2 international conference on timber bridges · 3/10/2019 · las vegas, 2013 . two bridges built...
TRANSCRIPT
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Two Bridges Built Using Black Locust Wood
2nd International Conference on Timber Bridges
Ryan Woodward
Ted Zoli
Las Vegas, 2013
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 2
Squibb Bridge
Brooklyn, NY
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 3
FURMAN STREET
121’-0”
SQUIBB PARK
(BEYOND)
17’-0”
CL
.
5%
121’-0”
HOTEL/RESIDENTIAL
(BEYOND)
DRIVEWAY 12’-6”
CL
.
Underslung Suspension Bridge: • Highly efficient form
• Material palette from BBP
• Small dia. Black Locust
• Steel cables & connections
VIEW A-A
PLAN
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 4
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 5
Black Locust Timber:
• Sustainable • Small diameters – harvested young • Fast growth • Locally sourced • Rot resistant – no coating required
• Strong • Low shrinkage
(11.4% vol.)
Galvanized steel cables & hardware
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 7
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 8
Ratios of dry to green clear wood properties
Modulus of Rupture Modulus of Elasticity Compression Parallel to Grain
1.40 1.11 1.50
(ASTM D2555)
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 9
Locust Borer
(Megacyllene robiniae)
Lunch
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 10 Timber Piles – standard and proprietary connections
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 11
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 12
Structural Systems - Triakonta:
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 13
Turning a Black Locust Log, Cornell University, 2010
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 14
Structural Systems – Prestressed Segmented Arch:
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 15
Annular band connections on communication towers up to 40 m tall.
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 16
• Capped end connections
• Modular kit-of-parts
• Simple fabrication & erection
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 17 Four Bar Linkage
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 18
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 19
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 20
Squibb Bridge
Brooklyn, NY
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 21
TA Footbridge
Vassar College, Poughkeepsie, NY
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 22
Pressure treated wood deck, on unpainted steel beams
Advanced corrosion, significant section loss
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 23
Elevation
Axial force in lattice members (kips)
AASHTO STR-I combo
Axial force in chords & arch rib (kips)
X
Y
Z
-1.0
-1.3
-2.0
-2.5
-3.2
-5.6
X
Y
Z
60.0
-47.9
Elevation
Axial force in lattice members (kips)
AASHTO STR-I combo
Axial force in chords & arch rib (kips)
X
Y
Z
-1.0
-1.3
-2.0
-2.5
-3.2
-5.6
X
Y
Z
60.0
-47.9
Axial force in chords & arch rib (kips) Axial force in lattice members (kips)
AASHTO Strength-I Combination
Elevation
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 24
-4-2024
V0 VAB VBC VCD VD
Shea
r (k
ips)
Peg Shear Diagrams Top Chord
Section - Top Chord
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
B1
B3
B5
B7
B9
B1
1B
13
B1
5B
17
B1
9B
21
B2
3B
25
B2
7
No
. of P
egs
Bo
tto
m C
ho
rdM
ax. S
hea
r (k
ips)
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
T1 T4 T7 T10
T13
T16
T19
T22
T25
T28
No
. of P
egs
Top
Ch
ord
Max
. Sh
ear
(kip
s)
L BRIDGE (SYMM.)
C
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
A1
A3
A5
A7
A9
A1
1A
13
A1
5A
17
A1
9A
21
A2
3A
25
A2
7
No
. of P
egs
Arc
h R
ibM
ax. S
hea
r (k
ips)
Panel Point
Max Shear Force per shear plane (kips) No. of Pegs Figure 6 TA Bridge: maximum shear force per peg
shear plane and no. of pegs at each panel point.
-4-2024
V0 VAB VBC VCD VD
Shea
r (k
ips)
Peg Shear Diagrams Top Chord
Section - Top Chord
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
B1
B3
B5
B7
B9
B1
1B
13
B1
5B
17
B1
9B
21
B2
3B
25
B2
7
No
. of P
egs
Bo
tto
m C
ho
rdM
ax. S
hea
r (k
ips)
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
T1 T4 T7 T10
T13
T16
T19
T22
T25
T28
No
. of P
egs
Top
Ch
ord
Max
. Sh
ear
(kip
s)
L BRIDGE (SYMM.)
C
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
A1
A3
A5
A7
A9
A1
1A
13
A1
5A
17
A1
9A
21
A2
3A
25
A2
7
No
. of P
egs
Arc
h R
ibM
ax. S
hea
r (k
ips)
Panel Point
Max Shear Force per shear plane (kips) No. of Pegs Figure 6 TA Bridge: maximum shear force per peg
shear plane and no. of pegs at each panel point.
Mode V (peg shear failure)
(Miller, Schmidt, & Bulleit)
TA Footbridge Peg Shear Diagrams
Sh
ear
(k
ips)
4
2
0
2
4
Section – Top Chord
Yield modes of failure for doweled connections
(Timber Framers Guild)
1 2 3
1 2 3
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 25
Elevation
Axial force in lattice members (kips)
AASHTO STR-I combo
Axial force in chords & arch rib (kips)
X
Y
Z
-1.0
-1.3
-2.0
-2.5
-3.2
-5.6
X
Y
Z
60.0
-47.9
-4-2024
V0 VAB VBC VCD VD
Shea
r (k
ips)
Peg Shear Diagrams Top Chord
Section - Top Chord
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
B1
B3
B5
B7
B9
B1
1B
13
B1
5B
17
B1
9B
21
B2
3B
25
B2
7
No
. of P
egs
Bo
tto
m C
ho
rdM
ax. S
hea
r (k
ips)
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
T1 T4 T7 T10
T13
T16
T19
T22
T25
T28
No
. of P
egs
Top
Ch
ord
Max
. Sh
ear
(kip
s)
L BRIDGE (SYMM.)
