HomeMy WebLinkAboutTIC 2020-02-03 Item 2E - Update - Next Steps for 42nd Avenue Bridge ReplacementTO:
FROM
BY:
CC:
DATE:
City of Tukwila Allan Ekberg, Mayor
Public Works Department- Henry Hash, Director
INFORMATIONAL MEMORANDUM
Transportation and Infrastructure Committee
Henry Hash, Public Works Director
Hari Ponnekanti, City Engineer
Mayor Allan Ekberg
January 31, 2020
SUBJECT: 42nd Ave South Bridge Replacement
Project No. 91810404
Project Update and Next Steps
ISSUE
Provide an update and seek direction on the next steps for the 42nd Avenue South Bridge
Replacement funding and potential options moving forward.
BACKGROUND
The City applied to the Federal Bridge Replacement Advisory Committee (BRAC) through
Washington State Department of Transportation (WSDOT) Local Programs for grant funding in April
2019. The City was informed in November that the 42nd Ave South Bridge Replacement Project was
not selected. At the December 3, 2019 Transportation and Infrastructure meeting, the Committee
directed that additional analysis be performed to weigh the options moving forward.
Currently, the 42nd Ave S Bridge has a sufficiency rating of 7.56. The sufficiency rating formula is a
method of evaluating highway bridge data by calculating four separate factors to obtain a numeric
value which is indicative of the bridge sufficiency to remain in service. The sufficiency rating
considers a number of factors, only about half of which relate to the condition of the bridge itself.
The sufficiency ratings for bridges are part of a formula used by the Federal Highway Administration
when it allocates federal funds to the states for bridge replacement.
Some of the factors to calculate the sufficiency rating are:
1) Structural Adequacy
2) Serviceability and Functional Obsolescence
3) Special Reductions
Although the 42nd Ave S Bridge has a sufficiency rating of 7.56, there are no known major structural
deficiencies. A more in-depth structural analysis will provide further information about the condition
of the bridge.
ANALYSIS
The Public Works Department proposes three options moving forward.
Option 1
Continue to monitor the bridge conditions, continue the bi-annual (routine) and fracture critical
inspections through King County inspectors, and reapply for the BRAC grant.
29
W1PW EngTROJECTSW RW & RS Projects142nd Ave S Bridge Replacement (91810404)Iln/oMemo_42nd Ave Next Steps 01312020.docx
Informational Memo
Page 2
Option 2
Perform a more in-depth structural inspection using non-destructive testing to better understand
how the bridge steel is performing internally. The inspection will include ultrasonic thickness
measurements of gusset plates and steel members that exhibit areas of corrosion and pack rust.
The inspection will also include a mag-particle inspection in areas of concern to identify if cracks in
the steel members are present. There is a possibility that one lane or both lanes of traffic (up to two
weeks) will need to be closed during the inspection to allow the inspector access with a bucket
truck or Under Bridge Inspection Truck (UBIT).
The results of the in-depth inspection will illustrate what is happening internally with the steel at the
critical locations. Staff will return to Committee with the in-depth inspection report.
Option 3
Begin 30% design to have a "shovel ready" bridge project to better position the City to receiving
funds from other sources. Having the 30% design allows the City to have a physical product to
present to potential funders, including a future statewide transportation package, direct allocation
from the State capital budget, Freight Mobility Investment Board (FMSIB), State Transportation
Improvement Board, and Federal grants. Also, having the design illustrates the City's commitment
to this project if/when the City reapplies for the BRAC grant.
FINANCIAL IMPACT
Staff estimates that the in-depth inspection costs described in Option 2 will be up to $39,000 and is
available in the current 2019/2020 Annual Bridge Inspection budget.
For Option 3, the current approximate cost to perform the 30% design is $1.5 million and would
take at least six months to complete from the date the contract is awarded. Funding will need to be
allocated. The City has the opportunity beyond the Federal BRAC grant to explore other possible
funding partners or other funding sources to accelerate the replacement of the bridge.
2019/2020 2019/2020
Projects Expenditures Bridge Budget
Annual Bridge Inspections $ 44,800 $ 335,000
TranTech Bridge Support 107,384
S 1961h/200th Bridge Repair 477,679 335,000
42nd Ave S Bridge Inspection 39,000
Total $ 668,863 $ 670,000
42"d Ave S Bridge Design 30% $ 1,500,000 $ 320,000
Solid Waste Utility Tax 680,000
Total $ 1,500,000 $ 1,000,000
RECOMMENDATION
Staff will continue with Option 1 and recommends Option 2 with the $39,000 in-depth analysis and
Option 3 to begin 30% design of the 42nd Ave S Bridge. If Committee agrees, staff will return with
the in-depth analysis results, estimated to be available in the third quarter of 2020. Concurrently,
staff recommends working with the Finance Committee to determine how the City can fund the
30% design.
Attachments: Pages 15 and 17, 2019 CIP
42nd Avenue South Bridge Structural Assessment Report
08109700 Tukwila 42nd Ave S Bridge Funding Submittal 20190424
BRAC FFY 2019 Local Bridge Awards
30
W:\PW Eng\PROJECTSW- RW & RS Projects\42nd Ave S Bridge Replacement (91810404)\InfoMemo_42nd Ave Next Steps 01312020.docx
CITY OF TUKWILA CAPITAL PROJECT SUMMARY
2019 to 2024
PROJECT: 42nd Ave S Bridge Replacement Project No. 91810404
DESCRIPTION: Design and construct a replacement structure for the existing 42nd Ave S Bridge near the
Tukwila Community Center.
JUSTIFICATION: The current bridge has a sufficiency rating of 7.6 (out of 100), is load restricted for AASHTO Type 3 trucks
and is structurally deficient. Truck speed was reduced to 15 mph in 2018.
STATUS: New project for 2019 - 2024 CIP. In 2017, Bridge Replacement Advisory Committee (BRAC) funding was
submitted, but not awarded. If there is a BRAC funding round in 2019, staff will apply for those grant funds.
MAINT. IMPACT: New bridge.
BRAC funding would be at 80% match for up to $12.5 million. Project partners may include BNSF
COMMENT: Railroad as they have over 1,800 trips a day on the 42nd Ave S Bridge and it is the only ingress/egress
available for their intermodal yard.
FINANCIAL Through Estimated
(in $000's) 2017 2018 2019 2020 2021 2022 2023 2024 BEYOND TOTAL
EXPENSES
Design
1,600
1,600
Land (R/W)
1,000
1,000
Wetland Mitigation/Monitoring
250
250
250
750
Const. Mgmt.
750
750
1,500
Construction
5,500
5,400
10,900
TOTAL EXPENSES
0
0
0
1,600
1,250
6,500
6,400
0
0
15,750
FUND SOURCES
Awarded Grant
0
Proposed Grant
1,280
800
5,000
4,920
12,000
Fund Balance -Bond
450
1,500
1,480
3,430
Mitigation
0
City Oper. Revenue
0
0
0
320
0
0
0
0
0
320
TOTAL SOURCES
0
0
0
1,600
1,250
6,500
6,400
0
0
15,750
Project Location
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2019 - 2024 Capital Improvement Program 15
CITY OF TUKWILA CAPITAL PROJECT SUMMARY
2019 to 2024
PROJECT: Annual Bridge Inspections and Repairs Project No. 9XX10402
DESCRIPTION: Ongoing program of bi-annual inspections, repairs, painting and rehabilitation of the 22 City bridges.
Federally required program identifies safety or repair needs in the early stages to minimize hazards and
JUSTIFICATION: costs. The number of bridge inspections necessary each year can vary year to year. Inspection frequencies
vary from bridge to bridge and King County has provided some inspection services.
STATUS: Construction projects will be determined from inspection reports and noted deficiencies/problems.
MAINT. IMPACT: Reduces maintenance costs.
COMMENT: Ongoing project, only one year actuals are shown in the first column.
FINANCIAL Through Estimated
(in $000's) 2017 2018 2019 2020 2021 2022 2023 2024 BEYOND TOTAL
EXPENSES
Design
141
45
45
45
55
55
65
65
65
581
Land (R/W)
0
Const. Mgmt.
1
40
40
40
50
50
60
60
60
401
Construction
32
250
250
250
300
300
325
325
325
2,357
TOTAL EXPENSES
174
335
335
335
405
405
450
450
450
3,339
FUND SOURCES
Awarded Grant
Proposed Grant
0
Mitigation Actual
0
Mitigation Expected
0
City Oper. Revenue
174
335
335
335
405
405
450
450
450
3,339
TOTAL SOURCES
174
335
335
335
405
405
450
450
450
3,339
Project Location:
Entire System
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32
2019 - 2024 Capital Improvement Program 17
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The City of Tukwila Public Works
August 2017
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42nd Avenue South Bridge Structural Assessment
Executive Summary
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. The existing bridge is both Structurally
Deficient and Functionally Obsolete.
