WebTaperedGirder.xls

7/29/2019 WebTaperedGirder.xls

1/4

PROJECT : PAGE :

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

Web Tapered Girder Design Based on AISC-ASD 9th, Appendix F

INPUT DATA & DESIGN SUMMARY

STEEL YIELD STRESS Fy = 36 ksi

SIMPLY SUPPORTED SPAN S = 84.67 ft

SUPERIMPOSED DEAD LOAD DL = 0.48 kips / ft

LIVE LOAD LL = 0.288 kips / ft

FLANGE WIDTH b f= 12 in

FLANGE THICKNESS tf= 0.625 in

WEB THICKNESS tw = 0.3125 in

HEEL DEPTH d0 = 22 in

MID-SPAN DEPTH dL = 60 in

DISTANCE BETWEEN STIFFENERS a = 7.2 ft

UNBRACED LENGTH / PURLIN SPACING L = 7.2 ft

(Diaphragm is not bracing member. L is different with " l " in F1.3, pg 5-47)

THE GIRDER DESIGN IS ADEQUATE.

ANALYSIS

TOTAL SUPERIMPOSED GRAVITY LOAD

w = DL + LL = 0.768 kips / ft

ALLOWABLE FLEXURAL STRESS (APP. F7.4, pg 5-103)

= 21.60 ksi

where A f= 7.50 in2

g = MIN[(dL - d0) / d0 , 0.268 L/d0, 6.0] = 1.05

A To = tfbf+ d0 tw / 6 = 8.65 in2

ITo = (tfbf3

+ d0 tw3

/ 6) / 12 = 90 in4

3.23 in 34.18 ksi

1.39 in 192.93 ksi

1.11 in 1.37

ALLOWABLE SHEAR STRESS (F4, pg 5-49)

= 5.63 ksi

where h = dL - 2 tf= 59 in

h / tw = 188 > 380 / Fy0.5

= 63

= 0.45

= 7.19

To

To

To

I

Ar

==

01.0 0.0230

f

Ld

Ahs g=+=

1.0 0.00385

To

Lhw

rg=+=

12000/s fLh d As o

F g ==

( )2

170000

/w

ToLhw

Fr

g==

2 2

2 2

21.0 0.60 , / 3

3 6

, / 3

b y

s wb

s w b y

FyforF F F Fy y

B F F

B forF F F F

Fg

ggg

ggg

-> += +

1.75

1.0 0.25B

g==

+

0.4 , / 380

0.4 , / 3802.89

yw

v yvy yw

for h tF Fy

C Ffor h tF F

F

= >

( )

( )

2

2

5.344.0 , / 1.0

/

4.05.34 , / 1.0

/

v

for a ha h

for a ha h

k

+

=

+ >

( )2

45000, 0.8

/

190, 0.8

/

v

y w

v

v

yw

kfor Cv

h tF

kfor Cv

h t F

C

=

>


2/4

(cont'd)

CHECK EACH SECTION CAPACITIES

Section HEEL 1/24 S 1/12 S 1/8 S 1/6 S 5/24 S 1/4 S 7/24 S 1/3 S 3/8 S 5/12 S 11/24 S MID

Distance 0 3.53 7.06 10.58 14.11 17.64 21.17 24.70 28.22 31.75 35.28 38.81 42.34

d (in) 22 25 28 32 35 38 41 44 47 51 54 57 60

I (in4) 2092 2790 3603 4535 5592 6778 8099 9559 11163 12917 14826 16893 19125

Wt (plf) 73.1 76.5 79.8 83.2 86.6 89.9 93.3 96.7 100.0 103.4 106.8 110.1 113.5

V (kips) 36.46 33.49 30.51 27.51 24.50 21.48 18.45 15.40 12.34 9.28 6.20 3.10 0.00

M (ft-k) 0 123 236 339 430 511 582 642 691 729 756 772 778

fv (ksi) 5.30 4.26 3.45 2.79 2.26 1.82 1.44 1.12 0.83 0.59 0.37 0.17 0.00

fb (ksi) 0.00 6.68 11.15 14.11 16.01 17.13 17.68 17.79 17.57 17.09 16.42 15.59 14.64

fb,max = 17.79 ksi @ 24.70 ft, from heel.

