design sheet.xls

8/13/2019 Design Sheet.xls

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Design of two-way slab

Panel No = S1

Input data: ACI Moment Coefficients

Case No = 2

la = 13.0833 ft m = 0.90

lb = 14.1! ft = 0.0""

f#c = 2." $si = 0.03!

f% = 40 $si = 0.022

&' add = 0.1 = 0.014

'' = 0.04 = 0.034

() cal = 3.3 in = 0.022

() used = in *a = 0.00

*b = 0.400

'oads Calculation: Moments Calculation:

&' +u = 0.21 Ma,-e/ = 30.9" $-in

'' +u = 0.04 Mb,-e/ = 24.42 $-in

' +u = 0.2!4 Ma,e/ = 13.9 $-in

Mb,e/ = 10.4! $-in

teel Calculation:

= " in Moments 4,in cc/3,in cc/

= 4.!" in Ma,-e/ 0.1!! 12 !."

= 0.8" Mb,-e/ 0.14 12 9

= 1.322 Ma,e/ 0.144 12 9.2

= 0.144 Mb,e/ 0.144 12 9.2

= 12

'oad 5ansfe5:

'oad 5ansfe5 o 'on6e5 7eam = 1.0!" $ft

'oad 5ansfe5 o (o5te5 7eam = 0.!! $ft

Cane6

Cbne6

Cadl

$ft2 Cbdl

$ft2 Call

Cbll

$ft2

$ft2

$ft2

da

As5e

db

1

Asma in

2

Asmin in

2

ma


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T-Beam DesignMaterial

Conc5ete Comp5essie t5en6t( fc# 3000 psi

eba5 ;ield t5en6t( f% 40000 psi


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(ea5 einfo5cment

( 3 in

c.c 1." in

d 34." in

b+ 12 in

fc# 4000 $si

f% 40000 $si

,' 135 $ips

p(i 0.!"

.i ,& 39!"5(885( $ips


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pacin6


5/46

.minin

%ase1 impl% uppo5ted '1 18

%ase @ne nd Continous '18." 1

%ase3 7ot( nds Continous '21 14

%ase( Cantilee5 '8 3!

4.10"9"933"8

0

82.!04

124.0

2% Moments4i-ft for

Dis&ontino's 6n$ 7nrestraine$ 0 180!(

San$rel 8!" 1(1!8

%ol'mn 1(!1 1(1!8

Compare with hmin


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Ln1


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inc(es

!(0 &&


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198!5 180!( 1(!1 180!( 180!(


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Ln2


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Slab :einfor&ement Detail;in T.i&4

1st +loor

M1 /( 9in && MT1 /( ;in &&

M /( 9in && MT /( ;in &&

n$ +loor

M1 /3 9in && MT1 /3 ;in &&

M /3 9in && MT /3 ;in &&

:oof

M1 /3 9in && MT1 /3 9in &&

M /3 9in && MT /3 9in &&

+ooting :einfor&ement Detail15in T.i&4

Slab on


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Defle&tions in Beams

n't Data

Dimensions

%ol'mn Sie

C 18.00

C% 18.00

(c 18.00

Beam Sie

b+ 18.00

(+ 18.00

lc 1."0

ln 0.00

&& Distan&e bw Beams lbc 10.00

%lear Distan&e bw Beams lbn 8."0

Slab Sie

be 40.00

(f ".00

( 0.00

c.c 3.00

d "!.00

A6 "24.00

#oa$s

&ead 'oad &' 220.00

elf 'oad ' "4".83

otal &ead 'oad &' 280".83

'ie 'oad '' 400.00

e5centa6e of ustained 'ie 'oad Bus '' 0."0

&ead 'ie &' 320".83

otal ustain 'oad *sus 300".83

Strengt.s


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einfo5cements

7ottom teel in 7eam As 9.48

p 0.01

op teel in 7eam As# 0.0

p# 0.00

op teel in lab Ast 0.33

7ottom teel in lab Asb 0.33

&ete5mination of Ie a5amete5s

C 0.20

f 1.2"

%t 32."4

I6 399!2!.0!