A three-tier structure assessment has revealed that there are critical structural elements
within the 42nd Ave bridge structure that have deteriorated into poor conditions. The
examples of these are the short plinth columns at the bridge approaches, truss gusset plates,
and main span deck structure.
The bridge is currently nearing the end of its service life and requires strengthening,
repainting, deck work, a seismic retrofit, and scour protection, if it were to remain in
service. The cost of this work would be prohibitively expensive and would exceed the cost
of a new bridge.
The proposed new structure will have the added advantages of being a redundant concrete
bridge with very low life cycle maintenance costs to the Bridge Program or to the City of
Tukwila.
A cost estimate for the proposed replacement bridge is presented in Appendix C.
Furthermore, it is recommended that until the bridge can be replaced, the interim inspection
frequency remains at a six-month interval with special attention being paid to the critical
structural elements identified in the structural analysis presented here. A monitoring plan
has been developed and will be implemented by the City of Tukwila until bridge funding
can be secured and the bridge can be replaced.
34
Table of Contents
Page
1. Introduction..............................................................................................1
2. Structural Assessment............................................................................
2.1 Tier 1 - Bridge Inspections........................................................2
2.2 Tier 2 - Structural Analysis, Piers 2 and 3 Column Damage ............ 3
2.3 Tier 3 - Updated Load Rating Analysis.......................................4
3. Concluding Remarks...................................................................4
APPENDICES
A Current Inspection Report
B Current Load Rating Summary
C Bridge Replacement Estimate
35
1. INTRODUCTION
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. The existing bridge is both Structurally
Deficient and Functionally Obsolete. The plans for the existing bridge are available under
the "Records/Plans" tab in the WSDOT Bridge Inspection Application.
The bridge is located within the City of Tukwila on a sharp bend of the Duwamish River
that produces turbulent high velocity flows at the truss abutments. These frequent flows
have caused scour damage at the bridge abutments
and at the north approach roadway. Because the
bridge foundation depths are unknown and there is
active scour, the City has implemented a scour Plan
of Action (POA) for high flow events.
Additionally, existing riprap at Pier 2 is either
washing away or is falling into a scour hole
developing on the river side of the pier. The bridge
is the only access for the BNSF intermodal yard
located at the end of South 124th Street as other
routes into the yard prohibit trucks. As a result, the bridge has been subjected to an
unusually high percentage of truck traffic constantly crossing the bridge around the clock.
The City of Tukwila has struggled for years to maintain
the bridge. Maintenance projects includ a major paint
project in the mid- 1990's and a significant project to
rebuild the north bridge approach after erosion, caused
by scour, threatened the existing roadway. This
problem is currently resurfacing even after the City
installed a sheet pile wall to protect the approach. A
dramatic illustration is the sinking of the north
approach guardrail posts with a section of the rail
currently at almost ground level. There is also the ongoing problem of keeping the bridge
clean enough to perform valid inspections. Cleaning the bridge adds significant cost to the
already expensive fracture critical inspections as
well as adding equipment scheduling
complications.
In addition to the substructure problems, the deck
and floor system are in distress as evidenced by
significant loud floor system creaking and deck
panel banging under traffic. These problems have
been reported by bridge inspectors and Tukwila
36
Maintenance for years. These noises cannot be associated with specific damage at this point
but are worrisome in a fracture critical bridge subjected to extreme fatigue stresses by the
heavy truck traffic.
The bridge is currently nearing the end of its service life and would require strengthening,
repainting, deck work, a seismic retrofit, and scour protection, if it were to remain in
service. The cost of this work would be prohibitively expensive and would exceed the cost
of a new bridge. The proposed new structure will have the added advantage of being a
redundant concrete bridge with very low life cycle maintenance costs to the Bridge
Program and to the City of Tukwila.
2. STRUCTURAL ASSESSMENT
The structural assessment activities performed as part of this study have a three-tier
approach that is described in detail in the following sections:
2.1 Tier 1 - Bridge Inspections
The 42" d Avenue South Bridge has been inspected on an increased frequency (a reduced
frequency duration) since 2014. The frequency change started at 12 months and is now set
at a six-month interval for Interim Inspections. These inspections focused on monitoring
the damaged short concrete plinth columns supporting the approach span girder bearings
at piers 2 and 3 and bridge gusset plates.
Since 2014, the bridge has also undergone several in-depth and routine bridge inspections
with the most recent being in spring of 2017. The observations and data obtained from
these inspections has been utilized in a new comprehensive load rating per WSDOT and
AASHTO recommended Load Factor Rating requirements that includes gusset plate and
Emergency Vehicle (EV) ratings. The new load rating is described in further detail in the
following sections. The in-depth and interim inspections, some of which were performed
with UBIT special access and after bridge cleaning to ensure a valid inspection, indicate
that approximately one third of the truss structure is now in BMS Condition State 3 and
that the Substructure Overall Condition rating is at a 4-code because of critical damage to
the concrete plinth columns at Piers 2 and 3. Please see Appendix A for the latest Inspection
Report.
The resulting Sufficiency Rating has dropped in steps as the inspection and analysis has
progressed, reaching its current level of 7.56 SD. The new load rating indicates that posting
of the bridge for legal loads, single hauling vehicles, and emergency vehicles is necessary.
The City is currently implementing the NBIS load posting requirements.
4
37
2.2 Tier 2 - Structural Assessment — Piers 2 and 3 Column Damages
The City of Tukwila has initiated a structural evaluation of the short concrete approach
span, girder support columns at Piers 2 and 3. The deterioration of these columns was listed
as one of the main reasons for the reduction of the Substructure Overall Code to 4 (i.e.,
Poor Condition) as reported in the 2015 bridge inspection report. This engineering analysis
is supporting information to justify the request for bridge replacement funding from the
WSDOT administered Local Bridge Program. The results of the structural analyses are
summarized below.
Eight short plinth columns support the concrete T-beams of approach Spans 1 and 3. The
girders sit on a rocker bearing installed on top of each plinth. These bearings are completely
frozen by pack rust and deterioration. In addition, the rocker bearings for the truss span at
Pier 2 appear have been frozen or locked in the expansion direction for years.
Each column has six number seven vertical shear friction bars at their interface with the
pier wall.
First, the plinth columns were analyzed for
temperature and vehicular breaking force
induced stresses. These results showed that
the demand forces are not large enough to
create the observed damage.
Next, seismic forces were analyzed and
were shown to be large enough to yield the
interface of the short columns and the piers
wall as the forces are transferred through the
semi rigid link caused by the frozen
bearings. This condition is accentuated at the obtuse corner (i.e
northwest corner of the Pier 3).
. Column Plinth 3A at
The existing bridge design, which includes an extreme skew of 38°, puts these columns at
additional risk from seismic events as well as from normal temperature and traffic forces
as torque forces are developed and added to the high shear forces.
The interface cracking has been documented
since 2001 (upper photo) and the cracks are
currently opening and starting to spall. In
addition, there has been documented
evidence for many years of the deterioration
of the reinforcing steel as evidenced by rusty
AWL leaching. These problems may have been
initiated during the April 29, 1965 South
Sound Earthquake and were likely
compounded by the February 28, 2001
Nisqually earthquake. However, the damage
is aggravated daily by the constant truck traffic and seasonally due to normal temperature
3
38
forces. This constant cyclical bombardment of Column 3A make it a failure risk for Span
3.
Since the rocker bearings located on the
plinths are all completely frozen, there is a
semi -rigid link allowing these high
magnitude forces to be transmitted through
Span 3 to the North Abutment, Pier 4.
Again, due to the bridge's large skew, a
concentration of force is toward the
northwest side of the abutment as
illustrated by the damage at this location.
This concentration of force may play a role
in the continued settlement issues of the
north bridge approach roadway at the steel
sheet pile wall repair mentioned above.
2.3 Tier 3 - Updated Load Rating Analysis
A gusset plate load rating update was performed in November 2014 that did not consider
the coding changes made during the condition assessments performed in the Spring of
2015. A new comprehensive Load Rating Report was completed in August 2017 as part of
the funding analysis as well as to evaluate the bridge for emergency vehicles. The new load
rating indicates that the deck and gusset plates have ratings that are below 1.0 with respect
to the legal trucks and that the gusset plates control. TranTech has ranked the gusset plates
by their criticality and has identified the failure mechanism of each plate. This information
will be used to focus the gusset plate inspection during future interim and routine bridge
inspections. The rating outcome has further reduced the bridge's capacity and the resulting
Sufficiency Rating. A copy of the Summary Sheet from the new load rating is attached in
Appendix B.
