pile foundation concrete column design
DESCRIPTION
Pile Foundation Concrete Column DesignTRANSCRIPT
SLAB CALCULATIONStructural Model :
Type Slab = S1 ly 5 1.0 < 2.5 ( two way slab )
Thickness = 100 mm lx 5
Material :
fc' = 186.75 from SKSNI T-15-1991-03 table, we find :
fy = 2400
Mlx = Mtx 51
Mly = Mty 51
Loading : a. Dead Load - Selfweight of Slab = 240- Tile , t 3 cm = 72- Mortar, t 2 cm = 42
- Ceiling, ( Asbes Cement + hanger ) = 18- M & E = 0
q dl = 372b. Live Load q ll = 250c. Ultimate Load q u = 1.2 q dl + 1.6 q ll = 846.4
Moment : Mlx = - Mtx = 1079.16 kg m Mly = - Mty = 1079.16 kg m
a. Rebar Required : a.1 ( x - dirrection )
m = fy = 15.1193 ; Rn = Mu = 70 d = 44 mm ; ø = 0.8
0.85 fc' b = 1000 mm
= 1 1 - 1 - 2 m Rn = 0.0430 >m fy
= 1.4 = 0.0058 = 0.005833
fy As = r o * b * d = 18.93
= = 0.043028= 0.0572
a.2 ( y - dirrection )
m = fy = 15.1193 ; Rn = Mu = 43 d = 56 mm ; ø = 0.80.85 fc' b = 1000 mm
= 1 1 - 1 - 2 m Rn = 0.0214 >m fy
= 1.4 = 0.0058 = 0.005833 fy As = r o * b * d = 9.41
= = 0.021378= 0.0284
b. Shrinkage and Temperature= 0.0018
As min = 0.0018 * b * d = 0.8A so = 18.93 x - dirrectionA so = 9.41 y - dirrection
c. Re-bar SelectionD = 12 mm ; Ab = 1.13
Longitudinal Re-bar ( for Shorter span ) S max = 3 * h = 300 mmTransversal Re-bar ( for Longer span ) S max = 5 * h = 500 mm
No. of Re-bar per meter, n = A so / Abn x = 17n y = 8
Spacing of Re-bar, s =1000/(n-1)s x = 50 mm use D 12 @ 50 mms y = 125 mm use D 12 @ 125 mm
SKETCH :
50
10
0
50
12 @ 50 mmd. Crack Control
Chose "1" or "2" : 2 INTERIOR EXPOSURE
1 EXTERIOR EXPOSURE2 INTERIOR EXPOSURE
s = 50 mm ; 1.35 for Slabbw = 1000 mmdc = 44 mmA = 2 * s* dc = 4400
fs = 0.6 * fy = 144 MPa z = = 8330 N/mm
= 8.33 MN/m < 30 MN/m OK !!
w = = 0.124 mm < 0.4 mm OK !!
kg/cm2
kg/cm2
0.001 q lx2 *
0.001 q lx2 *
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/cm2
ø b d2
r req r min
r min rmin
cm2
r r 1.33 * r req r o
kg/ cm2 ;ø b d2
r req r min
r min rmin cm2
r r 1.33 * r req r o
r min cm2
cm2
cm2
cm2
b =
mm2
fs * ( dc * A)1/3
11*b *fs* (dc*A)1/3
lx
22
22
22
ly
= =
22
2222
22
22
+
2222
100000
Ly/Lx 1.0 1.1 1.2 1.3 1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.5
Mlx = Mtx 51 57 63 68 72 75 78 80 81 82 82 82 83 83 83 83Mly = Mty 51 53 54 55 55 55 54 54 54 54 53 53 53 52 52 51
SLAB CALCULATION W/ BONDEX :Structural Model :
Type Slab = S1 ly 6 1.4
Thickness = 100 mm lx 4.5
Material :
fc' = 332 from SKSNI T-15-1991-03 table, we find :
fy = 5000
Mlx = Mtx Mly = Mty
Loading : a. Dead Load - Selfweight of Slab = 240- Tile , t 12 cm = 288- Mortar, t 3 cm = 63
- Ceiling, ( Asbes Cement + hanger = 18- M & E = 100
q dl = 709b. Live Load q ll = 100c. Ultimate Load q u = 1.2 q dl + 1.6 q ll = 1010.8
Moment : Mlx = - Mtx = 1473.75 kg m Mly = - Mty = 1125.78 kg m
a. Rebar Required : a.1 ( x - dirrection )
m = fy = 17.7179 ; Rn = Mu = 87 d = 46
0.85 fc' b = 1000
= 1 1 - 1 - 2 m Rn = 0.0215 >m fy
= 1.4 = 0.0028 = 0.0028 fy As = r o * b * d = 9.90
= = 0.021511= 0.0286
a.2 ( y - dirrection )m = fy = 17.7179 ; Rn = Mu = 48 d = 54
0.85 fc' b = 1000
= 1 1 - 1 - 2 m Rn = 0.0107 >m fy
= 1.4 = 0.0028 = 0.0028 fy As = r o * b * d = 4.90
= = 0.010658= 0.0142
b. Shrinkage and Temperature
kg/cm2
kg/cm2
0.001 q lx2 * 0.001 q lx2 *
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/cm2
ø b d2
r req r min
r min rmin
r r 1.33 * r req r o
kg/cm2
ø b d2
r req r min
r min rmin
r r 1.33 * r req r o
lx
22
22
22
ly
= =
2222
22
2222
22
22
+
2222
2222
= 0.0018As min = 0.0018 * b * d = 0.8
A so = 9.90 x - dirrectionA so = 4.90 y - dirrection
c. Re-bar SelectionD = 8 mm ; Ab = 0.50
Longitudinal Re-bar ( for Shorter span ) S max = 3 * h = 300 mmTransversal Re-bar ( for Longer span ) S max = 5 * h = 500 mm
No. of Re-bar per meter, n = A so / Abn x = 19.7 n y = 9.8
Spacing of Re-bar, s =1000/(n-1)s x = 50 mm use D 8 @ 50 mms y = 100 mm use D 8 @ 100 mm
SKETCH : 50
100
50
8 @ 50 mmd. Crack Control
Chose "1" or "2" : 2 INTERIOR EXPOSURE
1 EXTERIOR EXPOSURE2 INTERIOR EXPOSURE
s = 150 mm ; 1.35 for Slabbw = 1000 mmdc = 29 mmA = 2 * s* dc = 8700
fs = 0.6 * fy = 300 MPa z = = 18957 N/mm
= 18.96 MN/m < 30 MN/m OK !!
