HomeMy WebLinkAboutCOW 2020-09-28 Item 4E - Report - 42nd Avenue South Bridge In-Depth Inspection ResultsITEM INFORMATION
STAFF SPONSOR: ADAM COX ORIGINAL AGENDA DATE: 9/28/20
AGENDA ITEM TITLE 42nd Ave South Bridge Replacement
Bridge Results from In-Depth Inspection
CATEGORY Discussion Motion Resolution Ordinance Bid Award Public Hearing Other
Mtg Date 09/28/20 Mtg Date Mtg Date Mtg Date Mtg Date Mtg Date Mtg Date
SPONSOR Council Mayor HR DCD Finance Fire TS P&R Police PW Court
SPONSOR’S
SUMMARY
An in-depth inspection of the 42nd Ave South Bridge was conducted over three days from
July 22 to July 24, 2020. The 42nd Ave S Bridge was built in 1949 and currently has a
sufficiency rating of 7.56 out of 100. The inspection shows corrosion and rust along with
damage to several sway bracing members due to oversized trucks striking the overhead
members. Overall, if traffic abides to the posted weight, speed, and occupancy restrictions,
the deterioration of the bridge will be minimal, but it is approaching its life span.
REVIEWED BY Trans&Infrastructure CommunitySvs/Safety Finance Comm. Planning/Economic Dev.
LTAC Arts Comm. Parks Comm. Planning Comm.
DATE: 09/21/2020 COMMITTEE CHAIR: C. DELOSTRINOS JOHNSON
RECOMMENDATIONS:
SPONSOR/ADMIN. Public Works Department
COMMITTEE Forward to Committee of the Whole
COST IMPACT / FUND SOURCE
EXPENDITURE REQUIRED AMOUNT BUDGETED APPROPRIATION REQUIRED
$0.00 $0.00 $0.00
Fund Source:
Comments:
MTG. DATE RECORD OF COUNCIL ACTION
09/28/20
MTG. DATE ATTACHMENTS
09/28/20 Informational Memorandum dated 09/18/20
Bridge Memo Report
Bridge Inspection Photos
Minutes from Transportation and Infrastructure Committee meeting of 09/21/20
COUNCIL AGENDA SYNOPSIS
----------------------------------Initials --------------------------------- ITEM NO.
Meeting Date Prepared by Mayor’s review Council review
09/28/20 GL 4.E.
57
58
INFORMATIONAL MEMORANDUM
TO: Transportation and Infrastructure Committee
FROM: Hari Ponnekanti, Interim Public Works Director
BY: Adam Cox, Transportation Project Manager
CC: Mayor Allan Ekberg
DATE: September 18, 2020
SUBJECT: 42nd Avenue South Bridge In-Depth Inspection
Project No. 91810404
Bridge Results
ISSUE
Provide results from the in-depth inspection of the 42nd Avenue South Bridge. The Committee
received a status report in August 2020 on the bridge closure that was necessary for the inspection
to be safely completed and the feedback the City received during and after the closure.
BACKGROUND
Currently, the 42nd Ave S Bridge has a sufficiency rating of 7.56 out of 100, per King County Road
Division’s inspection. Sufficiency ratings are calculated by a formula implemented by the Federal
Highway Administration to inventory the nation’s infrastructure, and to determine allocation of
federal funds for bridge replacement. Some of the considerations in establishing a bridge’s rating
include:
• Structural Adequacy
• Serviceability and Functional Obsolescence
• Special Reductions
In December 2019, the full Council supported staff’s recommendation to perform additional analysis
beyond the routine scope of inspection that King County normally performs on the City’s bridges.
The City contracted with TranTech Engineering for a more in-depth structural inspection in the
amount of $39,884.00. This in-depth inspection provides a better understanding of how the bridge
steel is performing internally. During the inspection, the 42nd Ave S Bridge was closed to all
vehicular traffic to allow the inspectors to safely maneuver on the bridge. The inspection was
delayed due to the Seattle Department of Transportation (SDOT) restricting the use of the Under-
Bridge Inspection Truck (UBIT) due to the West Seattle Bridge closure and COVID-19 measures.
The UBIT inspection was conducted on July 22 and 23, 2020, allowing inspectors access to the
steel members under the 42nd Ave S Bridge. The inspectors then used a boom lift on July 24 to
access the connection points at the top of the bridge.
ANALYSIS
The 42nd Ave S Bridge has areas of section loss and corrosion (i.e. an element has lost area from
its original design/constructed area, affecting its engineering properties) that had been painted over
in the last painting of the bridge. This analysis shows that the corrosion is particularly true along the
lower chord and gusset plates. In some areas, the corrosion is becoming active again with minimal
59
42nd Ave South Bridge In-depth Inspection
September 18, 2020
Page 2
https://tukwilawa.sharepoint.com/sites/publicworks/engineering/PW Drop Box/01 TIC Agenda/2020 Agenda Items/TIC 09-21-2020/03. 42nd Ave S Bridge In-Depth Report/InfoMemo_42nd
Ave Inspection Results_2020-09-21.docx
section loss at the panel points. Most diagonal members that are in compression have rust along
seams where two of the steel beams have been secured together with rivets. The corrosion along
the seam is causing the rivet heads to deflect along the diagonal members. Additionally, there is
seam rust along most vertical steel members and along sway bracing with areas of rust with
minimal section loss. Several sway bracing members have high load impact damage due to
oversized trucks striking the overhead members, which have caused upward deflection in flange
angles. The observed section loss and deflection in the steel members are within design standards
given the age of the bridge but should continue to be monitored to observe if the corrosion or
section loss is expanding or becoming an issue.
According to the attached TranTech report, the results of in-depth inspection and the subsequent
analysis showcase that the deficiencies observed/measured do not require further weight
restrictions for the 42nd Ave S Bridge. It is of the opinion of the Professional Engineer who
performed the analysis, that if the truck traffic continues to abide by the posted weight, speed, and
occupancy restrictions, the deterioration of the bridge will be minimal. However, in the event of a
catastrophic event (e.g., earthquake, flood, or major impact damage), the bridge is highly
susceptible to damage that could require a full shutdown and further analysis.
The results from the inspection and analysis also confirm that the 42nd Ave S Bridge is approaching
the end of its service life. Without replacement or major maintenance repairs, it will require more
and more restrictions for its continued safe use in the coming years. Maintenance projects have
been studied from the past and it has been determined that the cost of repairing the bridge would
exceed the replacement cost and a full replacement of the bridge would still need to occur.