< Fb = 21.60 ksi

[Satisfactory]

fv,max = 5.30 ksi @ 0.00 ft, from heel.

< Fv = 5.63 ksi [Satisfactory]

DETERMINE DEFLECTION AT MID SPAN

2.10 in ( Span / 484 ) 1.05 in ( Span / 971 )

(for camber, self Wt included.)

where E = 29000 ksi

Section HEEL 1/24 S 1/12 S 1/8 S 1/6 S 5/24 S 1/4 S 7/24 S 1/3 S 3/8 S 5/12 S 11/24 S MID

Distance 0.00 3.53 7.06 10.58 14.11 17.64 21.17 24.70 28.22 31.75 35.28 38.81 42.34

I S (in4) 2092 2790 3603 4535 5592 6778 8099 9559 11163 12917 14826 16893 19125

mDL (ft-k) 0 82 157 226 287 341 388 428 461 487 505 516 520

mLL (ft-k) 0 41 79 113 143 170 194 213 229 242 251 256 258

munit 0.00 1.76 3.53 5.29 7.06 8.82 10.58 12.35 14.11 15.88 17.64 19.40 21.17

DDL,S 0.00 0.00 0.02 0.04 0.07 0.09 0.10 0.11 0.12 0.12 0.13 0.13 0.12

DLL,S 0.00 0.00 0.01 0.02 0.03 0.04 0.05 0.06 0.06 0.06 0.06 0.06 0.06

Technical Reference:

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

-Fb

-25.00

-20.00

-15.00

-10.00

-5.00

0.00

-fb

(ksi)

Length

BENDING STRESS

-Fv

-6.00

-5.00

-4.00

-3.00

-2.00

-1.00

0.00

-fv

(ksi)

Length

SHEAR STRESS

0

SDL unit

DLs

m mds

EI==D

0

SLL unit

LLs

m mds

EI==D


3/4

PROJECT : PAGE :

CLIENT : DESIGN BY :

JOB NO. : DATE : REVIEW BY :

Web Tapered Girder Design Based on AISC-ASD 9th, Appendix F

INPUT DATA & DESIGN SUMMARY

STEEL YIELD STRESS Fy = 36 ksi

SIMPLY SUPPORTED SPAN S = 90 ft

NUMBER OF CONCENTRATED LOADS n = 8 ( @ 10.0 ft o.c.)

SUPERIMPOSED DEAD LOAD PD = 4.8 kips

LIVE LOAD PL = 2.88 kips

FLANGE WIDTH b f= 12 in

FLANGE THICKNESS tf= 0.625 in

WEB THICKNESS tw = 0.3125 in

HEEL DEPTH d0 = 22 in

MID-SPAN DEPTH dL = 60 in

DISTANCE BETWEEN STIFFENERS a = 7.2 ft

UNBRACED LENGTH / PURLIN SPACING L = 7.2 ft

(Diaphragm is not bracing member. L is different with " l " in F1.3, pg 5-47)

THE GIRDER DESIGN IS ADEQUATE.

ANALYSIS

TOTAL SUPERIMPOSED GRAVITY LOAD

P = PD + PL = 7.680 kips @ 10.0 ft o.c.

