DESIGN OF ISOLATED FOOTING

PROJECT : PROJECT NO.

CHECKED BY: DATE

LOCATION :
PREP'D BY: ETA DATE
SUBJECT : Footing-1 (F-1)

Footing Dimensions MATERIALS LOAD FACTORS

L 1.80 M fc' MPa24.00 D 1.50 M DL as per code
B 1.80 M fy 275.00
MPa qnet 123.00 kPa LL as per code
t 400 mm qa 150.00
kPa WTftg 31.10 kN EQ as per code
c. c. 75 mm d soil 18.00
kN/M3 b 0.85 WL as per code
Column Dimensions GRAVITY LOADS - SERVICE
CL 400 mm Axial Loads Moment X Moment Y
CB 300 mm PG 309.20 kN MXG 0.00 kN-M MYG 0.00 kN-M
Reinforcing Bar Size GRAVITY + LATERAL LOADS - SERVICE
Ø@L 16 mm PG+L 309.20 kN MXG+L 0.00 kN-M MYG+L 0.00 kN-M
Ø@B 16 mm ULTIMATE LOADS
No. of Reinforcing Bar PULT 402.37 kN MXULT 0.00 kN-M MYULT 0.00 kN-M
NL 14 No. of c.c. - conc. cover DL - Dead Load EQ - Earthquake Load D - depth of soil if considered

NB 14 bars NL/NB- no. of bars along L or B LL - Live Load WL - Wind Load d soil - soil density if considered

CHECK FOR BEARING CAPACITY

A. GRAVITY LOADS
P 6Mx 6My
q = + +
A LB2 BL2 P
CL
q = 105.03 < qnet = 123 ok
SOIL
CB
B. GRAVITY + LATERAL LOADS
P 6Mx 6My
q = + +
A LB2
BL2
D
q = 105.03 < 1.3qnet = 159.9 ok
d Mx c
X
d = 301 mm fua = 124.19 kPa My
Pu = 402.37 kN fub = 124.19 kPa B
Mux = 0.00 Kn-M fuc = 124.19 kPa t
Y
Muy = 0.00 Kn-M fud = 124.19 kPa a L b
Pu/LB = 124.19 kPa fuave. = 124.19 kPa

CHECK FOR ONE WAY SHEAR (BEAM SHEAR@CRITICAL SECTION)

0.399 0.449
Vu = fumax[(L-CL)/2-d][(B-CB)/2-d] = 22.24845 kN nu = Vu/fbd = 0.19 MPa
na = fc' / 6 = 0.82 MPa > nu = 0.19 ok

CHECK FOR TWO WAY SHEAR (PUNCHING SHEAR)

0.421301 2.604
Vu = Pu-qu*Ap = 350.0494 kN np = Vu/fbd = 0.53 MPa
na = fc' / 3
= 1.63 MPa > np = 0.53 ok
 CHECK FOR FLEXURAL (BENDING) CAPACITY
REINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION
As = 2,814.87 mm2 As = 2,814.87 mm2
r = 0.00520 r = 0.00520
rmin= 0.00509 < r ok rmin = 0.00509 < r ok
rmax= 0.03243 > r ok rmax = 0.03243 > r ok
a = 21.08 0.7 a = 21.08 0.75
Mcap= 0.85fc'aBd(1-a/2d) = 202.36 Mcap = 0.85fc'aLd(1-a/2d) = 202.36
Mu = L  CL 2 = 54.77 Mu = B  CB 2 = 62.87
qu ( B )( ) qu ( L )( )
2 2
2 2
Mcap > Mu ok Mcap > Mu ok

CHECK FOR DEVELOPMENT LENGTH

REINFORCEMENT ALONG L DIRECTION REINFORCEMENT ALONG B DIRECTION
201.06 201.06
Ldreq = 0.02Abfy = 226 mm Ldreq = 0.02Abfy = 226 mm
fc' fc'

Ldprov = [(L-CL)/2]-cc = 625 mm Ldprov = [(B-CB)/2]-cc = 675 mm

Ldprov > Ldreq ok Ldprov > Ldreq ok

CHECK FOR BEARING ON FOOTING

A1 120000 A2 2412416 4.483689 2
Pc = 0.85fc' A1 A2 = 3,427 kN > Pu = 402.37 kN adequate!
A1

