 0.8(  fc' )bd / fy             cm2              13.68                    29.74
               Require As                       cm2             13.68                    29.74
               Provide As                       cm2             18.85                    37.70
          As provide >As require              YES/NO            YES                      YES
 Vc = 0.53bd  f'c   ;       = 0.85         Ton              30.81                      0
 Vc > = Vu                                   YES/NO            YES                        0
 Vc = 1.06Ac  f'c     ;         = 0.85     Ton             123.26                      0
 Vc > = Vu                                   YES/NO            YES                        0
              BAR ARRANGEMENT                                 DB20@140                 DB20@154




                                          eb4103be-ce0b-4290-b484-eafc52126e4d.xls                               11/22/2011 5:24 PM
                       DESIGN FOOTING                                                   Made by:          A.Prapan

PROJECT NAME :                                CCCC


                                              P (Ton.)           My (Ton.M)          Mx (Ton.M)
Service Load Case                                95                  10                  13
Ultimate Load Case                              120                  14                  18
                      Factor of DL =    1.7                                             Pile Length (m)             15
             FOOTING NO.             F3                                Dimension                         Check Pile
                                                         Lpx (m) =   0.4   LF (m) =       1.293    Size (m) =      0.3
              CONSTANT                                   Lf1 (m) =   0.3   Lf2 (m) =      0.346    Nos. =            3
fy                                      ksc   4,000      Lcx (m) =   0.3   Lpy1(m) =      0.462    Max. Load(Ton/pile)
fc'                                     ksc     210      Lcy (m) =   0.3   Lpy2(m) =      0.231             = 51.32
Pile Capacity                      ton/pile    22.7      Gs(T/mณ)=   1.8   Zpy (m.) =     0.800    Min. Load(Ton/pile)
b =                                     ksc    0.85      Ds (m.) =   0.5   Zpx1(m.)=      0.693             = 10.67
k = b 6117 / ( 6117 + fy )                     0.51      h (m.) =    0.5   Zpx2(m.)=      1.386             NO
m = fy/0.85fc'                                22.41      d (cm.) =    35   Wf (Ton.)=      1.57    Xb (m) = -0.03812
r = 0.75k/m                                   0.0172     Af (mฒ)=    1.31  Ws(Ton.)=       1.10    Xp (m) =     0.13688
R = rfy(1-rm/2)                        ksc    55.54      covering     10                             C Factor for reduce
BENDING MOMENT               Mu                Ton.m                      21.05                      shear at Footing
SHEAR (Beam Type)            Vu                 Ton                       25.17                    Cb =          0.37
SHEAR (Punching)             Vu                 Ton                      119.09                    Cp =          0.96
a = d -  (d 2 -2Mu / 0.85fc'b)  = 0.9         cm                       11.67
As = Mu /( fy(d-a/2))                          cm2                      20.05
PROVIDE RE - BAR DIAMETER                       mm                        20
PROVIDE NO. OF RE-BAR                           Nos.                       6
Maximum As = rbh                                cm2                      29.79
                                                   2
1) Minimum As = 14bd/fy                         cm                      4.24
2) Minimum As = 0.8(  fc' )bd / fy             cm2                     3.51
               Require As                       cm2                     20.05
               Provide As                       cm2                     18.85
          As provide >As require              YES/NO                     NO
 Vc = 0.53bd  f'c   ;       = 0.85         Ton                      7.92
 Vc > = Vu                                   YES/NO                     NO
 Vc = 1.06Ac  f'c     ;         = 0.85     Ton                     118.82
 Vc > = Vu                                   YES/NO                     NO
              BAR ARRANGEMENT                                         DB20@238




                                          eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                        Made by:          A.Prapan

PROJECT NAME :                             ????