3. CONCLUDING REMARKS
A three-tier structure assessment has revealed that there are critical structural elements of
the 42" d Ave bridge structure that have deteriorated to poor conditions. Examples are the
short columns at the bridge approaches, truss gusset plates, and main span deck structure.
Rehabilitation of this structure would be prohibitively expensive and a bridge replacement
is recommended. A cost estimate for this bridge replacement is presented in Appendix C.
Furthermore, it is recommended that until the bridge can be replaced, the interim inspection
frequency remains at a six-month interval with special attention being paid to the critical
structural elements identified in the structural analysis. A monitoring plan has been
developed and will be implemented by the City of Tukwila until bridge funding can be
secured and the bridge can be replaced.
4
39
TRANTECH
6 I'Enginee ing PLC 40
■
BRIDGE INSPECTION REPORT
Status: Released Printed On: 8/17/2017 Agency: TUKWILA
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037
Route Under
Inspector's Signature GDG Cert # G0014 Cert Exp Date 5/12/2021 Co -Inspector's Signature
Page 1 of 8
Mile Post 1.04
Mile Post
2
2
9
8
6
5
4
9
5
N
4
1
M
10
7
7
6
Structural Eval (1657)
Deck Geometry (1658)
Underclearance (1659)
Alignment (1661)
Deck Overall (1663)
Superstructure (1671)
Substructure (1676)
Culvert (1678)
Chan/Protection (1677)
Pier/Abut/Prot (1679)
Drain Cond (7664)
Drain Status (7665)
Deck Scaling (7666)
Scaling Pct (7667)
Deck Rutting (7669)
Exposed Rebar (7670)
Curb Cond (7672)
27 23
0.77
16 14
0.46
5 3
A
8
U
N
6
5
6
7
9
Operating Tons (1552)
0.65 Op RF (1553)
Inventory Tons (1555)
0.39 Inv RF (1556)
Operating Level (1660)
Open/Closed (1293)
Waterway (1662)
Scour (1680)
Soundings Flag (2693)
Revise Rating (2688)
Photos Flag (2691)
Measure CImc (2694)
Sdwk Cond (7673)
Paint Cond (7674)
Approach Cond (7681)
Retaining Wall (7682)
Pier Prot (7683)
2 No Utilities (2675)
1 Bridge Rails (1684)
0 Transition (1685)
0 Guardrails (1686)
0 Terminals (1687)
0.00 Asphalt Depth (2610)
6.00 Design Curb Ht (2611)
40.0 Bridge Rail Ht (2612)
1949 Year Built (1332)
0 Year Rebuilt (1336)
Y Subj to NBIS (2614)
Alpha Span Type:
Inspections Performed:
Freq Hrs Date Rep Type
12 6.0 4/26/2017 Routine
24 6.0 4/26/2017 Fract Crit
UW
Special
24 1.0 2/26/2016 Interim
UWI
Damage
Safety
Short Span
In Depth
Geometric
5
STrus
Sufficiency Rating 7.56 SD
High Risk
BMS Elements
Element
Element Description
Total
Units
State 1
State 2
State 3
State 4
12
Concrete Deck
6,816
SF
6,811
0
5
0
35
Concrete Deck Soffit
6,816
SF
6,812
0
4
0
110
Concrete Girder
256
LF
256
0
0
0
113
Steel Stringer
1,100
LF
1,050
0
50
0
126
Steel Thru Truss
440
LF
286
0
154
0
133
Truss Gusset Plates
40
EA
20
0
20
0
152
Steel Floor Beam
332
LF
282
50
0
0
205
Concrete Pile/Column
18
EA
10
0
8
0
212
Concrete Submerged Pier Wall
74
LF
71
3
0
0
215
Concrete Abutment
76
LF
66
0
10
0
234
Concrete Pier Cap/Crossbeam
149
LF
149
0
0
0
266
Concrete Sidewalk & Supports
1,100
SF
1,100
0
0
0
311
Moveable Bearing (roller, sliding, etc)
10
EA
2
0
0
8
313
Fixed Bearing
2
EA
2
0
61
0
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT Page 2 of 8
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Br. No. TUKWILA-14 SID 08109700 Br. Name 42ND AVENUE SOUTH BR
Carrying 42ND AVE SO Route On 01037 Mile Post 1.04
Intersecting DUWAMISH RIVER Route Under Mile Post
BMS Elements (Continued)
Element
Element Description
Total
Units
State 1
State 2
State 3
State 4
330
Metal Bridge Railing
568
LF
456
100
12
0
340
Metal Pedestrian Railing
284
LF
284
0
0
0
357
Pack Rust
50
EA
46
4
0
0
361
Scour
4
EA
2
2
0
0
362
(Discontinued) Impact Damage
1
EA
1
0
0
0
402
Open Concrete Joint
216
LF
0
0
216
0
408
Steel Sliding Plate
48
LF
0
0
48
0
901
Red Lead Alkyd Paint System
17,000
SF
11,800
4,000
1,000
200
Notes
0
ORIENTATION Beginning of bridge at south abutment (nearest traffic signal at Interurban Ave).
1
FRACTURE CRITICAL INSPECTION This includes visual inspection of truss tension members, bottom chords, floor beams,
diagonal and vertical members. See Fracture Critical Report in Files Tab.
3
UBIT 60 UBIT can deploy through both sides of truss. However, the bridge deck is narrow with low portals and sways. Suggest
closing the bridge for next UBIT inspection due to the bouncing motion of the UBIT caused by the high volume of truck traffic on the
bridge. Also added congestion to main arterial Interurban Ave S from the in inadequate approach distance on 42nd Ave S to south
portal of the bridge.
TRANSIENTS Activity under Span 3. Garbage accumulated, litter and needles on top of cap 3.
11
EV2 RF = 0.62
EV3 RF = 0.42
LOAD RATING Gusset Plate at L2U1-East controls. A new load rating has been performed (August 2017) and the bridge requires
load posting for AASHTO 2 and 3, SHV 5,6,&7, and EV 2 and 3. The City is in the process of implementing the posting
requirements.
12
CONCRETE DECK
(SURFACE) Open joints at floorbeam. Exposed aggregate in wheel lines and slight rutting. Moderate scaling, pop -outs and mudball
voids scattered throughout surface. Longitudinal cracks concentrated near ends of bridge, some porosity.
North bound lane: 4"-6" pavement spall.
South bound lane: 6" loose pavement near double yellow line.
35
CONCRETE DECK SOFFIT Diagonal hairline leaching cracks near steel stringers. Deck fillets are spalled in several locations along
top flanges of floorbeams. Many short exposed rebar in edge overhangs due to lack of cover and poor consolidation of concrete.
Scattered hairline transverse rusty leaching cracks in soffit. Moderate sized pockets of poor consolidation - spans 2-4 thru 2-7.
110
CONCRETE GIRDER Four lines of CIP concrete T-beams in Spans 1 and 3. Webs have hairline vertical and diagonal cracks. 1A -
Vertical crack near Pier 2 End diaphragm @ Pier 3 - hairline vertical leaching cracks Span 3 griders are coverd with soot
113
STEEL STRINGER Five lines of stringers (5x220=1100 LF). Square cope at connection to floorbeams, no cracks observed. Rusty
top flanges. Mud staining on outside stringers. Rust blisters on a few copes.
El
BRIDGE INSPECTION REPORT
Page 3 of 8
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Route On 01037
Route Under
Mile Post 1.04
Mile Post
Notes (Continued)
126
STEEL THRU TRUSS GENERAL:
See 2017 FCR for detail on fracture critical members.
Lower panel points were dry cleaned prior to inspection. Upper panel points and those connecting members are covered in guano
droppings, active nests in upper chords and owls nest at L4E. Debris building up in bottom chord. See note #133 Gusset Plates
PACK RUST: Pack rust is starting to develop in all built-up members but hasn't reached the point of popping rivet heads. - Up to
1/8" pack rust in seams of tension and compression diagonals. - Pack rust between bottom lateral gusset plates and bottom chord
has caused bulging up to 3/8" at most chord joints. - Pack rust between interior cover plates and bottom chord channel has caused
warping of cover plate up to 1/4". - Bottom laterals have seam rust and pack rust up to 3/8" along tops of members. - Bottom chords
two channel beams from L2 to L8 E&W addition plates riveted to webs, pack rust forming between channel webs and plates
distorting up to 1/8" between rivets. - Upper chords seam rust along channel/plate seams throughout.