NEXT STEPS
The 42nd Ave S Bridge will continue to receive interim inspections to monitor its concrete piers and
will continue to receive annual inspections and biennial fracture critical inspections performed by
King County. Public Works staff will continue with the bridge replacement design and explore
multiple funding sources to replace the structure. Following receipt of the in-depth inspection, staff
continues to believe that this is an important project to pursue diligently.
As early as 2016, the City recognized the issues with this important bridge, the magnitude of
required rehabilitation, and the scope of a potential replacement project. Projects of this scale
historically take years and sometimes decades to develop and fund. As such, the City has been
correctly prudent to start the work on the 42nd Ave S Bridge before the end of the bridge’s designed
service life.
Attachments: Bridge Memo Report
Bridge Inspection Pictures
60
TranTech Engineering, LLC
365 – 118th Ave SE, Suite 100, Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
42nd AVE S BRIDGE INSPECTION EXECUTIVE SUMMARY
Date: September 9, 2020
To: City of Tukwila
From: Kash Nikzad, PhD, P.E.
Re: 42nd Ave S Bridge Inspection Executive Summary
TranTech Engineering (TranTech) and Fickett Structural Solutions (Fickett) teamed up to provide an in-
depth fracture critical inspection of the 42nd Avenue South Bridge under City of Tukwila (Tukwila)
Contract Number 20-030. The field inspection was performed by Fickett on July 22-24, 2020. The
inspection details are presented in Appendix A and have been used to form an opinion of the ability of
the existing truss to continue to safely serve with continued proper management and monitoring.
Background
The 42nd Avenue South Bridge is a 3-span 280-foot-long bridge built in 1949. The bridge is composed
of a 220-foot-long fracture critical steel thru-truss main span with 30-foot-long concrete T-beam
approach spans at each end. A critical feature of the bridge is it’s extreme 38° skew, a design aspect that
has contributed to its current condition rating. The existing bridge has a sufficiency rating of 7.53 and is
both Structurally Deficient and Functionally Obsolete.
The Sufficiency rating (SR) is a method of evaluating highway bridge data by calculating four separate
factors to obtain a numeric value which is indicative of bridge sufficiency to remain in service. The
result of this method is a percentage in which 100 percent would represent an entirely sufficient bridge
and zero percent would represent an entirely insufficient or deficient bridge. The four factors are:
1. Structural Adequacy and Safety
2. Serviceability and Functional Obsolescence
3. Essentiality for Public Use
4. Other Special Reductions for bridges where the first three factors sum to less than a score of 50.
The SR is not a direct indication of the service life remaining but is an evaluation of the condition of the
bridge, how it fits the route it serves, and what kind of demand route puts on the bridge. Historically, the
SR has been used as a funding eligibility measurement and ranking tool. In addition, structural
deficiency has been given priority over functionality and risk-based deficiencies in funding decisions.
As long as the bridge is managed properly, it can be safely used. This management of the structure
usually means a reduction in service to the travelling public. As a result, the 42nd Avenue Truss has been
load-restricted to limit additional damage from the high volume of trucks crossing the bridge each day.
The current SR is a combination of its functional problems, how important it is to the traveling public,
and its deteriorating condition.
Analysis shows that the 42nd Avenue Truss is at risk during a seismic event, but in order to seek funding
from the Local Agency Bridge Program, Tukwila must show condition issues. This has been done
through analysis and inspection. While the bridge’s condition does not indicate imminent collapse, it
does point to the risk of collapse during a major seismic event and/or the continued accumulation of
fatigue stresses in the fracture critical bridge which at some point may result in a fracture collapse. A
fracture critical bridge is constructed of steel and has only two major load carrying components. In the
61
TranTech Engineering, LLC
365 – 118th Ave SE, Suite 100, Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
case of the 42nd Ave S Bridge, these primary load carrying components are the two longitudinal steel
trusses.
In-depth Inspection
To further ensure the safety of the load-posted 42nd Ave S Bridge, Tukwila requested that TranTech
provide an in-depth inspection to ensure its continued safe use. The attached inspection report tabulates
and locates the condition of each main span truss element. Below is a summary of the in-depth
inspection results provided by the bridge inspectors from Fickett Structural Solutions:
The structure has areas of painted over section loss in localized areas along the lower chord and gusset
plates. In some areas, the corrosion is becoming active again with minimal section loss at panel points.
There are large amounts of debris and guano in most lower panel points and some upper panel points.
Most diagonal compression members have pack rust along seams between rivet heads causing up to
1/8” deflection along the member. There is seam rust along most vertical members and along sway
bracing with areas of pack rust up to 1/4” and 1/16” section loss. Several sway bracing members have
high load impact damage which have caused upward deflection in flange angles. The paint system has
widespread areas of peeling paint with surface corrosion present.
Concluding Remarks
Based on this in-depth inspection, it is TranTech’s opinion that the bridge can safely continue to serve at
a restricted level barring a large-scale seismic event. This continued use must be monitored by more
frequent inspections and adjusted as necessary while the process of funding and designing the
replacement bridge continues.
These results also confirm that the bridge is approaching the end of its service life. Without replacement
or major maintenance repairs, it will require more and more restrictions for its continued safe use in the
coming years. Maintenance projects have been investigated in the past and it has been determined that
the cost of repairing the bridge would not be justified as compared to the replacement cost. Especially
the cost to strengthen an old fracture critical bridge to allow unrestricted legal loads.
TranTech concurs with Tukwila’s timely decision to begin the development of a replacement project. As
early as 2016, the City recognized the issues with this important bridge, the magnitude of required
rehabilitation, and the scope of a potential replacement project. Projects of this scale historically takes
years and sometimes decades to fund /develop and was correctly started well before the end of the
bridge’s designed service life.
Should you have any questions, please call me at 425.453.5545 or email me at
knikzad@trantecheng.com
Best regards,
Kash Nikzad, PhD, PE
Project Manager
TranTech Engineering, LLC
Attachments: Appendix A – In-depth Inspection Tabulated Results
Appendix B - Select Inspection Photos
62
APPENDIX A |In-depth Inspection Tabulated Results
63
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s
i
n
m
e
m
b
e
r
f
l
a
n
g
e
s
No
t
e
4
:
S
e
c
t
i
o
n
l
o
s
s
i
n
m
e
m
b
e
r
w
e
b
s
No
t
e
5
:
P
a
c
k
r
u
s
t
b
e
t
w
e
e
n
c
o
v
e
r
p
l
a
t
e
s
No
t
e
6
:
S
e
c
t
i
o
n
l
o
s
s
i
n
t
i
e
p
l
a
t
e
s
No
t
e
7
:
P
a
c
k
r
u
s
t
w
i
t
h
s
e
c
t
i
o
n
l
o
s
s
i
n
b
o
t
t
o
m
f
l
a
n
g
e
a
l
o
n
g
t
r
a
n
s
v
e
r
s
e
s
e
a
m
w
i
t
h
w
i
n
d
p
l
a
t
e
.