                                            P (Ton.)                My (Ton.M)           Mx (Ton.M)
Service Load Case                             167                       0.2                   0
Ultimate Load Case                            245                       0.3                   0
                                                                                          Pile Length (m)             15
            FOOTING NO.                    F4             Long Dimension          Short Dimension          Check Pile
                                                       Lf (m) =      2         Bf (m) =         2    Size (m) =      0.4
              CONSTANT                                 Lc (m) =     0.6        Bc (m) =       0.9    Nos. =            4
fy                                  ksc      4,000     Lp (m) =     1.2        Bp (m) =       1.2    Max. Load(Ton/pile)
fc'                                 ksc       210                                                             = 41.83
Pile Capacity                  ton/pile       30.2     Zpy (m.) =       2.4    Zpx (m.) =     2.4    Min. Load(Ton/pile)
b =                                 ksc       0.85     h (m.) =         0.8    h (m) =        0.8             = 41.67
k = b 6117 / ( 6117 + fy )                    0.51     d (cm.) =        69     d (cm.) =       67             NO
m = fy/0.85fc'                               22.41     Xp (m) =        -0.39   Xp (m) =      -0.52         Beam Type
r = 0.75k/m                                  0.0172    Xp (m) =       -0.045   Xp (m) =     -0.185       Punching Type
R = rfy(1-rm/2)                     ksc      55.54     covering         10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                  Ton.m            36.83                    18.38            shear at Footing
SHEAR (Beam Type)        Vu                   Ton              0.00                     0.00         Clb =          0.00
SHEAR (Punching)         Vu                   Ton                          100.56                    Clp =          0.39
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                                cm             1.51                    0.77          Csb =          0.00
As = Mu /( fy(d-a/2))                          cm2           14.99                    7.66          Csp =          0.04
PROVIDE RE - BAR DIAMETER                       mm             20                       20
PROVIDE NO. OF RE-BAR                           Nos.            8                       8
Maximum As = rbh                                cm2           275.21                  275.21
                                                  2
1) Minimum As = 14bd/fy                         cm            48.30                    46.90
2) Minimum As = 0.8(  fc' )bd / fy           cm2             40.00                    38.84
               Require As                     cm2             40.00                    38.84
               Provide As                     cm2             25.13                    25.13
          As provide >As require            YES/NO             NO                       NO
 Vc = 0.53bd  f'c   ;       = 0.85       Ton              90.09                    87.48
 Vc > = Vu                                 YES/NO            YES                      YES
 Vc = 1.06Ac  f'c    ;      = 0.85       Ton                           496.89
 Vc > = Vu                                 YES/NO                          YES
                BAR ARRANGEMENT                            DB20@271                 DB20@271




                                        eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                      Made by:          A.Prapan

PROJECT NAME :                            ?????


                                           P (Ton.)                My (Ton.M)          Mx (Ton.M)
Service Load Case                            314                       0.1                 3.7
Ultimate Load Case                           452                       0.2                 4.5
                                                                                        Pile Length (m)             15
            FOOTING NO.                   F5             Long Dimension         Short Dimension          Check Pile
                                                      Lf (m) =     2.5       Bf (m) =       2.5    Size (m) =      0.4
              CONSTANT                                Lc (m) =     0.6       Bc (m) =       0.9    Nos. =            5
fy                                  ksc    4,000      Lp (m) =     1.7       Bp (m) =       1.7    Max. Load(Ton/pile)
fc'                                 ksc     210                                                             = 63.92
Pile Capacity                  ton/pile     30.2      Zpy (m.) =      3.4    Zpx (m.) =     3.4    Min. Load(Ton/pile)
b =                                 ksc     0.85      h (m.) =         1     h (m) =          1             = 61.68
k = b 6117 / ( 6117 + fy )                  0.51      d (cm.) =       89     d (cm.) =       87             NO
m = fy/0.85fc'                             22.41      Xp (m) =       -0.34   Xp (m) =      -0.47         Beam Type
r = 0.75k/m                                0.0172     Xp (m) =       0.105   Xp (m) =     -0.035       Punching Type
R = rfy(1-rm/2)                     ksc    55.54      covering        10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                Ton.m             99.50                   73.38            shear at Footing
SHEAR (Beam Type)        Vu                 Ton               0.00                    0.00         Clb =          0.00
SHEAR (Punching)         Vu                 Ton                          311.15                    Clp =          0.76
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                               cm             2.54                   1.91          Csb =          0.00
As = Mu /( fy(d-a/2))                         cm2           31.51                   23.69         Csp =          0.41
PROVIDE RE - BAR DIAMETER                      mm             20                      20
PROVIDE NO. OF RE-BAR                          Nos.           14                      14
Maximum As = rbh                               cm2           430.01                 430.01
1) Minimum As = 14bd/fy                        cm2           77.88                  76.13
2) Minimum As = 0.8(  fc' )bd / fy         cm   2           64.49                  63.04
               Require As                   cm2              64.49                  63.04
               Provide As                   cm2              43.98                  43.98
          As provide >As require          YES/NO              NO                     NO
 Vc = 0.53bd  f'c   ;       = 0.85     Ton               145.26                 141.99
 Vc > = Vu                               YES/NO              YES                    YES
 Vc = 1.06Ac  f'c    ;      = 0.85     Ton                           736.09
 Vc > = Vu                               YES/NO                          YES
                BAR ARRANGEMENT                           DB20@184                DB20@184




                                   eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                        Made by:          A.Prapan

PROJECT NAME :                             ????