w = = 0.282 mm < 0.4 mm OK !! 100000
r min cm2
cm2
cm2
cm2
b =
mm2
fs * ( dc * A)1/3
11*b *fs* (dc*A)1/3
< 2.5 ( two way slab )
from SKSNI T-15-1991-03 table, we find :
72 Ly/Lx 1.0 1.1 1.2 1.355 Mlx = Mtx 51 57 63 68
Mly = Mty 51 53 54 55
+
mm ; ø = 0.8
mm
mm ; ø = 0.8
mm
0.001 q lx2 * 0.001 q lx2 *
cm2
cm2
22
2222
2222
22
22
1.4 1.5 1.6 1.7 1.8 1.9 2.0 2.1 2.2 2.3 2.4 2.572 75 78 80 81 82 82 82 83 83 83 8355 55 54 54 54 54 53 53 53 52 52 51
SLAB CALCULATIONStructural Model :
Type Slab = S1 ly 6 1.5 < 2.5 ( two way slab )
Thickness = 150 mm lx 4
Material :
fc' = 332 from SKSNI T-15-1991-03 table, we find :
fy = 4600
Mlx = Mtx 75
Mly = Mty 55
Loading : a. Dead Load - Selfweight of Slab = 360
- Tile , t - 2 cm = 48- Mortar, t - 3 cm = 63
- Ceiling, ( Asbes Cement + hanger ) = 18- M & E = 0 +
q dl = 489b. Live Load q ll = 800
c. Ultimate Load q u = 1.2 q dl + 1.6 q ll = 1866.8
Moment : Mlx = - Mtx = 2240.16 kg m Mly = - Mty = 1642.78 kg m
a. Rebar Required : a.1 ( x - dirrection )
m = fy = 16.3005 ; Rn = Mu = 23.1 d = 110 mm ; ø = 0.80.85 fc' b = 1000 mm
= 1 1 - 1 - 2 m Rn = 0.0053 >m fy
= 1.4 = 0.0030 = 0.00304 fy As = r o * b * d = 5.78
= = 0.00526= 0.0070
a.2 ( y - dirrection )m = fy = 16.3005 ; Rn = Mu = 14.3 d = 120 mm ; ø = 0.8
0.85 fc' b = 1000 mm
= 1 1 - 1 - 2 m Rn = 0.0032 >m fy
= 1.4 = 0.0030 = 0.00304 fy As = r o * b * d = 3.50
= = 0.00318= 0.0042
b. Shrinkage and Temperature= 0.0018
As min = 0.0018 * b * d = 2A so = 5.78 x - dirrectionA so = 3.50 y - dirrection
c. Re-bar Selection
D = 10 mm ; Ab = 0.79
Longitudinal Re-bar ( for Shorter span ) S max = 3 * h = 450 mmTransversal Re-bar ( for Longer span ) S max = 5 * h = 750 mm
No. of Re-bar per meter, n = A so / Abn x = 7.4 n y = 4.5
Spacing of Re-bar, s =1000/(n-1)s x = 150 mm use D 10 @ 150 mms y = 275 mm use D 10 @ 275 mm
SKETCH :
150
10 @ 150 mmd. Crack Control
Chose "1" or "2" : 2 INTERIOR EXPOSURE
1 EXTERIOR EXPOSURE2 INTERIOR EXPOSURE
s = 150 mm ; 1.35 for Slabbw = 1000 mmdc = 30 mmA = 2 * s* dc = 9000
fs = 0.6 * fy = 276 MPa z = = 17839 N/mm
= 17.839 MN/m < 30 MN/m OK !!
kg/cm2
kg/cm2
0.001 q lx2 *
0.001 q lx2 *
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/m2
kg/cm2
ø b d2
r req r min
r min rmin cm2
r r 1.33 * r req r o
kg/cm2
ø b d2
r req r min
r min rmin cm2
r r 1.33 * r req r o
r min cm2
cm2
cm2
cm2
b =
mm2
fs * ( dc * A)1/3
lx
22
22
22
ly
= ==
2222
2222
2
2
22
22
22
+
2222
2222
w = = 0.2649 mm < 0.4 mm OK !! 10000011*b *fs* (dc*A)1/3
SPREAD FOUNDATION1. Loading Data
Loading : a. Permanent Load b. Temporary Load
P = Axial Load
( w/o foundation weight )= 21.43 ton P = 23.62 ton
Vx = Shear ( x - direction )= 2.1 ton Vx = 2.95 ton
Vz = Shear ( z - direction )= 3.10 ton Vz = 2.58 ton
Mx = Moment ( x - direction )= 0.00 ton. m Mx = 0.00 ton.m
Mz = Moment ( z - direction )= 0.00 ton.m Mz = 0.00 ton.m
to this plane.
2. Assumed Dimension
Foundation Size Data :H = 110 cm
Df = 80 cmB = 440 cmL = 300 cm
hf = 40 cmd = 32.5 cmb = 45 cmh = 45 cm
Punching Shear Line :
b1 = b + d = 77.5 cmb2 = h + d = 77.5 cmc1 = b/2 + d = 55 cmc2 = h/2 + d = 55 cm
3. Check of Soil Reaction "fe"
Design Loads : a) Vertical Loads (P)
Perm. : P tot = P + Wf = 43800.4 kg
Temp. : P tot = P + Wf = 45990.4 kg
Where,Wf = Wp + Wb + Ws = 22370.4 Kg
Wp = Pedestal weight = 340.2 Kg
Wb = Footing weight = 12672 Kg
Ws = Soil weight on Footing = 9358.2 Kg
b) Moment due to Horizontal Force (M)
Permanent : Temporary :
Mx1 = Vx . H Mx1 = Vx . H
= 2310 kg m = 3245 kg m
Mz1 = Vz . H Mz1 = Vz . H
= 3404.5 kg m = 2835.8 kg m
c) Eccentricity (e)
- Perm. : Mx.tot = Mx1 + Mx = 2310 kg m ex = 5.2739 cm
Mz.tot = Mz1 + Mz = 3404.5 kg m ez = 7.7728 cm- Temp. : Mx.tot = Mx1 + Mx = 3245 kg m ex = 7.0558 cm
Mz.tot = Mz1 + Mz = 2835.8 kg m ez = 6.1661 cm
d) Compute "fe" : P tot B . L
Where : ex(ez) < B(L)/6, factor x (z) = 6 ex(ez)/ B (L)
ex(ez) > B(L)/6, factor x (z) = 2/ [3{0.5-ex(ez)/ B (L)}]
for this case :- Perm. : ex < B/6 Factor x = 0.07
ez < L/6 Factor z = 0.16Xn = Neutral Axis
Note : Leter inside bracket means Forces which have direction perpendicular
Take " a " depend on " e " condition below :
a = 1 + factor x + factor z
P
Mx (Mz)
Vx (Vz)
H
H Df
hfd
b2
c2
c1
b1
L
B
h
b
Xn > B (L)
Xn < B (L)
P tot
ex (ez)
x
z
a 2
fe =
B (L)
Df
- Temp. : ex < B/6 Factor x = 0.10ez < L/6 Factor z = 0.12
e) Allowable soil stress "Fe" : - Permanent - Temporary
Fe = 0.40 Fe = 0.52
f) Soil stress "fe" :
- Permanent - Temporary
fe =P tot = 0.41
fe = P tot = 0.42
B * L B * L> Fe Change < Fe OK !