No
t
e
8
:
S
e
c
t
i
o
n
l
o
s
s
t
o
r
i
v
e
t
h
e
a
d
s
No
t
e
9
:
S
u
r
f
a
c
e
c
o
r
r
o
s
i
o
n
No
t
e
1
0
:
D
e
b
r
i
s
a
c
c
u
m
u
l
a
t
i
o
n
No
t
e
1
1
:
P
a
c
k
r
u
s
t
a
l
o
n
g
s
e
a
m
s
t
r
e
s
s
i
n
g
e
x
t
e
r
i
o
r
r
i
v
e
t
l
i
n
e
.
No
t
e
1
2
:
P
e
e
l
i
n
g
p
a
i
n
t
,
e
x
p
o
s
e
d
s
t
e
e
l
w
i
t
h
s
u
r
f
a
c
e
c
o
r
r
o
s
i
o
n
.
No
t
e
1
3
:
P
a
c
k
r
u
s
t
a
l
o
n
g
t
o
p
a
n
d
b
o
t
t
o
m
e
d
g
e
s
o
f
i
n
t
e
r
i
o
r
w
e
b
p
l
a
t
e
,
n
e
a
r
f
u
l
l
m
e
m
b
e
r
l
e
n
g
t
h
w
/
1
/
4
”
d
i
s
t
o
r
t
i
o
n
a
l
o
n
g
t
h
e
e
d
g
e
b
u
l
g
i
n
g
o
u
t
u
p
t
o
1/
2
”
b
e
t
w
e
e
n
r
i
v
e
t
s
No
t
e
1
4
:
P
a
c
k
r
u
s
t
b
e
t
w
e
e
n
v
e
r
t
i
c
a
l
f
l
a
n
g
e
s
w
i
t
h
d
i
s
t
o
r
t
i
o
n
i
n
w
i
n
d
b
r
a
c
i
n
g
.
No
t
e
1
5
:
S
e
a
m
r
u
s
t
a
l
o
n
g
g
u
s
s
e
t
p
l
a
t
e
a
n
d
l
o
w
e
r
c
h
o
r
d
o
u
t
b
o
a
r
d
w
e
b
v
e
r
t
i
c
a
l
s
e
a
m
.
No
t
e
1
6
:
S
e
a
m
r
u
s
t
a
l
o
n
g
t
o
p
c
h
o
r
d
c
o
v
e
r
p
l
a
t
e
s
.
No
t
e
1
7
:
S
e
a
m
r
u
s
t
a
l
o
n
g
s
w
a
y
b
r
a
c
e
a
n
g
l
e
c
o
n
n
e
c
t
i
o
n
t
o
t
r
u
s
s
.
No
t
e
1
8
:
S
p
o
t
s
o
f
p
e
e
l
i
n
g
p
a
i
n
t
w
i
t
h
s
u
r
f
a
c
e
c
o
r
r
o
s
i
o
n
p
r
e
s
e
n
t
o
n
e
x
p
o
s
e
d
s
t
e
e
l
.
N
o
m
e
a
s
u
r
a
b
l
e
s
e
c
t
i
o
n
l
o
s
s
o
r
p
a
c
k
r
u
s
t
.
No
t
e
1
9
:
P
o
c
k
e
t
s
o
f
p
a
c
k
r
u
s
t
a
l
o
n
g
s
e
a
m
s
b
e
t
w
e
e
n
d
i
a
g
o
n
a
l
c
h
a
n
n
e
l
s
a
n
d
w
e
b
p
l
a
t
e
s
.
N
o
r
t
h
a
n
d
S
o
u
t
h
w
e
b
s
a
r
e
d
e
f
l
e
c
t
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n
g
f
r
o
m
p
a
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n
t
e
d
o
v
e
r
p
a
c
k
ru
s
t
.
N
o
s
t
r
a
i
n
e
d
r
i
v
e
t
s
.
No
t
e
2
0
:
P
a
c
k
r
u
s
t
a
l
o
n
g
b
o
t
t
o
m
s
e
a
m
o
f
h
a
n
d
r
a
i
l
p
l
a
t
e
a
n
d
b
e
t
w
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e
n
m
e
m
b
e
r
a
n
g
l
e
s
,
I
B
f
a
c
e
o
f
m
e
m
b
e
r
.
No
t
e
2
1
:
S
o
m
e
c
o
r
r
o
s
i
o
n
a
l
o
n
g
m
e
m
b
e
r
s
e
a
m
s
.
Pr
i
n
t
e
d
:
8
/
1
7
/
2
0
2
0
42
n
d
A
v
e
T
r
u
s
s
2
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2
0
I
n
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D
e
p
t
h
Pa
g
e
2
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f
1
1
66
Sp
a
n
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L
a
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t
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n
d
N
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m
e
n
c
l
a
t
u
r
e
Pr
i
n
t
e
d
:
8
/
1
7
/
2
0
2
0
42
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d
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v
e
T
r
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s
s
2
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2
0
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n
-
D
e
p
t
h
Pa
g
e
3
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f
1
1
67
Br
i
d
g
e
:
T
U
K
x
N
x
1
4
4
2
n
d
A
v
e
n
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e
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o
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t
h
B
r
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g
e
St
r
u
c
t
u
r
e
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D
:
0
8
1
0
9
7
0
0
Da
t
e
I
n
s
p
e
c
t
e
d
:
We
s
t
T
r
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s
s
Ea
s
t
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r
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s
s
L0
-
L
1
B
o
t
t
o
m
C
h
o
r
d
L1
:
N
o
t
e
1
,
1
/
8
"
p
a
c
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s
t
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.
No
t
e
1
4
.
L1
:
N
o
t
e
1
,
1
/
8
"
p
a
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o
t
e
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,
1/
4
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p
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O
B
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b
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n
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t
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n
w
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a
t
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a
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f
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d
,
n
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c
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s
.
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r
f
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e
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a
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t
o
p
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m
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d
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l
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t
e
,
n
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s
e
c
t
i
o
n
l
o
s
s
.
L1
-
L
2
B
o
t
t
o
m
C
h
o
r
d
L1
:
N
o
t
e
1
,
1
/
8
"
p
a
c
k
r
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s
t
,
n
o
s
e
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t
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o
n
l
o
s
s
,
b
e
t
w
e
e
n
w
i
n
d
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l
a
t
e
a
n
d
b
o
t
t
o
m
.
N
o
t
e
1
4
.
