Structures Project: arbutus corridor metro stop
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Transcript of Structures Project: arbutus corridor metro stop
Process
The Arbutus Corridor, like a snake, slithers through the city of Vancouver. There are many parts along the corridor which are straight, but also parts where there are sharp curves. When approaching the design of the metro station I knew I wanted to make a design that was modular in both a straight formation as well as a curved formation.
The form of the shelter was inspired by the scales of a snake. When the axis they are placed on bends the shelters are able to bend with it.
The other theme of the shelter is pushing structure to the limit. The goal was to see how far and thin a steel cantilever could get under extreme snow loads.
3.5’3’2.75’3.75’ 7.5’
12’
Plan 1/2”=1’
12’
12’
Elevation1/2”=1’
20’
12’
Elevation 1/4”=1’
Section1/4”=1’
“Fatty” “Skinny”
The initial iteration resulted in a very thick, very large shelter. The results from the initial design were then imputed into the design spreadsheet. The output from the spreadsheet provided optimized member sections.
The problem with the new optimized shelter was that the max deflection was now being met in multiframe. This may be because of the geometry of the design.
HSS 20x8x5/8HSS18x6x5/8HSS 12x4x5/8HSS 10x4x5/8HSS 8x6x5/8
HSS 10x8x1/4HSS 8x6x1/4HSS 6x3x1/4HSS 5x3x1/4
Utilization30%14%11%12%13%
Utilization96%91%76%93%
Framing Process
Final Combined Frame
HSS 20x8x5/8HSS 18x6x5/8HSS 10x6x5/8HSS 6x5x1/4HSS 5x3x1/4W 5x16
The utilized “skinny” frame was not holding to the de�ection it was supposed to support so the new design strategy was to combine aspects of both “Skinny” and “Fatty”. The result was a sleeker, more e�cient structure that barley met the de�ection requirements of multiframe. As far as the new utilization of the members, you are just going to have to read the rest of the booklet.
Multiframe
Snow Load = (.75)25PSF
Dead Load = 15 PSF
+Self Weight
Wind Load = (.75)240 PLF
Max Actual = 1.30”Allowable = 1.33”
DeflectionThe entire structure can be treated as one cantilever therefore:
20’x12”180Allowable = = 1.33”
After many iterations mulitframe displayed a deflection that was just barely under the limit. This is pushing the structure to the limit.
LoadsBecause there is no traditional hierarchy in the structure the lateral load was applied over the entire length of the rib. The snow and dead load were applied directly between the two rib spans.
FramingHSS 20x8x5/8HSS 18x6x5/8HSS 10x6x5/8HSS 6x5x1/4HSS 5x3x1/4W 5x16
Strong Axis Moment DiagramDue to the structure being a gigantic cantilever there is massive moment built up at the base of the structural ribs. The concept behind this structure was to push steel to the limits, and this massive moment is the main adversary.
Weak Axis Moment DiagramThe weak axis will mostly be resisting the lateral wind load. Therefore the moment will be much less than the strong axis moment.
MaxM=38k-ft
MaxM=6k-ft
MaxC=4.12K
MaxT=1.46K
Axial Loads DiagramThe combination of lateral winds and heavy loads creates very large outputs for the axial loads. When the wind is applied to the front rib the combined loads create a max axial load at the back for the back rib.
Max BeamW 5x16
0.027,-0.018,0
0.027,-0.018,-0
x
y
z Beam Deflection
Max Strong Axis Moment1.104 K-ft
Max Weak Axis Moment0.364 K-ft
Max Axial Force0.566 K
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
Scho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mat
eria
l Pro
pert
ies:
Sect
ion
Prop
ertie
s:S
teel
Typ
e:A3
6S
ectio
n:W
5X16
F y:
36ks
iA
rea:
3.83
in2
F u:
58ks
iE
:29
000
ksi
Axi
s X-
X (S
trong
Axi
s)A
xis
Y-Y
(Wea
k A
xis)
I x:11
.3in
4I y:
3.86
in4
Sx:
5.46
in3
Sy:
1.9
in3
r x:1.