                                            P (Ton.)                My (Ton.M)           Mx (Ton.M)
Service Load Case                             452                       0.7                  1.5
Ultimate Load Case                            930                        1                   2.2
                                                                                          Pile Length (m)             15
            FOOTING NO.                    F6             Long Dimension          Short Dimension          Check Pile
                                                       Lf (m) =     3.2        Bf (m) =         2    Size (m) =      0.4
              CONSTANT                                 Lc (m) =     0.9        Bc (m) =       0.6    Nos. =            6
fy                                  ksc      4,000     Lp (m) =     2.4        Bp (m) =       1.2    Max. Load(Ton/pile)
fc'                                 ksc       210                                                             = 75.90
Pile Capacity                  ton/pile       30.2     Zpy (m.) =       4.8    Zpx (m.) =     3.6    Min. Load(Ton/pile)
b =                                 ksc       0.85     h (m.) =         1.2    h (m) =        1.2             = 74.77
k = b 6117 / ( 6117 + fy )                    0.51     d (cm.) =       108.7   d (cm.) =     106.2            NO
m = fy/0.85fc'                               22.41     Xp (m) =       -0.337   Xp (m) =     -0.762         Beam Type
r = 0.75k/m                                  0.0172    Xp (m) =       0.2065   Xp (m) =     -0.231       Punching Type
R = rfy(1-rm/2)                     ksc      55.54     covering         10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                  Ton.m            232.81                  140.05            shear at Footing
SHEAR (Beam Type)        Vu                   Ton              0.00                    0.00          Clb =          0.00
SHEAR (Punching)         Vu                   Ton                          620.00                    Clp =          1.00
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                                cm             6.17                    2.33          Csb =          0.00
As = Mu /( fy(d-a/2))                          cm2           61.23                    37.04         Csp =          0.00
PROVIDE RE - BAR DIAMETER                       mm             25                       25
PROVIDE NO. OF RE-BAR                           Nos.           10                       10
Maximum As = rbh                                cm2           412.81                  660.50
                                                  2
1) Minimum As = 14bd/fy                         cm            76.09                   118.95
2) Minimum As = 0.8(  fc' )bd / fy           cm2             63.01                   98.49
               Require As                     cm2             63.01                   98.49
               Provide As                     cm2             49.09                   49.09
          As provide >As require            YES/NO             NO                      NO
 Vc = 0.53bd  f'c   ;       = 0.85       Ton              141.93                  221.86
 Vc > = Vu                                 YES/NO             YES                     YES
 Vc = 1.06Ac  f'c    ;      = 0.85       Ton                          1005.03
 Vc > = Vu                                 YES/NO                         YES
                BAR ARRANGEMENT                            DB25@211                 DB25@344




                                        eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                        Made by:          A.Prapan

PROJECT NAME :                             ???


