ROJECT : PAGE :

CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :

Plate Girder Design Based on AISC 360-10/16

INPUT DATA & DESIGN SUMMARYSTEEL YIELD STRESS 50 ksi, (345 MPa)SIMPLY SUPPORTED SPAN 72 ft, (21.95 m)SUPERIMPOSED UNIFORM DEAD LOAD 1 klf, (15 kN / m)UNIFORM LIVE LOAD 1 klf, (15 kN / m)POINT DEAD LOAD 60 kips, (267 kN)POINT LIVE LOAD 60 kips, (267 kN)DISTANCE POINT LOAD TO END 24 ft, (7.32 m)

TOP FLANGE WIDTH 16 in ( 406 mm )

TOP FLANGE THICKNESS 1.5 in ( 38 mm )

BOTTOM FLANGE WIDTH 16 in ( 406 mm )

BOTTOM FLANGE THICKNESS 1.5 in ( 38 mm )

WEB THICKNESS 0.5 in ( 13 mm )BEAM DEPTH 53 in ( 1346 mm ) 1/4 x 7 STIFFENER, E. SIDES, AT SUPPORTS ONLY.UNBRACED LENGTH 8 ft, (2.44 m) FLANGE TO WEB WELDING USE 5/16 in - 24 in @ 41 in o.c.

THE GIRDER DESIGN IS ADEQUATE.

ANALYSISCHECK LIMITING WIDTH-THICKNESS RATIOS FOR WEB (AISC 360 Table B4.1)

100.00 < 137.27

> 90.55Noncompact Web

where E = 29000 ksi

137.27

93.26

90.55

50.00 in 50.00 in

6452.1 ft-kips 5824.6 ft-kips

CHECK LIMITING WIDTH-THICKNESS RATIOS FOR FLANGES (AISC 360 Table B4.1)

5.33 < 17.04

< 9.15Compact Flanges

where 17.04

9.15

0.39

1398 1398

35 ksi, (AISC 360 Table note B4.1 & Eq F4-6)

DETERMINE CRITERIA FOR ALLOWABLE FLEXURAL STRENGTH (AISC 360 Table F1.1)

Required ConditionsChapter F Sections

F2 F3 F4 F5Double Symmetric x x

Compact Web x xxNoncompact Web

Slender Web 3806.0 ft-kipsCompact Flanges x ( from following analysis)

Noncompact FlangesSlender Flanges

Applicable Section ok

<== Not Applicable.

13.23 ft

32.74 ft

where 3.75 in 1398

51.50 in 1025

Fy = S =

DL = LL =

PDL =

PLL = c =

bf,top =

tf,top =

bf,bot =

tf,bot =

tw = d =

Lb =

hc / tw = lr =

lp =

lr = 5.7 (E / Fy)0.5 =

lp = (hc / hp) (E / Fy)0.5 / (0.54 Mp / My -0.09)2 = ,for Af,top ≠ Af,bot

lp = 3.76 (E / Fy)0.5 = ,for Af,top = Af,bot

hc = hp =

Mp = My =

0.5 bf,top / tf,top = lr =

lp =

lr = 0.95 (kc E / FL)0.5 =

lp = 0.38 (E / Fy)0.5 =

kc = Min [0.76 , Max (0.35 , 4 / (h / tw)0.5 )] =

Sxt = in3 Sxc = in3

FL =

Mallowable = Mn / Wb =

DETERMINE ALLOWABLE FLEXURAL STRENGTH , Mn / Wb , BASED ON AISC 360 Chapter F2

ry = Sx = in3

h0 = Iy = in4

1.76p yy

EL r

F

2

0

0.7 01.95 1 1 6.760.7 0.7

r ts tsy x y

FE Jc Ey S hxL r rE JcS h FF

(cont'd)

679321 , (AISC 360 F2.2)

38.1458(Use J = 4.03144

4.34 in

1.0 1.0 , (AISC Manual 14th Table 3-1, page 3-10)

586.732 ksi

6452.1 ft-kips

3863.5 ft-kips where 1.67 , (AISC 360 F1)

<== Not Applicable.