72in
r y:1
in
Mem
ber D
ata:
Mem
ber I
D:
Bea
m 1
Ax
ial P
rope
rtie
s (C
olum
n B
uckl
ing)
:U
nbra
ced
Leng
th -
X-A
xis:
10.3
42ft
Unb
race
d Le
ngth
- Y
-Axi
s:10
.342
ftK
-Con
ditio
n:a
K-C
ondi
tion:
aK
-Val
ue:
0.65
K-V
alue
:0.
65
Mem
ber L
oads
:A
xial
Com
pres
sion
P:
0.66
6ki
psM
omen
t - S
trong
Axi
s:M
x M
AX:
0.51
9ki
p-ft
Mom
ent -
Wea
k A
xis:
My
MA
X:0.
364
kip-
ft
Axia
l - T
ensi
on C
heck
[AIS
C S
pec
D1]
:U
tiliz
atio
n:f t:
N/A
ksi
F t
:22
ksi
N
/A
Axia
l - C
ompr
essi
on C
heck
[AIS
C S
pec
E2]:
Stro
ng A
xis
- X:
Wea
k A
xis
- X:
KL/
r x:46
.9
KL/
r x:80
.7<-
- Gov
erns
Cc:
126.
1
Gov
erni
ng E
ffect
ive
Sle
nder
ness
Rat
io:
KL/
r =80
.7<
Cc =
126.
1Th
eref
ore,
use
EQ
N E
2-1
[AIS
C]
Util
izat
ion:
f c:0.
17ks
i<
F c:
15.3
ksi
OK
1.1%
Flex
ure
Che
ck -
Stro
ng A
xis
[AIS
C S
pec.
F1]
:F b
x = 0
.6F y
Util
izat
ion:
f bx:
1.14
ksi
<F b
x:22
ksi
OK
5.3%
Flex
ure
Che
ck -
Wea
k Ax
is [A
ISC
Spe
c. F
2]:
F by =
0.7
5Fy
Util
izat
ion:
f by:
2.30
ksi
<F b
y:27
ksi
OK
8.5%
Cc
�2 �
2E
F y
W S
hape
sS
truct
ural
Des
ign
- Ste
el D
esig
n S
prea
dshe
etC
opyr
ight
© 2
011
by M
ark
Don
ofrio
1 of
2
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
S cho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mem
ber I
D:
Bea
m 1
Com
bine
d St
ress
Che
ck:
Axia
l Com
pres
sion
and
Ben
ding
[AIS
C S
pec
H1]
:
F' ex:
67.9
ksi
F' ey:
22.9
ksi
Cm
x:1
Cm
y:1
AISC
EQ
N H
1-1
AISC
EQ
N H
1-2
fa/F
a:0.
01<
0.15
AISC
EQ
N H
1-3
0.01
+0.
05+
0.09
=0.
15<
1.0
OK
Sect
ion
is s
atis
fact
ory
Axia
l Ten
sion
and
Ben
ding
[AIS
C S
pec
H2]
:
AISC
EQ
N H
2-1
f a F a�
Cmxf b
x
1�
f a F' ex
� � � � � � F
bx
�C
myf b
y
1�
f a F' ey
� � � � � � � � F
by
�1.0
f a0.60
F y�
f bx
F bx
�f b
y
F by
�1.0
f a F a�
f bx
F bx
�f b
y
F by
�1.0
f a F t�
f bx
F bx
�f b
y
F by
�1.0
W S
hape
sS
truct
ural
Des
ign
- Ste
el D
esig
n S
prea
dshe
etC
opyr
ight
© 2
011
by M
ark
Don
ofrio
2 of
2
Rib Piece 1HSS 5x3x1/4
0.065,-0.399,-0.162
0.141,-1.132,-0.072
x
y
z
Max Deflection
Max Strong Axis Moment1.485 K-ft
Max Weak Axis Moment0.671 K-ft
Max Axial Force1.04 K 1.04
0.79
0
x
y
z
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
Scho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mat
eria
l Pro
pert
ies:
Sect
ion
Prop
ertie
s:S
teel
Typ
e:A5
00 -
B (R
ect)
Sec
tion:
HSS
5X3X
1/4
F y:
46ks
iA
rea:
3.37
in2
F u:
58ks
iE
:29
000
ksi
Axi
s X-
X (S
trong
Axi
s)A
xis
Y-Y
(Wea
k A
xis)
I x:10
.7in
4I y:
4.81
in4
Sx:
4.29
in3
Sy:
3.21
in3
r x:1.