                                            P (Ton.)                My (Ton.M)           Mx (Ton.M)
Service Load Case                             536                       3.3                  1.3
Ultimate Load Case                            788                       5.6                  1.8
                                                                                          Pile Length (m)             15
            FOOTING NO.                    F7             Long Dimension          Short Dimension          Check Pile
                                                       Lf (m) =     3.2        Bf (m) =       2.5    Size (m) =      0.35
              CONSTANT                                 Lc (m) =     0.9        Bc (m) =       0.6    Nos. =            7
fy                                  ksc      4,000     Lp (m) =     2.4        Bp (m) =       1.7    Max. Load(Ton/pile)
fc'                                 ksc       210                                                             = 77.51
Pile Capacity                  ton/pile       26.5     Zpy (m.) =       4.8    Zpx (m.) =     5.1    Min. Load(Ton/pile)
b =                                 ksc       0.85     h (m.) =         1.2    h (m) =        1.2             = 75.63
k = b 6117 / ( 6117 + fy )                    0.51     d (cm.) =       108.7   d (cm.) =     106.2            NO
m = fy/0.85fc'                               22.41     Xp (m) =       -0.337   Xp (m) =     -0.512         Beam Type
r = 0.75k/m                                  0.0172    Xp (m) =       0.2065   Xp (m) =      0.019       Punching Type
R = rfy(1-rm/2)                     ksc      55.54     covering         10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                  Ton.m            170.61                  186.33            shear at Footing
SHEAR (Beam Type)        Vu                   Ton              0.00                    0.00          Clb =          0.00
SHEAR (Punching)         Vu                   Ton                          575.08                    Clp =          1.00
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                                cm             3.58                    3.12          Csb =          0.00
As = Mu /( fy(d-a/2))                          cm2           44.33                    49.46         Csp =          0.55
PROVIDE RE - BAR DIAMETER                       mm             25                       25
PROVIDE NO. OF RE-BAR                           Nos.           13                       14
Maximum As = rbh                                cm2           516.01                  660.50
                                                  2
1) Minimum As = 14bd/fy                         cm            95.12                   118.95
2) Minimum As = 0.8(  fc' )bd / fy           cm2             78.76                   98.49
               Require As                     cm2             78.76                   98.49
               Provide As                     cm2             63.81                   68.72
          As provide >As require            YES/NO             NO                      NO
 Vc = 0.53bd  f'c   ;       = 0.85       Ton              177.41                  221.86
 Vc > = Vu                                 YES/NO             YES                     YES
 Vc = 1.06Ac  f'c    ;      = 0.85       Ton                          1005.03
 Vc > = Vu                                 YES/NO                         YES
                BAR ARRANGEMENT                            DB25@200                 DB25@238




                                        eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                       Made by:          A.Prapan

PROJECT NAME :                            ?????


                                           P (Ton.)                My (Ton.M)           Mx (Ton.M)
Service Load Case                            578                        1                   3.7
Ultimate Load Case                           835                       0.4                  4.5
                                                                                         Pile Length (m)             15
            FOOTING NO.                   F8             Long Dimension          Short Dimension          Check Pile
                                                      Lf (m) =     3.2        Bf (m) =       3.2    Size (m) =      0.35
              CONSTANT                                Lc (m) =     0.6        Bc (m) =       0.9    Nos. =            8
fy                                  ksc    4,000      Lp (m) =     2.4        Bp (m) =       2.4    Max. Load(Ton/pile)
fc'                                 ksc     210                                                              = 72.90
Pile Capacity                  ton/pile     26.5      Zpy (m.) =       7.2    Zpx (m.) =     7.2    Min. Load(Ton/pile)
b =                                 ksc     0.85      h (m.) =         1.2    h (m) =        1.2             = 71.60
k = b 6117 / ( 6117 + fy )                  0.51      d (cm.) =       108.7   d (cm.) =     106.2            NO
m = fy/0.85fc'                             22.41      Xp (m) =       -0.187   Xp (m) =     -0.312         Beam Type
r = 0.75k/m                                0.0172     Xp (m) =       0.3565   Xp (m) =      0.219       Punching Type
R = rfy(1-rm/2)                     ksc    55.54      covering         10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                Ton.m             281.96                  236.25            shear at Footing
SHEAR (Beam Type)        Vu                 Ton               0.00                    0.00          Clb =          0.00
SHEAR (Punching)         Vu                 Ton                           835.00                    Clp =          1.00
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                               cm             4.64                    3.97          Csb =          0.00
As = Mu /( fy(d-a/2))                         cm2           73.63                    62.97         Csp =          1.00
PROVIDE RE - BAR DIAMETER                      mm             25                       25
PROVIDE NO. OF RE-BAR                          Nos.           21                       21
Maximum As = rbh                               cm2           660.50                  660.50
                                                 2
1) Minimum As = 14bd/fy                        cm            121.75                  118.95
2) Minimum As = 0.8(  fc' )bd / fy         cm2              100.81                  98.49
               Require As                   cm2              100.81                  98.49
               Provide As                   cm2              103.08                  103.08
          As provide >As require          YES/NO              YES                     YES
 Vc = 0.53bd  f'c   ;       = 0.85     Ton               227.08                  221.86
 Vc > = Vu                               YES/NO              YES                     YES
 Vc = 1.06Ac  f'c    ;      = 0.85     Ton                           1005.03
 Vc > = Vu                               YES/NO                          YES
                BAR ARRANGEMENT                           DB25@155                 DB25@155




                                  eb4103be-ce0b-4290-b484-eafc52126e4d.xls                           11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                      Made by:          A.Prapan

PROJECT NAME :                            ?????