+it(out comp5ession steel $d 1".3

Ic5 1!"30.28

Moment %al&'lation

Moment due to &ead 'oad Md 1"918."449

Moment due to &ead 'ie M,dl/ 1818!.8949Moment due to 'ie 'oad Ml 229.3"

Moment due to otal ustain 'oad M,sus/ 1!0"3.2199

C5itical Moment Mc5 "04".92!211

Ie Calculation

ffectie Moment of Ine5tia due to &ead 'oad Ie,d/ 182!!.8141

ffectie Moment of Ine5tia due to &ead 'ie 'oad Ie,dl/ 18041"."984

ffectie Moment of Ine5tia due to otal ustain 'oad Ie,sus/ 18143".!!22

Immediate &eflection

1.00

&eflection due to &ead 'oad Di,d/ 1."8

&eflection due to &ead 'ie Di,dl/ 1.83

&eflection due to 'ie Di,l/ 0.2"

&eflection due to ustained 'oad,&' 0."''/ Di,sus/ 1."9

'on6 e5m &eflection

D'ration 1( >ears 1 >ear

1 1.2

1.0 1.2Di,sus/ 1. 1.

D,c5s(5/ 1. 1.9

Di,l/ 0.2" 0.2"

Di,l/D,c5s(5/ 1.82 2.14


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,al'e of ?

%ase Beam Tye

1 Cantilee5,&eflection due to otataions at up

2 imple 7eams3 Continous 7eams

4 >ied-Ein6ed 7eams,Mid pan &eflection/

" >ied-Ein6ed 7eams,Ma &eflection usin6 Ma Mo

>ied->ied 7eams

ef5ence: CA Notes on ACI

in

in

ft

in

in

ft

ft

ft

ft

in

in

in

in

in

in?2

lbft

lbft

lbft

lbft

lbft

lbft

pcf

psi

psi

psi

psi


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19/46

?

po5t not included/ 2.4

1

0.8

ments/ 0.!4

0.

318-02


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ass word : "A"

Short Concrete Column Designer

Factored Load, Pu : 220 kips

Factored Moment, Mu : 548 kips-inch

oncrete !trenth, #c$ : %&5 ksi

!tee' (ie'd !trenth, #) : *0 ksi For !traiht P

o'umn +idth, : % inch

o'umn .epth, h : % inch Mn

/ie ars .iameter, ds : 0&500 in

Lon ars .iameter, d : 0&15 in Mo

oncrete 'ear oer, cc : &5 in Mb

3o& o# ows : % - Pb

: 0&00% inin

Trail Bars Detail :

ow 3o& 3o& o# ars ar 3o ar Area, A

4 8 0&16

2 2 8 0&16

% 4 8 0&164 0

5 0

* 0

1 0

8 0

6 0

0 0

Pn Mn Pn Mn

4&2* 0&00 640&84 0&60 0&00 14*&1*

c

cPo

oncrete Fai'ure !train, u

Draw Interaction Curve


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4&%* &52 6*4&** 0&81 0&0* 14&*0

