Design-of-Footings lecture presentation.pdf

Lecture #07
The Design of Spread Footings
- Design Criteria
- Design Procedure
- Example Problem for a Square Footing
- Example Problem for a Rectangular Footing
-Example Problem for a Continuous Footing
- Complex Cases

The Design Procedure.
1. Determine the structural loads and member sizes at the foundation level;
2. Collect all the geotechnical data; set the proposed footings on the geotechnical profile;
3. Determine the depth and location of all foundation elements,
4. Determine the bearing capacity,
5. Determine possible total and differential settlements; check effects at 2B depths;
6. Select the concrete strength (and possibly the mix),
7. Select the steel grade,
8. Determine the required footing dimensions,
9. Determine the footing thickness, T (or D in some textbooks),
10. Determine the size, number and spacing of the reinforcing bars,
11. Design the connection between the superstructure and the foundation, and
12. Check uplift and stability against sliding and overturning of the structure-soil system.
The first studies performed on foundation structural failures were done by Professor Talbot at
the University of Illinois in 1913. Advances in the next 50 years include Prof. F.E. Richart’s
tests at the University of Michigan. His results were synthesized into the methodology used
today by a committee sponsored by the ACI and ASCE and published in 1962.
Spread footings is still the most popular foundation around the world because they are more
economical than piles, adding weight to them does not affect any other member, and their
performance has been excellent.

Selection of materials.
Spread footings are usually designed to use 3 ksi < f'c < 4 ksi, whereas modern structural
members frequently use concrete between the range of 4 ksi < f'c < 8 ksi. A higher concrete
strength helps reduction the member’s size. However, the footing’s design is govern by the
bearing capacity and settlement. That means that the strength of the soil might be limiting
factor, and a higher concrete strength would not be relevant.
Where a footing must carry a load greater than 500 kips, an f'c = 5 ksi might be justified.
Since flexural stresses are usually small, a grade 40 steel would usually be adequate, although
it is currently unavailable in the US. The most common grade used for construction is Grade
60 steel, which is almost universally used in the world today.

The typical details of a spread footing, as sketched for drafting. The standard thicknesses T are
given in English Units as multiples of 3": 12", 15", 18"..., etc. A high precision in specifying
the depth of excavation Df is unnecessary. ACI code specifies that at least 3 inches of concrete
cover must be included from ground contact, which takes into consideration irregularities in the
excavation and corrosion factors.

The same footing as built. Note that forming is required in this site due to the presence of a clean
gravelly sand, that would not stand vertically at the sides of the excavation.

Design Criteria.
1) The qall and Q control the footing dimensions B x L (footing area A);
2) The designer controls the depth Df (embedment of the foundation);
3) Shear (v) controls the footing’s thickness T (d + 3” + the diameter of rebars)
a) Diagonal tension (punching shear) for square footings, and
b) Wide beam shear for rectangular footings (that is, when L / B > 1.2).

Analysis.
The analysis of a square or rectangular footing may first be performed by assuming there is no
steel in the member. The depth d from the top of the footing to the tension axis is,
S Fy = 0
Qu = 2d vc (b + d) + 2d vc (c + d) + (c+d)(b+d) qo
(shear on 4 faces) (bottom face)
Set Qu = BL qo
∴ d2(4 vc + qo) + d (2 vc + qo)(b + c) - (BL - cb) qo = 0
For the special case of a square column, where c = b = w,
d2 (vc + qo/4) + d (vc + qo/2)w - (B2 - w2) qo/4 = 0
For the case of a round column, with a = diameter,
d2 (vc + qo/4) + d (vc + qo/2) a - ( BL - Acol) qo/4 = 0

Design Steps.
Step 1. Compute the footing area via B x L,
for a square footing BxB = SQRT(Q / qall)
for a rectangular footing BxL = Q / qall
where Q is the critical load combination (not Qu).
Step 2. Find the soil reaction under ultimate structural loads to check bearing capacity.
find the "ultimate" contact bearing, qo = Qu / BL
and check that qo ≤ qu
Step 3. Compute the shear in the concrete vc.
Case (a) for a square footing, check for diagonal tension (punching shear),
vall = 4∅ SQRT (f'c) where ∅ = 0.85 for shear.
For example, for f'c = 3000 psi, vall = 186 psi