PORTALS & SWAYS:
SOUTH PORTAL, U1 W-U2E: High load traffic damage to south portal and sway frame. North flange of south portal is bent north 3"
over 2 ft length. Bottom flange of sway is pushed up 2" over 8" length. Top flange of sway has a sine -wave shaped crimp, 1" over 7"
length. Center of sway is bent 1'-0" to north. -SWAY M1 W-M2E: Impact damage to sway, pushed 5" to north with flanges buckled.
SWAY M2W-M3E: Minor impact damage.
U5W: Paint blister and minor pack rust along edge of top chord.
L7W: 2 rusty rivet heads on bottom plate.
L7-U7E: Paint failure at SW.
L7-L8W: Pack rust on lower chord.
L8W: Pack rust 1/8" on bottom plate.
L9W-U9W: Pitting up to 1/8" near top of bottom gusset plate.
L9W: Gusset plate 7/16" thick. Pack rust 1/8" on bottom plate and 1/4" V.P.
133
STEEL GUSSET PLATES 20 gusset plates per truss line. High bird activity. Bottom lateral gusset plates at bottom chord have pack
rust causing bulging up to 3/8" at most chord joints. Interior cover plates at bottom chord channel have pack rust causing warping of
cover plate up to 1/4". Interior rivet heads have blistered paint or lack paint, many are heavily rusted. 5LE bottom plate has two
deformed rivet heads.
152
STEEL FLOOR BEAM Two skewed end floorbeams and ten transverse floorbeams (2x33.6+10x26.5=332 LF). Dirt and mud at
connections to truss. Laminar rust along top flange with minor section loss (<2%).
205
CONCRETE PILE Five concrete piles each at Piers 1 and 4, with cap and backwall. Rough concrete and a few hairline cracks at
cap interface. 1C: 10" spall with exposed rebar. 4A, 4B, 4C: Hairline horizontal cracks at about 1 ft. spacing. CONCRETE
COLUMNS: 28" tall concrete columns support the sliding plate bearings at Piers 2 & 3. 2A: Horizontal crack at cap interface,
exposed rusty rebar, corners are spalled off, NW corner of bearing is unsupported. 2B: Horizontal crack at cap interface, exposed
rusty rebar, large spalls in NW corner of bearing is unsupported. 2C: Horizontal crack at cap interface, exposed 4" section of rusty
rebar 2D: Hairline crack at cap interface, SE corner is spalled off (18" high by 4" deep) 3A: Horizontal cracks at cap interface 3B:
Horizontal cracks at cap interface 3C: 12" of horizontal rebar exposed on south side 3D: Hairline crack at cap interface
212
CONCRETE SUBMERGED PIER WALL Hairline vertical cracks in pier walls. Many 1-1/2" shallow form tie holes in both walls. Pier
2: water abrasion along north face. Pier 3: Three 12" x 12" x 1" deep areas of abrasion in south face.
215
CONCRETE ABUTMENT
Both backwalls have a few hairline vertical cracks throughout. Graffiti at face of abutment.
Pier 4: gap under backwall from pile 4A through 4D, minor erosion/sloughing.
NW wingwall: open diagonal crack above top of cap to ground line (1.75" gap at top) with 2 ft x 8" x 6" deep spall with 5" exposed
rebar.
NE wingwall: 8" x 6" x 3" deep spall. Two steel plates attached on the east side of north abutment wall at the NE corner bridge rail.
MONITOR NOTES 2/25/2016 Pier 2 concrete columns - no change noted. Pier 3 concrete columns - Heavy graffiti on north face of
column of all columns and pier cap. Change noted in column 3A; north face - cracks at base along interface with pier cap, full width.
Cracks are narrow to open, some new chips and small spalls along crack line. Column is tilted to the north 1.5 degrees. Abutment
4 - west corner at wingwall interface. 2016: Gap is 1.75" at top horizontal face. Concrete piles with transverse cracks - no change
43
Status: Released
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017
Agency: TUKWILA
Page 4 of 8
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
CD Date: 7/27/2017
Program Mgr: Roman G. Peralta
Br. No. TUKWILA-14 SID 08109700 Br. Name 42ND AVENUE SOUTH BR
Carrying 42ND AVE SO Route On 01037 Mile Post 1.04
Intersecting DUWAMISH RIVER Route Under Mile Post
Notes (Continued
234 CONCRETE PIER CAP
Hairline vertical cracks in perimeter, tops are covered with mud, moss and transient debris.
Pier 2 - spall with exposed rebar NW, north & SE face.
Pier-3. Caps have open form tie holes.
Pier 4 : 4A, 4B & 4C top of beam cap spall across width of stringer.
266 CONCRETE SIDEWALK & SUPPORTS Surface: Transverse cracks at panel points, open up to 1/8", small spalls starting to form.
ACP at south approach to sidewalk is steep (Repair #12316). Vegetation growing along edge next to east truss line. Soffit: Many
hairline transverse cracks leaching on underside. Form anchors still in place on soffit along channel web. Supports: Steel knee
braces support sidewalk in Span 2. Top clips at truss are separating due to pack rust.
311 MOVEABLE BEARING
Rocker Bearings- Truss: Both bearings 2-1A & 2-1 B are tipped 5° expanded, temperature was 44' F.
Rocker Bearings - approach spans. Eight skewed steel bearings, each bearing has two hing bars.
Bearings are mounted on concrete plinths at Piers 2 and 3. Pack rust between sole plates and hing bars on all bearings. Hing bars
at 2A, 2D, 3-1A and 3-1D, are bulging up to 1/8" from pack rust, all eight bearings are frozen.
SEE NOTE 1676 SUBSTRUCTURE - for details on the concrete plinths.
313 FIXED BEARING Two pinned shoe bearings at Pier 3, minor rust on edges.
330 METAL BRIDGE RAILING Retrofitted thrie beam has minor traffic scrapes throughout. Rail has loose connection at U5L5 in east
truss and rattles under traffic. Curbs cracked open 1/8" over truss floorbeams. Tack welds broken on west rail, widespread.
340 METAL PEDESTRIAN RAILING Rail panel section loose at bottom tube connection to post, east sidewalk north of centerline of the
river, between L4 & L5.
357 PACK RUST Seam rust and pack rust - most 1 /4" or less on built-up members throughout truss.
361 SCOUR, FIELD
Pier 2 is located on the outside of a sharp meander bend in the Duwamish River.
Riprap along Pier 2 has a scour scallop, about 8 to 10 feet in diameter at the center of pier, two relic piles are exposed in the
scalloped area. During inspection flow increased velocity with the changing tide. The main thalweg flow is near the left bank at Pier
2; back eddies were noted along the center and downstream face of Pier 2. Riprap is scattered and missing along the downstream
face of Pier 3. Gravel bar visible upstream of pier 3, right bank to mid channel. Riprap has scatted areas upstream and downstream
along both banks. 2015 soundings show 2.5' deepening near Pier 2. Little change to gravel bar forming near Pier 3.
SOUNDINGS: are taken from upstream rail at truss panel points:
Year
LO
L1
L2
L3
L4
L5
L6
L7
L8
L9
L10
2015
18.5
30.5
41.5
44.5
40.5
36.0
29.7
28.5
26.5
23.5
16.0
2014
119.0
130.5
139.0
142.0
139.5
134.0
128.5
128.0
126.5
123.5
115.0
2013
118.8
130.2
141.0
142.0
142.0
135.0
130.0
127.5
126.0
123.8
116.0
2007
118.5
130.5
140.0
143.5
143.0
137.5
131.0
128.5
127.0
125.5
115.0
Update soundings every two years or more often if lateral migration is suspected. Monitor riprap at low tide and low flow periods.
1 362 IMPACT DAMAGE Traffic impact damage to truss south portal and sway members.
402 JOINT FILLER Open joints over floorbeams; most of fabric fill is worn away, allowing mud and water to pump through onto
floorbeam top flanges (Repair #12306).
44
Status: Released
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017
Agency: TUKWILA
Page 5 of 8
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
CD Date: 7/27/2017
Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Notes (Continued
Route On 01037 Mile Post 1.04
Route Under Mile Post
408 STEEL SLIDING PLATE
Joints are full of dirt. D-spalls and delaminations along edges of both joints. Water leaks through joint onto truss main piers.
MEASUREMENTS: are taken at center line of each joint.