L2
:
N
o
t
e
1
4
.
L2
:
N
o
t
e
1
0
.
L2
-
L
3
B
o
t
t
o
m
C
h
o
r
d
L2
:
N
o
t
e
1
0
.
P
a
i
n
t
a
l
o
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g
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o
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f
l
a
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g
e
s
o
f
c
h
o
r
d
a
n
d
w
i
n
d
p
l
a
t
e
i
s
b
u
b
b
l
i
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g
a
n
d
p
e
e
l
i
n
g
.
N
o
t
e
1
4
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
3
.
L3
:
N
o
t
e
1
,
1
/
4
"
p
a
c
k
r
u
s
t
,
a
c
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e
,
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o
s
e
c
t
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o
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l
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s
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t
w
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z
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o
f
w
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n
d
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l
a
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e
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n
d
b
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t
t
o
m
fl
a
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d
,
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l
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l
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o
f
O
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g
u
s
s
e
t
p
l
a
t
e
.
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o
t
e
3
,
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/
3
2
"
O
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a
n
d
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B
.
N
o
t
e
1
4
,
al
o
n
g
b
r
a
c
i
n
g
.
L2
:
N
o
t
e
1
0
.
L3
:
N
o
t
e
4
,
1
/
1
6
"
s
e
c
t
i
o
n
l
o
s
s
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l
o
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f
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e
b
p
l
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t
e
.
N
o
t
e
1
3
.
N
o
t
e
1
4
.
L3
-
L
4
B
o
t
t
o
m
C
h
o
r
d
L3
:
N
o
t
e
1
,
1
/
4
"
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a
c
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s
t
,
a
c
t
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v
e
,
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t
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o
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w
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d
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n
d
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o
m
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a
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l
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d
,
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l
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l
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e
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o
f
O
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g
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e
t
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l
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t
e
.
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o
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e
3
,
1
/
3
2
"
O
B
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
3
.
L4
:
N
o
t
e
1
0
.
N
o
t
e
1
4
,
u
p
t
o
1
/
2
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a
c
k
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s
t
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
3
.
L4
:
N
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t
e
1
0
.
N
o
t
e
1
4
,
a
l
o
n
g
w
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n
d
p
l
a
t
e
.
L4
-
L
5
B
o
t
t
o
m
C
h
o
r
d
L4
:
N
o
t
e
1
,
1
/
4
"
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a
c
k
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t
,
n
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t
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o
n
l
o
s
s
b
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n
w
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n
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d
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m
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l
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e
.
N
o
t
e
1
0
.
No
t
e
1
4
,
u
p
t
o
1
/
2
"
p
a
c
k
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s
t
.
S
h
o
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n
O
B
g
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e
t
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l
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n
d
m
e
m
b
e
r
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
3
.
L5
:
N
o
t
e
1
0
.
N
o
t
e
1
4
,
u
p
t
o
1
/
2
"
p
a
c
k
r
u
s
t
.
L4
:
N
o
t
e
1
0
.
N
o
t
e
1
4
,
a
l
o
n
g
w
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n
d
p
l
a
t
e
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
3
.
L5
:
N
o
t
e
1
4
,
a
l
o
n
g
w
i
n
d
p
l
a
t
e
.
L5
-
L
6
B
o
t
t
o
m
C
h
o
r
d
L5
:
N
o
t
e
1
0
.
N
o
t
e
1
4
u
p
t
o
1
/
2
"
p
a
c
k
r
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s
t
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
3
.
L6
:
N
o
t
e
4
,
1
/
1
6
"
s
e
c
t
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o
n
l
o
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s
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l
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t
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l
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L5
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8
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4
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L6
:
N
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4
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1
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L7
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8
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L7
:
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8
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L8
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Pr
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L9
:
N
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1
,
3
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8
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L8
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L9
:
N
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t
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l
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L9
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U1
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7
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U
1
:
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6
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1
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.
U2
-
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.
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o
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3
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U3
:
N
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U3
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:
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U4
:
N
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1
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8
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1
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8
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:
N
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:
N
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0
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o
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U5
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p
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U5
:
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U6
:
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0
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U6
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6
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1
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8
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U6
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6
:
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U6
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N
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1
6
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1
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8
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U7
:
N
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U7
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8
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p
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d
A
l
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m
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m
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r
:
N
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,
1
/
8
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l
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r
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t
.
U8
:
N
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t
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1
2
,
a
l
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n
g
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o
p
w
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d
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p
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.
U8
-
U
9
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p
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d
U
9
:
N
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e
1
6
,
1
/
1
6
"
.
U9
:
N
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t
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1
2
,
a
l
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n
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o
p
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d
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.
L0
-
U
1
D
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a
g
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l
N
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e
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t
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8
.
L1
-
U
1
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A
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8
.
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-
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.
U1
:
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t
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1
6
.
L2
-
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2
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-
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o
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8
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u
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o
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U3
:
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L3
-
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3
V
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8
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-
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3
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4
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4
:
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.
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-
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5
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Al
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m
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U5
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.
U5
:
N
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t
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1
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4
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2
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Pr
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n
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d
:
8
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7
/
2
0
2
0
42
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L5
-
U
5
Ve
r
t
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o
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m
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A
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s
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O
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h
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2
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2
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U5
:
V
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k
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e
.
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o
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c
k
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d
.
L6
-
U
5
Di
a
g
o
n
a
l
Al
o
n
g
m
e
m
b
e
r
:
N
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t
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1
9
,
u
p
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o
1
/
8
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n
.
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2
0
,
1
/
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6
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c
t
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l
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s
,
f
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r
4"
.
L6
:
N
o
t
e
2
1
.
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o
n
g
m
e
m
b
e
r
:
N
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t
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1
9
,
u
p
t
o
1
/
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6
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s
.
L6
-
U
6
Ve
r
t
i
c
a
l
L
6
:
N
o
t
e
2
1
.
L6
:
N
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t
e
1
,
1
/
3
2
"
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O
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a
t
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.
L6
-
U
7
Di
a
g
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n
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l
L
6
:
N
o
t
e
2
1
.
L6
:
N
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t
e
1
,
1
/
3
2
"
p
a
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O
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m
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.
1
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r
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e
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r
r
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n
.
U7
:
N
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t
e
1
2
,
e
s
p
e
c
i
a
l
l
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o
n
t
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e
p
l
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t
e
s
.
L7
-
U
7
Ve
r
t
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c
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l
N
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f
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t
s
o
b
s
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r
v
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d
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
8
.
L8
-
U
7
Di
a
g
o
n
a
l
Al
o
n
g
m
e
m
b
e
r
:
N
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t
e
1
9
,
1
/
8
"
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m
w
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p
l
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t
e
.