= 1.227 = 1.220
4. Check of Stability
Permanent : Temporary :
Overturning Moment ( OM ) : Mx tot = 2310 kg m Mx tot = 3245 kg mMz tot = 3404.5 kg m Mz tot = 2835.8 kg m9
Resistant Moment ( RM ) : Ptot.B/2 = 96361 kg m Ptot . B/2 = ### kg mPtot.L/2 = 65701 kg m Ptot . L/2 = 68986 kg m
41.7 > 2.0 2 . Mx tot Ptot . L 19.3 > 2.0 2 . Mz tot
31.2 > 1.5 2 . Mx tot Ptot . L 24.3 > 1.5
2 . Mz tot
5. Footing Design
5.1 Design Soil Reaction "qus"
fe max = 0.425
qus = 1.6 * ( fe max - Wf ) 0.409B . L because the proportion of dead and
live load are not known.
5.2 Required Re-bar due to Bending Moment
a. Design Moment :
23912.0 kg m
14616.1 kg m
fy = 4000fc' = 122.5m = fy 38.4 ; Ø = 0.9
0.85 fc'
Rn = Mux 8.4
1 1 - 1 - 2 m Rn 0.0022 < m fy
1.4 0.0035 fy = 0.0029
0.0029= 0.0029
As = 28.4
D = 16 mm ; Ab = 2.01 n = A s / Ab 15
Spacing, s = 191 mm ; whichever is smaller.
2d = 650 mm Spacing s = 190 mm
take : D 16 @ 190
Rn = Muz 3.5
1 1 - 1 - 2 m Rn 0.0009 < m fy
1.4 0.0035 fy = 0.0012
0.0012= 0.0012
As = 16.9
D = 16 mm ; Ab = 2.01 n = A s / Ab 9
spacing, s = 522 mm Whichever is smaller.
2 d = 650 mm spacing s = 500 mm
take : D 16 @ 500
5.3 Check of Shear Stress
kg/cm2 kg/cm2
kg/cm2 kg/cm2
Permanent Load : RM / OM = Ptot . B =
Temporary Load : RM / OM = Ptot . B =
kg/cm2
kg/cm2 ; Note : 1.6 is used an average load factor,
Mux = qus . L . ( B - b )2 /8 =
Muz = qus . B . ( L - h )2 /8 =
b. Steel Ratio, r :
kg/cm2
kg/cm2
- About x - dirrection :
kg/ cm2
ø L d2
r req = r min
r min = r min
r r = 1.33 * r req = r o
r o * L * d = cm2
cm2
Spacing Limit : S max =
- About z - dirrection :
kg/ cm2
ø B d2
r req = r min
r min = r min
r r = 1.33 * r req = r o
r o * B * d = cm2
cm2
Spacing Limit : S max =
a
a
a
a
Vux = qus * ( B/2 - c1) / d = 2.07 <ø (0.53 vfc') = 4.986
Vuz = qus * ( L/2 - c2) / d = 1.19 <Ok !!
5.4 Check of Punching Shear
Vup = qus * ( B*L - b1*b2) = 5.11 < ø (1.06 vfc') = 9.972
2 * ( b1 + b2 ) * dOk !!
6. Sketch :
D 16 @ 190 D 16 @ 500
7. Pedestal :
Check requirement :
Ratio = Pedestal Length 701.56 < 2.5 Short ColumnWidth of pedestal 45
Rebar requirement :
0.01 As = 20.25
Used 8 D-13 As = 10.62 No Ok!
kg/cm2
kg/cm2
kg/cm2
kg/cm2 kg/cm2
r o = r o Ag = cm2
cm2
= =
Pile Foundation
1. Dimensions : 2. Loading Data :
Loading : a. Permanent Load ; b. Temporary Load
P = Axial Load ( w/o foundation weight )P = 15.00 ton ; P =
Vx = Shear ( x - direction )Vx = 5.00 ton ; Vx =Vz = Shear ( z - direction )Vz = 1.50 ton ; Vz =Mx = Moment ( x - direction )Mx = 0.50 ton. m ; Mx =Mz = Moment ( z - direction )Mz = 0.60 ton.m ; Mz =
3. Reaction :Footing weight, Wf = Wp + Wc + Ws + Wt =
Wp = Pedestal weight =
Wc = Pile Cap weight =
Ws = Soil weight on Footing =
Ws = Slab weight on Footing =
Total Loading : a. Permanent L ; b. Temporary Load
Pt = Total Axial Load = P + Wf
Pt = 20.284 ton Pt =
Pedestal / Column : Vx = 5.00 ton ; Vx =
length, lp = 40.0 cm Vz = 1.50 ton ; Vz =
width, wp = 40.0 cm Mtx = 6.02 ton. m ; Mtx =
depth, hp = 120.0 cm Mtz = 2.40 ton. m ; Mtz =
Foundation : Eccentricity, ( = e) : a. Permanent ; b. Temporary Loadlength, lc = 230.0 cm (min = ### cm) epx = (A+E) - lc/2width, wc = 100.0 cm (min = 96.0 cm) epx = 0.100 mdepth, hc = 55.0 cm (min = 55.0 cm) ex = 0.297 m ; ex =
A = 50.0 cm (min = 48.0 cm) ez = 0.118 m ; ez =B = 130.0 cm (min = ### cm) so, ex1 = 0.9468 m ; ex1 =C = 50.0 cm (min = 48.0 cm) ex2 = 0.353 m ; ex2 =E = 75.0 cm ez1 = ez2 = ez = 0.118 m ; 1 = ez2 = ez =
Others : 4. Pile Reaction :Slab thk., hs = 15.0 cm if any ) Pile-1 : P1 = 24.84 ton ; P1 =Soil thk., ht = 25.0 cm if any ) P2 = 36.01 ton ; P2 =
Pile Data : PC40 5. Check Pile Reactions vs Allowable :Length L = 12.0 m (from Soil Invest.)
Dia/Rec = 40.0
Allow.Comp.Call = 70.0 ton (from Soil Invest.)Allow.Tension Tall = 35.0 ton (from Soil Invest.)
Lall = 6.0 ton (from Soil Invest.)
hs
ht
hc
hp
CC
B AA
Elc
wc
PVx
Mx
Mz
Vz
lp
wp
1 2
X
Z
b. Temporary Load f Dia. / Pall Tall Lall
( w/o foundation weight ) Rect. ton ton ton16.00 ton RC20 20 35 25 3
PC35 35 60 30 56.00 ton PC40 40 70 35 6
PC45 45 90 40 72.50 ton RC25 25 50 30 4
RC30 30 60 35 51.50 ton.m
0.90 ton.m
5.284 ton
0.461 ton
3.036 ton
1.017 ton
0.770 ton
b. Temporary Load
21.284 ton
6.00 ton
2.50 ton
7.23 ton.m
3.90 ton.m
b. Temporary Load
0.340 m0.183 m
0.9898 m0.310 m0.183 m
25.27 ton38.58 ton
SECONDARY BEAM DESIGN
1. Loading Data
Loading : a. Dead Load
- Selfweight of Beam = 730.8 kg/m2- Slab = 360 kg/m2 (Thk. = 150 )- Tile = 0 kg/m2 (Thk. = 0 )- Mortar = 0 kg/m2 (Thk. = 0 )- Ceiling, ( Asbes Cement + hanger ) = 0 kg/m2
q dl = 1090.8 kg/m2
b. Live Load q ll = 525 kg/m2
c. Ultimate Load q u = 1.4 q dl + 1.7 q ll 2419.6 kg/m2
Material : fc' = 332 kg/cm2 fy = 4100 kg/cm2
2. Structural Model
Mu - DIAGRAM
Vu - DIAGRAM
span, B = 4 mL = 7 mb = 30 cmh = 70 cmd = 62.8 cm
Mu = 1/12 qu * B * L^2 39.52 ton.m
Vu = 1/2 qu * B * L = 33.87 ton
3. Re-bar due to Bending Moment
m = fy = 14.529 ; ø = 0.90.85 fc'
Rn = Mu = 37.114 kg/ cm2
22
22
22
L
+
b
d
ø b d^2
= 1 1 - 1 - 2 m Rn = 0.010 >m fy
= 1.4 = 0.0034 fy = 0.0034
= = 0.0130= 0.0097
As = 18.35 cm2
D = 20 mm ; Ab = 3.14 cm2n = A s / Ab = 6 Aprov. = 18.85 cm2
Spacing = 2.12 cm
4. Stirrup due to Shear
4.a Necessity of Stirrups :
i) When Vu < 1/2 øVc , Shear re-bar is not necessary.
