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Allowable - Architectural Structures - Exam, Exams of Structural Design and Architecture

Allowable, Ultimate, Beam Shear, Bolt Shear, Weld Shear, Compression, One Way, Two Way, Without Stirrups, With Stirrups. This is past exam of Architectural Structures. Key points are given above.

Typology: Exams

2011/2012

Uploaded on 12/22/2012

amitae 🇮🇳

4.3

(7)

108 documents

1 / 18

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Don't miss anything!

1

Reference Formulas

0

x

F



cos2ABBAC 222 

A

Ax

x



)(

ˆ

0

y

F



sin

C

sin

B

sin

A





 n

iiiy AxAxQ

1

0M

a

acbb

2

4

x2



A

Ay

y



)(

ˆ



cosFFx

drp



 2





 n

iiix AyAyQ

1



sinFFy

dtlWA 

2

AdII 

22 yx FFF 

4

2

2d

rA





2

AdII c

x

y

F





tan

FdM

A

I

r

2

s

m

9.81 g 

mgF

xxdx ˆ

w

dx

dV 

bmxy

yydy ˆ

V

dx

dM 

12

xx

yy

m





w

V

xA



2

m

N

Pa 

2

s

mkg

N



NF





Pa,kPa 00011 

2

in

lb

psi 

 180)radians(π

2

11 m

kN

kPa 

lbkip 10001

2

in

kip

ksi 

PaMPa 6

101

PaGPa 9

101

ftin 112 

A

P

fc

allowable

ultimate

S.F 

mmm10001

e

tA

P

or

A

P

f

td

P

A

P

fv

L







td

P

A

P

fp

J

T

fv







A

P

fv2



I

My

fy

Ib

VQ

favev 





Ef 

c

I

S

A

V

fv2

3

max 



for a rectangle

AE

PL





S

M

I

Mc

fmaxb 



dt

V

A

V

f

ww eb

v

max

for an I beam

LT

T)(





b

req F

M

S

E

fx

zy







)( T

T





Partial preview of the text

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Reference Formulas

 Fx^0 C^ A B 2AB^ cos

2 2 2   

A

xA

x

 Fy^0

  sin

C

sin

B

sin

A



n

i

Q (^) y xA xiAi

1

 M^0

a

b b ac

x

2    

A

yA

y

Fx F cos p 2 r d 



n

i

Qx yA yiAi

1

Fy F sin A Wltd I I Ad^2

2 2 F  Fx F y 4

2 2 d A r

2 I Ic  Ad

x

y

F

tan  M Fd

A

I

r 

2 s

g 9.81m F mg dx  xˆx

w dx

dV

 y mxb d y  yˆy

V

dx

dM 

2 1

x x

y y

m

w

V

x  A

2 m

Pa N 2 s

kg m N

 F N

1 kPa  1 , 000 Pa 2 in

psi lb π (radians) 180 

m

kPa  kN 1 kip  1000 lb 2 in

kip ksi 

MPa Pa

6 1  10 GPa Pa

9 1  10 12 in^ ^1 ft

A

P

fc  allowable

ultimate F .S 1 m  1000 mm

e

t A

P

or A

P

f 

td

P

A

P

fv   L

td

P

A

P

f (^) p   J

T

fv

A

P

fv 2

I

My f (^) y  Ib

VQ

f (^) v ave f  E

c

I

S 

A

V

fv

 max ^ for a rectangle

AE

PL

S

M

I

Mc f (^) b max 

t d

V

A

V

f

web w

v max ^ for an^ I^ beam ^ T (^  T ) L

b

req F

M

S 

E

f (^) x

y z

    T (  T )

p I

VQ

nF

connectedarea connector   RW

V ZICW

MPa mm

kN 3 1 2  10

x I

V Q

V

T longitudinal  

W tA w A

p wh W V w t

P ^12 ph L

L

fv G

2 c 1 ab

T

 max 

c ab G

TL

3 2

JG

TL

2 3

(^1) ab

T

 max  ab G

TL

3 3

1

3 3

1 ii

max max bt

Tt



t a

T

max 2

i (^) i

i

t

s

t

TL

2

4 a

3 3

1 G bi ti

TL

EI

M

R

  dx

EI

M (x)

2 n b 3

PU PL γ LPD γ D Pn 1. 4 D

2 D 1. 6 (Lror S or R) 

(L or 0. 5 W)

L Kl

e

. D .H .(L or S or R)

1 2  16  (^05) r

2 D 1. 0 WL

0.5(LrorSorR)

2

r

L

π EA

L

π EI

P

e e

cr

AISC – ASD:

a^ n

R

c

e C

r

l

2

r

Kl

E

F.S.

