Tension Member)(

Faculty of Engineering الرابعةالمحاضرة Al-Mustansirya University  

STRUCTURAL STEEL DESIGN

 

 

 

 

 

 

 

 

 

 

 

 

 

 

Tension Members -4-

Dr.Mu'taz K.M Lecture in Civil Engineering

Sel

ecta

pair

ofM

Cas

show

nto

carry

afa

ctor

edul

timat

elo

adEx

ampl

e (T

-8):-

Sel

ecta

pair

ofM

Cas

show

nto

carry

afa

ctor

edul

timat

elo

adof

490

kips

inte

nsio

n.A

ssum

eco

nnec

tion

assh

own.

Ste

elF y

=50

ksi,

F u=

65ks

i(A

572,

grad

e50

)len

gth

=30

ft.

1.T u

= 49

0 k;

per

cha

nnel

, T u

= 24

5 k

2.R

e qui

red,

(Ag)

1=

245

/ 0.9

x 50

= 5.

44 in

2

10”

2MC

q,(

g)1

Req

uire

d, (A

e) =

245

/ 0.

75 x

65

= 5.

03 in

2

Req

uire

d, (A

n) =

= 5

.03

in2

UA e

3A

ssum

eth

atfla

nge

thic

knes

s~

05

inan

dw

ebtk

~0

3in

(exp

erie

nce

!)

7/8”

bol

tU

= 1

.0 (W

ell c

onne

cted

)

3.A

ssum

eth

atfla

nge

thic

knes

s~

0.5

inan

dw

ebtk

.~0.

3in

.(ex

perie

nce

!)A

n=

(Ag)

2–

2 x

1.0

x 0.

5 –

2 x

1.0

x 0.

3=

(Ag)

2–

1.60

(g)

2

(Ag)

2=

An

+ 1.

60 =

5.0

3 +

1.60

= 6

.63

in.

(con

trols

)T-

32

4.R

equi

red.

r min

=

(a

s a

build

up s

ectio

n)in

21

1230

lq

min

(p

)

5Tr

yM

C10

x25

;A

=7

35in

2;t

=0

38an

dt

=0

575

r=

387

in

in2.1

300

300

r min

1.2

5.Tr

yM

C10

x25

;A

g=

7.35

in2

;tw

=0.

38an

dt f

=0.

575,

r x=

3.87

in.

6.C

heck

cap

acity

yA

n=

7.35

–2

x 1.

0 x

0.57

5 –

2 x

1.0

x 0.

38=

7.35

–1.

910

= 5.

44 in

2 .A

=5

44in

2x

xA

e=

5.44

in.

(i) Y

ield

ing

T n=

0.9

x 50

x (2

x 7

.35)

= 6

61.5

ky

(ii) F

ract

ure

T n=

0.75

x 65

x (2

x 5.

44) =

530

.4k

Pn

= 53

0.4

k >

490

k.

OK

y

Use

2 M

C 1

0 x

25T-

33

Tension Member)(

Faculty of Engineering الرابعةالمحاضرة Al-Mustansirya University  

BUILT-UP MEMBERS For limitations on the longitudinal spacing of connectors between elements in

continuous contact consisting of a plate and a shape or two plates, see Section J3.5.

Either perforated cover plates or tie plates without lacing are permitted to be used

on the open sides of built-up tension members.

Tie plates shall have a length not less than two-thirds the distance between the

lines of welds or fasteners connecting them to the components of the member. The

thickness of such tie plates shall not be less than one-fiftieth of the distance

between these lines. The longitudinal spacing of intermittent welds or fasteners at tie

plates shall not exceed 6 in. (150 mm).

User Note: The longitudinal spacing of connectors between components should

preferably limit the slenderness ratio in any component between the connectors

to 300.

Tension Member)(

Faculty of Engineering الرابعةالمحاضرة Al-Mustansirya University  

Tension Member)(

Faculty of Engineering الرابعةالمحاضرة Al-Mustansirya University  

Tension Member)(

Faculty of Engineering الرابعةالمحاضرة Al-Mustansirya University  

BOLTS AND THREADED PARTSSect. J3.] 16.1-107

TABLE J3.4Minimum Edge Distance,[a] in., from

Center of Standard Hole[b] to Edge ofConnected Part

At Rolled Edges ofPlates,

Shapes or Bars, orBolt Diameter (in.) At Sheared Edges Thermally Cut Edges [c]

1/2 7/8 3/45/8 11/8 7/83/4 11/4 17/8 11/2 [d] 11/8

1 13/4 [d] 11/4

11/8 2 11/2

11/4 21/4 15/8

Over 11/4 13/4 × d 11/4 × d[a] Lesser edge distances are permitted to be used provided provisions of Section J3.10, as appro-priate, are satisfied.[b] For oversized or slotted holes, see Table J3.5.[c] All edge distances in this column are permitted to be reduced 1/8 in. when the hole is at a pointwhere required strength does not exceed 25 percent of the maximum strength in the element.[d] These are permitted to be 11/4 in. at the ends of beam connection angles and shear end plates.

TABLE J3.4MMinimum Edge Distance,[a] mm, fromCenter of Standard Hole[b] to Edge of

Connected PartAt Rolled Edges of

Plates,Shapes or Bars, or

Bolt Diameter (mm) At Sheared Edges Thermally Cut Edges [c]

16 28 2220 34 2622 38 [d] 2824 42 [d] 3027 48 3430 52 3836 64 46

Over 36 1.75d 1.25d[a] Lesser edge distances are permitted to be used provided provisions of Section J3.10, as appro-priate, are satisfied.[b] For oversized or slotted holes, see Table J3.5M.[c] All edge distances in this column are permitted to be reduced 3 mm when the hole is at a pointwhere required strength does not exceed 25 percent of the maximum strength in the element.[d] These are permitted to be 32 mm at the ends of beam connection angles and shear end plates.

Specification for Structural Steel Buildings, March 9, 2005AMERICAN INSTITUTE OF STEEL CONSTRUCTION, INC.