Case (b) for a rectangular footing, check for wide beam shear,
vall ≤ 2∅ SQRT(f'c) where ∅ = 0.85 for shear.
For example, for f'c = 3000 psi, vall = 93.1 psi
Step 4. Find the effective footing depth d.
(Note that use of d via this method eliminates the need to use steel for shear, which
is used only for flexure. Use the appropriate equation from the Analysis Section.
Step 5. Compute the required area of steel As (each way) for bending (flexure).
Bending moment /unit width M = q L2 / 2 (for a cantilever beam)
Mu = qult L2 / 2 = ∅ As fy (d – a /2)
Check p, so that the maximum allowed percentage of steel is not exceeded.
Step 6. Compute bond length, column bearing, and the steel area required for dowels.
Use as a minimum an As = 0.005 Acol (usually with 4 equal bars).
Step 7. Draft the above information into a complete drawing showing all the details.

Example #1.
Design a square reinforced concrete footing for the following conditions:
- The column has a DL = 100 kips, a LL = 120 kips, and is a 15” x 15” with 4 #8 bars;
- The footing is upon a soil with qall = 4 ksf with a FS=2.5; use f’c = 3000 psi and ƒy = 50 ksi.
Solution.
Step 1. Find the footing dimensions (for service loads).
Use B = 7.5 ft.
Step 2. Check the ultimate parameters (that is, the actual soil pressure qo under Qu)
The ultimate contact pressure,
2
220
7.42 ft
4
all
all
Q Q
q B
B q
= ∴ = = =
( ) ( )
2 2
1.4 1.7 1.4 100 1.7 120 140 204 344 kips
344
6.1 ksf 10 ksf for
(7.5)
u
u
o u
Q DL LL
Q
q q OK
B
= + = + = + =
∴ = = = <

Step 3. Compute the allowable shear stress in the concrete.
Step 4. Find the effective footing depth d (in this case punching shear governs),
which yields two solutions: d1 = 1.20 ft and d2 = - 2.46 ft. Choose d = 1.20 ft
4 ' 4(0.85) 3000 186 26.8
all c
v f psi ksf
ϕ
= = = =
( )
2 2 2
2
2 2
4 0
4 2 4
6.1 6.1 15 15 6.1
4)(26.8) 26.8 7.5 0
4 2 12 12 4
o o o
c c
q q q
d v d v w B w
d d
   
+ + + − − =
   
   
 
     
+ + + − − =
 
     
 
     
 
B = 7.5’
15”
15” + d

As a check, use the modified equation for d, which is,
which yields two solutions: d1 = 1.28 ft and d2 = - 2.52 ft. Choose d = 1.28 ft
a difference of only 7%. Therefore use the largest d = 1.28’ = 15.4 in. Use d = 16 in.
It is not necessary to check for wide-beam shear.
Step 5. Compute the required flexural steel area As.
The unit strip of the cantilever arm L’ is,
( )
2 2
4 2 0
o
o
q
d b c d B
v
+ + − =
15
[7.5' ]
( ) 12
' 3.13
2 2
B w
L ft
−
−
= = =
B = 7.5’
15”
1’
L’

The cantilever moment M is,
Total As = 7.5 ft (0.5 in2/ft) = 3.75 in2
Check ρ = As / bd = 0.5 / (12) (16) = 0.0026 > 0.002 (minimum)
< 0.021 (maximum) OK
In B = 90 in (7.5’) use 12 #5 bars (As = 3.72 in2) @ 7.5” cc
or 7 #7 bars (As = 4.20 in2) @ 12” cc
or 5 #8 bars (As = 3.85 in2) @ 18” cc
( )
( )( )
2 2
2
' (6.1)(3.13) (12)
359
2 2
0.9
2
50
1.63
0.85 ' 0.85 3 12 in.
16 0.81 7.97 0 0.50 /
o
u s y
s y s
s
c
s s s
q L
M in kips
a
where M A f d with for flexure
A f A
but a A
f b
which yields A A whence A in ft
ϕ ϕ
= = = −
 