ii) When øVc > Vu > 1/2 øVc , Min. shear re-bar is required.
iii) When Vu > ø Vc , Shear re-bar is required
4.b Compute Shear Reinforcement
Vu < ø Vn = ø (Vc + Vs) ; ø = 0.85
Vu = 33874.68 kg
Vc = 18194 kg Shear re-bar is required
ø Vc = 15465 kg
Vs = 21659 kg < oke !!!
= 72776 kg
D = 12 mm ; Ab = 1.13 cm2
As = Vs*100/(fy*d) = 8.4118 cm2n = 4
spacing,s = 1000 / (n - 1) = 333 mm
4.c Stirrups Spacing Limits
= 36388 kg > Vs
Smax = d/2 or 60 cm ; whichever is smaller
SKETCH :
SIZE : 300 X 700
BOTH END MIDDLETOP : 2 D20 2 D20BOT : 2 D20 4 D20STIRRUP D10 - 150 D10 - 250
r req r min
r min r min
r r 1.33 * r req r o
r o * b * d =
0.53efc' b d =
2.12efc'bd
2.12efc'bd
1.06efc'bd
CONCRETE-GIRDER DESIGNMaterial =
fc' = 332 fy = 4100
m = 14.5287 i) When Vu < 1/2 øVc , Not Necessary r min = 0.003 ii) When øVc > Vu > 1/2 øVMin. is Required
iii) When Vu > ø Vc , To be RequiredIV) Vs > 2.12√fc'bd Change Size !!!
MARK
BEAM SIZELongitudinal Reinforcement due to Bending Moment Stirrup due to Shear
Design MomentReq'd Re-bar Min Re-bar Actual Re-bar Re-bar
Design ShearMin. Shear Actual
b h d r As Asm r Aso Arrangement 1/2øVc øVc Reinf. Spacing Stirrup
(cm) (cm) (cm) ( ton.m ) (cm2) (cm2) (cm2) n n ( ton ) ( ton ) ( ton ) s ( mm ) (mm )
1 1GY1 100 55 48
END BOTH MuTOP 19.76 0.0024 11.35 16.39 0.0034 16.39 5.2 6 -D 20
Vu33.870
19.700 39.401 D 10 @ 240 D 10 @ 225BOT 11.86 0.0014 6.76 16.39 0.0034 16.39 5.2 6 -D 20
MIDDLE MuTOP 15.81 0.0019 9.05 16.39 0.0034 16.39 5.2 6 -D 20
Vu20.322
19.700 39.401 D 10 @ 240 D 10 @ 225BOT 39.52 0.0048 23.12 16.39 0.0048 23.12 7.4 8 -D 20
2 1GY2 20 70 63.2
END BOTH MuTOP 6.95 0.0024 3.03 4.32 0.0034 4.32 2.1 3 -D 16
Vu8.223
5.188 10.376 D 10 @ 316 D 10 @ 300BOT 2.09 0.0007 0.90 4.32 0.0034 4.32 2.1 3 -D 16
MIDDLE MuTOP 1.43 0.0005 0.61 4.32 0.0034 4.32 2.1 3 -D 16
Vu4.112
5.188 10.376 D 10 @ 316 D 10 @ 300BOT 4.76 0.0016 2.07 4.32 0.0034 4.32 2.1 3 -D 16
3 1GX1 15 40 33.2
END BOTH MuTOP 3.59 0.0062 3.07 1.70 0.0062 3.07 1.5 2 -D 16
Vu4.486
2.044 4.088 D 10 @ 166 D 10 @ 150BOT 1.08 0.0018 0.89 1.70 0.0034 1.70 0.8 2 -D 16
MIDDLE MuTOP 0.89 0.0015 0.74 1.70 0.0034 1.70 0.8 2 -D 16
Vu2.243
2.044 4.088 D 10 @ 166 D 10 @ 150BOT 2.98 0.0051 2.52 1.70 0.0051 2.52 1.3 2 -D 16
4 1GX2 15 40 33.2
END BOTH MuTOP 8.69 0.0161 8.03 1.70 0.0161 8.03 4.0 4 -D 16
Vu8.456
2.044 4.088 D 10 @ 166 D 10 @ 150BOT 2.61 0.0044 2.20 1.70 0.0044 2.20 1.1 2 -D 16
MIDDLE MuTOP 1.46 0.0024 1.21 1.70 0.0034 1.70 0.8 2 -D 16
Vu4.228
2.044 4.088 D 10 @ 166 D 10 @ 150BOT 4.87 0.0085 4.23 1.70 0.0085 4.23 2.1 3 -D 16
5 1GX3 30 50 43.2
END BOTH MuTOP 4.65 0.0023 2.97 4.43 0.0034 4.43 2.2 3 -D 16
Vu8.328
5.319 10.638 D 10 @ 216 D 10 @ 200BOT 1.40 0.0007 0.88 4.43 0.0034 4.43 2.2 3 -D 16
MIDDLE MuTOP 3.88 0.0019 2.47 4.43 0.0034 4.43 2.2 3 -D 16
Vu4.164
5.319 10.638 D 10 @ 216 D 10 @ 200BOT 12.95 0.0066 8.53 4.43 0.0066 8.53 4.2 5 -D 16
6 1GX4 40 65 58.2
END BOTH MuTOP 24.29 0.0050 11.74 7.95 0.0050 11.74 5.8 6 -D 16
Vu19.846
9.555 19.109 D 10 @ 291 D 10 @ 275BOT 7.29 0.0015 3.43 7.95 0.0034 7.95 4.0 4 -D 16
MIDDLE MuTOP 8.75 0.0018 4.13 7.95 0.0034 7.95 4.0 4 -D 16
Vu9.923
9.555 19.109 D 10 @ 291 D 10 @ 275BOT 29.18 0.0061 14.22 7.95 0.0061 14.22 7.1 8 -D 16
7 1GX5 40 65 58.2
END BOTH MuTOP 19.51 0.0040 9.36 7.95 0.0040 9.36 4.7 5 -D 16
Vu19.551
9.555 19.109 D 10 @ 291 D 10 @ 275BOT 5.85 0.0012 2.75 7.95 0.0034 7.95 4.0 4 -D 16
MIDDLE MuTOP 3.14 0.0006 1.47 7.95 0.0034 7.95 4.0 4 -D 16
Vu9.776
9.555 19.109 D 10 @ 291 D 10 @ 275BOT 10.47 0.0021 4.95 7.95 0.0034 7.95 4.0 4 -D 16
8 2GY1 15 30 23.2
END BOTH MuTOP 2.83 0.0103 3.58 1.19 0.0103 3.58 1.8 2 -D 16
Vu3.765
1.428 2.857 D 10 @ 116 D 10 @ 100BOT 0.85 0.0029 1.01 1.19 0.0034 1.19 0.6 2 -D 16
MIDDLE MuTOP 0.78 0.0027 0.93 1.19 0.0034 1.19 0.6 2 -D 16
Vu1.883
1.428 2.857 D 10 @ 116 D 10 @ 100BOT 2.61 0.0094 3.27 1.19 0.0094 3.27 1.6 2 -D 16
9 2GY2 15 70 63.2
END BOTH MuTOP 5.87 0.0027 2.57 3.24 0.0034 3.24 1.6 2 -D 16
