Column and Footing Design23-11-04.xls

8/20/2019 Column and Footing Design23-11-04.xls

1/43

Braced Column Design

Column Identification: C1 Steel strength:

60,000 psi

Column case No. 1 Concrete strength: 4,000 psi

Column height (c/c: 14 ft Concrete !odulus: ",644 #si

$eam Spacing (c/c: %4 ft Concrete strength: 4,000 psi

$eam &idth: 4' in Concrete !odulus: ",644 #si

$eam depth: 1% in

ead load )i*e load +actored load

-ial load : %"0 1" 616.1 #ips

!oment !%: % 10' 1'6.4 ft#ips

!oment !1: % 100 16.% ft#ips

Coulmn dimension: 1' in Clear co*er: 1. in

Si2e of 3ies No. " Si2e of main ar No. 10

5: 0.%

u/g: 1.0 #si !u/gh: 0."' #si

+rom column interaction diagram, 0.0%

Step 2 Braced or Unbraced Frame

7esults of +irstorder anal8sis: 7esults of Secondorder anal8sis: Increase

!u1: 10 ft#ips !u1: 110 ft#ips 4.69

Step 1 Design as Short Column (Assuming no slenderness effect):

ρ:

Criterion ased on Δ anal8sis


2/43

u 0 t ps u 0 t ps 69

&ith #;1, #lu/r: %'.'

Ig/l: 1,6"1,'41 in#ips

t top of the column,

No. of top columns: 1 Column height (c/c: 14 ft

No. of eams: % 2.17

t ottom of the column,No. of columns: 1 Column height (c/c: 14 ft

No. of eams: % 2.17

+rom alignment chart,

=ffecti*e length factor #, 0.'

Slenderness ratio #lu/r: %.1"

ith refined calculation! Slenderness must be considered in design

Step " #inimum #oment #u2min$

!inimum eccentricit8, emin: 1.14 in

!inimum !oment !u%min: '." ft#ips

#inimum moment does not control

Cm: 0.6

?d: 0.%

=I ' "' %10 i % #i

ψtop:

ψtop:

Step % Cm! βd! &'! and (c$


3/43


4/43

Braced Column Design

Column Identification: C1 Steel strength:

60,000 psi

Column case No. 1 Concrete strength: 4,000 psi

Column height (c/c: %% ft Concrete !odulus: ",644 #si

$eam Spacing (c/c: %% ft Concrete strength: 4,000 psi

$eam &idth: %4 in Concrete !odulus: ",644 #si

$eam depth: 1' in

ead load )i*e load +actored load

-ial load : 1" " "%. #ips

!oment !%: 61 41 1.1 ft#ips

!oment !1: 41 % 10"." ft#ips

Coulmn dimension: 16 in Clear co*er: 1. in

Si2e of 3ies No. " Si2e of main ar No. 11

5: 0.6'

u/g: 1."' #si !u/gh: 0.4 #si

+rom column interaction diagram, 0.0%'

Step 2 Braced or Unbraced Frame

7esults of +irstorder anal8sis: 7esults of Secondorder anal8sis: Increase

!u1: 10 ft#ips !u1: 110 ft#ips 4.69

Step 1 Design as Short Column (Assuming no slenderness effect):

ρ:

Criterion ased on Δ anal8sis


5/43

Column height lu: %0. ft

&ith #;1, #lu/r: 1.%

Ig/lc: 1","1,""1 in#ips ,, , ,

t top of the column,

No. of columns: 1 Column height (c/c: 1% ft

No. of eams: 1 1.33t ottom of the column,

No. of columns: 1 Column height (c/c: 1% ft. .

+rom alignment chart,

=ffecti*e length factor #, 0.'

Slenderness ratio #lu/r: 41.00ith refined calculation! Slenderness must be considered in design

Step " #inimum #oment #u2min$

!inimum eccentricit8, emin: 1.0' in

!inimum !oment !u%min: "1.4 ft#ips

#inimum moment does not control

Cm: 0.'