                                           P (Ton.)                My (Ton.M)          Mx (Ton.M)
Service Load Case                            290                      1.75                3.45
Ultimate Load Case                           420                      2.55                4.93
                                                                                        Pile Length (m)             15
            FOOTING NO.                   F8             Long Dimension         Short Dimension          Check Pile
                F2                                    Lf (m) =     2.9       Bf (m) =       1.8    Size (m) =      0.35
             CONSTANT                                 Lc (m) =     0.5       Bc (m) =       0.5    Nos. =            9
fy                                  ksc    4,000      Lp (m) =     2.2       Bp (m) =       1.1    Max. Load(Ton/pile)
fc'                                 ksc     210                                                             = 33.53
Pile Capacity                  ton/pile     26.5      Zpy (m.) =      6.6    Zpx (m.) =     3.3    Min. Load(Ton/pile)
b =                                 ksc     0.85      h (m.) =        0.9    h (m) =        0.9             = 30.91
k = b 6117 / ( 6117 + fy )                  0.51      d (cm.) =       79     d (cm.) =       77             NO
m = fy/0.85fc'                             22.41      Xp (m) =       0.06    Xp (m) =      -0.47         Beam Type
r = 0.75k/m                                0.0172     Xp (m) =       0.455   Xp (m) =     -0.085       Punching Type
R = rfy(1-rm/2)                     ksc    55.54      covering        10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                Ton.m             119.99                  43.34            shear at Footing
SHEAR (Beam Type)        Vu                 Ton              94.78                    0.00         Clb =          0.67
SHEAR (Punching)         Vu                 Ton                          304.00                    Clp =          1.00
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                               cm             4.88                   1.10          Csb =          0.00
As = Mu /( fy(d-a/2))                         cm2           43.53                   15.75         Csp =          0.26
PROVIDE RE - BAR DIAMETER                      mm             20                      20
PROVIDE NO. OF RE-BAR                          Nos.           18                      15
Maximum As = rbh                               cm2           278.65                 448.93
1) Minimum As = 14bd/fy                        cm2           49.77                  78.16
2) Minimum As = 0.8(  fc' )bd / fy         cm   2           41.21                  64.72
               Require As                   cm2              43.53                  64.72
               Provide As                   cm2              56.55                  47.12
          As provide >As require          YES/NO             YES                     NO
 Vc = 0.53bd  f'c   ;       = 0.85     Ton               92.83                  145.78
 Vc > = Vu                               YES/NO              NO                     YES
 Vc = 1.06Ac  f'c    ;      = 0.85     Ton                           510.73
 Vc > = Vu                               YES/NO                          YES
                BAR ARRANGEMENT                           DB20@100                DB20@200




                                   eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                        Made by:          A.Prapan

PROJECT NAME :                             ????


                                            P (Ton.)                My (Ton.M)           Mx (Ton.M)
Service Load Case                             748                        5                   0.6
Ultimate Load Case                           1088                       6.6                  0.7
                                                                                          Pile Length (m)             15
            FOOTING NO.                    F10            Long Dimension          Short Dimension           Check Pile
                                                       Lf (m) =     4.4        Bf (m) =         3     Size (m) =     0.4
              CONSTANT                                 Lc (m) =     0.9        Bc (m) =       0.6     Nos. =          10
fy                                  ksc      4,000     Lp (m) =     3.6        Bp (m) =       2.2     Max. Load(Ton/pile)
fc'                                 ksc       210                                                              = 75.39
Pile Capacity                  ton/pile       30.2     Zpy (m.) =       9.6    Zpx (m.) =     8.8     Min. Load(Ton/pile)
b =                                 ksc       0.85     h (m.) =         1.3    h (m) =        1.3              = 74.21
k = b 6117 / ( 6117 + fy )                    0.51     d (cm.) =       118.7   d (cm.) =     116.2             NO
m = fy/0.85fc'                               22.41     Xp (m) =        0.163   Xp (m) =     -0.362          Beam Type
r = 0.75k/m                                  0.0172    Xp (m) =       0.7565   Xp (m) =      0.219        Punching Type
R = rfy(1-rm/2)                     ksc      55.54     covering         10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                  Ton.m            410.27                  348.41            shear at Footing
SHEAR (Beam Type)        Vu                   Ton             198.72                   0.00          Clb =          0.91
SHEAR (Punching)         Vu                   Ton                          1088.0                    Clp =          1.00
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                              cm               6.64                    3.88          Csb =          0.00
As = Mu /( fy(d-a/2))                        cm2             98.77                    84.70         Csp =          1.00
PROVIDE RE - BAR DIAMETER                     mm               25                       25
PROVIDE NO. OF RE-BAR                         Nos.             26                       25
Maximum As = rbh                              cm2             670.82                  983.87
                                                  2
1) Minimum As = 14bd/fy                       cm              124.64                  178.95
2) Minimum As = 0.8(  fc' )bd / fy           cm2             103.21                  148.18
               Require As                     cm2             103.21                  148.18
               Provide As                     cm2             127.63                  122.72
          As provide >As require            YES/NO             YES                     NO
 Vc = 0.53bd  f'c   ;       = 0.85       Ton              232.48                  333.78
 Vc > = Vu                                 YES/NO             YES                     YES
 Vc = 1.06Ac  f'c    ;      = 0.85       Ton                          1160.35
 Vc > = Vu                                 YES/NO                         YES
                BAR ARRANGEMENT                            DB25@116                 DB25@179