SKETCH:

DIMENSION: REINFORCEMENT:
L= 1.80 m
B= 1.80 m ALONG "L" DIR. : 14-16mmØ
t= 400 mm ALONG "B" DIR. : 14-16mmØ
 PAST 2.94 2.07 309.2 0 0 0
E 2.49 0.9 309.2 0 0 0
HERE
2.94 2.07 303.14 0 0 0
Story Point Load FX FY FZ MX MY MZ
BASE 11 101 2.49 0.9 309.2 0 0 0
BASE 14 101 0.25 -1.96 303.14 0 0 0
BASE 15 101 -2.94 -2.07 306.23 0 0 0
 PAST 9.33 11.05 309.2 0 0 0
E 2.76 0.9 309.2 0 0 0
HERE
9.33 11.05 284.16 0 0 0
Story Point Load FX FY FZ MX MY MZ
BASE 11 101 2.49 0.9 309.2 0 0 0
BASE 11 102 -4.1 0.61 289.75 0 0 0
BASE 11 103 -4.07 0.81 289.7 0 0 0
BASE 11 104 2.76 -3.88 291.15 0 0 0
BASE 11 105 2.65 -4.85 291.43 0 0 0
BASE 14 101 0.25 -1.96 303.14 0 0 0
BASE 14 102 -6 -2 284.16 0 0 0
BASE 14 103 -5.97 -2.17 284.24 0 0 0
BASE 14 104 0.69 -9.89 288.65 0 0 0
BASE 14 105 0.55 -9.03 288.25 0 0 0
BASE 15 101 -2.94 -2.07 306.23 0 0 0
BASE 15 102 -9.33 -2.07 286.73 0 0 0
BASE 15 103 -9.3 -2.43 286.89 0 0 0
BASE 15 104 -2.71 -11.05 291.59 0 0 0
BASE 15 105 -2.83 -9.31 290.79 0 0 0
 PAST 15.61 19.67 402.37 0 0 0
E 15.11 14.21 402.37 0 0 0
HERE
15.61 19.67 302.3 0 0 0
Story Point Load FX FY FZ MX MY MZ
BASE 11 201 3.14 1.6 402.37 0 0 0
BASE 11 203 -9.6 0.62 316.36 0 0 0
BASE 11 205 -9.6 0.62 316.36 0 0 0
BASE 11 202 -9.64 0.23 316.47 0 0 0
BASE 11 204 3.42 -8.31 319.13 0 0 0
BASE 11 206 15.11 0.11 315.92 0 0 0
BASE 11 207 15.06 -0.27 316.03 0 0 0
BASE 11 208 2.04 8.65 313.26 0 0 0
BASE 11 209 15.06 -0.27 316.03 0 0 0
BASE 14 201 -0.03 -2.18 394.05 0 0 0
BASE 14 203 -11.37 -2.85 310.83 0 0 0
BASE 14 205 -11.37 -2.85 310.83 0 0 0
BASE 14 202 -11.42 -2.52 310.67 0 0 0
BASE 14 204 1.32 -17.55 319.23 0 0 0
BASE 14 206 13.18 -2.79 310.86 0 0 0
BASE 14 207 13.13 -2.45 310.7 0 0 0
BASE 14 208 0.45 12.25 302.3 0 0 0
BASE 14 209 13.13 -2.45 310.7 0 0 0
BASE 15 201 -3.67 -2.34 398.39 0 0 0
BASE 15 203 -15.57 -3.25 313.35 0 0 0
BASE 15 205 -15.57 -3.25 313.35 0 0 0
BASE 15 202 -15.61 -2.56 313.04 0 0 0
BASE 15 204 -3.01 -19.67 322.3 0 0 0
BASE 15 206 9.03 -2.9 313.72 0 0 0
BASE 15 207 8.98 -2.21 313.41 0 0 0
BASE 15 208 -3.58 14.21 304.45 0 0 0
BASE 15 209 8.98 -2.21 313.41 0 0 0