YEAR
TEMP
TIME
PIER 2 (WEST)
PIER 3 (EAST)
2016
62 °
09:00
1-0"
1-1/2"
2015
48°
09:20
7/8"
1-1/2"
2013
48°
11:00
15/16"
1-3/8"
2011
50°
15:30
15/16"
1-3/8"
2009
65°
10:00
1-0"
1-5/8"
2007
50°
08:00
1-1/2"
1-5/8"
2005
65°
10:00
1-01,
1-3/8"
901 RED LEAD ALKYD PAINT SYSTEM Top coat of paint on top chord has flaked off in many areas. There are a few rust spots where
failed paint has exposed bare metal. Seam rust is bleeding through along edges of built-up members. Moss growth on some
diagonal/vertical members.
1663 The Deck Overall code was downgraded based on deck and floor system deterioration. The deck panels are non -composite and are
loose and banging on the floor system under traffic. In addition, the floor system is creaking and groaning under load. These
problems are not revealing themselves in recordable damage but the loose deck panels and lack of continuity was taken into
account in a new load rating update.
1676 SUBSTRUCTURE
Code reduced to 4 due to condition of concrete plinths under rocker bearings at piers 2 and 3.
Pier 2 plinth 2A, and 2B have open cracks at interface with pier cap. All plinths have large spalls with exposed rebar along edges,
several are spalled under bearing plates.
Pier 3 plinth 3A and 3B have open cracks at interface with pier cap. Several plinths have spalls with exposed rebar.
Unknown pile tip elevation of piles supporting Piers 2 & 3.
Channel thalweg is near pier 2, riprap is scattered.
1680 SCOUR , OFFICE Scour analysis done in 2014. Since pile tip elevations are not available, the scour code = "U". The channel is
centered under L3-East and is slightly aggradating at piers 1, 2 and 3. Calculated contraction scour is 0.6 feet, local pier scour
ranges between 6 feet and 13 feet depending on angle of attack. Plans indicate bottom of footing at -7.0, top of rail is estimated per
plans at 28.0.
1685 TRANSITION Bridge rail transition at Pier 1 west side is missing approach guard rail.
1686 GUARDRAILS SE Traffic impact damage to approach rail flex beam. NW Approach rail is below standard height at settlement area,
18in to top of rail.
1687 TERMINAL Terminals not slotted. Attenuator is located at NE corner.
2675 NO. OF UTILITIES Two utilities are suspended from east edge under sidewalk: One 12" diameter steel waterline with mechanically
restrained joints. One 6" diameter gas pipe.
2694 CLEARANCE Vertical clearance at portals and sway braces 3" from curb: East truss: E-MO - W-MO = 15'-3 1/8" E-M2 - W-M1 = 15'-
0 1/4" E-M3 - W-M2 = 15'-0" E-M4 - W-M3 = 15'-0" E-M5 - W-M4 = 15'-0 7/16" E-M6 - W-M5 = 15'-0 3/8" E-M7 - W-M6 = 15'-1 3/8"
E-M8 - W-M7 = 15'-0 1/8" E-M9 - W-M8 = 15'-0 1/8"
7664 DRAINS Drains are plugged throughout.
45
BRIDGE INSPECTION REPORT Page 6 of 8
Status: Released Printed On: 8/17/2017 Agency: TUKWILA
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Br. No. TUKWILA-14 SID 08109700 Br. Name 42ND AVENUE SOUTH BR
Carrying 42ND AVE SO Route On 01037 Mile Post 1.04
Intersecting DUWAMISH RIVER Route Under Mile Post
Notes (Continued
7681 APPROACH ROADWAY
Longitudinal and transverse cracking in ACP in both approaches.
South approach - slight settlement.
North approach - settlement at sheet pile wall and in southbound lane for 50 ft north of approach, longitudinal cracks and fault cracks
around settled area, approximately 1" settlement.
7682 RETAINING WALL Sheet pile wall to retain NW approach fill, no defects noted.
Repairs
Repair No
Pr
R
Repair Descriptions
Noted
Maint
Verified
12306
1
B
JOINTS SPAN 2: (MAH Revised 4/10/2015)
3/25/1998
Open Joints: Clean out open joints over floor beams thoroughly and
fill with a flexible sealant, priority 1 due to corrosion at top flanges of
floorbeams from leaking joints.
12316
1
B
SIDEWALK:
4/12/2007
North approach - rework the sliding plate expansion joint so it is
smooth with sidewalk.
Deck - patch spalls near panel points, seal open cracks.
13469
1
B
RAIL:
4/8/2013
SW transition is missing approach guard rail and terminal.
SE guardrail is bent and deformed.
NW guardrail has sunk down below acceptable standards.
REPAIR - replace missing guard rail and terminal at SW corner,
replace damaged rail at SE corner, reset NW rail and posts to bring
rail up to standard height.
13471
1
B
PAINT:
4/8/2013
Paint has failed in many locations on top of top chords of truss.
Pack rust is forming in seams of all built-up members. Moist dirt
and pigeon guano are trapped in truss panel points and will cause
premature paint failure. Algae growing on many members.
REPAIR - Thoroughly pressure wash clean truss of all
dirt/algae/guano, prepare surface, paint bridge to encapsulate pack
rust and protect truss members. Add bird deterrent at all panel
points, upper and lower chords.
13473
1
B
EXPANSION JOINT:
4/8/2013
Steel sliding plate expansion joints allows water and dirt to fall onto
top of caps at Piers 2 and 3. The edges around the joints are
chipped and spalled.
REPAIR - Replace steel sliding plate expansion joints with either a
strip seal with steel header or modular joint.
13474
S
S
SCOUR:
4/16/2013
Current scour code is coded "5" which means that foundation is
stable for calculated scour depths. Need copy of pile tip elevations
from city for bridge file.
46
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
BRIDGE INSPECTION REPORT Page 7 of 8
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
Repairs (Continued)
Repair No
Pr
R
Repair Descriptions
Noted
Maint
Verified
13475
2
B
STRUCTURAL SUBSTRUCTURE: (RPH Revised 4/8/13) Concrete
4/16/2013
columns supporting sliding bearings at Piers 2 and 3 have horizontal
cracks at cap interface, exposed rusty rebar, spalls and
delaminations.
Pier 2 - Cap has spall, with rusted rebar and open cracks up to
.05mm.
Pier 3 - heavily abraded at waterline.
Pier 4 - columns 4A-C have horizontal cracks. Abutment backwall is
undermining along west half. West wing wall has large open crack
and spalls.
REPAIRS:
P2 and P3 bearing columns - recommend design seismic retrofit
steel collar and construct around bearing columns, anchored to cap,
then fill tight with epoxy.
Pier 2 - cap clean exposed rebar and patch spalls, epoxy inject
cracks.
Pier 3 - clean and patch abraded areas of pier wall
Pier 4 - FRP wrap columns 4 A-C. Reinforce west wingwall. Add
quarryspall along abutment 4 and under span 3 to retain fill and
discourage transient activity.
13476
2
B
SCOUR: (RPH Revised 7/22/2014) Small scour scallops in left bank
4/17/2013
armor in front of Pier 2.
Riprap is sparse and scattered through mudbar in front of Pier 3.
Monitor the downstream inside face of Pier 3 at low water. REPAIR
- Replace missing riprap along banks and in front of piers.
13478
1
B
SWAY BRACES:
4/10/2015
Heat straighten south portal and sway E-M3/W-M2.
Sway bracing measures 15'-0" three inches from curb. Vertical
clearance signs are required for measured clearances less than or
equal to 15'-3"
Install warning signs at both portals with posted height 3" less than
lowest measured clearance.
Recommend raising portals and sways due to the high volume of
truck traffic and existing damage to sway members.
13479
2
B
BEARINGS:
4/10/2015
Main span rocker bearings at pier 2 are frozen in expanded position,
fixed bearing at pier 3 are offset.
Clean and reset main span bearings.
Approach span bearings - slide bearing at pier 2 and 3 are corroded
- possibly frozen.
Replace sliding plates with elastomeric dynamic isolation bearings.
13480
2
B
DECK
4/10/2015
SOFFIT - widespread honeycombed areas, spalls with exposed
rebar east side of soffit.
SURFACE - worn to aggregate, spalling along joints. Patches of
light scaling.
REPAIR: Chip any delamintaed concrete from exposed rebar, clean
and seal exposed bar and patch spalls. Sack honeycombed areas
throughout soffit.
Shotblast deck surface, patch spalled areas and apply epoxy
overlay.