= − =
 
 
= = =
− − = =

Step 6. Check the development length for bond Ld (ACI 12.2, 12.6).
If Ab = the area of each individual bar, and db = the diameter of bar
also check with Ld = 0.0004 d b fy = 0.0004 (0.875 in.) (50,000 psi) = 17.5 inches.
Step 7. Check the column bearing to determine need of dowels.
Area of the column Ag = w2 = (15 in.)2 = 225 in2
Effective area of footing A2 = (b +4d)2 = [15 in + 4(16 in)]2 = 6,240 in2
Checking the contact stress between column and footing,
( )
0.04 [0.04(0.60)(50000)]
21.9 12 (minimum)
' 3000
b y
d
c
A f
L in in
f
= = = >
2 2
' 0.70 2
(0.7)(3000)(2) 3750 3000 .
c c
g g
c
A A
f f where and
A A
f psi psi Need dowels
ϕ ϕ
= = ≤
= = >

The actual ultimate contact pressure at ultimate loads is,
fc = Qu / Ag = 344 kips / 225 in2 = 1.52 ksi < 3.0 ksi OK
However, dowels are always required, with at least As ≥ 0.005 Ag
As required = 0.005 (225 in2) = 1.125 in2
The diameter φ of the dowels are ± φ column bars ≤ 0.15” (maximum diameter difference)
Use 4 #7 bars or (4 x 0.60 in2) = 2.40 in2 = As dowels, whereas column has #8’s
Check diameter difference = 1.00” – 0.875” = 0.125 < 0.15” OK
Step 8. Check the embedment length Ld for the dowels.
0.2
or 0.0004 or 8 inches choose the largest of the three
'
0.2(50,000)(0.875)
16 8
3000
0.0004(50,000)(0.875) 18 8
y b
d y b
c
d
d
f d
L f d
f
L inches inches OK
L inches inches OK
=
= = >
= = >

Note however that d = 16 in., need a 2” hook to reach 18”, but minimum hook is 6”.
Step 9. Sketch the results.
B = 7.5’
19”
N = 220 kips
Qu = 344 kips
4 #7 dowels
7 #7 @ 12” c-c each way
3” clearance

Example #2.
Design a rectangular footing to carry a moment induced by wind, with the following data,
DL = 800 kN, LL= 800 kN, M= 800 kN-m and qall = 200 kN/m2 with FS = 1.5. Square
columns with c = 500 mm, f'c = 21 MPa and fy = 415 MPa.
Step 1. Find the footing dimensions.
This time, perform a trial and error selection of B x L.
Set BxL = B2 and check the increase
in the soil pressure due to wind load.
B2 = Q / qall = 1600 kN / 200 kN/m2 = 8 m2
∴ B = 2.82 m
e = M / Q = 800/1600 = 0.5
∴L ≥ 6(0.5) = 3 m from (6e/L)
If L = 3 m try a footing 2.5 m x 4 m.

qavg = Q / A = 1600 kN / 10 m2 = 160 kPa
qmax = Q / BL [ 1 + 6e/L] = (1600 /10)[1 + 6(0.5)/4] = 280 kPa
Note that qmax exceeds qavg by 33% , ∴ increase size to 2.75 m x 4.5 m.
qavg = Q / A = 1600 / (2.75)(4.5) = 130 kPa
qmax = 130[1 + 6(0.5)] = 217 kPa < 200 x 1.33 = 266 kPa
Iterate one again and settle with B = 3 m and L = 5 m.
Step 2. Check the ultimate parameters (that is, the actual soil pressure qo under Qu).
Pu = 1.4DL + 1.7LL = 1.4(800) + 1.7(800) = 2480 kN
Mu = 1.4DL + 1.7LL = 1.4(300) + 1.7(500) = 1270 kN-m
e = M / Pu = 1270 / 2480 = 0.152
qmax = (Pu / A){1 + 6e/L] = (2480/15)[1 + 6(0.152)/5] = 266 kPa < qu = 300 kPa OK
qmin = (Pu /A)[1 - 6e/L] = 2480/15[1 - 6(0.152)/5] = 64.5 kPa
qavg = 2480 / 15 = 165 kPa < qall = 200 kPa OK

Step 3. Compute the allowable shear stress in the concrete.
The diagonal tension for f'c = 21 MPa, vc = 1.29 MPa
Step 4. Find the effective footing depth d. Using the simplified equation,
4d2 + 2(b + c) d – BL qo / vc = 0
4d2 + 2(0.5m + 0.5m) d - (15)(165) / 1290 = 0 which yields d ~ 0.50 m
Now find the depth d for wide beam,
from x = 0 to x = 2.25 – d
dv = q dx
V = ?qdx = (266 - 40.2x)dx
= {266x – (40.2)(2)/2}
= 598 - 266d - 20.1(2.25 - d)2
Vc = vc /2d = 1290 / 2d
∴ d = 0.60 m ∴ use the highest, d = 0.60 m.