Vu6.782
3.891 7.782 D 10 @ 316 D 10 @ 300BOT 1.76 0.0008 0.76 3.24 0.0034 3.24 1.6 2 -D 16
MIDDLE MuTOP 1.11 0.0005 0.48 3.24 0.0034 3.24 1.6 2 -D 16
Vu3.391
3.891 7.782 D 10 @ 316 D 10 @ 300BOT 3.71 0.0017 1.61 3.24 0.0034 3.24 1.6 2 -D 16
10 2GX1 15 40 33.2END BOTH Mu
TOP 1.22 0.0020 1.01 1.70 0.0034 1.70 0.8 2 -D 16Vu
3.1822.044 4.088 D 10 @ 166 D 10 @ 150
BOT 0.37 0.0006 0.30 1.70 0.0034 1.70 0.8 2 -D 16
MIDDLE MuTOP 0.97 0.0016 0.80 1.70 0.0034 1.70 0.8 2 -D 16
Vu1.591
2.044 4.088 D 10 @ 166 D 10 @ 150BOT 3.24 0.0055 2.76 1.70 0.0055 2.76 1.4 2 -D 16
11 2GX2 20 40 33.2END BOTH Mu
TOP 2.77 0.0035 2.32 2.27 0.0035 2.32 1.2 2 -D 16Vu
5.4622.725 5.450 D 10 @ 166 D 10 @ 150
BOT 0.83 0.0010 0.68 2.27 0.0034 2.27 1.1 2 -D 16
MIDDLE MuTOP 1.62 0.0020 1.34 2.27 0.0034 2.27 1.1 2 -D 16
Vu2.731
2.725 5.450 D 10 @ 166 D 10 @ 150BOT 5.40 0.0070 4.65 2.27 0.0070 4.65 2.3 3 -D 16
12 2GX3 30 60 53.2END BOTH Mu
TOP 2.72 0.0009 1.39 5.45 0.0034 5.45 2.7 3 -D 16Vu
6.8426.550 13.101 D 10 @ 266 D 10 @ 250
BOT 0.81 0.0003 0.42 5.45 0.0034 5.45 2.7 3 -D 16
MIDDLE MuTOP 3.46 0.0011 1.78 5.45 0.0034 5.45 2.7 3 -D 16
Vu3.421
6.550 13.101 D 10 @ 266 D 10 @ 250BOT 11.54 0.0038 6.05 5.45 0.0038 6.05 3.0 4 -D 16
13 2GX4 40 60 53.2END BOTH Mu
TOP 17.14 0.0042 9.01 7.27 0.0042 9.01 4.5 5 -D 16Vu
12.2998.734 17.468 D 10 @ 266 D 10 @ 250
BOT 5.14 0.0012 2.64 7.27 0.0034 7.27 3.6 4 -D 16
MIDDLE MuTOP 5.99 0.0014 3.08 7.27 0.0034 7.27 3.6 4 -D 16
Vu6.149
8.734 17.468 D 10 @ 266 D 10 @ 250BOT 19.96 0.0050 10.55 7.27 0.0050 10.55 5.2 6 -D 16
14 2GX5 40 60 53.2
END BOTH MuTOP 11.41 0.0028 5.93 7.27 0.0034 7.27 3.6 4 -D 16
Vu13.872
8.734 17.468 D 10 @ 266 D 10 @ 250BOT 3.42 0.0008 1.75 7.27 0.0034 7.27 3.6 4 -D 16
MIDDLE MuTOP 4.32 0.0010 2.22 7.27 0.0034 7.27 3.6 4 -D 16
Vu6.936
8.734 17.468 D 10 @ 266 D 10 @ 250BOT 14.41 0.0035 7.54 7.27 0.0035 7.54 3.7 4 -D 16
15 20 40 33.2
END BOTH MuTOP 3.37 0.0043 2.84 2.27 0.0043 2.84 1.4 2 -D 16
Vu7.081
2.725 5.450 D 10 @ 166 D 10 @ 150BOT 1.01 0.0013 0.83 2.27 0.0034 2.27 1.1 2 -D 16
MIDDLE MuTOP 2.32 0.0029 1.93 2.27 0.0034 2.27 1.1 2 -D 16
Vu3.540
2.725 5.450 D 10 @ 166 D 10 @ 150BOT 7.72 0.0103 6.81 2.27 0.0103 6.81 3.4 4 -D 16
16 20 40 33.2
END BOTH MuTOP 1.25 0.0016 1.03 2.27 0.0034 2.27 1.1 2 -D 16
Vu5.069
2.725 5.450 D 10 @ 166 D 10 @ 150BOT 0.37 0.0005 0.31 2.27 0.0034 2.27 1.1 2 -D 16
MIDDLE MuTOP 1.50 0.0019 1.24 2.27 0.0034 2.27 1.1 2 -D 16
Vu2.534
2.725 5.450 D 10 @ 166 D 10 @ 150BOT 5.00 0.0064 4.28 2.27 0.0064 4.28 2.1 3 -D 16
kg/cm2
kg/cm2
1BY1 2BY1
1BY2 2BY2
Stirrup due to Shear
Shear
Reinforcement
Not Necessary
To be Required
To be Required
To be Required
Not Necessary
To be Required
To be Required
To be Required
Not Necessary
Not Necessary
To be Required
Not Necessary
Not Necessary
Not Necessary
To be Required
Not Necessary
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
Min. is Required
COLUMN-TBL
SIZE Check of Slenderness Effects Moment magnification factor
MARK b h Dir Luk
rkLu/r Check Cm
øPc d( cm ) ( cm ) ( cm ) TOP BOT ( cm ) ( ton )
C1 30 30X
3502.17 10 2.00 8.66 80.83 To be considered 1 0.5 55.53 2.045
Z 1.81 10 1.22 8.66 49.31 To be considered 1 0.5 149.25 1.235
NOTE :ø = 0.7
Pc =
(kLu)^2 1 + ßd 1 + ßd
fc' = 210 kg/cm2Ec = 15100* fc'^.5 = 218.82 ton/cm2
x - dir : z - dir :67500 cm4 67500 cm4
1477.0 ton m2 1477.0 ton m2393.9 ton m2 393.9 ton m2
106667 cm4 106667 cm42334.1 ton m2 2334.1 ton m2
311.2 ton m2 311.2 ton m26.0 m 5.0 m
2.17 1.8110 10
k = 2 ( from monogram ) k = 1.22 ( from monogram )
Check Eccentricity :
et = 0 mmet min = ( 15 + 0.03 h ) = 24 mm
If et < et min , Mu should be taken from Pu . et min
SIZE Check of Slenderness Effects Moment magnification factor
MARK b h Dir Luk
rkLu/r Check Cm
øPc d( cm ) ( cm ) ( cm ) TOP BOT ( cm ) ( ton )
C2 30 30X
3502.17 2.17 1.60 8.66 64.66 To be considered 1 0.5 86.77 1.257
Z 1.81 1.81 1.60 8.66 64.66 To be considered 1 0.5 86.77 1.257
