manual of steel design

7/21/2019 Manual of Steel Design

1/158

WIND LOAD [EX-A]

Project name: xxx

Client: xxxAddress: xxx

ro ect ocaton: xxx

General Data:

Total length of the building, L = 118 ft 359 mm

Total !idth of the building or s"an of gable, # = 49 ft $%935 mm

#a&s"acing or s"acing of rafter = 13 ft 39' mm

10 ft 3(%) mm

13 ft 39' mmSolution:

!0 *m"h $$ m"h

1 +Table '9, "age--33.

4"#E-00$ +Page--33.

%. Terrain ex"osure categor& = A

+Table '$(, "age--33.

+ (-$5 ft. 0"3!8 1"1#4

+'( ft. 0"41$ 1"34

+3( ft. 0"49# 1"$8!

+%( ft. 0"$!$ 1"803

+5( ft. 0"!4 1"991

+( ft. 0"!## "1!

+/( ft. 0"#$ "313

+)( ft. 0"#!9 "4$4

+9( ft. 0"81 "$84

+$(( ft. 0"849 "#09

+$$5 ft. 0"909 "9

+Table '$$, "age--3.

+(-$5 ft. 1"!$4

+'( ft. 1"$9

+3( ft. 1"$11

+%( ft. 1"4$#

+5( ft. 1"418

a1e e g t o t e u ng,0=

ge e g t o t e u ng,

=

4ustained !ind "ressur, 6= C

cC

7C

68

b

$. #asic !ind s"eed from ##C, 8b=

tructure m"ortance coe c ent,7=

e oc t& -to-"ressure con1ers on coe c ent,c=

ex"osure coe c en ,6an sus a ne ! n "ressure,

6:

C%5 6= *m'

C

6= *m'

C9

6= *m'

C$'

6= *m'

C$5

6= *m'

C$)

6= *m'

C'$

6= *m'

C'%

6= *m'

C'/

6= *m'

C3(

6= *m'

C35

6= *m'

ust res"onse actor,;:

;%5

;

;9

;$'

;$5


2/158

+( ft. 1"388

+/( ft. 1"3!3

+)( ft. 1"34

+9( ft. 1"34

+$(( ft. 1"309+$$5 ft. 1"8#

A1erage height of the gable, h = 11"$ ft 3"$0! meter

0"#9$

0"91$

1"89

0"$

0"9

a. '( ft " = 1"$94 0"433 *lf

'(>3( ft " = 1"8!4 0"$0! *lf

3(>%( ft " = "088 0"$!# *lf

%(>5( ft " = "8 0"! *lf

5(>( ft " = "4$! 0"!!# *lf

(>/( ft " = "!14 0"#1 *lf/(>)( ft " = "#! 0"#49 *lf

;$)

;'$

;'%

;'/

;3(

;35

At ea1e height of the gable frame, he

= *m'


3/158

)(>9( ft " = "894 0"#8! *lf

9(>$(( ft " = 3"03 0"81 *lf

$((>$$5 ft " = 3"19 0"8#4 *lf

ind!ard roof: " = -0"#! -0"0# *lfLee!ard roof: " = -0"$9# -0"1! *lf

Lee!ard !all: " = -0"34$ -0"094 *lf

4ide or 0nd !alls: " = -0"488 -0"13 *lf

ind!ard !all: (-$5 ft " = 0"98 0"!# *lf

$5>'( ft " = 1"13! 0"308 *lf

'(>3( ft " = 1"40! 0"38 *lf

3(>%( ft " = 1"!3 0"443 *lf

%(>5( ft " = 1"84 0"49$ *lf

5(>( ft " = 1"998 0"$4 *lf

(>/( ft " = "1$! 0"$8$ *lf

/(>)( ft " = "30 0"!$ *lf

)(>9( ft " = "43! 0"!!1 *lf

9(>$(( ft " = "$!$ 0"!9! *lf

$((>$$5 ft " = "#!1 0"#$ *lf

ind!ard roof: " = -1" -0"331 *lf

Lee!ard roof: " = -1"0$$ -0"8! *lf

Lee!ard !all: " = -0"803 -0"18 *lf

4ide or 0nd !alls: " = -0"94! -0"$# *lf

*m'

*m'

*m'

*m'

*m'

*m'

*m'

9. @esign "ressure for external forces "lus internal "ressure, " = 6C

;hC

"e-C?