L8
:
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m
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g
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m
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n
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.
At
L
8
:
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e
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o
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h
.
Al
o
n
g
m
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m
b
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r
:
N
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t
e
1
9
,
u
p
t
o
1
/
1
6
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n
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l
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h
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n
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/
8
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t
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m
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s
.
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e
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o
p
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.
L8
-
U
8
Ve
r
t
i
c
a
l
Al
o
n
g
m
e
m
b
e
r
:
N
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t
e
2
0
,
c
o
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n
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u
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i
n
n
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s
.
L8
:
S
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a
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m
e
m
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p
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n
t
.
L8
:
H
e
a
v
y
m
o
s
s
g
r
o
w
t
h
.
L8
-
U
9
Di
a
g
o
n
a
l
L
8
:
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e
a
m
r
u
s
t
a
l
o
n
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m
e
m
b
e
r
n
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a
r
p
a
n
e
l
p
o
i
n
t
.
L8
:
H
e
a
v
y
m
o
s
s
g
r
o
w
t
h
.
U9
:
N
o
t
e
1
7
,
u
p
t
o
1
/
1
6
"
.
L9
-
U
9
Ve
r
t
i
c
a
l
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
2
0
,
1
/
3
2
"
s
e
c
t
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o
n
l
o
s
s
f
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1
"
.
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c
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t
t
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s
e
a
m
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t
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n
a
n
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s
,
n
o
se
c
t
i
o
n
l
o
s
s
,
f
u
l
l
l
e
n
g
t
h
.
U9
:
T
a
c
k
w
e
l
d
s
p
r
e
s
e
n
t
b
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t
w
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n
g
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p
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n
d
m
e
m
b
e
r
.
Al
o
n
g
m
e
m
b
e
r
:
N
o
t
e
1
8
.
L1
0
-
U
9
Di
a
g
o
n
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l
N
o
d
e
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t
s
o
b
s
e
r
v
e
d
.
Al
o
n
g
m
e
m
b
e
r
:
1
/
3
2
"
p
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/
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e
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t
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t
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o
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o
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s
,
6
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l
o
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.
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k
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l
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d
t
o
m
e
m
b
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r
.
L0
Gu
s
s
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t
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l
a
t
e
M
i
n
o
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t
b
l
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e
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g
o
n
O
B
g
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s
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a
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e
a
r
i
n
g
p
i
n
.
N
o
s
e
c
t
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o
n
l
o
s
s
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L1
Gu
s
s
e
t
P
l
a
t
e
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L2
Gu
s
s
e
t
P
l
a
t
e
No
t
e
1
,
1
/
8
"
p
a
c
k
r
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s
t
,
n
o
s
e
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t
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o
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O
B
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n
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c
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l
m
e
m
b
e
r
s
e
a
m
.
N
o
t
e
1,
1
/
4
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p
a
c
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t
,
n
o
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t
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o
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l
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m
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s
.
No
t
e
9
,
p
e
e
l
i
n
g
p
a
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e
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t
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O
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s
s
e
t
a
l
o
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m
e
m
b
e
r
s
e
a
m
s
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L3
Gu
s
s
e
t
P
l
a
t
e
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L4
Gu
s
s
e
t
P
l
a
t
e
No
t
e
1
,
1
/
8
"
p
a
c
k
r
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s
t
,
1
/
3
2
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o
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n
O
B
g
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s
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p
l
a
t
e
,
1
/
8
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a
c
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n
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t
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a
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e
.
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o
t
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9
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.
4"
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c
t
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v
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s
.
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p
a
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.
L5
Gu
s
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t
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l
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t
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No
t
e
1
,
1
/
4
"
p
a
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n
d
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B
.
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o
t
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8
,
h
e
a
v
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r
f
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c
o
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s
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o
n
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p
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t
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g
,
1
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.
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5
,
O
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d
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B
.
No
t
e
1
,
1
/
4
"
p
a
c
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O
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t
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s
.
L6
Gu
s
s
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t
P
l
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t
e
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o
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t
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o
b
s
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d
.
No
t
e
1
,
1
/
3
2
"
p
a
c
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,
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c
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v
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f
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r
4
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l
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O
B
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t
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o
n
l
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s
.
L7
Gu
s
s
e
t
P
l
a
t
e
N
o
t
e
1
,
1
/
8
"
p
a
c
k
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s
t
,
n
o
s
e
c
t
i
o
n
l
o
s
s
,
a
l
o
n
g
v
e
r
t
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c
a
l
s
e
a
m
s
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b
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t
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m
c
h
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d
,
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B
.
No
t
e
1
,
1
/
8
"
p
a
c
k
r
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s
t
,
n
o
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e
c
t
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o
n
l
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s
,
a
l
o
n
g
O
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g
u
s
s
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t
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o
p
s
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a
m
w
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t
h
U
7
-
L
7
.
N
o
t
e
1
,
1/
8
"
p
a
c
k
r
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s
t
,
n
o
s
e
c
t
i
o
n
l
o
s
s
,
a
l
o
n
g
b
o
t
t
o
m
e
d
g
e
o
f
O
B
g
u
s
s
e
t
p
l
a
t
e
.
L8
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
Pr
i
n
t
e
d
:
8
/
1
7
/
2
0
2
0
42
n
d
A
v
e
T
r
u
s
s
2
0
2
0
I
n
-
D
e
p
t
h
Pa
g
e
6
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f
1
1
70
We
s
t
T
r
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Ea
s
t
T
r
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s
s
Me
m
b
e
r
L9
Gu
s
s
e
t
P
l
a
t
e
No
t
e
1
,
u
p
t
o
1
/
8
"
p
a
c
k
r
u
s
t
,
n
o
s
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c
t
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o
n
l
o
s
s
a
l
o
n
g
O
B
g
u
s
s
e
t
p
l
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t
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e
d
g
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s
e
a
m
s
.
N
o
t
e
1
,
O
B
gu
s
s
e
t
p
l
a
t
e
n
o
p
a
c
k
r
u
s
t
w
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t
h
u
p
t
o
1
/
3
2
"
s
e
c
t
i
o
n
l
o
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s
a
l
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n
g
h
o
r
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z
o
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t
a
l
s
e
a
m
w
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h
b
o
t
t
o
m
ch
o
r
d
t
o
p
f
l
a
n
g
e
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L1
0
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U1
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U2
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U3
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U4
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U5
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U6
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U7
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U8
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
U9
Gu
s
s
e
t
P
l
a
t
e
No
t
e
1
,
1
/
1
6
"
p
a
c
k
r
u
s
t
,
n
o
s
e
c
t
i
o
n
l
o
s
s
b
e
t
w
e
e
n
O
B
g
u
s
s
e
t
p
l
a
t
e
a
n
d
L
8
-
U
9
.