4&4* 22&1* 681&55 0&85 6&2* *8&12

4&5* %%&*5 2006&55 0&82 21&*0 *48&54

4&** 44&2 20%0&10 0&80 %5&* *5&%

4&1* 54&41 205&04 0&11 42&00 58&52

4&8* *4&44 2010&* 0&15 48&1 541&15

4&6* 14&4 2086&42 0&12 5%&1 5%&84

5&0* 8%&56 201&52 0&10 58&*6 416&8%

5&* 62&16 224&62 0&10 *4&6* 481&44

5&2* 0&18 24&*4 0&10 1&24 466&5

5&%* 0&55 251&12 0&10 11&%8 50&40

5&4* 6&2 21%&1 0&10 8%&%8 52&22

5&5* 21&50 288&0 0&10 86&25 5%&*

5&** %5&10 2202&25 0&10 64&66 54&58

5&1* 4%&1% 225&62 0&10 00&* 55&5

5&8* 5&56 2226&0% 0&10 0*&2 5*0&%2

5&6* 56&% 224&56 0&10 &5 5*6&

*&0* **&81 225%&*2 0&10 *&8 511&5%

*&* 14&%0 22*5&2 0&10 22&0 585&56

*&2* 8&*0 221*&2 0&10 21&2 56%&28

*&%* 64&01 22*4&14 0&10 %5&85 585&%2

*&4* 208&2% 2245&4% 0&10 45&1* 51&80

*&5* 222&0* 222*&54 0&10 55&44 558&58

*&** 2%5&51 2208&02 0&10 *4&60 545&*2

*&1* 248&11 286&8* 0&10 14&4 5%2&60

*&8* 2*&*6 212&0% 0&10 8%&6 520&42

*&6* 214&%4 254&50 0&10 62&0% 508&5

1&0* 28*&1 2%1&24 0&10 200&10 46*&01

1&* 268&84 220&2% 0&10 206&8 484&*

1&2* %0&1 20%&4* 0&10 21&50 412&42

1&%* %22&%* 208*&86 0&10 225&*5 4*0&82

1&4* %%%&18 2010&52 0&10 2%%&*5 446&%*


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1&5* %44&66 2054&% 0&10 24&46 4%8&02

1&** %55&60 20%1&86 0&10 246&% 42*&52

1&1* %*5&*0 201&44 0&10 255&62 42&2

1&8* %15&4 661&24 0&10 2*2&*0 %68&01

1&6* %84&5% 611&25 0&10 2*6&1 %84&01

8&0* %6%&1* 651&45 0&10 215&*% %10&22

8&* 402&84 6%1&84 0&10 28&66 %5*&46

8&2* 4&16 68&%6 0&10 288&25 %42&81

8&%* 420&*0 866&06 0&10 264&42 %26&%*

8&4* 426&28 816&62 0&10 %00&50 %5&65

8&5* 4%1&8% 8*0&81 0&10 %0*&48 %02&*

8&** 44*&2* 84&6% 0&10 %2&%6 286&%5

8&1* 454&58 82%&08 0&10 %8&2 21*&5

8&8* 4*2&18 804&%0 0&10 %2%&65 2*%&0

8&6* 410&81 185&*0 0&10 %26&* 246&62

6&0* 418&8* 1**&65 0&10 %%5&20 2%*&8*

6&* 48*&14 148&%4 0&10 %40&12 22%&84

6&2* 464&52 126&11 0&10 %4*&1 20&84

6&%* 502&2 1&22 0&10 %5&55 61&85

6&4* 506&8 *62&*8 0&10 %5*&8* 84&88

6&5* 51&% *14&* 0&10 %*2&2 1&6

6&** 524&1% *55&*2 0&10 %*1&% 58&64

6&1* 5%2&0* *%1&08 0&10 %12&44 45&65

6&8* 5%6&% *8&5 0&10 %11&52 %2&6*

6&6* 54*&48 566&62 0&10 %82&54 6&64

0&0* 55%&58 58&26 0&10 %81&50 0*&60

0&* 5*0&56 5*2&*2 0&10 %62&42 06%&8%

0&2* 5*1&54 54%&60 0&10 %61&28 080&1%

0&%* 514&42 525&2 0&10 402&06 0*1&56

0&4* 58&22 50*&28 0&10 40*&8* 054&40

0&5* 581&6* 481&%1 0&10 4&51 04&*

0&** 564&*4 4*8&%6 0&10 4*&25 021&81


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0&1* *0&25 446&%2 0&10 420&88 04&5%