"i

h

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'


4/158

359 meter

$%935 meter

39' meter

3(%) meter

39' meter

At ea1e At h

(/95$9 (9$%/

( (

( (

( (

( (

( (

( (

( (

( (

( (

( (

$'))5

(

(

(

(


5/158

(

(

(

(

((

-()%-()%


6/158


7/158

WIND LOAD [EX-%]

Project name: xxx

Client: xxx

Address: xxxro ect ocaton: xxx

General Data:

Total length of the building, L = 1!0 ft %)/) mm

Total !idth of the building or s"an of gable, # = !$ ft $9)$' mm

#a&s"acing or s"acing of rafter = 0 ft (9 mm

0 ft (9 mm

4 ft /3$5 mm

Solution:

10 *m"h $3( m"h

1 +Table '9, "age--33.

4"#E-00$ +Page--33.

%. Terrain ex"osure categor& = %

+Table '$(, "age--33.

+ (-$5 ft. 0"801 1"!!#

+'( ft. 0"8!! 1"803

+3( ft. 0"9# "03

+%( ft. 1"0$$ "19!

+5( ft. 1"1$ "34

+( ft. 1"18$ "4!#

+Table '$$, "age--3.+(-$5 ft. 1"31

+'( ft. 1"94+3( ft. 1"$8

+%( ft. 1"33+5( ft. 1"1$+( ft. 1"01

0a1e height of the building, 20=

idge height of the building, 2=

usta ne ! n "ressur, 6=

c 7 6 b

$. #asic !ind s"eed from ##C, 8b=

'. 4tructure im"ortance coefficient, C7=

3. 8elocit& -to-"ressure con1ersion coefficient, Cc=

ex"osure coe c en ,6an sus a ne ! n "ressure,

6:

C%5

6= *m'

C

6= *m'

C9

6= *m'

C$'

6= *m'

C$5

6= *m'

C$)

6= *m'

us res"onse ac or,;:

;%5

;

;9

;$'

;$5

;$)


8/158

A1erage height of the gable, h = ft !"#0# meter

1"81

1"8$$1"8!

0"$

0"4!4

a. '( ft " = "319 0"9!9 *lf

'(>3( ft " = "$4$ 1"0!3 *lf

3(>%( ft " = "#3 1"13# *lf

%(>5( ft " = "8#3 1" *lf5(>( ft " = 3"00 1"$4 *lf

ind!ard roof: " = -0"0!1 -0"0$ *lf

Lee!ard roof: " = -1"0! -0"$04 *lf

Lee!ard !all: " = -0"839 -0"3$ *lf

At ea1e height of the gable frame, he

= *m'


9/158

4ide or 0nd !alls: " = -1"1!$ -0"48# *lf

ind!ard !all: (-$5 ft " = 1"$1 0"$3 *lf

$5>'( ft " = 1"391 0"$81 *lf'(>3( ft " = 1"!1# 0"!#$ *lf

3(>%( ft " = 1"#9$ 0"#$ *lf

%(>5( ft " = 1"94$ 0"81 *lf

5(>( ft " = "0#4 0"8!! *lf

ind!ard roof: " = -0"989 -0"413 *lf

Lee!ard roof: " = -"134 -0"891 *lf

Lee!ard !all: " = -1"#!# -0"#38 *lf4ide or 0nd !alls: " = -"093 -0"8#4 *lf

*m'

9. @esign "ressure for external forces "lus internal "ressure, " = 6C

;hC

"e-C?