N
o
t
e
1
,
3
/
8
"
p
a
c
k
ru
s
t
,
n
o
s
e
c
t
i
o
n
l
o
s
s
b
e
t
w
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e
n
O
B
g
u
s
s
e
t
p
l
a
t
e
a
n
d
b
o
t
t
o
m
c
h
o
r
d
w
e
b
.
No
t
e
1
,
1
/
8
"
b
e
t
w
e
e
n
g
u
s
s
e
t
p
l
a
t
e
a
n
d
L
8
-
U
9
.
U1
0
Gu
s
s
e
t
P
l
a
t
e
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L0
W
-
L
0
E
F
l
o
o
r
b
e
a
m
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L0
W
-
L
1
E
F
l
o
o
r
b
e
a
m
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
No
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
L1
W
-
L
2
E
F
l
o
o
r
b
e
a
m
N
o
d
e
f
e
c
t
s
o
b
s
e
r
v
e
d
.
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L3
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.
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r
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.
L4
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-
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.
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c
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r
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L5
W
-
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.
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r
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.
L6
W
-
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7
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d
.
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c
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o
b
s
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r
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.
L7
W
-
L
8
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.
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L8
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.
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-
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-
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72
Photo Number Location Photo Description
Inspector
Initials
3518 L9W
1/32" section loss in OB gusset plate along horizontal seam with top flange of bottom chord, looking
south.ALP
3519 L9W
3/8" pack rust, no section loss between OB gusset plate and bottom chord web seam and between wind
plate and bottom chord bottom flange. ALP
3520 L10E-L9W, L9W General floor beam photo, near panel point. ALP
3521 L9W "Note 12"ALP
3522 L9W General gusset plate photo, looking north.ALP
3523 L8W 10% head loss, 8 rivets along bottom flange of lower chord.ALP
3524 L8W General gusset plate photo, looking south.ALP
3525 L8W 1/2" pack rust between vertical flanges of sway bracing at L8W.ALP
3526 L9E-L8W, L8W South face of floor beam, looking north near panel point. ALP
3530 L8W General gusset plate photo, looking down. Note seam rust along vertical members.ALP
3533 L8E-L7W, L7W North face of floor beam, looking south near panel point. ALP
3534 L7W
1/8" pack rust, no section loss, along horizontal seam between wind plate and bottom chord bottom
flange OB. ALP
3535 L7E-L6W, L6W North face of floor beam, looking south near panel point. ALP
3536 L6W General gusset plate photo, looking north.ALP
3538 L6E-L5W, L5W General floor beam photo, near panel point. ALP
3539 L5W "Note 15"ALP
3540 L6E 1/16" section loss along bottom flange transverse seam with wind plate, looking south.ALP
3541 L6E-L5W, L6E North face of floor beam, looking south near panel point. ALP
3542 L6E General gusset plate, looking south.ALP
3545 L7E General gusset plate photo, looking south.ALP
3546 L8E-L7W, L8E General floor beam photo near panel point.ALP
3547 L8E-L7W, L8E Lite surface corrosion along edge of top flange embed between stringer #1 and stringer #2.ALP
3548 L8E General gusset plate photo, looking south.ALP
3549 L9E-L8W, L9E General floor beam photo, near panel point. ALP
3550 L9E General gusset plate photo, looking south.ALP
3566 L4W Typical of short fillet welds between OB gusset plate and lower chord member.ALP
3567 L5E-L4W, L4W South face of floor beam, looking north near panel point. ALP
3568 L4W General gusset plate photo, looking north.ALP
3571 L3W General gusset plate photo, looking north.ALP
3572 L4E-L3W, L3W North face of floor beam, looking south near panel point. ALP
3573 L4E-L3W, L3W South face of floor beam, looking east near stringer #3. ALP
3578
FB L3E-L2W,
L2W South face of floor beam, looking north near panel point. ALP
3579
FB L2E-L1W,
L1W South face of floor beam, looking north near panel point. ALP
3580 L1W General gusset plate photo, looking north.ALP
3581 L1W General wind plate photo, looking south.ALP
3584 FB L2E-L1W, L2E South face of floor beam near panel point , looking north. ALP
3585 L2E General gusset plate photo, looking south. ALP
3586 L2E General gusset plate, looking south.ALP
3586 FB L3E-L2W, L3E South face of floor beam, looking north near panel point. ALP
3587 L3E General gusset plate, interior, looking north.ALP
3588 L3E General gusset plate photo, looking south.ALP
3589 L4E-L3W, L4E South face of floor beam, looking north near panel point. ALP
3590 L4E General gusset plate photo, looking south.ALP
3591 L4E Typical of debris accumulation and nesting pigeons.ALP
3599 L5E General gusset plate, looking south.ALP
3600 L5E-L4W, L5E North face of floor beam, looking south near panel point. ALP
3605 L6E-L5W, L6E South face of floor beam, looking north near panel point. ALP
3659 U1W General gusset plate photo, looking south.ALP
3662 U2E Top of upper chord, looking south.ALP
3663 U2E General gusset plate, looking south.ALP
3667 U3E 1/32" section loss in gusset plate along seam with L2E-U3E.ALP
3670 U1E-U3E High load impact hit between sway bracing members U1-U3.ALP
3671 U1E General gusset plate, looking south.ALP
3674 U4E Top of upper chord, looking south.ALP
3675 U4E General gusset plate photo, looking south.ALP
3678 U5E General gusset plate photo 3678, looking north.ALP
3681 U4W Top of upper chord, looking north.ALP
3682 U4W General gusset plate photo, looking north.ALP
3685 U3W Top of upper chord, looking south.ALP
3689 U5W Top of upper chord, looking south.ALP
3690 U5W General gusset plate photo, looking south.ALP
3691 U6W General gusset plate photo, looking north.ALP
3692 U6W Top of upper chord, looking north.ALP
Photo Log
Printed: 9 42nd Ave Truss 2020 In-Depth Page 9 of 1173
Photo Number Location Photo Description