Inspections Performed and Resources Required
Report Type Date Freq Hrs Insp CertNo Coinsp Note
Routine 4/26/2017 12 6.0 ZZ G1414 TTT
Fracture Critical 4/26/2017 24 6.0 ZZ G1414 TTT
Resources Hours Min Pref Max Freq Date Need Date Override Notes
UBIT 6.00 SDOT UBIT 60 USED
47
BRIDGE INSPECTION REPORT
Status: Released Printed On: 8/17/2017 Agency: TUKWILA
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037
Route Under
Page 8 of 8
Mile Post 1.04
Mile Post
Inspections Performed and Resources Required (Continued)
Report Type
Date
Freg
Hrs !asp CertNo
Coinsp Note
Flagging
6.00
LOCAL AGENCY
Flagging provided by City of Tukwila - contact
Steve Carstens at 206-431-2446
Interim
2/26/2016
24
1.0 MAH G1103
BLR Inspect short concrete columns supporting bearings at piers 2
and 3. See Monitor Note 695 for details
Resources
Hours
Min
Pref
Max Freq Date
Need Date Override Notes
Special
Bring ladder to reach columns and bearings.
Equipment
Equipment
4/26/2017
24
6.0 ZZ G1414
TTT
Resources
Hours
Min
Pref
Max Freq Date
Need Date Override Notes
UBIT
4.00
SDOT UBIT-60 USED
Flagging
4.00
Flagging provided by City of Tukwila - contact
Steve Carstens 206-431-2446.
Informational
7/27/2017
GDG 00014
Updated load rating information with 2017 rating results.
Downgraded Deck Overall to account for loose deck panels and
floor system noise under traffic. These issues have were noted
in inspections since 2014 were not noted. This change was
made with the concurrance of the previous bridge inspector.
48
Washington State
A Department of Transportation
1001 2009
Bridge ID
Facilities
Layout
WSBIS
Local
Agency
Inventory
Report
2132 1019 1286 1021 2023
1156
2181
2183 2185 1188
1196
Structure ID
Bridge Number
Bridge Name
N
�
City
Location
U
o
�
3
Latitude
Longitude
<<
o
-0
m
08109700
TUKWILA-14
42ND AVENUE SOUTH BR
04
4
17
1320
.03 MI N OF INTERURBAN AV
10
23
04E
47° 29' 23.10"
122' 16' 49.00"
1232 1256 1274 7281 7283 1276 1285 1288 1289 1293 1292 2295 7296 Sufficiency Rating•
Feature Intersected
Facilities Carried
Region
r
cn
r
cc
FIPS
o
-
-
0
Z
=
2
m
r
=
DUWAMISH RIVER
42ND AVE SO
NW
11
0
72625
3
N
A
4
Printed
Date 7.56 Item 2710 SR
8/17/2017 SD Item 2711 SD/FO
High Risk
1332 1336 1340 2346 1348 1352 1356 1360 1364 1367 1310 1312 1370 1374 1378 1379 1382 1383 1386 1387 1390 1394 1291 1397
Year
Year
Bridge
Maximum
Lanes
Curb to Curb
Out to Out
Sidewalk
Sidewalk
v
Min Vert
Min Vert
Vert
Min Lat
Lat
Min Lat
o v
Nav Vert
Nav Horiz
Nav Vert
Q
Appr
Built
Rebuilt
Length
NBIS Len th
g
Span Length
On
Deck Width
Deck Width
Left
Right
g
a
Over Deck
Under
Code
Under Right
Code
Under Left
m n
Clear
Clear
Lift Clear
0
Rdwy
1949
0
284
220
2
24.0
30.0
0.0
3.5
38
N
15' 00"
00,001,
N
0.0
N
0.0
0
0
0
0
36
1432 1433 1434 1435 2440 1445 1451 1453 1457 1463 1467 1477 1469 2410 7479 1483 1484 14851486 1487 1489 1490 1354 1491 1495 1499 1413 2441
Crossing
0
N
t`
N
N
(D
0
1532 1533 1535 1536 1538 1541 1544 1545 1546 1547 1548 1549 1550 1551 1552 1553 1554 1555 1556 1585 1588 1590 7565 7557 w
m
Design
Load
Rating
p
n =
m `D
Truck
Year of
Future
Linear Referencing
LRS
w Z
Fed Aid
Z
00
Cn
i
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Funct.
Z
Lane
c r
m
Horizontal
Horizontal
Max Vert
0
m
r Cn
-o
m
N
�.
Route Number
Milepost
ADT
%
ADT
Future ADT
DT Year
System
Sub
LRS Milepost
co
Route #
D
=
Class
z
Use
Clearance
Clearance
Clearance
o
m
m
=
Direction
cn
Route Dir
Reverse Dir
Route
a
1
5
1
01037
1.04
10000
20
2014
11000
2034
01037
Y
1037
0
0
0
0
17
N
2
0
24'00"
15'00"
2
25
Main
Main
Appr
Appr
Number
Number
Service
Service
Deck
Wearing
Deck
Design
Oper
Oper
Oper
Inv
Inv
Inv
d o
0
Design
Span
p
San
p
San
p
San
p
Main
Appr
pp
On
Under
Type
Surface
Membrane
Protect
Load
Rating
g
Rating
g
Rating
g
Rating
g
Rating
g
Rating
g
m Q
m
a-
— m
Border Structure ID
Fed Aid Protect No
�
Exemption
Material
Design
Material
Design
Spans
Spans
Code
Method
Tons
Factor
Method
Tons
Factor
n
3
10
1
04
1
2
5
5
1
1
0
0
4
6
27
0.77
6
16
0.46
23
0.65
14
0.39
c
0
U
a
Q0
co
co
00
6
4
2587 2588 2589 2590 2591 2592 2593 2594 2595 2596 7832 7833 7834 7835 7836 7837 7838 7839 7840 7841 1844 1846 1847 2853 2860 1867 1873 2870 1861 1879 2883 rn
CDK
w
�
w�
Z
Cn
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Cn
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Cn
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OL2
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1 0.90
0.84
1 0.73
1.11
1 0.98
0.88
0.81
0.65
0.34
Waterway/
Prop Imp
v
-n
o °
o
°
Cn
N o
(1
v 3
Cn U)
a- s
O
�
[n U7
3
U7
a 3
7 -0
o
m o
Stru Imp
Roadway
Cost
Struct Cost
Rdwy Cost
Engr Cost
Total Cost
Estmt
(n o0
m
Q
o Q
c
Q
Q
3 Q
m
m
F
Length
Width
Per SF
Year
v
—
w3
B
A
N
H
2
3
N
A
N
2
31
1
294
38
800
4469
894
3575
8938
2014
Y
7
U
M
Inspection Date Inspector Cert No Co -Inspector
2920 1990 2646 2649 2654
Inspection Date Inspector Cert No Co -Inspector Inspection Date Inspector Cert No Co -Inspector
Routine UW Interim
Inspection Fracture Critical Interim
Report
Types Special Feature In Depth
Underwater Damage
Safety
Short Span
Geometric
Info
7/27/2017
GDG
G0014
Inventory
49
--- TRANTECH
Li zEngineering LLC 50
■
BRIDGE RATING SUMMARY
Bridge Name:
42ND AVENUE SOUTH BR
Bridge Number:
TUKWILA-14
Span Types:
Steel Through Truss Bridge & AE2roach Slabs
Bridge Length:
280' (220' Truss + 200' Approach Slab)
Design Load:
HS20-44
Rated By:
VP
Checked By:
KN
Date:
8/1/2017
i EXPIRES l42
Inspection Report Date
4/26/2017
Substructure Condition
4
Rating Method
LFR
10"/Truss
Deck Condition
6
Overlay Thickness
& 2"/Approachl
Superstructure Condition
5
Truck RF IN RF (OPR) Controlling Point
AASHTO-1
0.72
1.21
Yielding
in member L2U1
AASHTO-2
0.54
0.90
Yielding
in member L2U1
AASHTO-3
0.50
0.84
Yielding
in member L2U1
NRL
0.44
0.73
Yielding
in member L2U1
OL-1
0.39
0.65
Yielding
in member L2U1
OL-2
0.20
0.34
Yielding
in member L2U1
NBI Rating
RF
Controlling Point
Inventory (HS-20)
0.39
Yielding
in member L2U1
Operating (HS-20)
0.65
Yielding
in member L2U1
Remarks: Bridge requires posting. The single unit and FAST Act vehicles rating factors are:
Operating Rating
RF
Ton
Controlling
Point
SU4 (GVW
= 54 K)
1.11
29.97
Yielding in
member L2U1
SU5 (GVW
= 62 K)
0.98
30.38
Yielding in
member L2U1
SU6 (GVW
= 69.5 K)
0.88
30.58
Yielding in
member L2U1
SU7 (GVW
= 77.5 K)
0.81
31.39
Yielding in
member L2U1
EV2 (GVW
= 57.5 K)
0.62
17.83
Yielding in
member L2U1
EV3 (GVW
= 86.0 K)
0.42
18.06
Yielding in
member L2U1
51
= TRANTECH
Ll lEnginee ing PLC 52
■
City of Tukwila -Tukwila 14-42nd Avenue Bridge Replacement Cost Estimate August 1, 2017
285 foot simple span with angled bearings.