"i

h

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'

*m'


10/158

%)/) meter

$9)$' meter

(9 meter

(9 meter

/3$5 meter

n er"o a onAt ea1e At h

( (

( (

$)$((% $)5%)%/

( (

( (

( (

(

($')55$

(((


11/158

-((/-()%


12/158


13/158

WIND LOAD [EX-A]

@ate: xxxProject name: xxx

Client: xxx

Address: xxxro ect ocaton: xxx

General Data:

Total length of the building, L = 80 ft '%3)% mm

Total !idth of the building, # = 4$ ft $3/$ mm

#a&s"acing or s"acing of frame = 1! ft %)/ mm

10 ft 3(%) mm

! ft $))9/ mm

#0 ft '$33 mm3 ft 9$% mm

Solution:

4lenderness of the #uilding: NON SLENDE&

10 *m"h $3( m"h

1 +Table '9, "age--33.4"#E-0$ +Page--33.

%. Terrain ex"osure categor& = A

+Table '$(, "age--33.

+ (-$5 ft. 0"3!8 0"#!!

+'( ft. 0"41$ 0"8!4

+3( ft. 0"49# 1"03$

+%( ft. 0"$!$ 1"1#!

+5( ft. 0"!4 1"99+( ft. 0"!## 1"409

+/( ft. 0"#$ 1"$09

+)( ft. 0"#!9 1"!01

+9( ft. 0"81 1"!8!

+$(( ft. 0"849 1"#!#

+$$5 ft. 0"909 1"89

g t o eac oor,


14/158

+$3( ft. 0"9!$ "009

+$%5 ft. 1"01# "11#

+$( ft. 1"0!$ "1#

+Table '$$, "age--3.

+(-$5 ft. 1"!$4+'( ft. 1"$9+3( ft. 1"$11+%( ft. 1"4$#+5( ft. 1"418+( ft. 1"388+/( ft. 1"3!3+)( ft. 1"34+9( ft. 1"34+$(( ft. 1"309

+$$5 ft. 1"8#+$3( ft. 1"!8+$%5 ft. 1"$+$( ft. 1"38

Bean roof le1elto" of "ara"et !hiche1er greater, h = !! ft 0"1 meter

1"439

1"48

1"3# +7nter"olated 1alue.

= " an = "


15/158

)(>9( ft " = 3"4!$ #"3# "sf < = 11"$#9 *i"s

9(>$(( ft " = 3"!31 #$"83 "sf < = 1"134 *i"s

$((>$$5 ft " = 3"888 81" "sf < = 1"993 *i"s

$$5>$3( ft " = 4"18 8!"1 "sf < = 13"#9$ *i"s

$3(>$%5 ft " = 4"3$ 90"8$ "sf < = 14"$3# *i"s

$%5>$( ft " = 4"$$! 9$"1$ "sf < = 1$"$ *i"s

*m'

*m'

*m'

*m'

*m'

*m'


16/158

'%3)% meter

$3/$ meter

%)/ meter

$))9/ meter

'$33 meter(9$% mm

7nter"olationAt ea1e At h

( (

( (

( (

( (

( (( (

$%3)9 $%/9/33

( (

( (

( (

( (


17/158

( (

( (

( (

((((((

$3/(3$/(((

((((

$%9$9$


18/158


19/158

EA&'( )*A+E LOAD2eight of the building, 2 = 100 ft

2eight of each stor&, h = 10 ft

4 no

Total stor& of the building, n = 10 noea, o. oor "e" e o roo o u,n o. oor "e" a o5e roo

engt ota mens on engt ota mens on

+ft. o @e"th +in. idth +in. +ft. o @e"th +in. idth +in.

$ 10 4 14 10 3

' 1 ! 1! 10 3

3 14 $ 18 1 3

% 1! 3

5 18 3

0 3

Total roof slab area, A +sft.= $000 4

Total length of 5 in bric* !all +ft.= 100 2eight of the 5 in !all +ft.= 3

Total length of $( in bric* !all +ft. = 0 2eight of the $( in !all +ft.= 3eram c es on mor er e "er s me concre e "er s =

4us"ended celling +"er sft. = 10 $3 mm Celling +"er sft. = !

%ea, '6.i7al Inter,eiate /loor olu,n '6.i7al Inter,eiate /loor

Length Total @imension Length Total @imension

+ft. o @e"th +in. idth +in. +ft. o @e"th +in. idth +in.