Inspector
Initials
3693 U7E General gusset plate photo, looking north.ALP
3694 U7E Top of upper chord, looking north.ALP
3695 U6E Top of upper chord, looking south.ALP
3698 U7W General gusset plate photo, looking south. ALP
3699 U7W Top of upper chord, looking south.ALP
3700 U7W General gusset plate photo, OB, looking south.ALP
3704 U8W Top of upper chord, looking north.ALP
3706 U9E General gusset plate photo, looking north.ALP
3708 U8E General gusset plate photo, looking south.ALP
3709 U8E Top of upper chord, looking south.ALP
3717 U9W Top of upper chord and portal connections, looking north.ALP
3718 U9W General gusset plate photo, looking north.ALP
3722
North Portal U9E-
U9W North portal looking south.ALP
3727
L10E-L10W,
L10W Leaking joint looking from below.ALP
3730 L10W General gusset plate photo, OB, looking south.ALP
3731
L10E-L10W,
L10W South face of floor beam, looking north near panel point. ALP
3750 U9E Top of upper chord, looking north.ALP
3752 Bearing L0W Degree of tilt toward south.ALP
3757 Bearing L0E Degree of tilt toward south.ALP
3759 Bearing L0E Underside of deck, looking north.ALP
3707 U9E General picture of gusset plate exterior face at end portal.ALP
3527-3529 L8W
Pack rust along top edges of interior web plate, near full member length, with 1/4" distortion along
edge, bulging out up to 1/2" between rivets.ALP
3532-3533 L8W
Pack rust along bottom edges of interior web plate, near full member length, with 1/4" distortion along
edge, bulging out up to 1/2" between rivets.ALP
3543-3544 L7E-L6W, L7E North face of floor beam, looking south near panel point. ALP
3551-3552 L8E-L7W, L8E Stringer #2, south face of floor beam looking west. Typical sharp 90
o cope. No cracking observed.ALP
3553-3565
Diag. U7W-L8W,
U7W "Note 13" between top and bottom flange of cover plates, full length. ALP
3564-3577 L3W General gusset plate photo, looking north.ALP
3569-3570 L4W
General gusset plate photo IB, looking south. Note: 1/8" pack rust between gusset plate and member
seams.ALP
3582-3583 FB L2E-L1W, L2E
South face of floor beam, looking north near panel point. Corrosion along edge of top flange. Monitor
for pack rust formation and lifting of deck.ALP
3592-3596 L1E
General gusset plate, looking north. (Up to 1/4" pack rust with no section lack along seam with
member.)ALP
3597-3598 FB L1E-L0W, L1E South face of floor beam near panel point, looking north.ALP
3655-3658 U1W Top of upper chord and portal connections, looking south.ALP
3664-3665 L2E-U3E
Rippling from pack rust along L2-U3 East compression member. Tack welds between top of member at
U3 and IB side web plates of chord along rivet line.ALP
3668-3669 U3E Top of upper chord, looking north.ALP
3672-3673 U1E Top of upper chord, looking south. "Note 16"ALP
3676-3677 U5E Top of upper chord, looking north ALP
3679-3680 U5E Vertical tack welds between member and gusset plate, looking south.ALP
3684-3685 Typical pack rust between cover plate and member.ALP
3686-3688 U3W General gusset plate photo, looking north.ALP
3696-3697 U6E General gusset plate, looking south.ALP
3702-3703
Sway Brace U9E-
U8W, U8W "Note 17" with 1/8" seam rust, looking north.ALP
3710-3717 Sway Braces
General photos of sway bracing conditions includes: U8E-U9W looking northeast, U8E-U7W looking
south, and U9E-U9W (north portal) looking northeast. ALP
3719-3721
North Portal U9E-
U9W North portal looking north. ALP
3728-3729 Bearing L10W General bearing photos.ALP
3760-3765 Span 1 General photos of underside framing, Span 1, looking south.ALP
South Approach 1 -
South Approach 6 Span 2 General Span 2 deck and structure photo, looking north.ADE
L0E 1-L0E 4 L0E General panel point internal, looking down.ADE
L1E 1-L1E 2 L1E General panel point internal, looking down.ADE
L1E 3 L1E General member elevation photo at deck level, looking north.ADE
L1E 4 L1E General member elevation photo at deck level, looking south.ADE
L2E 1-L2E 2 L2E General member elevation photo at deck level, looking north.ADE
L2E 3 L2E General panel point elevation photo at deck level, looking northeast.ADE
L2E 4-L2E 5 L2E General panel point internal, looking down.ADE
L3E 1-L3E 2 L3E General member elevation photo at deck level, looking north. ADE
L3E 3 L3E General member elevation photo at deck level, looking south.ADE
L3E 4-L3E 5 L3E General panel point internal, looking down.ADE
Printed: 10 42nd Ave Truss 2020 In-Depth Page 10 of 1174
Photo Number Location Photo Description
Inspector
Initials
L4E 1-L4E 7 L4E-U5E
Pockets of pack rust along seams between diagonal channels and web plates. North and South webs are
deflecting from painted over pack rust. No strained rivets. ADE
L4E 8-L4E 9 L4E-U5E General member internal photo.ADE
L4E 10-L4E 13 L4E General panel point internal, looking down.ADE
L4E 14-L4E 16 L4E General panel point external at deck level, looking down.ADE
L5E 1 L5E-U5E General member elevation photo at deck level, looking west.ADE
L5E 2 L5E-U5E General member elevation photo at deck level, looking south.ADE
L5E 3-L5E4 L5E-U5E General member elevation photo at deck level, looking north.ADE
L5E 5-L5E 7 L5E General panel point internal, looking down.ADE
L6E 1 L6E General panel point elevation photo at deck level, looking southwest.ADE
L6E 2-L6E 5 L6E General panel point internal, looking down.ADE
L6E 6- L6E 9 L6E-U5E
Pockets of pack rust along seams between diagonal channels and web plates. South web is deflecting
from painted over pack rust. No strained rivets. ADE
L1W 1-L1W4 L1W-U1W
1/4" pack rust along bottom seam of handrail plate and between member angles and IB face of member
with up to 1/32" section loss in each member angle, for 4". ADE
L1W 5 L1W-U1W General member elevation photo, looking south.ADE
L1W 6 L1W General panel point internal, looking down.ADE
L2W 1-L2W 2 L2W-U2W
1/4" pack rust along bottom seam of handrail plate and between member angles and IB face of member
with no section loss, for 1". ADE
L2W 3-L2W 4 L2W General panel point internal, L2W southside, looking down.ADE
L2W 5 L2W General panel point internal, L2W northside, looking down.ADE
L3W 1-L3W 2 L3W General panel point internal, L3W southside, looking down.ADE
L3W 3-L3W 4 L3W General panel point internal, L3W northside, looking down.ADE
L3W 5 L3W-U3W General member elevation photo at deck level, looking west.ADE
L3W 6 L3W-U3W General member elevation photo at deck level, looking northwest.ADE