F

cr a



2

r

L

E

f

e

cr



y

c

F

E

C

2 2 

c

e

C

r

l

F.S.

F

C

r

Kl

F

y

c

a

2

I

Mc

A

P

f max 

Pn = FcrAg

3

c

e

c

e

C

r

L

C

r

L

F.S.

 =1.67 (bending)

b

a

F

f

F

f^ ^ =1.67 (beam shear)

P

c n

u



10 9

8 . M

M

P

ny

y

nx

x

n























 =2.00 (bolt shear) 

I

M z

I

M y

A

P

fmax

1 2

 =2.00 (weld shear)

P

c n

u



10 2

. M

M

P

ny

y

nx

x

n

























 =1.50 (bearing)

F

f

F

f

F

f

by

bx

a

a     =1.67 (compression)

AISC-LRFD:^ b^0.^9

M u bMn 0. 9 FyZ S

Z

k 

y

p

f

M

Z 

M (^) ult MpfyAiyifyZ

y

p y

F

E

L  1. 76 r

2

max

w L M

equivalent 

Vu v( 0. 6 FywAw)v  1. 0 trial limit

toobig Ireq' d I

2

r

KL

E

Fe



Pu c FcrAg c 0. 90 Fe  0. 44 Fy y

F

Fcr. F e

y

Pn(max (^) end)(N 2. 5 k)Fywtw  1. 0

Fe  0. 44 Fy Fcr  0. 877 Fe

Pn(max (^) interior)(N 5 k)Fywtw  1. 0

Ru t FyAg t  0. 9

P

c n

u



M

P

b ny

uy

b nx

ux

c n

u

075    t t

R FA.

u u e

  

Ru  0. 6 FEXXTl  0. 75

P

c n

u



M

P

b ny

uy

b nx

ux

c n

u

   

2

M

Cm

g

s An Ag Aofallholes t 4

(P P )

C

B

u e

m

2

1

r

Kl

EA

Pe



Ae AnU Ru ( 0. 6 FuAnvUbsFuAnt 0. 6 FyAgvUbsFuAnt)  0. 75

Masonry:

Fb fm ^13  2

f b(kd) A f

m x s 2

2 f bd jk M

m m 

plain:Fv  1. 5 fm v (^) m F  f without stirrups Fv  3 fmwith stirrups

f b faFt h’/r  99  

2

r

h

Pa fmAn AstFs

fa fbFb h’/r > 99  

2

h

r

Pa fmAn AstFs

P

M

e 1  h’/r  99

2

r

h Fa. fm h’/r > 99

2 70

(^25) 



h

r F (^) a fm

Reference Diagrams

Reference Beam Diagrams

-^ 25%

W =

wl^2

Reference Diagrams

Available Strength of Fillet Welds

per inch of weld ( S)

Weld Size

(in.)

E60XX

(k/in.)

E70XX

(k/in.)

16

(^3) 3.58 4.

¼ 4.77 5.

16

(^5) 5.97 6.

8

(^3) 7.16 8.

16

7 8.35 9.

½ 9.55 11.

8

5 11.93 13.

¾ 14.32 16.

(not considering increase in throat with

submerged arc weld process)

Reference Diagrams

A325, A325M F1858 A354 Grade BC A

A

490,

A

490

M

F

2280 A354 Grade B

D

Reference Diagrams

(

tensile strain of 0.

)

Reference Diagrams

Allowable - Architectural Structures - Exam, Exams of Structural Design and Architecture

Related documents

Partial preview of the text

Download Allowable - Architectural Structures - Exam and more Exams Structural Design and Architecture in PDF only on Docsity!

 Fx^0 C^ A B 2AB^ cos

A

xA

x

 Fy^0

  sin

C

B

A

 M^0

A

yA

y

Fx F cos p 2 r d 

Fy F sin A Wltd I I Ad^2

F

F

I

 y mxb d y  yˆy

V

x x

y y

m

w

V

x  A

 F N

A

P

P

P

P

A

P

P

A

P

T

A

P

I

VQ

c

I

S 

A

V

fv

 max ^ for a rectangle

AE

PL

S

M

I

t d

V

A

V

f

v max ^ for an^ I^ beam ^ T (^  T ) L

M

S 

E

    T (  T )

VQ

V ZICW

V Q

V

W tA w A

p wh W V w t

L

T

 max 

TL

JG

TL