STD. ITEM
ITEM DESCRIPTION
MEAS. UNIT
QUANTITY
UNIT PRICE
COST
130
REMOVING ASPHALT CONCRETE SIDEWALK
SY
10
$ 150
$ 1,500
170
REMOVING GUARDRAIL
LF
40
$ 25
$ 1,000
1085
QUARRY SPALLS
CY
500
$ 40
$ 20,000
4006
STRUCTURE EXCAVATION CLASS A INCL. HAUL
CY
200
$ 150
$ 30,000
4010
SPECIAL EXCAVATION
CY
100
$ 200
$ 20,000
4013
SHORING OR EXTRA EXCAVATION CLASS A - SHAFT
LS
1
1 $ 25,000
$ 25,000
4007
SOIL EXCAVATION FOR SHAFT INCL HAUL
CY
450
$ 450
$ 202,500
4008
FURNISH AND PLACE TEMP CASING FOR 60" DIAM SHAFT
LF
600
$ 200
$ 120,000
FURNISH PERM CASING FOR 60" DIAM SHAFT
LF
600
$ 450
$ 270,000
PLACING PERM CASING FOR 60" DIAM SHAFT
EA
6
$ 3,000
$ 18,000
CONC CL 4000P FOR SHAFT
CY
450
$ 300
$ 135,000
ST REINF BAR FOR SHAFT
LBS
540,000
$ 1.70
$ 918,000
CSL ACCESS TUBES
LF
600
$ 15
$ 9,000
REMOVING SHAFT OBSTRUCTIONS
LS
1
$ 100,000
$ 100,000
REMOVING EXISTING BRIDGE SUPERSTRUCTURE
LS
1
$ 300,000
$ 300,000
REMOVING EXISTING BRIDGE FOUNDATION
LS
1
$ 300,000
$ 300,000
REMOVING EXISTING BRIDGE APPROACHES
LS
1
$ 100,000
$ 100,000
TEMPORARY DETOUR BRIDGE
LS
1
$ 1,250,000
$ 1,250,000
PRESTRESSED CONCRETE GIRDERS, WATER XING WITH PILING
LF
1,750
$ 300
$ 525,000
BRIDGE APPROACH SLAB
SY
280
$ 250
$ 70,000
REINFORCED CONC RETAINING WALL
SF
2,000
$ 90
$ 180,000
CONC CL 4000 FOR BRIDGE
CY
550
$ 575
$ 316,250
STRUCTURAL SURVEYING
LS
1
$ 30,000
$ 30,000
4438
EXPANSION JOINT SYSTEM COMPRESSION SEAL - SUPERSTRUCT.
LF
160
100
$ 16,000
4339
EXPANSION JOINT SYSTEM STRIP SEAL
LF
160
800
$ 128,000
4410
BRIDGE RAILING
LF
600
120
$ 72,000
6403
ESA LEAD
DAYS
280
120
$ 33,600
6416
SEEDING, FERTILIZING, AND MULCHING
LS
1
3,000
$ 3,000
6455
BIODEGRADABLE EROSION CONTROL BLANKET
SY
250
4
$ 1,000
6470
STREET CLEANING
HR
120
200
$ 24,000
6471
INLET PROTECTION
EA
6
100
$ 600
6488
EROSION CONTROL AND WATER POLLUTION PREVENTION
LS
1
2,000
$ 2,000
6630
HIGH VISIBILITY FENCE
LF
300
4
$ 1,200
6806
PAINT LINE
LF
-
5
$ -
6869
PEDESTRIAN TRAFFIC CONTROL
LS
1
10,000
$ 10,000
6899
BRIDGE MOUNTED SIGN
EA
2
1,000
$ 2,000
6903
TEMPORARY ILLUMINATION SYSTEM
LS
1
10,000
$ 10,000
6913
PORTABLE TEMPORARY TRAFFIC CONTROL SIGNAL
LS
1
30,000
$ 30,000
6971
PROJECT TEMPORARY TRAFFIC CONTROL
LS
1
100,000
$ 100,000
6974
TRAFFIC CONTROL SUPERVISOR
LS
1
10,000
$ 10,000
6982
CONSTRUCTION SIGNS CLASS A
SF
200
20
$ 4,000
7003
TYPE B PROGRESS SCHEDULE
LS
1
5,000
$ 5,000
7052
BRIDGE END SIDEWALK RAMP
EA
2
1,000
$ 2,000
7400
TRAINING
HR
500
20
$ 10,000
7480
ROADSIDE CLEANUP
EST
1
10,000
$ 10,000
7500
FIELD OFFICE BUILDING
LS
1
20,000
$ 20,000
7570
HEALTH AND SAFETY PLAN
LS
1
10,000
$ 10,000
7736
SPCC PLAN
LS
1
2,000
$ 2,000
APPROACH @15% OF BRIDGE COST
LS
1
817,148
$ 817,148
WILDLIFE MANAGEMENT
LS
1
5,000
$ 5,000
SUBTOTAL
$ 6,269,798
CONTINGENCY (15%)
$ 940,470
MOBILIZATION
$ 626,980
$ 626,980
RIGHT OF WAY COSTS
I
is 500,000
PRELIMINARY ENGINEERING (25% CONSTRUCTION COST)
$ 1,567,449
CONSTRUCTION MANAGEMENT (18 % CONSTRUCTION COST)
$ 1,128,564
INFLATION FACTOR (5%/YEAR BASED ON PROJECTED AD DATE)
$ 1,351,181
0
PE Costs (approximately 25% of Total)
(Soils, Environmental, Desig Docuemnts, Plan Preparation, etc.)
Right of Way Costs
(Purchases, Reoloation and Construction Easement)
Construction Costs
(Environmental mitigation, approach costs (15%), structure costs, etc)
Construction engineering (18%)
contingency (15%)
Mobilization (10%)
Inflation Factor (5% per year based on project Ad Date below)
Total Rehabilitation/Replacement/Preventative Maitnenance Project Costs
$ 1,567,449
$ 500,000
$ 6,269,798
$ 1,128,564
$ 940,470
$ 626,980
$ 1,351,181
$ 12,384,440
53
■
- TRANTECH
Engineering LLC
54
Federal Highway
Bridge Program
Project Application
Please send copies of the load ratings summary, accident
data, any other pertinent information, and electronic photos
(640 x 480 pixels minimum .JPG ) with this questionnaire by
the due date specified in the cover letter.
Agency Name: City of Tukwila
Pick one of the following:
Bridge Name: 42ND AVENUE SOUTH BR
(i) Replacement Candidate
Q Rehabilitation Candidate
Q Scour Mitigation
Q Seismic Retrofit
O Painting ❑ Bundled
O Deck Repair Project
Bridge Number: TUKxNx14
Contact Person: Hari Ponnekanti
Phone: ( 206 ) 431 - 2455
Sufficiency Rating: 7.56 SD
Structure ID: 08109700
Brief Proiect Description (includinc bridge replacement
Remove and Replace the existing 220' truss and 2 - 32' concrete approach spans with a
non -redundant steel multigirder bridge.
Proposed Length: 310' Width (Curb to Curb): 40' Current Year: 19
Rehabilitation/Replacement/Seismic/Paint/Scour Projects
PE Costs (approximately 25% of total) $ 2,189,917
(Soils, Environmental, Design Documents, Plans Preparation, etc.)
Right of Way Costs
$ 120,000
(Purchases, Relocation and Construction Easement)
Construction Costs $ 8,759,667
(Environmental mitigation, approach costs (15%), structure costs, etc.)
Construction Engineering (18%) $1,576,740
Contingency (15%) $1,313,950
Mobilization (10%) $ 875,967
Inflation Factor (5% per year, based on projected Ad date below) $ 875,967
Total Rehabilitation/Replacement/Preventative Maintenance Project Costs:*
$ 15,712,208
If a Rehabilitation, what would be the Replacement cost for that same structure
(including PE, Right of Way, and Construction)?