L4W 1 L4W-U4W General member elevation photo at deck level, looking west.ADE
L4W 2 L4W General panel point elevation photo at deck level, looking west.ADE
L4W 3-5 L4W-U5W
Pockets of pack rust along seams between diagonal channels and web plates. North and South webs are
deflecting from painted over pack rust. No strained rivets. ADE
L4W 6 L4W General panel point internal, L4W northside, looking down.ADE
L4W 7 L4W General panel point internal, L4W southside, looking down.ADE
L8E 1, L8E 5 L8E-U7E
General member elevation photo at deck level, looking east. Note: pockets of pack rust along seams
between diagonal channels and web plates with up to 1/16" active pack rust along seams and less than
1/8" deflection of members.ADE
L8E 2 L8E General panel point elevation photo at deck level, looking northwest.ADE
L8E 3 L8E General panel point elevation photo at deck level, looking southwest.ADE
L8E 4 L8E General panel point internal, looking down.ADE
L10E 1 L10E-U9E General member elevation photo at deck level, looking northwest.ADE
L10E 2 L10E-U9E General member elevation photo at deck level, looking southwest.ADE
L10E 3 L10E-U9E
At original rail, along topside of bottom plate and OB face of OB angle seam, peeling paint with surface
corrosion and no section loss, 6" long. Note: Bracket is bolted to member.ADE
L10E 4 L10E General panel point internal, looking down.ADE
L8W 1 L8W General panel point elevation photo, looking west.ADE
L8W 2 L8W-U8W
Pack rust just beginning along bottom seam of handrail plate and between member angles and IB face of
member, no section loss.ADE
L8W3 - L8W6 L8W-U7W
Pockets of pack rust along seams between diagonal channels and web plates. South web is deflecting
1/8" from painted over pack rust. No strained rivets. ADE
L6W 1 L6W General panel point elevation photo at deck level, looking west.ADE
L6W 2-L6W 7 L6W-U5W
Pockets of pack rust along seams between diagonal channels and web plates. South web is deflecting
1/8". No strained rivets. ADE
L5W 1- L5W 2 L5W-U5W General member elevation at deck level, looking west.ADE
L5W 3-L5W 4 L5W General panel point internal, L5W southside, looking down.ADE
P3 Joint 1-P3 Joint 3, P3
Joint 5 Joint at P3 General joint condition photos.ADE
P3 Joint 4 Joint at P3 D spalling near centerline of joint.ADE
Deck 1 Span 2 Typical deck cracking and abrasion across deck.ADE
Deck 2 Span 2 General deck photo, looking south.ADE
P2 Joint 1-4 Joint at P2 General joint condition photos.ADE
B L0W 1 Bearing L0W General bearing photos, looking east. Note: Rocker is tilted southward approx. 7o ADE
B L0E 1, B L0E 4 Bearing L0E General bearing photos, looking northwest. Note Rocker is tilted southward approx. 7o ADE
B L0E 2-B L0E 3 Bearing L0E General bearing photos, looking northeast.ADE
SP 1-SP 3, SP 6-SP 7, SP
11 UW1-U1E Active pack rust along gusset and angle seams.ADE
SP 4-SP 5 UW1-U1E
21" long impact bowed 1" north with paint missing along impact area, heavy surface corrosion with no
measurable section loss. ADE
SP 8 - SP 10 UW1-U1E
21" long impact bowed 1" north with paint missing along impact area, heavy surface corrosion with no
measurable section loss. Inboard face of portal angle is cracked at leg bend, approximately 50% depth,
6" long. ADE
Printed: 11 42nd Ave Truss 2020 In-Depth Page 11 of 1175
76
APPENDIX B |Select Inspection Photos
77
78
TranTech Engineering, LLC
365 – 118th Ave SE, Suite 100, Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
Inspection Photo 1 – Deck View Looking South
Inspection Photo 2 – Elevation View Looking North
79
TranTech Engineering, LLC
365 – 118th Ave SE, Suite 100, Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
Inspection Photo 3 – Lower Connections with Horizontal Gussets Retain Moisture and Guano
Inspection Photo 4 – Frozen Truss Bearings Induce Additional Stresses on the Trusses
80
TranTech Engineering, LLC
365 – 118th Ave SE, Suite 100, Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
Inspection Photo 5 – Pack Rust is Distorting some Connections
Inspection Photo 6 – Rust and Guano at Truss Bottom Chord
81
TranTech Engineering, LLC
365 – 118th Ave SE, Suite 100, Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
Inspection Photo 7 – Rust at Top Flange of Fracture Critical Floor Beams
Inspection Photo 8 – Moisture from Deck Penetrating and Corroding Top Flange of Stringers
82
City of Tukwila
City Council Transportation & Infrastructure Committee
Special Meeting Minutes
September 21, 2020 – 5:30 p.m. – Electronic Meeting due to COVID-19 Emergency
Councilmembers Present: Cynthia Delostrinos Johnson, Chair; Verna Seal, Kate Kruller
Staff Present: Adam Cox, Adib Altallal, Cyndy Knighton, David Cline, Gail
Labanara, Han Kirkland, Hari Ponnekanti, Jennifer Ronda, Mike
Ronda, Laurel Humphrey, Scott Mitchell, and Scott Bates
Guest: Emily Moon
Chair Delostrinos Johnson called the meeting to order at 5:30 p.m.
I.BUSINESS AGENDA
A.Project Completion: 2019 Small Drainage Program
Staff is seeking Council approval of project completion and release of retainage with KC
Equipment LLC, in the amount of $442,115.94 for the 2019 Small Drainage Program.
Committee Recommendation
Unanimous approval. Forward to October 5, 2020 Regular Consent Agenda.
B.Bid Award: 2020 CBD Sanitary Sewer Rehabilitation
Staff is seeking Council approval of a contract with Michels Corporation in the amount of
$709,907.00 for the 2020 Central Business District Sanitary Sewer Rehabilitation Project.
Committee Recommendation
Unanimous approval. Forward to October 5, 2020 Regular Consent Agenda.
C.42nd Avenue South Bridge Inspection Report
Staff presented the TranTech Engineering Report that confirms the bridge is approaching the
end of its service life and will require more restrictions if no major repairs are made. The cost
of repairing the bridge would exceed the replacement cost.
Committee Recommendation
Discussion only. Forward to September 28, 2020 Committee of the Whole.
D.Consultant Agreement: 42nd Avenue South Bridge Replacement
Staff is seeking Council approval of an agreement with TranTech Engineering, LLC for design
and engineering services for the 42nd Avenue South Bridge Replacement Project for either 30%
plans and engineering estimate or 100% plans, specifications, and engineering estimate. The
City continues to advocate to legislators regarding replacement funding.
83