0&8* *01&80 4%0&1 0&10 425&4* 00&2

0&6* *4&26 40&6% 0&10 4%0&0 681&*5

&0* *20&1% %6&56 0&10 4%4&5 614&2

&* *21&0 %12&* 0&10 4%8&61 6*0&5

&2* *%%&4% %52&* 0&10 44%&40 64*&8%

&%* *%6&10 %%2&65 0&10 441&16 6%%&01

&4* *45&6 %%&8 0&10 452&4 66&2%

&5* *52&08 26%&26 0&10 45*&4* 605&%0

&** *58&20 21%&28 0&10 4*0&14 86&26

&1* **4&21 25%&4 0&10 4*4&66 811&20

&8* *10&26 2%2&8* 0&10 4*6&20 8*%&00

&6* *1*&2* 22&4* 0&10 41%&%8 848&12

2&0* *82&20 6&6 0&10 411&54 8%4&%4

2&* *88&08 1&22 0&10 48&** 86&8*

2&2* *6%&6% 50&%6 0&10 485&15 805&21

2&%* *66&1% 26&4 0&10 486&8 160&58

2&4* 105&50 08&21 0&10 46%&85 115&16

2&5* 1&22 08*&68 0&10 461&8* 1*0&86

2&** 1*&6 0*5&54 0&10 50&84 145&81

2&1* 122&5* 04%&6% 0&10 505&16 1%0&15

2&8* 128&1 022&* 0&10 506&12 15&5

2&6* 1%%&14 000&22 0&10 5%&*2 100&5

%&0* 1%6&28 618& 0&10 51&50 *84&*8

%&* 144&16 655&84 0&10 52&%5 **6&06

%&2* 150&2* 6%%&%8 0&10 525&8 *5%&%1

%&%* 155&10 60&1* 0&10 528&66 *%1&5%

%&4* 1*& 881&65 0&10 5%2&18 *2&51

%&5* 1**&46 8*4&61 0&10 5%%&8% *05&48

%&** 11&84 84&80 0&10 5%%&8% 586&2*

%&56 65%&21 858&*4 0&10 5%%&8% *0&05


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ar 3o& ar Area

% 0&

: 0&1 5 0&%

: 0&6 * 0&44

: 0&8 1 0&*

rtion 8 0&16

: 5%%&8 5%%&8 6

: *0&0 0&0 0 &21

&5*

: 14*&8 4 2&25

: 565&% 8 4

: 28&5

-456&45

2&6465


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0&61 2&88%8

%&28

1&2%

0&0001188%% 22&%84*5 10&1%5%85

0&002*0016* 15&*62%08 *%&2

0&00515%%5* **&84*5 2*&4

*&04*2404


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35/46

&ept( of 7eam ( 15 in

Eei6(t of Column E 13 ft

C1 15 in

C2 15 inClea5 pan of Column hc 11.75 ft

c.c 1.5 ind1 13.5 in

d2 13.5 in

Dia !f Main "a#(in) $.75

Dia !f %ie "a#(&3' &4)(i $.375 $.5

acin* !f %ie "a# +,in* &3 -a# 9.0 in c/c

acin* !f %ie "a# +,in* &4 -a# 9.0 in c/c

acin* !f %ie "a#, in a lice 3.4 in c/c ith

acin* !f %ie "a#, in 0!int, 3.8 in c/c ithin


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Lap Length of 37.5 in

Lo = 18 in !n each ,ide !f c!l+n


37/46

0 200 400 600 800 1000 1200 1400 1600 1800 200

0

100

200

300

400

500

600

Interaction Diagram

Mn (kips-inch)

Pn(kips)