78in
r y:1.
19in
Mem
ber D
ata:
Mem
ber I
D:
Rib
Pie
ce 1
Axia
l Pro
pert
ies
(Col
umn
Buc
klin
g):
Unb
race
d Le
ngth
- X-
Axi
s:9.
12ft
Unb
race
d Le
ngth
- Y
-Axi
s:9.
12ft
K-C
ondi
tion:
eK
-Con
ditio
n:e
K-V
alue
:2.
1K
-Val
ue:
2.1
Mem
ber L
oads
:A
xial
Tens
ion
P:
1.04
kips
Mom
ent -
Stro
ng A
xis:
Mx
MA
X:1.
485
kip-
ftM
omen
t - W
eak
Axi
s:M
y M
AX:
0.67
1ki
p-ft
Axia
l - T
ensi
on C
heck
[AIS
C S
pec
D1]
:U
tiliz
atio
n:f t:
0.31
ksi
<F t
:28
ksi
OK
1.1%
Axia
l - C
ompr
essi
on C
heck
[AIS
C S
pec
E2]:
Stro
ng A
xis
- X:
Wea
k A
xis
- X:
KL/
r x:12
9.1
K
L/r x:
193.
1<-
- Gov
erns
Cc:
111.
6
Gov
erni
ng E
ffect
ive
Sle
nder
ness
Rat
io:
KL/
r =19
3.1
C
c =
111.
6Th
eref
ore,
use
EQ
N E
2-1
[AIS
C]
Util
izat
ion:
f c:N
/Aks
i
F c:
-13.
8ks
i
N/A
Flex
ure
Che
ck -
Stro
ng A
xis
[AIS
C S
pec.
F1]
:F b
x = 0
.6F y
Util
izat
ion:
f bx:
4.15
ksi
<F b
x:28
ksi
OK
15.1
%
Flex
ure
Che
ck -
Wea
k Ax
is [A
ISC
Spe
c. F
2]:
F by =
0.7
5Fy
Util
izat
ion:
f by:
2.51
ksi
<F b
y:35
ksi
OK
7.3%
Cc
22E
F y
HSS
Rec
tang
ular
Stru
ctur
al D
esig
n - S
teel
Des
ign
Spr
eads
heet
Cop
yrig
ht ©
201
1 by
Mar
k D
onof
rio1
of 2
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
S cho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mem
ber I
D:
Rib
Pie
ce 1
Com
bine
d St
ress
Che
ck:
Axia
l Com
pres
sion
and
Ben
ding
[AIS
C S
pec
H1]
:
F' ex:
9.0
ksi
F' ey:
4.0
ksi
Cm
x:1
Cm
y:1
AISC
EQ
N H
1-1
AISC
EQ
N H
1-2
AISC
EQ
N H
1-3
Axia
l Ten
sion
and
Ben
ding
[AIS
C S
pec
H2]
:
AISC
EQ
N H
2-1
0.01
+0.
15+
0.07
=0.
23<
1.0
OK
Sect
ion
is s
atis
fact
ory
f a F a�
Cmxf b
x
1�
f a F' ex
� � � � � � F
bx
�C
myf b
y
1�
f a F' ey
� � � � � � � � F
by
�1.0
f a0.60
F y�
f bx
F bx
�f b
y
F by
�1.0
f a F a�
f bx
F bx
�f b
y
F by
�1.0
f a F t�
f bx
F bx
�f b
y
F by
�1.0
HSS
Rec
tang
ular
Stru
ctur
al D
esig
n - S
teel
Des
ign
Spr
eads
heet
Cop
yrig
ht ©
201
1 by
Mar
k D
onof
rio2
of 2
Rib Piece 2HSS 10x6x5/8
Max Strong Axis Moment12.762 K-ft
Max Weak Axis Moment1.624K-ft
Max Axial Force1.652 K
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
Scho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mat
eria
l Pro
pert
ies:
Sect
ion
Prop
ertie
s:S
teel
Typ
e:A5
00 -
B (R
ect)
Sec
tion:
HSS
10X6
X5/8
F y:
46ks
iA
rea:
16.4
in2
F u:
58ks
iE
:29
000
ksi
Axi
s X-
X (S
trong
Axi
s)A
xis
Y-Y
(Wea
k A
xis)
I x:20
1in
4I y:
89.4
in4
Sx:
40.2
in3
Sy:
29.8
in3
r x:3.