?d 0

ψtop:

Step % Cm! βd! &'! and (c$


6/43


7/43

Design of Column Bracket

Crushing strength of concrete 2.5 si!ield "trength of "teel #$ si

%idth of Column &' inch

ength of r*cet &2 inch

+ccentricit,- e ' inch

"erice lo*d /*ctored o*d

ie lo*d &5 25.5

0e*d o*d ' &&.21#.

3ori4ont*l force

.1

omin*l "he*r "trength #.'

&$.'

effectie 0e6th of r*cet- d 5.7

8ot*l 0e6th of r*cet- h #.9

"lo6e 75.$ $.'5r*cet 0e6th *t outside- h& 5.&

$.5d 2.

8ot*l "he*r friction steel- Af $.#

ending ;oment to uired- Af &.1

Addition*l steel Are*- An $.2

As ? Af@An &.7

$.#$$$&5'1;inimum "teel re>uirement $.&&&&&&&

No of #6 bars 3

Close hoo6 "teel Ah $ 2&'7521'&


8/43

Design of Column Bracket

Crushing strength of concrete 5 6si

!ield "trength of "teel #$ 6si

%idth of Column &2

ength of r*cet '

+ccentricit,- e 5.5

"erice lo*d /*ctored o*d

ie lo*d 5& '&.#

0e*d o*d 25 1$.$&&&.#

3ori4ont*l force

22.1

omin*l "he*r "trength 9.$

.2

effectie 0e6th of r*cet- d &5.5

8ot*l 0e6th of r*cet- h &.$

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$.5d .'

8ot*l "he*r friction steel- Af &.'

ending ;oment to uired- Af $.'

Addition*l steel Are*- An $.5

As ? Af@An &.1

&.'275&72'#;inimum "teel re>uirement $.#2

No of #6 bars 4

Close hoo6 "teel Ah $ ##72'5&71


9/43

Com


10/43

+t Ent

(4)*!+" i6s

3+4!' i6s )*3!3" i6s

9.29 ft

363,!'

(3464!) ()4"*!*+

V*lues *re in inches *nd i6s.


11/43

0esign of "tri6 /ooting P*d

Concrete "trength 1 si Concrete Coer 1 in

"teel !ield "terngth 7$ si 0e6th of /ooting 1 ft

"*fe e*ring C*6cit, & tonssft %idth of


12/43

%u &7.#1

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$ear Diagram


14/43

0esign of "tri6 /ooting e*m

Concrete "trength 2.5 si Concrete Coer 1"teel !ield "terngth 7$ si %idth of /ooting 99

"*fe e*ring C*6cit, $.5 tonssft %idth of


15/43

"tri6 #

einforcements for ositi5e


16/43

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18/43

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19/43

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D i f F ti


20/43

Design of Footing

Footing Identification = C1Input Data:

fy = 50 ksi

f'c = 4 ksi

Col. side,b = 18 in

S.Load, SL = 400 k

F.Load, FL = 61.5 k #VALUE!

!.Ca"acity,!C = 5 ksf

#o$ dee" %& = 5 ft

Footing $idt&, = (.5 ft )*y+ (.56

Footing -e"t&,- = .5 in )*y+ .5

/nte* !a* sed = 8 23s = 0.(

SOLUTION:

/ffectie !ea*ing Ca"acity

e = !.C. 0.15 7 & = 4.5 ksf

3*ea 9 sides of Footing:

3 = S.L.; e = (1.4 s. ft

(.56 ft

Facto*ed Soil ini?? -e"t& of Footing !ased on


21/43

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his condition corres6onds to c ? M *nd e ? $.

i6s 7I-8 deduction for concrete olume dis6l*ced


23/43

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29/43

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31/43

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32/43

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Column and Footing Design23-11-04.xls

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