ALLOWABLE FLEXURAL STRESS (APP. F7.4, pg 5-103)

= 21.60 ksi

where A f= 7.50 in2

g = MIN[(dL - d0) / d0 , 0.268 L/d0, 6.0] = 1.05

A To = tfbf+ d0 tw / 6 = 8.65 in2

ITo = (tfbf3

+ d0 tw3

/ 6) / 12 = 90 in4

3.23 in 34.18 ksi

1.39 in 192.93 ksi

1.11 in 1.37

ALLOWABLE SHEAR STRESS (F4, pg 5-49)

= 5.63 ksi

where h = dL - 2 tf= 59 in

h / tw = 188 > 380 / Fy0.5 = 63

= 0.45

= 7.19

To

To

To

I

Ar

==

01.0 0.0230

f

Ld

Ahs g=+=

1.0 0.00385

To

Lhw

rg=+=

12000

/s fLh d As oF g ==

( )2

170000

/w

ToLhwF

rg

==

2 2

2 2

21.0 0.60 , / 3

3 6

, / 3

b y

s wb

s w b y

FyforF F F Fy y

B F F

B forF F F F

Fg

ggg

ggg

-> += +

1.75

1.0 0.25B

g==

+

0.4 , / 380

0.4 , / 380

2.89

yw

v yvy yw

for h tF Fy

C Ffor h tF F

F

= >

( )

( )

2

2

5.344.0 , / 1.0

/

4.05.34 , / 1.0

/

v

for a ha h

for a ha h

k

+

=

+ >

( )2

45000 , 0.8/

190, 0.8

/

v

y w

v

v

yw

k for Cvh tF

kfor Cv

h t F

C

=

>


4/4

(cont'd)

CHECK EACH SECTION CAPACITIES

Section HEEL 1/18 S 2/18 S 3/18 S 4/18 S 5/18 S 6/18 S 7/18 S 8/18 S MID

Distance 0 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00d (in) 22 26 30 35 39 43 47 52 56 60

I (in4) 2092 3048 4211 5592 7203 9056 11163 13536 16186 19125

Wt (plf) 73.1 77.6 82.1 86.6 91.1 95.6 100.0 104.5 109.0 113.5

V (kips) 34.92 34.54 26.46 26.04 17.92 17.45 9.28 8.77 0.56 0.00

M (ft-k) 0 174 345 477 606 694 780 825 868 869

fv (ksi) 5.08 4.22 2.78 2.40 1.47 1.30 0.63 0.54 0.03 0.00

fb (ksi) 0.00 8.96 14.98 17.73 19.62 19.83 19.85 18.86 17.94 16.361 2 4 6 9 12 16 20 25 30

fb,max = 19.85 ksi @ 20.00 ft, from heel.

< Fb = 21.60 ksi

[Satisfactory]

fv,max = 5.08 ksi @ 0.00 ft, from heel.

< Fv = 5.63 ksi [Satisfactory]

DETERMINE DEFLECTION AT MID SPAN

2.21 in ( Span / 489 ) 1.79 in ( Span / 605 )

(for camber, self Wt included.)

where E = 29000 ksi

Section HEEL 1/18 S 2/18 S 3/18 S 4/18 S 5/18 S 6/18 S 7/18 S 8/18 S MID

Distance 0.00 5.00 10.00 15.00 20.00 25.00 30.00 35.00 40.00 45.00

I S (in4) 2092 3048 4211 5592 7203 9056 11163 13536 16186 19125

mDL (ft-k) 0 116 230 304 375 406 435 422 407 351

mLL (ft-k) 0 58 115 173 230 288 346 403 461 518

munit 0.00 2.50 5.00 7.50 10.00 12.50 15.00 17.50 20.00 22.50

DDL,S 0.00 0.01 0.06 0.10 0.14 0.16 0.17 0.17 0.16 0.14

DLL,S 0.00 0.01 0.03 0.06 0.08 0.11 0.13 0.15 0.16 0.18

Technical Reference:

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

-25.00

-20.00

-15.00

-10.00

-5.00

0.00

-fb

(ksi)

Length

BENDING STRESS

-6.00

-5.00

-4.00

-3.00

-2.00

-1.00

0.00

-fv

(ksi)

Length

SHEAR STRESS

0

SDL unit

DLs

m mds

EI==D

0

SLL unit

LLs

m mds

EI==D
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WebTaperedGirder.xls