$ 10 3 14 10 10 ! 10 10

' 1 ! 1! 1 10 4 1 1

0 10

Total floor slab area, A +sft.= $000 $

Total length of 5 in bric* !all +ft.= 10 2eight of the 5 in !all +ft.= 10

Total length of $( in bric* !all +ft. = 80 2eight of the $( in !all +ft.= 10

Ceramic tiles on morter bed +"er sft '( mm


20/158

4ite coefficient for soil characteristics, 4 = 1"$

0"0#3

0"9$ seconds

1"94

Total seismic dead load, = #"#8 Ei"s2ence, @esign base shear, 8 = D7C = 40"3# Ei"s

Concentrated lateral force at to" of the building,


21/158

5'5( (

$()(( (

$%$/5 (

( (

( (

( (

5(3)3

393/5 5'5

$'9( 5%((

( (

/%55


22/158


23/158

;*&LIN DESIGN

Project name: xxx

Client: xxx

Address: xxx

Project locaton: xxx

IN;*' CALCULATION:

$0"041 *si 34"$ Encm'

0lastic modulus, 0 = 9000 *si 19993"#9 Encm' WIND LOAD ON WIND WARD R

19"!8$ ft !000 mm IN;*' < 0"## = > 2t

3"93# ft 100 mm O*';*' < 11"4 +n > ,

4lo"e of the roof ie "itch = $"#1 degree $"#1 degree 1"8# +n > , 0"0391

0"0391

-1"8# *m' -39$$95 "sf -5e Si@n ini7ate te Win i Su7tion"

5e Si@n ini7ate te Win i .reure"

IB;OSED LOAD

Li1e load, LL = 11"9 "sf

4"3$ *gm' ()9 "sf

C001! 3"89 *gm '$5 "lf

SOL*'ION

//5((' sft

L780 LHA@:

9'''5 lb

%)5 "lf

@0A@ LHA@:

)9) lb

5$%) lb

$'(% lb

$' "lf

7@ LHA@:

-3(3$5/ lb

-$5% "lf

@047; LHA@ CHB#7AT7H:

Iield stress of steel, ,

5'/ "lf 0"0## +N>,

0"1$0 '553$5 ft-lb 3"4!1 KN-m

0"1$0 '55'/ ft-lb 0"34! KN-m

-$%/)) "lf -"1$8 +N>,

-$%/9$ "lf -"1$8 +N>,

($ "lf 0"009 +N>,

0"1$0 /$%% ft-lb 9"#13 KN-m

0"1$0 '955 ft-lb 0"040 KN-m

Se7tion C001! !hose: 4x = 3$"!9 '$)

!hose: 4& = 8"04# (%9

!hose: 7x = 3"48 )3

!hose: 7& = 0"39# (95

'(3(5 "si K 33('/ "si ooen e7tion i O+ = 0"!1 (Choosen section

%($(/ "si K %39'5 "si ooen e7tion i O+ = 0"91 (Choosen section

e7= 2or e2le7tion:

1"9# in '( ((/ "0! in /or Si,.le Su..orte %ea,

(Deflection exceeds the limit select ! "e!m h!#in$ $%e!te% I)

De22l" $l4 l Len@t

1"$# in (/3 (5 0"98 in 384EI *ni2o(&ection is 'ithin deflection limit)

1"31 in (5 (( 0"!$ in /or ontinuou %ea,

(&ection is 'ithin deflection limit)De22l" l4 l Len@t

384EI *ni2o

Unifo%ml dist%i"ted se%#ice lo!d ' * 'DL

+ 'LL

*

Load com"onent "er"endicular to the roof, !&= !cosu =

Load com"onent "arallel to the roof, !x= !sinu =

Bx= !

&L'=

B&= !

xL'=

Unifo%ml dist%i"ted lo!d ' * 'DL

+ 'WL *

Load com"onent "er"endicular to the roof, !&= !

@Lcosu !

L=

Load com"onent "arallel to the roof, !x= !

@Lsinu ( =

Bx= !