7600.9 ft-kips

where 5.33

9.15 17.04

3863.5 ft-kips

9.59 ft

33.05 ft

where 1.04

4.34 in

6452.08 ft-kips

5824.58 ft-kips 5824.58 ft-kips

100.00

93.26 137.27

1.09123

586.577 0.50 > 0.23, AISC 360 F4-5 )

6355.967 ft-kips

Cw = Iy h02 / 4 =

J = [ 2 bf tf3 + (d - tf) tf3] / 3 = in4, (Galambos 1968)

in4 )rts =[( Iy Cw)0.5/ Sx)]0.5 =

c = Cb =

Mallowable, F2 =Mn / Wb = Wb =

DETERMINE ALLOWABLE FLEXURAL STRENGTH , Mn / Wb , BASED ON AISC 360 Chapter F3

l = bf / (2 tf) =

lpf = lp = lrf = lr =

Mallowable, F3 =Min(Mn,F2 , Mn,F3) / Wb =

DETERMINE ALLOWABLE FLEXURAL STRENGTH , Mn / Wb , BASED ON AISC 360 Chapter F4

aw =hc tw/ (bfc tfc) =

Mp = Min [Zx Fy , 1.6Sxc Fy ] =

Myc = Sxc Fy = Myt = Sxt Fy =

l = hc / tw =

lpw = lp = lrw = lr =

ksi, (for Iyc / Iy =

22

20

1 0.078b bcr

tsxb

ts

E JcC LFrS hL

r

, 2

,

0.7 , ,

, ,

p b p

b pp p y p p b rb xn F

r p

cr p r bx

forM L L

L LMin forC SM M F M L L LM L L

Min forSF M L L

, 3

2

0.7 ,

0.9 ,

pfp p y x

rf pfn F

c x

for Noncompact FlangesSM M FM

Ek S for Slender Flanges

l ll l

l

1.1p ty

EL r

F

2

0

01.95 1 1 6.76 Lr t

L xc

E J S hF xcL r E JS hF

, 4.2

,

, ,

, ,

pc yc b p

b ppc yc pc yc L pc yc p b rb xcn F

r p

cr pc yc r bxc

forR M L L

L LMin forC SR M R M F R M L L LM L L

Min forSF R M L L

20

0

1126

fct

w

br

h had dh

, /

1 , , /

pc w pw

ycpc

p p pw pc w pw

yc yc ycrw pw

M for h tM

RM M MMin for h tM M M

l

l ll

l l

22

20

1 0.078b bcr

txcb

t

E JC LFrS hL

r

(cont'd)

6356 ft-kips

1.09123

3806.0 ft-kips

<== Not Applicable.

32.73 ft

50 ksi

50 ksi

1

3487.8 ft-kips

50 100 , 26.5071.4 ft

5.00 0.438

348.131 kips

208.461 kips 1.67 , (AISC 360 G1)

TOTAL SUPERIMPOSED GRAVITY LOAD

w = DL + LL = 2.000 kips / ft , 120.00 kips

CHECK EACH SECTION CAPACITIES

Section Left 0.06 S 0.11 S 0.17 S 0.22 S 0.28 S Point 0.44 S 0.56 S 0.67 S 0.78 S 0.89 S RightDistance 0 4.00 8.00 12.00 16.00 20.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00

53 53 53 53 53 53 53 53 53 53 53 53 5327 27 27 27 27 27 27 27 27 27 27 27 27

37044 37044 37044 37044 37044 37044 37044 37044 37044 37044 37044 37044 37044248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4 248.4160.94 151.95 142.96 133.96 124.97 115.97 0.00 31.01 48.99 66.98 84.97 102.96 120.94