NOTE :ø = 0.7
Pc =
(kLu)^2 1 + ßd 1 + ßd
fc' = 210 kg/cm2Ec = 15100* fc'^.5 = 218.82 ton/cm2
x - dir : z - dir :67500 cm4 67500 cm4
1477.0 ton m2 1477.0 ton m2
393.9 ton m2 393.9 ton m2
106667 cm4 106667 cm4
2334.1 ton m2 2334.1 ton m2
311.2 ton m2 311.2 ton m2
6.0 m 5.0 m
2.17 1.81
2.17 1.81
k = 1.6 ( from monogram ) k = 1.6 ( from monogram )
Check Eccentricity :
et = 444 mm
et min = ( 15 + 0.03 h ) = 24 mm
If et < et min , Mu should be taken from Pu . et min
COLUMN TABLE ( FOR UNBRACED FRAME ONLY )
yA yB bd
y = S EIk / lk ; y = 0 ( fixed end ) S EIb / lb y = 10 ( column end supported on footing ) p2 EIk
EIk = ( Ec Igk / 2.5 ) ; EIb = ( Ec Igb / 5 )
Igk = 1/12 bh3 = Igk = 1/12 hb3 = Ec Igk = Ec Igk =
EIk = EIk =
Igb = Igb = Ec Igb = Ec Igb =
EIb = EIb =
lb = lb =
y = A y = Ay = B y = B
dMu / Pu =
COLUMN TABLE ( FOR UNBRACED FRAME ONLY )
yA yB bd
y = S EIk / lk ; y = 0 ( fixed end ) S EIb / lb y = 10 ( column end supported on footing ) p2 EIk
EIk = ( Ec Igk / 2.5 ) ; EIb = ( Ec Igb / 5 )
Igk = 1/12 bh3 = Igk = 1/12 hb3 =
Ec Igk = Ec Igk =
EIk = EIk =
Igb = Igb =
Ec Igb = Ec Igb =
EIb = EIb =
lb = lb =
y = A y = A
y = B y = B
dMu / Pu =
COLUMN-TBL
SIZE Check of Slenderness Effects Moment magnification factor
MARK b h Dir Luk
rkLu/r Check Cm
øPc d( cm ) ( cm ) ( cm ) TOP BOT ( cm ) ( ton )
C3 30 30X
3502.17 10 2.00 8.66 80.83 To be considered 1 0.5 55.53 2.045
Z 1.81 10 1.22 8.66 49.31 To be considered 1 0.5 149.25 1.235
NOTE :
ø = 0.7
Pc =
(kLu)^2 1 + ßd 1 + ßd
fc' = 210 kg/cm2Ec = 15100* fc'^.5 = 218.82 ton/cm2
x - dir : z - dir :67500 cm4 67500 cm4
1477.0 ton m2 1477.0 ton m2
393.9 ton m2 393.9 ton m2
106667 cm4 106667 cm4
2334.1 ton m2 2334.1 ton m2
311.2 ton m2 311.2 ton m2
6.0 m 5.0 m
2.17 1.81
10 10
k = 2 ( from monogram ) k = 1.22 ( from monogram )
Check Eccentricity :
et = 0 mm
et min = ( 15 + 0.03 h ) = 24 mm
If et < et min , Mu should be taken from Pu . et min
SIZE Check of Slenderness Effects Moment magnification factor
MARK b h Dir Luk
rkLu/r Check Cm
øPc d( cm ) ( cm ) ( cm ) TOP BOT ( cm ) ( ton )
C4 30 30X
3502.17 2.17 1.60 8.66 64.66 To be considered 1 0.5 86.77 1.257
Z 1.81 1.81 1.60 8.66 64.66 To be considered 1 0.5 86.77 1.257
NOTE :
ø = 0.7
Pc =
(kLu)^2 1 + ßd 1 + ßd
fc' = 210 kg/cm2Ec = 15100* fc'^.5 = 218.82 ton/cm2
x - dir : z - dir :67500 cm4 67500 cm4
1477.0 ton m2 1477.0 ton m2
393.9 ton m2 393.9 ton m2
106667 cm4 106667 cm4
2334.1 ton m2 2334.1 ton m2
311.2 ton m2 311.2 ton m2
6.0 m 5.0 m
2.17 1.81
2.17 1.81
k = 1.6 ( from monogram ) k = 1.6 ( from monogram )
Check Eccentricity :
et = 444 mm
et min = ( 15 + 0.03 h ) = 24 mm
If et < et min , Mu should be taken from Pu . et min
COLUMN TABLE ( FOR UNBRACED FRAME ONLY )
yA yB bd
y = S EIk / lk ; y = 0 ( fixed end )
S EIb / lb y = 10 ( column end supported on footing ) p2 EIk
EIk = ( Ec Igk / 2.5 ) ; EIb = ( Ec Igb / 5 )
Igk = 1/12 bh3 = Igk = 1/12 hb3 =
Ec Igk = Ec Igk =
EIk = EIk =
Igb = Igb =
Ec Igb = Ec Igb =
EIb = EIb =
lb = lb =
y = A y = A
y = B y = B
dMu / Pu =
COLUMN TABLE ( FOR UNBRACED FRAME ONLY )
yA yB bd
y = S EIk / lk ; y = 0 ( fixed end )
S EIb / lb y = 10 ( column end supported on footing ) p2 EIk
EIk = ( Ec Igk / 2.5 ) ; EIb = ( Ec Igb / 5 )
Igk = 1/12 bh3 = Igk = 1/12 hb3 =
Ec Igk = Ec Igk =
EIk = EIk =
Igb = Igb =
Ec Igb = Ec Igb =
EIb = EIb =
lb = lb =
y = A y = A
y = B y = B
dMu / Pu =
COLUMN-TBL
SIZE Check of Slenderness Effects Moment magnification factor
MARK b h Dir Luk
rkLu/r Check Cm
øPc d( cm ) ( cm ) ( cm ) TOP BOT ( cm ) ( ton )
C5 60 60X
35016.00 10 2.20 17.32 44.46 To be considered 1 0.5 45.90 -0.777
Z 14.81 10 2.15 17.32 43.45 To be considered 1 0.5 48.06 -0.844
NOTE :
ø = 0.7
Pc =
(kLu)^2 1 + ßd 1 + ßd
fc' = 210 kg/cm2Ec = 15100* fc'^.5 = 218.82 ton/cm2
x - dir : z - dir :1080000 cm4 1080000 cm4
23632.5 ton m2 23632.5 ton m2
6302.0 ton m2 6302.0 ton m2
208333 cm4 208333 cm4