&L'=

B&= !

xL'=

x$(3mm3 in3

x$(3mm3 in3

x$(mm% in%

x$(mm% in%

e7= treF 2 B

>S

B

6>S

6 Chec, st%ess R!tio[Actual Stress / Allowable Stress]


25/158

C!lcl!tion :

= 0"! (Choosen section is OK)

= 1"0$ (Choose next hi$he% section) D 00

2 !4

t 1"!

I

I6 S

S6

Chec, defflection R!tio[Actual deff / Allowable dffl]


26/158


27/158


28/158

n Loa O+

Ao5e ?alue"


29/158


30/158


31/158


32/158


33/158

GI&' DESIGN

Project name: xxx

Client: xxx

Address: xxxProject locaton: xxx

!$

0lastic modulus, 0 = 9000

19"!9

4"#

1"$!

Li1e load, LL = 0

4"3$

000 4"4

SOL*'ION

)%(/3

L780 LHA@:

(

(

@0A@ LHA@:

/%)3

5)''

$33(5

/

7@ LHA@:

'/39'$

$39$'

@047; LHA@ CHB#7AT7H:

/

0"0## '($)

$39$'

0"0## %$53(9

4ection C'(('( !hose: 4x = 3! ''

Iield stress of steel, itan7e eteen ti22ener"

7lr" Ditan7e eteen to 2lan@e

tt7=" o2 e

ahK$

ahO$

C1K() h/tw>=56250kv/Fy

C1O() h/tw


49/158

2."# t Fy EQN-2

E)N-1

E)N-

g greater 7.


50/158


51/158


52/158


53/158


54/158


55/158


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59/158

OL*

IN;*' DA'A:

0lastic modulus, 0 = 9000 *si

$0 *si

Axial com"ressi1e force, P = !"!4 *i"

Boment at end, B = $9 ft-*i"

Length of the column, L = $"1 fto of brace "oint, n = $

Solution:

Ta*e effecti1e length factor +according to su""ort condition., E =

00 mm #"8#4 in

10 mm 0"394 in -area, A =

d = #00 mm #"$$9 in

$ mm 0"19# in

1"38

144"4 Control

10# eight =

K than the maximum slenderness ratio

0"$8 *si

#"1! *si

Allo!able bending stress for maximum section modulus,

9"3! *si

Iield stress of steel, &E'ANG*LA& /OO'ING]

IN;*' DA'A:

18 in %5/ mm

18 in %5/ mm

Longitudinal column bar number, Q = 9 ') mm

umber of column steel rod, n = 8 os ) os

Jnfactored +ser1ice. li1e load, LL = 00 Ei"s

Jnfactored +ser1ice. dead load, @L = 4$ Ei"s

#ase of footing belo! final grade, 2 = 4 ft

Jltimate concrete strength, fc? = 4 Esi

Iield stress of steel, f& = !0 Esi

$ Esf

Jnit !eight fill material ie soil, = 100 7bcft

SOL*'ION:

Assumed total de"th of footing, @ = 4 in

3(( "sf

'(( "sf

%5(( "sf

9))9

4ide of the suare footing, L or # = A = 99% ft

2ence, 4elected side of the footing, L or # = 10 ft

)3 Ei"s

)3 Esf

0ffecti1e de"th, d = @-%5 = $95 in

$5( in$3 Ei"s

$

$9$$ in

40 %( for interior columns

$'/% in 3( for edge columns

$($ in '( for corner columns

Coumn si6e: Long side, CL4=

4hort side, C44

=

Allo!able soil "ressure, a=

Pressure of footing, !f= @G$5( =

Pressure of soil, !s= G+2-@. =

2ence, 0ffecti1e soil "ressure, e=

a-!

f-!

s=

euired area of the footing, A = [email protected]= ft'