Step 5. Compute the required longitudinal flexural steel area As.
Check ? = As / bd = (0.00282)/(1)(0.6) = 0.0047 > 0.002 (minimum)
< 0.021 (maximum) OK
Step 6. Compute the required transverse flexural steel area As.
Using a high average q = v(qavg.+ qmax) = v(165 + 266) = 215 kPa
Mu = wl2/2 = (q[(b-0.5)/2]2)/2= 215(215[(3-0.5)/2]2)/2 = 168 m-KN
and again As(d - a/2) = Mu/∅fy
As2 - 0.0515As + 0.000386 = 0 ∴ As = 7.61 cm2/m
check ? = As / bd = 7.61 x 10-4 m2 / (1)(0.6) = 0.00126 < 0.002 less than minimum
∴ use minimum As = 0.002bd = 0.002(1)(0.6) = 0.0012 m2/m = 12cm2/m
2.25 2.25
0 0
2 2
415
23.3
0.85 ' 0.85(21)(1)
[266 (40.2)(2)/2] 597
597 ( )
2
0.0515 0.0137 0 28.2 /
17#25
s y s
s
c
u
u s y
s s s
A f A
a A
f b
M Vdx x dx kN m
a
M kN m A f d
A A from whence A cm m
use mm rebars
ϕ
= = =
= = − = −
∴ = − = −
− − = =
∴
∫ ∫

Therefore, the longitudinal steel, 28.2 cm2/m x 3m = 84.6 cm2 x 1 m2 /10,000cm2
= 8.46 x 10-3 m2 ⇒ 17 # 25 mm bars
∴ placed at 17.6 cm c-c.
The transverse steel, 12 cm2/m x 5m = 6.0 x 10-3 m2 ⇒ 13 # 25mm bars
∴ placed at 38 cm c-c.
Step 7. Draft a sketch of the results.

Example #3.
Design continuous wall footing for a warehouse building, given DL = 3 k/ft, LL = 1.2 k/ft, the
qall = 2 ksf (with FS = 2), ?soil = 110 pcf, and f'c = 3000 psi, fy = 60 ksi, ?concrete = 150 pcf.
Step 1. Assume a footing thickness D = 1 ft.
By ACI 7.7.3.1, the minimum cover
In soils is 3”. Also assume using
#4 bars (∅ 1/2")
∴ d = 12" - 3" - 0.5"/2 = 8.75“

Continuous, or strip, or wall footings, are reinforced transversely to the direction of the wall.
The footing acts, in essence, as two small cantilever beams projecting out from under the wall
and perpendicular to it, in both directions. The reinforcement is placed at the bottom, where the
stresses are in tension (flexure). Although the main reinforcement is transverse to the axis of
the wall, there is also a requirement for longitudinal reinforcement to control temperature
shrinkage and concrete creep.

Step 2. Find the soil pressure qo under ultimate loads.
Estimate the footing width B = Q / qall = 4.2 k / 2 ksf = 2.1 ft, assume B = 3 feet
ACI 9.2 required strength U = 1.4D + 1.7L
U = 1.4(3) 1.7(1.2) = 4.2 + 2.0 = 6.2 kips
The soil pressure at ultimate loads,
qo = U / (B)(1) = 6.2 kips /(3ft)(1ft) = 2.1ksf < qu = 4 ksf

Step 3. Check the shear strength of the concrete.
The critical section for shear occurs at a distance d from the face of the wall (ACI 15.5 and
11.11.1.2).