4558.7 ton m2 4558.7 ton m2
607.8 ton m2 607.8 ton m2
5.4 m 5.0 m
16.00 14.81
10 10
k = 2.2 ( from monogram ) k = 2.15 ( from monogram )
Check Eccentricity :
et = -30 mm
et min = ( 15 + 0.03 h ) = 33 mm
If et < et min , Mu should be taken from Pu . et min
COLUMN TABLE ( FOR UNBRACED FRAME ONLY )
yA yB bd
y = S EIk / lk ; y = 0 ( fixed end )
S EIb / lb y = 10 ( column end supported on footing ) p2 EIk
EIk = ( Ec Igk / 2.5 ) ; EIb = ( Ec Igb / 5 )
Igk = 1/12 bh3 = Igk = 1/12 hb3 =
Ec Igk = Ec Igk =
EIk = EIk =
Igb = Igb =
Ec Igb = Ec Igb =
EIb = EIb =
lb = lb =
y = A y = A
y = B y = B
dMu / Pu =
COLUMN-TBL
Moment magnification factor
Pu Mu
( ton ) (ton.m) (ton.m)
28.380.00 0.00
0.00 0.00
Moment magnification factor
Pu Mu
( ton ) (ton.m) (ton.m)
17.7256.26 7.87
4.48 5.62
dMu
dMu
COLUMN-TBL
Moment magnification factor
Pu Mu
( ton ) (ton.m) (ton.m)
28.380.00 0.00
0.00 0.00
Moment magnification factor
Pu Mu
( ton ) (ton.m) (ton.m)
17.7256.26 7.87
4.48 5.62
dMu
dMu
COLUMN-TBL
Moment magnification factor
Pu Mu
( ton ) (ton.m) (ton.m)
1054.00 -3.11
10.80 -9.11
dMu
CONCRETE-COLUMN DESIGNMaterial :
fc' = 210 kg/cm2 fy = 4000 kg/cm2
MARK
Longitudinal Reinforcement due to Bending Moment Tie due to Shear
DirAg
Pu Pu et r
rAst Ast.min Asto
Re-barDesign Shear 1/2øVc øVc Vc1 Vc2
Min. Shear Actual Shear
(see table) Arr. Reinf.spacing Stirrup Reinforcement
( cm2 ) ( cm2 ) ( cm2 ) ( cm2 ) n ( ton ) ( ton ) ( ton ) (ton) (ton) s ( mm ) (mm )
C1X
900 0.27 0.00 0.022 0.0176 15.8 9.0 15.8 8 - D 16 Vu 1.300 3.666 7.332 7.332 14.545 D 10 @ 130 D 10 @ 125 Not NecessaryZ
NOTE :
d'/h = 0.17d = 26
0.8 : ø = 0.65
Ast = Actual Re-bar,
Ast min = 0.01 Ag Asto is Ast or Ast min whichever is larger
i) When Vu < 1/2 øVc , Not Necessaryii) When øVc > Vu > 1/2 øVc , Min. is Requirediii) When Vu > ø Vc , To be RequiredIV) Vs > 2.12√fc'bd Change Size !!!
Compute Shear Reinforcement
Vu < ø Vn = ø (Vc + Vs) ; ø = 0.85
Vc = 0.53 (1 + 0.0071 Pu/Ag) √fc' b d (kg)
or Vc = 0.93 √fc' b d √(1 + 0.029 Pu/Ag) (kg)
Vs = (Vu-Vc)/0.85 < 2.12√fc' bd
CONCRETE-COLUMN DESIGNMaterial :
fc' = 210 kg/cm2 fy = 4000 kg/cm2
MARK
Longitudinal Reinforcement due to Bending Moment Tie due to Shear
DirAg
Pu Pu et r
r Ast Ast.min AstoRe-bar
Design Shear 1/2øVc øVc Vc1 Vc2Min. Shear Actual Shear
(see table) Arr. Reinf.spacing Stirrup Reinforcement
( cm2 ) ( cm2 ) ( cm2 ) ( cm2 ) n ( ton ) ( ton ) ( ton ) (ton) (ton) s ( mm ) (mm )
C2X
900 0.17 0.14 0.016 0.0128 11.5 9.0 11.5 6 - D 16 Vu 2.040 3.414 6.828 6.828 13.176 D 10 @ 130 D 10 @ 125 Not NecessaryZ
NOTE :
d'/h = 0.17d = 26
0.8 : ø = 0.65Ast = Actual Re-bar,
Ast min = 0.01 Ag Asto is Ast or Ast min whichever is larger
i) When Vu < 1/2 øVc , Not Necessaryii) When øVc > Vu > 1/2 øVc , Min. is Requirediii) When Vu > ø Vc , To be RequiredIV) Vs > 2.12√fc'bd Change Size !!!
Compute Shear Reinforcement
Vu < ø Vn = ø (Vc + Vs) ; ø = 0.85
Vc = 0.53 (1 + 0.0071 Pu/Ag) √fc' b d (kg)or Vc = 0.93 √fc' b d √(1 + 0.029 Pu/Ag) (kg)
ø Agr.0.85fc' ø Agr.0.85fc' h
r = r b ; b =
r Ag
ø Agr.0.85fc' ø Agr.0.85fc' h
r = r b ; b = r Ag
whichever is smaller
whichever is smaller
Vs = (Vu-Vc)/0.85 < 2.12√fc' bd
CONCRETE-COLUMN DESIGNMaterial :
fc' = 210 kg/cm2 fy = 4000 kg/cm2
MARK
Longitudinal Reinforcement due to Bending Moment Tie due to Shear
DirAg
Pu Pu et r
r Ast Ast.min AstoRe-bar
Design Shear 1/2øVc øVc Vc1 Vc2Min. Shear Actual Shear
(see table) Arr. Reinf.spacing Stirrup Reinforcement
( cm2 ) ( cm2 ) ( cm2 ) ( cm2 ) n ( ton ) ( ton ) ( ton ) (ton) (ton) s ( mm ) (mm )
C3X
900 0.27 0.22 0.016 0.0128 11.5 9.0 11.5 6 - D 16 Vu 2.040 3.666 7.332 7.332 10.512 D 10 @ 130 D 10 @ 125 Not NecessaryZ
NOTE :
d'/h = 0.17d = 26
0.8 : ø = 0.65
Ast = Actual Re-bar,
Ast min = 0.01 Ag Asto is Ast or Ast min whichever is larger
i) When Vu < 1/2 øVc , Not Necessaryii) When øVc > Vu > 1/2 øVc , Min. is Requirediii) When Vu > ø Vc , To be RequiredIV) Vs > 2.12√fc'bd Change Size !!!