5in
r y:2.
34in
Mem
ber D
ata:
Mem
ber I
D:
Rib
Pie
ce 2
Axia
l Pro
pert
ies
(Col
umn
Buc
klin
g):
Unb
race
d Le
ngth
- X-
Axi
s:4.
6ft
Unb
race
d Le
ngth
- Y
-Axi
s:2.
3ft
K-C
ondi
tion:
eK
-Con
ditio
n:e
K-V
alue
:2.
1K
-Val
ue:
2.1
Mem
ber L
oads
:A
xial
Tens
ion
P:
1.65
kips
Mom
ent -
Stro
ng A
xis:
Mx
MA
X:12
.7ki
p-ft
Mom
ent -
Wea
k A
xis:
My
MA
X:1.
624
kip-
ft
Axia
l - T
ensi
on C
heck
[AIS
C S
pec
D1]
:U
tiliz
atio
n:f t:
0.10
ksi
<F t
:28
ksi
OK
0.4%
Axia
l - C
ompr
essi
on C
heck
[AIS
C S
pec
E2]:
Stro
ng A
xis
- X:
Wea
k A
xis
- X:
KL/
r x:33
.1<-
- Gov
erns
KL/
r x:24
.8
Cc:
111.
6
Gov
erni
ng E
ffect
ive
Sle
nder
ness
Rat
io:
KL/
r =33
.1
Cc =
111.
6Th
eref
ore,
use
EQ
N E
2-1
[AIS
C]
Util
izat
ion:
f c:N
/Aks
i
F c:
24.8
ksi
N
/A
Flex
ure
Che
ck -
Stro
ng A
xis
[AIS
C S
pec.
F1]
:F b
x = 0
.6F y
Util
izat
ion:
f bx:
3.79
ksi
<F b
x:28
ksi
OK
13.7
%
Flex
ure
Che
ck -
Wea
k Ax
is [A
ISC
Spe
c. F
2]:
F by =
0.7
5Fy
Util
izat
ion:
f by:
0.65
ksi
<F b
y:35
ksi
OK
1.9%
Cc
22E
F y
HSS
Rec
tang
ular
Stru
ctur
al D
esig
n - S
teel
Des
ign
Spr
eads
heet
Cop
yrig
ht ©
201
1 by
Mar
k D
onof
rio1
of 2
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
S cho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mem
ber I
D:
Rib
Pie
ce 2
Com
bine
d St
ress
Che
ck:
Axia
l Com
pres
sion
and
Ben
ding
[AIS
C S
pec
H1]
:
F' ex:
136.
1ks
iF' ey
:24
3.4
ksi
Cm
x:1
Cm
y:1
AISC
EQ
N H
1-1
AISC
EQ
N H
1-2
AISC
EQ
N H
1-3
Axia
l Ten
sion
and
Ben
ding
[AIS
C S
pec
H2]
:
AISC
EQ
N H
2-1
0.00
+0.
14+
0.02
=0.
16<
1.0
OK
Sect
ion
is s
atis
fact
ory
f a F a�
Cmxf b
x
1�
f a F' ex
� � � � � � F
bx
�C
myf b
y
1�
f a F' ey
� � � � � � � � F
by
�1.0
f a0.60
F y�
f bx
F bx
�f b
y
F by
�1.0
f a F a�
f bx
F bx
�f b
y
F by
�1.0
f a F t�
f bx
F bx
�f b
y
F by
�1.0
HSS
Rec
tang
ular
Stru
ctur
al D
esig
n - S
teel
Des
ign
Spr
eads
heet
Cop
yrig
ht ©
201
1 by
Mar
k D
onof
rio2
of 2
Rib Piece 3HSS 20x8x5/8
Max Strong Axis Moment38.869 K-ft
Max Weak Axis Moment6.558K-ft
Max Axial Force2.594 K
38.869
29.547
x
y
z
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
Scho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mat
eria
l Pro
pert
ies:
Sect
ion
Prop
ertie
s:S
teel
Typ
e:A5
00 -
B (R
ect)
Sec
tion:
HSS
20X8
X5/8
F y:
46ks
iA
rea:
30.3
in2
F u:
58ks
iE
:29
000
ksi
Axi
s X-
X (S
trong
Axi
s)A
xis
Y-Y
(Wea
k A
xis)
I x:14
40in
4I y:
338
in4
Sx:
144
in3
Sy:
84.6
in3
r x:6.