Jltimate or factored load, Pu= $%@L$/LL =

et u"!ard "ressure, u= P

uL'=

Perimeter of "unching area, bo= '+CL4d.'+C44d. =Punching shear force, 8

u'= P

u-

u+C

L4d.+C

44d. =

atio of long to short side of column, Bc = CL4

C44

=

euired de"th for "unching, d$= 8

u'+()5G% fc? b

o. =

as= a

s=

d'= 8

u'+()5G+'%Bc. fc? b

o. =

d3= 8u'+()5G+asdbo'. fc? bo. =


98/158

Critical section location for one-!a& shear action:

3$5 in

$/9'9 Ei"s

$39 in

$)3 Ei"-ft

$''' "si

(((3')

Ta*en, eui1alent constant stress bloc* de"th, a = 1"0! in +Trial 1alue of a = d'(.

euired steel area, As = Bu+(9f&+d-a'.. = /'3 $(Baximum steel area for balanced steel ratio, As = rbd= /)

Binimum steel area for shrin*age, As = ((('b@ = 5/

Binimum steel area for flexure, As = +'((f&.Gbd = /)

Therefore, ado"ted steel area, As = /)

Choosen bar number, Q = ! 0 mm

umber of bar, n = $) os

4"acing, 4 = !"#1 in cc in both directions

e7= o2 earin@ tre:

''5

Area of footing, A' = LG# = $((

//$$' Ei"s

#earing strength at to" of footing, ' = $ A'A$ = 5$%() Ei"s ;reater than '$

2ence, maximum ado"ted 1alue of ' = '$ = $5%''% Ei"s

4ince Pu is less than $ and ', bearing stress is adeuate

euired minimum do!el area, Asd = (((5A$ = $'


99/158

Collecte D!t!: !le: Unit:

4" ;ra1it& of coarse aggregate +CA. = $)5

4" ;ra1it& of fine aggregate +


100/158


101/158

"8 lb ('%)

4!"8# lb (%944"89 lb (5$

11"38 lb ($)'

+#& !eight. +#& 1olume.

1 $

"1 $)9

"01 '3

0"$1 (/3

7on7rete 1$ lbft3

) da&s cur1e.

ion S t&"e of Construction.

ction.

m si6e of CA.

A S


102/158


103/158

BOBEN' ONNE'ION END ;LA'E ONNE'I

[/O& S'A'I LOAD ONL]

IN;*' DA'A:

#ending moment, B = 1$ *i"-ft

4hear force0nd reaction, = 1! *i"s

Iield stress of steel,


104/158

Wit o2 te Moint ;late:

idth of the joint "late, = bf $ = !"90! in

Len@t o2 te Moint ;late:Binimum erection clearance for bolts, 0 = 1"9# in

Binimum edge distance +Center of hole to edge of joint "late., Le = 1"9# in

Positions of bolts abo1e tension flange, Pf = db (5 = 1"9!9 in

Length of the joint "late, L = d '+s Le. = 33"4# in

'i7=ne o2 te Moint ;late:Boment arm for bending moment of joint "late, Pe = Pf - a - +db%. = 1"3# in

Ca = 1"09

Cb = bf = 0"9$

Area of the tension flange, Af = bf x tf = 1"8! in'

Area of !eb +clear of flanges., A! = +d - 'tf. x t! = $"891 in'

0"#9

#ending moment acting on the joint "late, B = am


105/158

ON

IN;*'

NO (ANGE

'559$ in

('3 in

59( in

(3$5 in

+$)5.

0 ,,

11 ,,


106/158

1#! ,,

$0 mm

$0 mm

Page : %-$$9

$0 mm ;2 0"$F in

8$1 ,,

IN;UT &e2":

Page : %-$$$

A3$ A490

/6 =i a a

3 $$3 $$%

%' $$$ $$3

%5 $$ $$'

5( $(9 $$

18 ,,

O"+"

4ee the AIS ASD9tEDI'IONCode:

4ee the AIS ASD 8t EDI'IONCode:


107/158

* 7E ,si

Weldin$ &iGe: 0"98

To. Fl!n$e to 9nd ;l!te Weldin$

Fo% F


108/158

!"3# 0"40 in

We" to 9nd ;l!te Weldin$

(9')G' 3"81 0"4 in

4 One &ided Connection (&in$le &he!% Connection)

#eam 4ection

3$ mm 1"80 in

$ mm 0"0 in

1$0 mm $"91 in

! mm 0"4 in

#olt @ia 1! mm 0"!3 in

Allo!able 4hearing 4tress 14"48 '$ *si

Allo!able Load #olt 9"11 E !"$4 Ei"s

os of #olts euired "00 os 3 os

%( mm $5/ in %( mm $5/ in

8ertical 4"acing of #olt /5 mm '95 in

2ori6aontal 0nd distance of hole in #eam 5( mm $9/ in

0nd distance #earing 1alue from Table 7-< '5/9) E $8 Ei"s

Actual 8alue #earing 1alue from Table 7-< $0"#8 E 11"4 Ei"s

L-Cle!t &ection:

a 100 mm 39% in

100 mm 39% in7 $0 mm 9)% in

t7=" ! mm ('% in

>4> Chec, fo% e!%in$

ALLOWA%LE LOADF & 3$"99 +N 8"09 +i.

t

2

t2

Ecm'

8ertical 0dge @istance l12ori6ontal 0dge @istance l

h


113/158

UN&AF9 ? INCR9A&9 T6ICK4 OF ;LAT94

) &he!% &t%ess

Iield 4trength = 3%%/ Ecm' 5( Esi

Jltimate 4trength = %%)$ Ecm' 5 Esi

Allo!able 4hear 4trength = 1#"93 +N>7, 0 +i

Allo!able 4hear 4trength = 13"44 +N>7, 19"$ +i

Net Area = 11"#! 3"!$

= 4"1! +N 3"0 +i

O4K4 &he!%in$ &t%ess

Gro Area = $5(( %5

= 3"! +N "3# +i


L-CL9AT CONN9CTION

>4 T'o &ided Connection (Do"le &he!% Connection)

#eam 4ection

3$ mm 1"80 in

$ mm 0"0 in

1$0 mm $"91 in

! mm 0"4 in

#olt @ia 1! mm 0"!3 inAllo!able 4hearing 4tress 14"48 '$ *si

Allo!able Load #olt 9"11 E 13"09 Ei"s

os of #olts euired 1"00 os 3 os

%( mm $5/ in

%( mm $5/ in

, in'

Actual 4hearing 4tress +f1.

, in'


t

2

t2

Ecm'

l1

lh


114/158

4"acing of #olt /5 mm '95 in

0nd distance of hole in #eam 5( mm $9/ in

0nd distance #earing 1alue from Table 7-< '5/9) E $8 Ei"s

Actual 8alue #earing 1alue from Table 7-< $0"#8 E 11"4 Ei"s

L-Cle!t &ection:

a 100 mm 39% in

100 mm 39% in

7 $0 mm 9)% in

t7=" ! mm ('% in

>4> Chec, fo% e!%in$

ALLOWA%LE LOADF & #1"98 +N 1!"18 +i.

&AF9 ? ;ROID9

) &he!% &t%ess

Iield 4trength = 3%%/ Ecm' 5( Esi

Jltimate 4trength = %%)$ Ecm' 5 Esi

Allo!able 4hear 4trength = 13"#9 +N>7, 0 +i

Allo!able 4hear 4trength = 13"44 +N>7, 19"$ +i

Net Area = '%'% 3/

= "0 +N>7, "93 +i


Gro Area = 3((( %5

= 1"!3 +N>7, "3# +i


, in'


, in'



115/158

*si

os

mm

mm 0"#1 in

mm

mm

Ei"s 48"93 KN

+5*si for $0 GraeS 5)*si for 3! Grae.

&e2" AIS ASD-8tEition ;-4-11


116/158

T@ OF 9AC6 ROW

'ale I-/

F * 38

$ '9

$$'5 3'

$'5 33

$5 %35

Banuall6 ;ro5ie $/5 5()

' 5)

''5 53

'5 /'5'/5 /9)

Banuall6 ;ro5ie 3 )/

T!"l!% !le t n &ee the AI&C A&D 1!n!l ;!$e E

E@eDitan7eFL5 LF

in

Aloale2or 1 2

ab

c


117/158

Chec, fo% %oss o% Net A%e!

