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Isolated Footing Design

This document summarizes the design of a column footing for a medical hostel project. Key details include: - The footing is 12 feet by 8 feet to support a 30 inch by 12 inch column - Loads and strength parameters are specified for design calculations - Geometric properties are calculated for the rectangular footing - Checks are performed to verify the bearing capacity, shear capacity, and flexural design of the column footing meet requirements. Reinforcement is specified.

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Ramadan
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248 views7 pages

Isolated Footing Design

This document summarizes the design of a column footing for a medical hostel project. Key details include: - The footing is 12 feet by 8 feet to support a 30 inch by 12 inch column - Loads and strength parameters are specified for design calculations - Geometric properties are calculated for the rectangular footing - Checks are performed to verify the bearing capacity, shear capacity, and flexural design of the column footing meet requirements. Reinforcement is specified.

Uploaded by

Ramadan
Copyright
© © All Rights Reserved
We take content rights seriously. If you suspect this is your content, claim it here.
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Download as PDF, TXT or read online on Scribd
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PROJECT: DOW MEDICAL HOSTEL JOB NUMBER:

477
FOOTING MARK: F3
COLUMN ID: C12X36 Date: July 30, 2017

INPUT DATA:
Strength Parameters:
B.C(service)= 2.3 ksf f'c= 3. ksi fy= 60. ksi
Loads:
P(dead)= kips Md(x-x)= . k-ft. Md(y-y)= . k-ft.
P(live)= kips Ml(x-x)= . k-ft. Ml(y-y)= . k-ft.
P(seismic)= kips Ms(x-x)= . k-ft. Ms(y-y)= . k-ft.
Dimensions:
Size of Footing Lx(horz.)= 12. ft. Ly(vert.)= 8. ft.
Size of Column Cx(horz.)*= 30 in. Cy(vert.)= 12 in.
Thickness= 21 in. Bar dia.(x-dir)= #5 Bar dia.(y-dir)= #5
Clear cover= 3 in. * Cy=0 FOR CIR COL

GEOMETRICAL PROPERTIES:
2 4 4
Area(ft. )= 96.00 Iy-y(ft. )= 1152.00 Ix-x(ft. )= 512.00
Eff. Depth(x-dir)= 17.7 in. Eff. Depth(y-dir)= 17.06 in.

CHECK FOR BEARING CAPACITY:


Gravity x-direction: qxmax= . ksf 2.30 O.K
y-direction: qymax= . ksf 2.30 O.K
Grav.+seismic x-direction: qxmax= . ksf 3.1 O.K
y-direction: qymax= . ksf 3.1 O.K

Ult. Fact.= 1.50 CHECK FOR SHEAR:


One way Shear Vux = 11.3 kips fVc = 19.763199 O.K
Vuy = 7.2 kips fVc = 19.064853 O.K
Punching Shear bo = 154 in. fVc = 438.96824 O.K
Vu = 298. kips

FLEXURAL DESIGN:
X-direction Y-direction
Mu = 38.92 k-ft./ft. Mu = 21.13125
row= 0.0024 row= 0.0013661
As= .5 in^2./ft. As= 0.4536
#5@ 7''c/c #5@ 8''c/c

#5@ 8''c/c

cx
Ly= 8. ft.

#5@ 7''c/c

cy

21 in.

Lx= 12. ft.


0.4536

Areq 0 0

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