C
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
A1
A3
A5
A7
A9
A1
1A
13
A1
5A
17
A1
9A
21
A2
3A
25
A2
7
No
. of P
egs
Arc
h R
ibM
ax. S
hea
r (k
ips)
Panel Point
Max Shear Force per shear plane (kips) No. of Pegs Figure 6 TA Bridge: maximum shear force per peg
shear plane and no. of pegs at each panel point.
-4-2024
V0 VAB VBC VCD VD
Shea
r (k
ips)
Peg Shear Diagrams Top Chord
Section - Top Chord
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
B1
B3
B5
B7
B9
B1
1B
13
B1
5B
17
B1
9B
21
B2
3B
25
B2
7
No
. of P
egs
Bo
tto
m C
ho
rdM
ax. S
hea
r (k
ips)
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
T1 T4 T7 T10
T13
T16
T19
T22
T25
T28
No
. of P
egs
Top
Ch
ord
Max
. Sh
ear
(kip
s)
L BRIDGE (SYMM.)
C
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
A1
A3
A5
A7
A9
A1
1A
13
A1
5A
17
A1
9A
21
A2
3A
25
A2
7
No
. of P
egs
Arc
h R
ibM
ax. S
hea
r (k
ips)
Panel Point
Max Shear Force per shear plane (kips) No. of Pegs Figure 6 TA Bridge: maximum shear force per peg
shear plane and no. of pegs at each panel point.
-4-2024
V0 VAB VBC VCD VD
Shea
r (k
ips)
Peg Shear Diagrams Top Chord
Section - Top Chord
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
B1
B3
B5
B7
B9
B1
1B
13
B1
5B
17
B1
9B
21
B2
3B
25
B2
7
No
. of P
egs
Bo
tto
m C
ho
rdM
ax. S
hea
r (k
ips)
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
T1 T4 T7 T10
T13
T16
T19
T22
T25
T28
No
. of P
egs
Top
Ch
ord
Max
. Sh
ear
(kip
s)
L BRIDGE (SYMM.)
C
0
1
2
3
4
0.00.51.01.52.02.53.03.54.0
A1
A3
A5
A7
A9
A1
1A
13
A1
5A
17
A1
9A
21
A2
3A
25
A2
7
No
. of P
egs
Arc
h R
ibM
ax. S
hea
r (k
ips)
Panel Point
Max Shear Force per shear plane (kips) No. of Pegs Figure 6 TA Bridge: maximum shear force per peg
shear plane and no. of pegs at each panel point. Computed shear force per peg shear plane
Axial force in chords & arch rib (kips) Axial force in lattice members (kips)
AASHTO Strength-I Combination
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 26
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 27
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 28
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 29
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 30
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 31
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 32
Testing Full-Size Members for Squibb Bridge
(Univ. of Maine)
150 mm diameter x 1.83 m logs
(6” dia. x 72”)
50 mm x 200 mm x 2.49 m beams
(4” x 10½” x 98”)
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 33
Compression
Parallel to Grain n
Ultimate
Compressive Strength
Modulus of
Elasticity
Moisture
Content
Specific
Gravity
Me
an (
ksi)
CO
V (
%)
PT
L
Me
an (
ksi)
CO
V (
%)
MC
(%
)
CO
V (
%)
Me
an
CO
V (
%)
FPL
Wh
ite
Oak
20 3,560 18 2,321 * 1,250 22 Grn - 0.60 10
FPL
Bla
ck
Locu
st
20 6,800 18 4,434 * 1,850 22 Grn - 0.66 10
Sq
uib
b
Bri
dg
e
45 5,219 12.2 4,051 * 1,770 16.2 24.8 17.0 0.61 4.1
TA
Foo
t
bri
dg
e
41 7,156 20.8 4,424 * 1,327 49.5 - - - -
Compression Strength: Two rounds of testing
* PTL = lower 5% at 75% confidence
(ASTM D2915)
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TWO BRIDGES BUILT USING BLACK LOCUST WOOD 34
0
5
10
15
20
25
1,0
00
2,0
00
3,0
00
4,0
00
5,0
00
6,0
00
7,0
00
8,0
00
9,0
00
10
,00
01
1,0
00
Co
un
ts
UCS (psi)
0
5
10
15
20
25
1,0
00
2,0
00
3,0
00
4,0
00
5,0
00
6,0
00
7,0
00
8,0
00
9,0
00
10
,00
01
1,0
00
Co
un
ts &
Wei
bu
ll P
rob
abili
ty
UCS (psi)
0
5
10
15
20
25
1,0
00
2,0
00
3,0
00
4,0
00
5,0
00
6,0
00
7,0
00
8,0
00
9,0
00
10
,00
01
1,0
00
UCS (psi)
Block ABlock BCombined WeibullBlock A WeibullBlock B Weibull
Compression Strength: Two rounds of testing
Squibb Bridge
TA Footbridge
Use caution drawing comparisons.
It may not be reasonable to combine the data sets.
≠