0 626 1216 1769 2287 2769 3215 3039 2719 2255 1647 896 0

Mallowable, F4 = Min( Mn,F4.2 , Mn,F4.3, RptMyt) / Wb =

DETERMINE ALLOWABLE FLEXURAL STRENGTH , Mn / Wb , BASED ON AISC 360 Chapter F5

Mallowable, F5 = Min( RpgFySxc , RpgFcr,F5.2Sxc , RpgFcr,F5.3Sxc , FySxt) / Wb =

DETERMINE ALLOWABLE SHEAR STRENGTH , Vn / Wv , BASED ON AISC 360 Chapter G2

h = d - tf,top - tf,bot = in , h / tw = Aw = in2 ,a =

Vn = 0.6 FyAwCv =

Vallowable = Vn / Wv = Wv =

P = PDL + PLL =

d (in)y (in)I (in4)

Wt (plf)V (kips)M (ft-k)

255 , / 3/

5 , / 3v

for a ha hfor a h

k

2

1.0 , / 1.10

1.10 , 1.10 / 1.37/

1.51 , 1.37 //

vw

y

v v vwv

y y yw

v vw

y yw

Ekfor h tF

E E Ek k kfor h th t F F F

E Ek kfor h tF Fh t

C

0.7r t

y

EL r

F

, 5.2

2

2

,

0.3 , ,

, ,

y b p

b py y y p b rb

r p

cr F

by r b

forF L L

L LMin forC F F F L L L

L L

F

ECMin forF L LLbrt

, 5.3

2

,

0.3 ,

0.9 ,

2

y

pfy y

rf pfcr F

c

f

f

for Compact FlangesF

for Noncompact FlangesF F

FEk for Slender Flanges

bt

l ll l

, 10

1 5.7 , 1.01200 300 , 10

w cpg

yw w

Min Ea hMinRMin a t F

, 5.3

2

,

,

0.9 ,

pc yc

pfpc yc pc yc L xc

n F rf pf

c xc

for Compact FlangesR M

for Noncompact FlangesSR M R M FM

Ek S for Slender Flanges

l ll l

l

, /

1 , , /

pc w pw

ytpt

p p pw pc w pw

yt yt ytrw pw

M for h tM

RM M MMin for h tM M M

l

l ll

l l

(cont'd)

3215.08 ft-kips @ 24.00 ft, from heel.

< 3806 ft-kips[Satisfactory]

160.94 kips @ 0.00 ft, from heel.

< 208.461 kips [Satisfactory]

DETERMINE DEFLECTION AT MID SPAN

0.72 in ( L / 1195 ) (for camber, self Wt included.)

where E = 29000 ksi w = 1.248 kips / ftI = 37044 P = 60 kipsb = 0.6 ft L = 72.0 ft

0.58 in ( L / 1482 )

where P = 60 kips w = 1.000 kips / ft

DETERMINE FLANGE TO WEB WELDING (AISC 360 J2.4 )

5/16 in

3/16

7/162.0

160.94 kips

618

2.68 kips / in

A = 24 in 41 in. o.c.

USE 5/16 in - 24 in @ 41 in o.c.

DESIGN STIFFENERS

1. BEARING STIFFENERS ARE REQUIRED AT EACH END SUPPORT. (AISC 360 J10.8)

2. CHECK LOCAL WEB YIELDING FOR THE CONCENTRATED LOAD. (AISC 360 J10.2)R = P = 120.00 kipsN = 0 in, bearing length, point.