Compute Shear Reinforcement
Vu < ø Vn = ø (Vc + Vs) ; ø = 0.85
Vc = 0.53 (1 + 0.0071 Pu/Ag) √fc' b d (kg)or Vc = 0.93 √fc' b d √(1 + 0.029 Pu/Ag) (kg)
Vs = (Vu-Vc)/0.85 < 2.12√fc' bd
CONCRETE-COLUMN DESIGNMaterial :
fc' = 210 kg/cm2 fy = 4000 kg/cm2
MARK
Longitudinal Reinforcement due to Bending Moment Tie due to Shear
DirAg
Pu Pu et r
r Ast Ast.min AstoRe-bar
Design Shear 1/2øVc øVc Vc1 Vc2Min. Shear Actual Shear
(see table) Arr. Reinf.spacing Stirrup Reinforcement
( cm2 ) ( cm2 ) ( cm2 ) ( cm2 ) n ( ton ) ( ton ) ( ton ) (ton) (ton) s ( mm ) (mm )
C4X
900 0.17 0.14 0.016 0.0128 11.5 9.0 11.5 6 - D 16 Vu 2.040 3.414 6.828 6.828 13.176 D 10 @ 130 D 10 @ 125 Not NecessaryZ
NOTE :
d'/h = 0.17d = 26
0.8 : ø = 0.65
Ast = Actual Re-bar,
Ast min = 0.01 Ag Asto is Ast or Ast min whichever is larger
i) When Vu < 1/2 øVc , Not Necessaryii) When øVc > Vu > 1/2 øVc , Min. is Requirediii) When Vu > ø Vc , To be RequiredIV) Vs > 2.12√fc'bd Change Size !!!
Compute Shear Reinforcement
Vu < ø Vn = ø (Vc + Vs) ; ø = 0.85
ø Agr.0.85fc' ø Agr.0.85fc' h
r = r b ; b =
r Ag
ø Agr.0.85fc' ø Agr.0.85fc' h
r = r b ; b =
r Ag
whichever is smaller
whichever is smaller
Vc = 0.53 (1 + 0.0071 Pu/Ag) √fc' b d (kg)or Vc = 0.93 √fc' b d √(1 + 0.029 Pu/Ag) (kg)
Vs = (Vu-Vc)/0.85 < 2.12√fc' bd
whichever is smaller
CONCRETE-COLUMN DESIGNMaterial :
fc' = 210 kg/cm2 fy = 4000 kg/cm2
MARK
Longitudinal Reinforcement due to Bending Moment Tie due to Shear
DirAg
Pu Pu et r
r Ast Ast.min AstoRe-bar
Design Shear 1/2øVc øVc Vc1 Vc2Min. Shear Actual Shear
(see table) Arr. Reinf.spacing Stirrup Reinforcement
( cm2 ) ( cm2 ) ( cm2 ) ( cm2 ) n ( ton ) ( ton ) ( ton ) (ton) (ton) s ( mm ) (mm )
C5X
3600 0.25 0.14 0.06 0.048 172.8 36.0 172.8 86 - D 16 Vu 2.040 15.575 31.150 31.150 61.522 D 10 @ 280 D 10 @ 125 Not NecessaryZ
NOTE :
d'/h = 0.08d = 56
0.8 : ø = 0.65
Ast = Actual Re-bar,
Ast min = 0.01 Ag Asto is Ast or Ast min whichever is larger
i) When Vu < 1/2 øVc , Not Necessaryii) When øVc > Vu > 1/2 øVc , Min. is Requirediii) When Vu > ø Vc , To be RequiredIV) Vs > 2.12√fc'bd Change Size !!!
Compute Shear Reinforcement
Vu < ø Vn = ø (Vc + Vs) ; ø = 0.85
Vc = 0.53 (1 + 0.0071 Pu/Ag) √fc' b d (kg)or Vc = 0.93 √fc' b d √(1 + 0.029 Pu/Ag) (kg)
Vs = (Vu-Vc)/0.85 < 2.12√fc' bd
ø Agr.0.85fc' ø Agr.0.85fc' h
r = r b ; b =
r Ag
whichever is smaller
CONCRETE MEMBER SCHEDULLE
MARKS GB1 GB2 GB3 GB4DIMENSION 400 x 200 500 x 200 500 x 200 250 x 150
BOTH END MIDDLE BOTH END MIDDLE BOTH END MIDDLE BOTH END MIDDLE
SECTION
TOP BAR 5 D16 2 D16 6 D16 2 D16 5 D20 2 D20 4 D16 2 D16WEB BAR - - - - - - - -
BOTTOM BAR 3 D16 3 D16 3 D16 5 D16 2 D16 4 D16 2 D16 4 D16STIRRUP D10 - 150 D10 - 150 D10 - 200 D10 - 200 D10 - 200 D10 - 200 D8 - 100 D8 - 100
CROSS BAR - - - - - - - -
MARKS GB5 B1 B2 B3DIMENSION 400 x 200 400 x 200 300 x 200 450 x 200
SECTION
BOTH END MIDDLE BOTH END MIDDLE BOTH END MIDDLE BOTH END MIDDLE
TOP BAR 4 D16 2 D16 5 D16 2 D16 6 D16 4 D16 4 D16 4 D16WEB BAR - - - - - - - -
BOTTOM BAR 2 D16 4 D16 3 D16 3 D16 3 D16 5 D16 2 D16 5 D16STIRRUP D10 - 150 D10 - 150 D10 - 150 D10 - 175 D10 - 175 D10 - 200 D10 - 175 D10 - 200
CROSS BAR - - - - - - - -
MARKS B4DIMENSION 300 x 150
BOTH END MIDDLE BOTH END MIDDLE BOTH END MIDDLE BOTH END MIDDLE
SECTION
TOP BAR 3 D16 2 D16 - - - - - -WEB BAR - - - - - - - -
BOTTOM BAR 2 D16 3 D16 - - - - - -STIRRUP D8 - 100 D8 - 125 - - - - - -
CROSS BAR - - - - - - - -
C1300 x 300
8 D16--
D10 - 125-
Lintel Column150 x 150
4 D10--
D8 - 125-
CONCRETE MEMBER SCHEDULLE
MARKS C1 C2 C3DIMENSION 275 x 275 300 x 300 325 x 325
SECTION
TOP BAR 8 D16 12 D16 12 D16WEB BAR - - -
BOTTOM BAR - - -STIRRUP D10 - 150 D10 - 150 D10 - 175
CROSS BAR - - -
MARKS C4 C5 Lintel ColumnDIMENSION 400 x 400 300 x 350 130 x 130
SECTION
TOP BAR 12 D16 6 D16 4 D10WEB BAR - - -
BOTTOM BAR - - -STIRRUP D10 - 125 D10 - 125 D8 - 125
CROSS BAR - - -