89in
r y:3.
34in
Mem
ber D
ata:
Mem
ber I
D:
Rib
Pie
ce 2
Axia
l Pro
pert
ies
(Col
umn
Buc
klin
g):
Unb
race
d Le
ngth
- X-
Axi
s:4
ftU
nbra
ced
Leng
th -
Y-A
xis:
4ft
K-C
ondi
tion:
eK
-Con
ditio
n:e
K-V
alue
:2.
1K
-Val
ue:
2.1
Mem
ber L
oads
:A
xial
Com
pres
sion
P:
2.59
4ki
psM
omen
t - S
trong
Axi
s:M
x M
AX:
38.8
69ki
p-ft
Mom
ent -
Wea
k A
xis:
My
MA
X:6.
58ki
p-ft
Axia
l - T
ensi
on C
heck
[AIS
C S
pec
D1]
:U
tiliz
atio
n:f t:
N/A
ksi
F t
:28
ksi
N
/A
Axia
l - C
ompr
essi
on C
heck
[AIS
C S
pec
E2]:
Stro
ng A
xis
- X:
Wea
k A
xis
- X:
KL/
r x:14
.6
KL/
r x:30
.2<-
- Gov
erns
Cc:
111.
6
Gov
erni
ng E
ffect
ive
Sle
nder
ness
Rat
io:
KL/
r =30
.2<
Cc =
111.
6Th
eref
ore,
use
EQ
N E
2-1
[AIS
C]
Util
izat
ion:
f c:0.
09ks
i<
F c:
25.1
ksi
OK
0.3%
Flex
ure
Che
ck -
Stro
ng A
xis
[AIS
C S
pec.
F1]
:F b
x = 0
.6F y
Util
izat
ion:
f bx:
3.24
ksi
<F b
x:28
ksi
OK
11.7
%
Flex
ure
Che
ck -
Wea
k Ax
is [A
ISC
Spe
c. F
2]:
F by =
0.7
5Fy
Util
izat
ion:
f by:
0.93
ksi
<F b
y:35
ksi
OK
2.7%
Cc
22E
F y
HSS
Rec
tang
ular
Stru
ctur
al D
esig
n - S
teel
Des
ign
Spr
eads
heet
Cop
yrig
ht ©
201
1 by
Mar
k D
onof
rio1
of 2
DEP
ARTM
ENT
OF
ARC
HIT
ECTU
RE
S cho
ol o
f Arc
hite
ctur
e an
d Al
lied
Arts
Uni
vers
ity o
f Ore
gon
Arch
itect
ure
462/
562
Don
ofrio
/Duf
fW
inte
r
Des
igne
r:G
TF:
Dyl
an C
urle
yR
yan
Cha
mpa
gne
Mem
ber I
D:
Rib
Pie
ce 2
Com
bine
d St
ress
Che
ck:
Axia
l Com
pres
sion
and
Ben
ding
[AIS
C S
pec
H1]
:
F' ex:
697.
7ks
iF' ey
:16
4.0
ksi
Cm
x:1
Cm
y:1
AISC
EQ
N H
1-1
AISC
EQ
N H
1-2
fa/F
a:0.
00<
0.15
AISC
EQ
N H
1-3
0.00
+0.
12+
0.03
=0.
15<
1.0
OK
Sect
ion
is s
atis
fact
ory
Axia
l Ten
sion
and
Ben
ding
[AIS
C S
pec
H2]
:
AISC
EQ
N H
2-1
f a F a�
Cmxf b
x
1�
f a F' ex
� � � � � � F
bx
�C
myf b
y
1�
f a F' ey
� � � � � � � � F
by
�1.0
f a0.60
F y�
f bx
F bx
�f b
y
F by
�1.0
f a F a�
f bx
F bx
�f b
y
F by
�1.0
f a F t�
f bx
F bx
�f b
y
F by
�1.0
HSS
Rec
tang
ular
Stru
ctur
al D
esig
n - S
teel
Des
ign
Spr
eads
heet
Cop
yrig
ht ©
201
1 by
Mar
k D
onof
rio2
of 2