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S@'are +ooting n'tsAlp(a 20

Colum C1 13 in

C2 13 in

&' on Column $ips

'' on Column $ips&' 210 $ips

*u 230 $ips

&ept( of footin6 F " ft

>loo5 (ic$ness in 1"0 pcf

>ill 39 in 120 pcf

>loo5 'oadin6 2!"." psf

7ea5in6 Capacit% 4408 psf

2ss'me T.i&4ness of footing e@'al to 1 to times &ol'mn $imension

13 in

a% 1" in 1"0 pcf

d 11 in

Mate5ial

fc# 3"00 psi

f% 0000 psi

Allo+able Net 5essu5e

n 3.48 $sf

A5ea eui5ed

A 0.34483 ft?2

*idt( of >ootin6

7 !.!8193 fta% ft

A 3 ft?2

>acto5ed Net oil 5essu5e

f .388889 $sf

%.e&4 t.e t.i&4ness for 'n&.ing s.ear

unc(in6 A5ea

Ap 4 ft?2

C5itical e5imete5

bo 9 inunc(in6 (ea5 &emand

Gup 204.4444 $ips

A? if .iunc(in6 (ea5 Capacit%p(i Gc 212.4109 $ips

%.e&4 t.e t.i&4ness for one way s.ear

7eam (ea5 *idt(


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18." in

(ea5 &emand

Gu "9.09!22 $ips

A? if .i(ea5 Capacit%p(i Gc !9."41 $ips

Design of :einfor&ment

Moment &emand

Mu 11".8319 $ip-ft

A5ea of teel eui5ed

a 3 in

As 2.!09"18 in?2

a 0.!"899 in

As 2.423"1 in?2

a 0.!8894 in

As 2.414"48 in?2

a 0.!344 in

As 2.4142"9 in?2 Asmin 1.944 in?2

C(ec$ ad +it( table A-4 fo5 p(i

p(i 0.9

Bar / Bar 2rea Sa&ing of Bars Try; 0.44 2.2 7 # 6 3

8 0.!9 3.9 4 # 8 5

9 1.00 ".0

3 # 9 611 1.49 !.4 2 # 11 9

Allo+able 7ea5in6 on >ootin6

1!4.03!" $ips

Allo+able 7ea5in6 on t(e 7ase of Column

351!9(3 4is S.o'l$ be great t.an 30 4is


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Column Inte5io5 d6e Co5ne5

Alp(a 40 30 20

7eta c 7c 1

& ,' ot.erwise in&rease t.i&4ness


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& ,' ot.erwise in&rease t.i&4ness

2s .i Mn

in !" 3.1 149 $ip-ft

H11; 4i-ft

in !" 3.2 1"2 $ip-ft

in !"3.0 144 $ip-ft

in !" 3.0 143 $ip-ft

ot.erwise ro)i$e $owels


42/46

C1 12

C1 12

fc# 3"00

f% 0000

u 22"

p(i 0."

Ast 2.48p(i n 29.30!4

7a5 Ab No. of 7a5s


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te5io5 Column

C1 1 in

C2 24 in

&' 3"0 $ips

*u "3" $ips

Inte5io5 Column

C1 24 in

C2 24 in&' "2" $ips

*u 802." $ips

cc &istance b+ Columns 20 ft

all "000 psf

F 4 ft

&ensit% of fill 120 pcf

>loo5 (ic$ness " in

&ensit% of Conc5ete 1"0 pcf

fc# 3000 psi

f% 0000 psi

clea5 coe5 3." in

6stimate t.e Sie an$ t.e +a&tore$ Net Press're

Allo+abe Net 5essu5e,n/ 4.34 $sf

A5ea eui5ed 201.129 ft?2

esultant of Column 'oads is at 1"2 in

>ootin6 'en6t( 2".33333 ft?2

>ootin6 *idt( !.9"8404 ft?2

>acto5ed Net 5essu5e,nu/ ."99"0! $sf

S.ear +or&e ,al'es

3".19!3! $ips

-499.803 $ips

"".1184 $ips

-24.382 $ips

0 $ips

7endin6 Moment Galues

Determine T.i&4ness of +ooting

ACI Minimum einfo5cment 0.003333

5(o 0.00"

Mu 23"4 $ip-ft

p(i$n 2"4

7 8 ft

d 34.0322 in

Assume @e5all (ic$ness 3 in

d 32."


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(ea5 a5amete5

ide1 32.2"

ide2 "."

ide3 32.2"

ide4 "."

Cent5oid of (ea5 A5ea 8."9"""8 in

>o5ce due to oil on C5itical A5ea 83."0!82 $ipsCent5oidal Ais of (ea5 a5amete5 f5om face of Column !."29442 in

Cent5oidal Ais of (ea5 a5amete5 f5om cent5e of Column 1"."444 in

Mu !!4.3"9 $ip-in

%.e&4 Two-*ay S.ear at 6Cterior %ol'mn


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,712-,713-71"12/714-71"1271/1000

a% 8 ft


46/46

design sheet.xls

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