1.81 in1.5

26.48 < [Satisfactory]

Mmax =

Mallowable =

Vmax =

Vallowable =

in4

w =wmin = in, < w

wmax = in, > wW =

Vmax =

Q = Af(d - y - 0.5 tf,top) = in3

vmax = Vmax Q / I =

k = tf,top + w =W =

Fy / W

-4000-3500-3000-2500-2000-1500-1000-500

0

BENDING LOADS & CAPACITY

Length

Mom

ents

-250.00-200.00-150.00-100.00

-50.000.00

SHEAR LOADS & CAPACITY

Length

Shea

r For

ces

4 3/ 2225 0.06415

384DLw PbL bL

EI EIL

4 3/ 2225 0.06415

384LLw PbL bL

EI EIL

0.6 0.707

max

EXX w AFBv

W

,5

,2.5

R for c dN kt w

R for c dN kt w

(cont'd)3. CHECK WEB CRIPPLING FOR THE CONCENTRATED LOAD. (AISC 360 J10.3)

2.0

208.57 > P [Satisfactory]

(Note : If item 2, local web yielding is Satisfactory, this item does not need to be checked.)

4. CHECK SIDESWAY WEB BUCKING FOR THE CONCENTRATED LOAD. (AISC 360 J10.4)

49.38 in

960000 ksi

16.461.76

120.00 > P [Satisfactory]

(Note : If item 2, local web yielding is Satisfactory, this item does not need to be checked.)

5. DETERMINE STIFFENER SIZE.

5/8 7 in

11.20[Satisfactory]

11.75 159

R = 160.9 kips

1.67 , (AISC 360 E1)

10.2

113

2751.51 ksi

349.1 kips, (AISC 360 E2)

> R [Satisfactory]

Technical Reference: 1. AISC: "Steel Construction Manual 14th Edition", American Institute of Steel Construction, 2010.

W =

dc = d - 2k =

Cr =

(dc / tw ) / (l / bf) =W =

tw = in , bst =

bst / tw = < 0.56 (E / Fy)0.5 , (AISC 360 Table B4.1)

Ag = in2 , I = in4

Wc =

K l / r = 0.75 h / ( I / Aeff)0.5 =

Cc = 4.71 (E/ Fy)0.5 =

1.52

1.52

0.80 1 3 , 0.5

/ 1 /

0.40 1 3 , 0.5

yw fww

f w

yw fww

f w

tEFN t for c dtd t t

RntEFN t for c dt

d t t

W W

33

2

33

2

/ /0.4 , 1.7/ /

/ // 1 / 1 0.4 , 1.7 2.3/ /

/, 2.3/

r w f c w c w

f f

r w f c w c w

f f

c w

f

C t t d t d tforl lb bh

C t t d t d tforRn l lb bh

d tP forl b

W W W

/ /

,0.658

0.877 ,

F yy cFe

R An c g c

e c

klfor CFr

klfor CFr

W W

2

2/Fe

E

kl r

ROJECT : PAGE :

CLIENT : DESIGN BY : JOB NO. : DATE : REVIEW BY :

Plate Girder Design Based on AISC-ASD 9th, Chapter G

INPUT DATA & DESIGN SUMMARYSTEEL YIELD STRESS 50 ksiSIMPLY SUPPORTED SPAN 72 ftSUPERIMPOSED UNIFORM DEAD LOAD 1 kips / ftUNIFORM LIVE LOAD 1 kips / ft

POINT DEAD LOAD 60 kips

POINT LIVE LOAD 60 kips

TOP FLANGE WIDTH 16 in

TOP FLANGE THICKNESS 1.5 in

BOTTOM FLANGE WIDTH 16 in

BOTTOM FLANGE THICKNESS 1.5 in

WEB THICKNESS 0.5 inBEAM DEPTH 70 in Err:502DISTANCE POINT LOAD TO END 24 ft FLANGE TO WEB WELDING USE 5/16 in - 24 in @ 57 in o.c.UNBRACED LENGTH 8 ft

THE GIRDER DESIGN IS ADEQUATE.

ANALYSIS

1.02

4.16 24.00

11.43 ft

15.84 ft

35.42 ft

30.0 ksi

16.7 ksi

30.0 ksi

33.0 ksi

CHECK WEB SLENDERNESS (AISC-ASD, G1, page 5-51)

71.4 ft, the max clear distance between stiffeners.