                                        eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM
        DESIGN RECTANGULAR FOOTING                                                        Made by:          A.Prapan

PROJECT NAME :                             ????/


                                            P (Ton.)                My (Ton.M)           Mx (Ton.M)
Service Load Case                             800                       0.9                   2
Ultimate Load Case                           1182                       1.3                  2.8
                                                                                          Pile Length (m)             15
            FOOTING NO.                    F11            Long Dimension          Short Dimension           Check Pile
                                                       Lf (m) =     4.4        Bf (m) =         3     Size (m) =     0.4
              CONSTANT                                 Lc (m) =     0.9        Bc (m) =       0.6     Nos. =          11
fy                                  ksc      4,000     Lp (m) =     3.6        Bp (m) =       2.2     Max. Load(Ton/pile)
fc'                                 ksc       210                                                              = 73.05
Pile Capacity                  ton/pile       30.2     Zpy (m.) =       9.6    Zpx (m.) =     8.8     Min. Load(Ton/pile)
b =                                 ksc       0.85     h (m.) =         1.3    h (m) =        1.3              = 72.41
k = b 6117 / ( 6117 + fy )                    0.51     d (cm.) =       118.7   d (cm.) =     116.2             NO
m = fy/0.85fc'                               22.41     Xp (m) =        0.163   Xp (m) =     -0.362          Beam Type
r = 0.75k/m                                  0.0172    Xp (m) =       0.7565   Xp (m) =      0.219        Punching Type
R = rfy(1-rm/2)                     ksc      55.54     covering         10     covering        10      C Factor for reduce
BENDING MOMENT           Mu                  Ton.m            403.40                  344.87            shear at Footing
SHEAR (Beam Type)        Vu                   Ton             195.28                   0.00          Clb =          0.91
SHEAR (Punching)         Vu                   Ton                          1074.5                    Clp =          1.00
a = d -  (d -2Mu / 0.85fc'b)  = 0.9
            2
                                              cm               6.53                    3.84          Csb =          0.00
As = Mu /( fy(d-a/2))                        cm2             97.07                    83.83         Csp =          1.00
PROVIDE RE - BAR DIAMETER                     mm               25                       25
PROVIDE NO. OF RE-BAR                         Nos.             26                       25
Maximum As = rbh                              cm2             670.82                  983.87
                                                   2
1) Minimum As = 14bd/fy                       cm              124.64                  178.95
2) Minimum As = 0.8(  fc' )bd / fy           cm2             103.21                  148.18
               Require As                     cm2             103.21                  148.18
               Provide As                     cm2             127.63                  122.72
          As provide >As require            YES/NO             YES                     NO
 Vc = 0.53bd  f'c   ;       = 0.85       Ton              232.48                  333.78
 Vc > = Vu                                 YES/NO             YES                     YES
 Vc = 1.06Ac  f'c    ;      = 0.85       Ton                          1160.35
 Vc > = Vu                                 YES/NO                         YES
                BAR ARRANGEMENT                            DB25@116                 DB25@179




                                        eb4103be-ce0b-4290-b484-eafc52126e4d.xls                          11/22/2011 5:24 PM

				
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