E4< x F On %oss A%e!M

E4/ x F On Net A%e!M &he!% on Net !%e! o#e%ns 'he

dia of 2ole O L+n.

L+n. = $3)9

dia of 2ole = $)((

Net A%e! o#e%n

'ale I-/

F * 38

$ '9

$$'5 3'

$'5 33

$5 %35Banuall6 ;ro5ie $/5 5()

' 5)

''5 53

'5 /'5

'/5 /9)

E@eDitan7eFL5 LF

in

Aloale2or 1 2


118/158

Banuall6 ;ro5ie 3 )/

T!"l!% !le t n &ee the AI&C A&D 1!n!l ;!$e E

Chec, fo% %oss o% Net A%e!

E4< x F On %oss A%e!M

E4/ x F On Net A%e!M &he!% on Net !%e! o#e%ns 'he

dia of 2ole O L+n.

L+n. = $3)9

dia of 2ole = $((

Net A%e! o#e%n

ab

c


119/158


120/158

F * 53 F * 7E F * >EE

3'5 35 5(

3 39% 53

%( %3) '5

%)) 5'5 /5

59 $3 )/5

5 /( $((

/3$ /)) $$3

)$3 )/5 $'5)9% 93 $3)

9/5 $(5 $5(

LoaF +i.tenerF 1in7" ti7= ,aterial


121/158

mm (55 in

mm (3 in

F * 53 F * 7E F * >EE

3'5 35 5(

3 39% 53

%( %3) '5

%)) 5'5 /559 $3 )/5

5 /( $((

/3$ /)) $$3

)$3 )/5 $'5

)9% 93 $3)

LoaF +i.tenerF 1in7" ti7= ,aterial


122/158

9/5 $(5 $5(

mm (55 in

mm (3 in


123/158

%EAB %EA&ING ;LA'E DESIGN

IN;*' DA'A:

eaction force, = 0 *i"s

$0 "si

idth of the bearing "late +"arallel to beam., C +. = 8 in +;enerall

$0 *si

00 mm /)/

SOL*'ION:80

Length of bearing "late "arallel to !all, # = AC 11 in

Pro1ide minimum Length of bearing "late, # = 11"8# in 30Actual bearing "ressure on "late, f" = +#GC. 10"!1 "si

Cantile1er "rojection, n = #'-* = 4"!8 in 4a&, * =

3#"$ *si

0"!1 in

Sa2e %earin@ ;reure on Baonr6 an on7rete Wall:

'6.e o2 Wall: Pressure +"si.

%ri7=: i. soft 1$0

ii. medium 00

iii. hard 300

Concrete i. hollo! units 1$0

ii. solid units !0

Allo!able unit bearing "ressure on !all, 35 ft " = $"99 "sf 1!#

35>%( ft " = $"99 "sf 1!#

ind!ard roof: " = -3"#4 "sf -10$

Lee!ard roof: " = -1$"9 "sf -49

Lee!ard !all: " = -8"08 "sf -#

4ide or 0nd !alls: " = -1$"9 "sf -49

ind!ard !all: (-$5 ft " = 14"# "sf 41

$5>'( ft " = 1!"$ "sf 4!

'(>'5 ft " = 18"33 "sf $13

'5>3( ft " = -$"99 "sf -1!8

3(>35 ft " = -$"99 "sf -1!835>%( ft " = -$"99 "sf -1!8

ind!ard roof: " = -1$"# "sf -441

Lee!ard roof: " = -#"# "sf -#!4

Lee!ard !all: " = -0"0! "sf -$!

4ide or 0nd !alls: " = -#"# "sf -#!4

ote: Binus sign means the direction of the "ressure is a!a& from the surfacePlus sign means "ressure is to!ard the surface

Lee!ard roof, C"=

/. @esign "ressure for external forces "lus internal suction, " = 6;

hC

";C

"i

h

). @esign "ressure for external forces "lus internal "ressure, " = 6;hC"-;C"i

h


157/158

m"h+


158/158

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manual of steel design

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