134.00 > 132.30 [Satisfactory]

< 282.84

[Satisfactory]

Fy = S =

DL = LL =

PDL =

PLL =

bf,top =

tf,top =

bf,bot =

tf,bot =

tw = d = c = l =

DETERMINE Fb (AISC-ASD, F1.3, page 5-46)

rT = in , Af = in2

a =

h / tw =

76 20000,

/f

cf yy

bMINLd A FF

102000 12000,

0.6 /T

b bu

y f y

C CMAXL rdF A F

3510000

Tb

y

CL r

F

2

1/2 , 0.6

3 1530000Ty

b y yb

lF rMINF F FC

2 2

170000 ,3/ T

ybb

FCMINFl r

312000 , 0.6

/b

b yf

CMINF Fl d A

1 3 3

2 3 3

0.66 ,0.6 ,

, ,

, ,

y c

y c ub

b b u

b b

for lF Lfor lF L L

F MAX for lF F L LMAX for lF F L

22 2 21

22

2 24 411.75 1.05 0.3 1.75 1.05 0.3 22b

M l SM l SCMM S S

760

bF

14000 , 1.5

16.5

2000 , 1.5

yf yf

yf

for a hF F

for a hF

14000 , 1.5

16.5

2000 , 1.5

yf yf

yf

for a hF F

for a hF

(cont'd)DETERMINE ALLOWABLE FLEXURAL STRESS (AISC-ASD G2, pg 5-51)

33.50 0.91

0.999

0.998

32.89 ksi

DETERMINE ALLOWABLE SHEAR STRESS (F4-2, pg 5-49)

67 134

= 5.36 = 0.27

4.65 ksi

TOTAL SUPERIMPOSED GRAVITY LOAD

w = DL + LL = 2.000 kips / ft , 120.00 kips

CHECK EACH SECTION CAPACITIES

Section Left 0.06 S 0.11 S 0.17 S 0.22 S 0.28 S Point 0.44 S 0.56 S 0.67 S 0.78 S 0.89 S RightDistance 0 4.00 8.00 12.00 16.00 20.00 24.00 32.00 40.00 48.00 56.00 64.00 72.00

70 70 70 70 70 70 70 70 70 70 70 70 7035 35 35 35 35 35 35 35 35 35 35 35 35

68848 68848 68848 68848 68848 68848 68848 68848 68848 68848 68848 68848 68848277.3 277.3 277.3 277.3 277.3 277.3 277.3 277.3 277.3 277.3 277.3 277.3 277.3

161.98 152.87 143.77 134.66 125.55 116.44 0.00 30.89 49.11 67.33 85.55 103.77 121.980 630 1223 1780 2300 2784 3232 3057 2737 2272 1660 903 0

4.63 4.37 4.11 3.85 3.59 3.33 0.00 0.88 1.40 1.92 2.44 2.96 3.49

0.00 3.84 7.46 10.86 14.03 16.98 19.71 18.65 16.70 13.86 10.13 5.51 0.00

19.71 ksi @ 24.00 ft, from heel.

< 32.89 ksi[Satisfactory]

Aw = in2 , a = 0.6 Fyw / Fb =

h = d - tf,top - tf,bot = in , h / tw =

P = PDL + PLL =

d (in)y (in)I (in4)

Wt (plf)V (kips)M (ft-k)

fv (ksi)

fb (ksi)

fb,max =

F'b =

-35.00-30.00-25.00-20.00-15.00-10.00

-5.000.00

BENDING STRESS

Length

fb (k

si) &

F'b

(ksi

)

-5.00-4.00-3.00-2.00-1.000.00

SHEAR STRESS

Length

fv (k

si) &

Fv

(ksi

)

'b PGbF F R Re

, 0.42.89

yvyv

C FMIN FF

2

2

5.344.0 , / 1.0/4.05.34 , / 1.0/

v

for a ha h

for a ha h

k

245000 , 0.8

/

190 , 0.8/

v

y wv

v

yw

k for Cvh tF

k for Cvh t F

C

7601 0.0005 , 1.0wPG

f b

hAMINR tA F

312 3, 1.0

12 2

w

fe

w

f

AA

MINRAA

a a

(cont'd)

4.63 ksi @ 0.00 ft, from heel.