the ultimate shear Vu = (12" - 8.75") (1ft) ft / 12 in x 2.1 k/ft2 = 0.57 kips /ft of wall
Check the concrete strength,
vu ≤ ∅ vc = 2∅ v(f'c) bd = (0.85)(2)v(3000)(12”)(8.75) = 9.8 kips/ft of wall OK
Since vu << ∅vc can reduce D thickness of the footing, to say 0.85 ft = 10”
∴ d = 10" - 3" - 0.5/2 = 6.5" > 6" (dmin ACI 15.7)
rechecking:
Vu < ∅Vc = 2∅ v(f'c) bd = 2(0.85)v(3000) (12in)(6.50in)
= 7.3 kips/ft of wall OK
Step 4. Compute the required transverse flexural steel area As.
From ACI 15.4
Mu = qo l2 / 2 where l = 12” = (2.1 ksf/2)(1ft2) = 1.05 k-ft /ft of wall

but a = As fy / 0.85 f'c b = (60 ksi) As / (0.85)(3 ksi)(12 in) = 1.96 As (inches)
b = 12" of wall, and Mn = As fy (d - a/2) = As (60 k/in2)(6.5" - a/2)
but Mu = ∅ Mn = 0.9 Mn
∴ 1.05 kips-in / in = 0.9(60 k/in2) As (6.5" - 0.98As)
53As2 - 351As - 1.05 = 0 which yields As1 = 6.6 in2 per ft. of wall
As2 = 0.003 in2 per ft of wall
?1 = As1 / Bd = 6.6 in2 / (12 in)(6.5 in) = 0.085
?2 = As2 / Bd = 0.003 in2 / (12in)(6.5in) = 0.0004 < 0.0018
The maximum steel percentage allowed ?max = 0.75 ?b where,
?b = 0.85(f'c/fy) ß [87,000/(87,000 + fy)] = 0.85(3/60) 0.85 (87,000/(87,000 + fy) = 0.021
∴?max = 0.75 ?b = 0.75(0.021) = 0.0016
Now note that ?1 = 0.085 > ?max = 0.016 therefore use ?min = 0.0018.
∴ As = ?min bd = (0.0018)(12 in)(6.5 in) = 0.14 in2 per ft. of wall
∴ use 1 #4 every foot of wall (As = 0.20 in2)

Step 5. Check the reinforcement development length Ld (ACI 12.2).
Ld = 0.04 Ab fy / v(f'c) (but not less than 0.0004 d b fy)
Ld = 0.04 (0.20 in2)(60,000 psi) / v(3000psi) = 8.8 inches
Check Ld = 0.004 d b fy = 0.004 (6.5 in)(60,000) = 12 inches (12” controls design)
The depth is thus 12" - 3”(cover) = 9” < 12" (thus are missing 3" on each side for Ld)
∴ must increase footing to B = 3.5 feet.
Minimum steel in longitudinal direction to offset shrinkage and temperature effects (as per
ACI 7.12),
As = (0.0018) b d = 0.0018(42 in)(6.5 in) = 0.49 in2.
∴ Provide 3 #4 bars at 12" (As = 0.60 in2)

Step 6. Sketch the finished design.

More Complex Cases
- Large Billboard Signs or Highway Signs

Cantilever sign are more economical than the overhead (bridge) type. They are built from hot-dipped
galvanized steel pipes to a maximum truss span of 44 ft (13.4 m). The single-column steel post is bolted to
a drilled shaft foundation. Design follows AASHTO’s “Standard Specifications for Structural Supports for
Highway Signs, Luminaires, and Traffic Signals”, published in 1985. This NJDOT research structure
tended to move vertically and horizontally with the passing of trucks underneath. Anchor bolts loosened
after nine months in service. The ratio of stiffness to mass gave the signs a low natural frequency of 1 Hz.

In addition to low natural frequencies of about 1 Hz, these structures have extremely low damping ratios,
typically 0.2 to 0.5 %. 1 percent. Cantilever support structures are susceptible to large-amplitude vibration
and fatigue cracking caused by wind loading. Report 412 of the National Research Program (NCHRP)
“Fatigue Resistance Design of Cantilevered Signal, Sign, and Light Supports” studies three phenomena: (1)
buffeting by natural wind gusts, (2) buffeting by trucks, and (3) galloping (also known as “Den Hartog
instability”. Galloping is an aeroelastic phenomenon caused by wind generated aerodynamic forces.
Maximum response is from truck gusts, as an equivalent static pressure of 37 psf ( 1,770 Pa) times a drag
coefficient of 1.45 for vertical movement, and 1.7 for wind, in the horizontal direction. Full strength from
truck-induced gusts occurred at 18 ft heights and decreased to zero at 30 ft heights. (CE Sept. 2000).

