View
220
Download
0
Category
Preview:
Citation preview
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
=
>
7/29/2019 WebTaperedGirder.xls
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
7/29/2019 WebTaperedGirder.xls
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
=
>
7/29/2019 WebTaperedGirder.xls
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
http://www.engineering-international.com/http://www.engineering-international.com/Recommended