< 4.65 ksi [Satisfactory]

DETERMINE DEFLECTION AT MID SPAN

0.40 in ( L / 2173 ) (for camber, self Wt included.)

where E = 29000 ksi w = 1.277 kips / ftI = 68848 P = 60 kipsb = 0.6 ft L = 72.0 ft

0.31 in ( L / 2755 )

where P = 60 kips w = 1.000 kips / ft

DETERMINE FLANGE TO WEB WELDING

5/16 in

3/16

7/16

161.98 kips

822

1.93 kips / in

A = 24 in 57 in. o.c.

USE 5/16 in - 24 in @ 57 in o.c.

DESIGN STIFFENERS

2. CHECK LOCAL WEB YIELDING FOR THE CONCENTRATED LOAD. (AISC-ASD, K3, page 5-81)R = P = 120.00 kipsN = 0 in, bearing length, point.

1.81 in

26.48 < [Satisfactory]

3. CHECK WEB CRIPPLING FOR THE CONCENTRATED LOAD. (AISC-ASD, K4, page 5-81)

206.68 > P [Satisfactory]

(Note : If item 2, local web yielding is Satisfactory, this item does not need to be checked.)

4. CHECK SIDESWAY WEB BUCKING FOR THE CONCENTRATED LOAD. (AISC-ASD, K5, page 5-81)

66.38 in

22.13

120.00 > P [Satisfactory]

(Note : If item 2, local web yielding is Satisfactory, this item does not need to be checked.)

fv,max =

Fv =

in4

w =wmin = in, < wwmax = in, > w

Vmax =

Q = Af(d - y - 0.5 tf,top) = in3

vmax = Vmax Q / I =

1. BEARING STIFFENERS ARE REQUIRED AT EACH END SUPPORT. (AISC-ASD, K1.8, page 5-82)

k = tf,top + w =

0.66Fy

dc = d - 2k =

(dc / tw ) / (l / bf) =

4 3/ 2225 0.06415

384DLw PbL bL

EI EIL

4 3/ 2225 0.06415

384LLw PbL bL

EI EIL

0.3 0.707

max

w AFuBv

,5

,2.5

R for c dN kt w

R for c dN kt w

1.52

1.52

67.5 1 3 , 0.5

34 1 3 , 0.5

yw fww

f w

yw fww

f w

tFN t for c dt d t tR

tFN t for c dtd t t

33

33

6800 / /0.4 , 1.7/ /

6800 / /1 0.4 , 1.7 2.3/ /

/, 2.3/

w c w c w

f f

w c w c w

f f

c w

f

t d t d tforh l lb b

t d t d tR forh l lb b

d tP forl b

(cont'd)

5. DETERMINE STIFFENER SIZE.

5/8 7 in

11.20[Satisfactory]

11.75 159

13.8 ksi

29000 ksi

13.7

107

28.9 ksi, (AISC-ASD, E2, page 5-42)

> [Satisfactory]

Technical Reference: 1. AISC: "Manual of Steel construction 9th", American Institute of Steel Construction, 1990.

tw = in , bst =

bst / tw = < 95 / Fy0.5 , AISC-ASD, B5.1

Aeff = in2 , I = in4

fa =

Es =

K l / r = 0.75 h / ( I / Aeff)0.5 =

Cc = (22Es/ Fy)0.5 =

fa

2

2

3

3

2

2

/1

2,

3 / /53 8 8

12 ,23 /

yc

c

ac c

c

kl rF

C klfor Crkl r kl rF

C CE klfor C

rkl r