Homework: the billboard sign.
Design a spread footing using FBC and ASCE 7- 02. Ignore the effect of the water table.
24" STEEL COLUMN 40 ' HIGH
WITH 1" THICK WALLS
20'
20'
D
32'
P = 10 k
B
X
Y
Z

STEP 1: Find the wind load as per ASCE 7-93, assuming an Exposure C, Cat. I.F = qz Gh Cf
AfThe force whereqz = 0.00256 kz (IV)2 ∴ qz = 34 psfandKz = 0.98I = 1.05 V = 110 mph
GH = 1.26CF = 1.2
The sign shape factor is M/N = 32/20 = 1.6
∴ F = (34 psf) (1.26) (1.2) (32ft x 20ft) / 1000 = 32.4 kipsCalculate loads on footing.
STEP 2:Weight of steel column = gs L A = 0.49 Mx = 10 kips x 15’ = 150 k-ftMy = 32.4 k x
30’ = 972 k-ftMz = 32.4 k x 15’ = 486 k-ftTotal (normal) load N = 10 k + 5 k = 15 kips
STEP 3:Calculate the footing’s bearing capacity using Hansen’s formula.qult = c Nc sc dc Ic
+`q Nq sq dq Iq + 0.5 g B’ Ng sg dg Igwherec (cohesion) = 0.150 ksfq = gDf = (embedment
pressure) = (0.130 ksf)(3 ft) = 0.39 ksfB = (footing width – initial assumptions) = 5 ftL =
(footing length – initial assumptions) = 15 ftNq (bearing cap. factor for embedment at f = 20°)
= ep tan f tan2(45+f/2) = 6.40Nc (bearing cap. factor for cohesion at f = 20°) = (Nq – 1)
cot f = 14.83Ng (bearing cap. factor for width at f = 20°) = 1.5 (Nq – 1) tan f = 2.95sq =
(shape factor for embedment) = 1.0 + (B/L) sin f = 1.11sc = (shape factor for cohesion) = 1.0
+ (Nq/Nc) (B/L) = 1.14sg = (shape factor for width) = 1.0 – 0.4 (B/L) = .867dq = (depth
factor for embedment) = 1 + 2 tan f (1 – sin f)2 (Df/B) = 1.19dc = (depth factor for cohesion)
= 1.0 + 0.4 (Df/B) = 1.24dg = (depth factor for width) = 1.0 ic = (inclination factor) = 0.5 – √
(1 – H / (Af Ca) ) where ca = (0.6 to 1.0) ciq = [ 1 – (0.5 H) / (V +Af Ca cot f)]d where 2
≤ d ≤ 5ig = [1 – (0.7 H) / (V +Af Ca cot f)]a

Assume FS = 3Therefore, qult = (0.15 ksf) (14.83) (1.14) (1.24) (1.0) +
(0.39)(6.40)(1.11)(1.19)(1.0) + (0.5) (0.130 ksf) (5) (2.95) (.867) (1.0) = 7.27 and
qall = qult / FS = 2.42
#3 Assume:B = 10’SC = 1.0 + (0.431 x 0.2) = 1.09L = 50’DC = 1.0 + (0.4)(3/10) = 1.12D =
3’Q = (130)x3 = 390B/L = 0.2SQ = 1.0 + 0.2 sin 20 = 1.07FS = 3.0SJ = 1.0 – 0.4(0.2) =
0.92DQ = 1 + (0.315)(3/10) = 1.09
QULT = (150) (14.83) (1.09) (1.12) + (390) (6.4) (1.07) (1.09) + (0.5) (130) (10) (2.9) (0.92)
(1.0) = 7361 psf
Qa = qULT / FS = 2453 psf = 2.5 ksf
QMAX,MIN = P/BL +- 6pey/b2l +- 6Pex/BL2
P = 15 kips + (3x10x50x0.150) / FTG WT. = 240 kips
Ex = My/P = 972/240 = 4.05’
Ey = Mx/P = 150/240 = 0.625’
Qmax,min = 240kips/500 +- 6(240)(0.625)/102 x 50 +- 6(240)(4.05)/10x502 = 0.89 ksf < 2.5
= 0.067 OK
6x4.05/50 + 6x0.625/10 = 0.86 < 1.0 ok (e in middle 1/3)
#3 CHECK OT (LONG DIRECTION)
MOT = 32.4 KIPS (30+3) = 1069 KIP FT
MR = 5 KIPS x 25’ + 225 KIPS x 25’ = 5750 KIP FT
F.S. = 5750 / 1069 = 5.4 >> 1.5 OK
CHECK SLIDING
RS = S V tan f + CB
= 240 tan f + 150(10) = 1587 KIPS >> 32.4 KIPS

#3
LOAD COMBINATION = 0.75 (1.4D + 1.7L + 1.7W) = 1.05D + 1.275W
FACTORED LOADS: PU = 1.05 x 240 KIPS = 252 KIPS
MUX = 1.05 x 150 KIP FT = 158 KIP FT
MUY = 1.275 x 972 KIP FT = 1239 KIP FT
THEREFORE QMAX,MIN = 336/10 x 50 ± 6 x 336 x 0.625 / 102 x 50 ± 6 x 336 x 4.9 / 10 x
502 = 0.989 KSF, 0.019 KSF
CHECK BEAM SHEAR
D = 36” – 4” = 32”

VU = 0.019x(50 – 21.33) + 0.15(50-21.33)(0.989 – 0.019) = 14.4 K/FT
FVC = 0.85 x 2 x √(3000) x 12 x 32 / 1000 = 36 KIPS > 14.4 KIPS OK
PUNCHING SHEAR WILL NOT GOVERN BY OBSERVATION
#3
DESIGN FOR FLEXURE IN LONG DIRECTION
F’C = 3000 PSI FY = 60000 PSI
MU = 0.019 x 26’ x 26’/2 + 0.5 x 26 x (0.989 – 0.019) x 26 / 3 = 116 KIP FT
A = As x FY / 0.85 F’C B AS = MU x 12 / F FY (D – A/2)
A = 1.64”, AS = 0.83 IN2
R = AS /BD = 0.83 / 12 x 32 = 0.0022 > 0.0018 OK
USE #7 @ 8” O/C, AS = 0.90 IN2 OK
THEREFORE MU = 0.9 x 60 (132 – 1.64/2)/12 = 126 KIP FT > 116 KIP FT OK
USE FOOTING 10 x 50 x 3 w/ #7 @ 8”o.c. T&B E.W.
NOTE: IN LIEU OF SUCH A LARGE (EXPENSIVE) FOOTING, A DRILLED SHAFT
MIGHT BE RECOMMENDED IN PRACTICE

Shallow foundations are the most commonly used type of foundations, primarily because
they are simple and very economical to build. Similarly, their design is simple, albeit
tedious. Fortunately, the average price of software for the design and analysis of
shallow foundations is about $ 400.
An example of an even simpler software is the use of Microsoft’s® Excel spreadsheet.
Given the loading conditions, the soil properties, and the footing’s material properties,
a spreadsheet can give the dimensions of the footing and the maximum moment and
shear acting upon it.
Input Required.
a) Physical Layout: (1) the desired ratio of length to width, and (2) the estimated thickness of
the footing.
b) Material Properties: (1) Unit Weight of Concrete, and (2) Allowable Soil Bearing Capacity.
c) Loading Conditions: (1) Dead Load, (2) Live Load, (3) Moments about the x-axis and y-
axis, and (4) Dead Load Imposed on Footing.

Computer Programs.
SFOOTING is a program for the analysis and design of reinforced concrete spread footing
foundations subject to loading. The program allows the user to specify safety factors for
geotechnical design and provides default minimum values. SFOOTING produces a design
instantaneously and can thus be used to quickly study the effects of changes in footing depth,
safety factors, loads and material strength properties.

Design-of-Footings lecture presentation.pdf

References.
Braja M. Das, “Principles of Foundation Engineering”, 4th Edition.
Joseph E. Bowles, “Foundation Analysis and Design”, 4th Edition.
Arthur H. Nilson, “Design of Concrete Structures, 12th Edition.
Edward G. Nawy, “Reinforced Concrete”,
Leonard Spiegel & George F. Limbrunner, “Reinforced Concrete Design”, 4th Edition.

Design-of-Footings lecture presentation.pdf

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