Proiect Milestones
Scheduled
Scheduled
Project Added to Local Agency TIP
M/Y
11
/ 19
Right of Way Start
M/Y
7
/ 20
Project Added to Regional TIP
M/Y
12
/ 19
Right of Way Complete
M/Y
12
/ 20
Project Added to STIP
M/Y
1
/ 20
Geometric/30% Design Complete
M/Y
10
/ 20
Project Definition Begin PE
M/Y
6
/ 20
General Plan/60% Design Complete
M/Y
4
/ 20
NEPA Kick Off
M/Y
7
/ 20
Advertisement
M/Y
12
/ 21
Environmental Docs Approved
M/Y
1
/ 21
Contract Awarded
M/Y
1
/ 22
Provide comments below
Open to Traffic
M/Y
5d2
/ 23
Comments
The 42nd Avenue South Bridge is a 3-span 280-foot-long bridge built in 1949. The bridge is
comprised of a 220-foot-long fracture critical steel through -truss main span with a
32-foot-long concrete T-beam approach span at each end. The bridge has an extreme 38
degree skew which is causing structural condition issues. The existing bridge is both
Structurally Deficient and Functionally Obsolete with a sufficiency rating of 7.56 SD.
The bridge is currently the only access to the BNSF Intermodel Facility and to Baker
Commodities, a rendering plant, located on the east side of Tukwila's Allentown
neighborhood. The bridge has an ADT of 10,300 vehicles per day with 30% trucks by the
2018 traffic count. The City is currently struggling to maintain access to these significant
businesses after an indepth structural assessment in 2017 (see attached report) resulted in
the load posting of the bridge. To date, the City of Tukwila has had approximately 25 trucks
analyzed for permits to cross the bridge. In addition to load requirements, the bridge has a
posted speed limit for trucks of 15 mph which allows the majority of legal and the above
mentioned special permit vehicles to cross the bridge. This speed restriction has been
reinforced by radar speed monitoring signs.
The bridge has unknown foundations but is assumed scour safe by a scour analysis
performed in 2014. A scour plan of action has been implemented per the unknown status of
the foundations. That said, riprap placed on the south abutment has been washed away as
noted in the inspection reports so there appears to be a scour concern based on site
conditions and history. This includes damage to the north abutment and ongoing settlement
at the north approach as material is pumped from behind the abutment retaining wall by
hydraulic action. The settlement is highlighted by the sinking of the approach rail has to be
regularly repaired with asphalt wedges to smooth the transition onto the bridge.
The City of Tukwila has also struggled for years to maintain the bridge. Maintenance
projects include a major paint project in the mid-1990's and a significant emergency project
to rebuild the north bridge approach after erosion, caused by scour, threatened the existing
roadway. The bridge currently needs another paint job, deck repair, seized bearing repair, a
seismic retrofit, and a scour repair to address the loss of riprap mentioned above. The City
has contracted with King County Bridge Maintenance to clean the bridge regularly in order
ensure valid bridge inspections. These inspections are also conducted at a 12 mo.
frequency to increase the monitoring of the bridge.
Because the 42nd Avenue South Bridge sits on a challenging bend in the Duwamish River,
Tukwila contracted a consulting firm to develop viable construction options and accurate
concept level estimates. The most straight forward is being presented here and in the
attached documents. Although the estimate amount is over the $12M maximum funding
level, Tukwila understands that the award is limited. This project is also in the City's current
Capital Improvement Program (CIP) with this understanding evident (see attached CIP
page).
56
BRIDGE INSPECTION REPORT
Status: Released Printed On: 4/22/2019 Agency: TUKWILA
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9 Release Date: 4/22/2019 Program Mgr: Roman G. Peralta
Br. No. TUKxNx14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037
Route Under
Inspector's Signature MAG Cert # G1103 Cert Exp Date 5/12/2021 Co -Inspector's Signature HP
Page 1 of 9
Mile Post 1.04
Mile Post
2
2
9
8
5
5
4
9
5
N
4
1
M
10
7
7
6
Structural Eval (1657)
Deck Geometry (1658)
Underclearance (1659)
Alignment (1661)
Deck Overall (1663)
Superstructure (1671)
Substructure (1676)
Culvert (1678)
Chan/Protection (1677)
Pier/Abut/Prot (1679)
Drain Cond (7664)
Drain Status (7665)
Deck Scaling (7666)
Scaling Pct (7667)
Deck Rutting (7669)
Exposed Rebar (7670)
Curb Cond (7672)
23
0.65
14
0.39
3 1
P
8
U
Y
N
6
5
6
7
9
Operating Tons (1552)
Op RF (1553)
Inventory Tons (1555)
Inv RF (1556)
Operating Level (1660)
Open/Closed (1293)
Waterway (1662)
Scour (1680)
Soundings Flag (2693)
Revise Rating (2688)
Photos Flag (2691)
Measure CImc (2694)
Sdwk Cond (7673)
Paint Cond (7674)
Approach Cond (7681)
Retaining Wall (7682)
Pier Prot (7683)
2
1
0
0
0
0.00
6.00
40.0
1949
0
Y
Alpha
No Utilities (2675)
Bridge Rails (1684)
Transition (1685)
Guardrails (1686)
Terminals (1687)
Asphalt Depth (2610)
Design Curb Ht (2611)
32.0 Bridge Rail Ht (2612)
Year Built (1332)
Year Rebuilt (1336)
Subj to NBIS (2614)
Span Type:
Inspections Performed:
Freq Hrs Date Rep Type
24 7.0 4/1/2019 Routine
24 7.0 4/1/2019 Fract Crit
UW
Special
24 2.5 4/6/2018 Interim
UWI
Damage
PRM Safety
SEC Safety
Condition
Short Span
In Depth
Geometric
STrus
Sufficiency Rating 7.56 SD
High Risk
BMS Elements
Element
Element Description
Total
Units
State 1
State 2
State 3
State 4
12
Concrete Deck
6,840
SF
6,835
0
5
0
35
Concrete Deck Soffit
6,840
SF
6,836
0
4
0
110
Concrete Girder
256
LF
256
0
0
0
113
Steel Stringer
1,100
LF
1,050
0
50
0
126
Steel Thru Truss
440
LF
286
0
154
0
133
Truss Gusset Plates
40
EA
20
0
20
0
152
Steel Floor Beam
351
LF
331
0
20
0
205
Concrete Pile/Column
18
EA
10
0
8
0
212
Concrete Submerged Pier Wall
80
LF
77
3
0
0
215
Concrete Abutment
80
LF
70
0
10
0
234
Concrete Pier Cap/Crossbeam
84
LF
84
0
0
0
266
Concrete Sidewalk & Supports
1,482
SF
1,482
0
0
0
311
Moveable Bearing (roller, sliding, etc)
10
EA
2
0
0
8
313
Fixed Bearing
2
EA
2
0
61
0
Status: Released
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
BRIDGE INSPECTION REPORT Page 2 of 9
Printed On: 4/22/2019 Agency: TUKWILA
Release Date: 4/22/2019 Program Mgr: Roman G. Peralta
Br. No. TUKxNx14 SID 08109700 Br. Name 42ND AVENUE SOUTH BR
Carrying 42ND AVE SO Route On 01037 Mile Post 1.04
Intersecting DUWAMISH RIVER Route Under Mile Post
BMS Elements
(Continued)
Element
Element Description
Total
Units
State 1
State 2
State 3
State 4
330
Metal Bridge Railing
570
LF
458
100
12
0
340
Metal Pedestrian Railing
285
LF
285
0
0
0
357
Pack Rust
50
EA
46
4
0
0
361
Scour
4
EA
2
2
0
0
402
Open Concrete Joint
216
LF
0
0
216
0
408
Steel Sliding Plate
72
LF
24
48
0
0
901
Red Lead Alkyd Paint System
17,000
SF
13,200
0
3,300
500
Notes
0
ORIENTATION
Beginning of bridge at south is abutment 1 (nearest traffic signal at Interurban Ave).
Green River Pedestrian Trail located under span 1.
Duwamish River flows east to west - note river tidal influence.
Old King County Bridge ID No. 3175
1
FRACTURE CRITICAL INSPECTION
Includes visual inspection of truss tension members: bottom chords, floor beams, diagonal and vertical members.
See Fracture Critical Report in Files Tab.
See bridge nomenclature for feature ID on skewed truss.
3
UBIT 62 INSPECTION
UBIT can deploy through both sides of truss. Truss openings are narrow, bridge deck is narrow with low portals and sways.
Suggest closing the bridge for UBIT inspections due to the bouncing motion of the UBIT boom caused by the high volume of truck
traffic on the bridge during the inspection.
Police presence is required during inspection at the intersection of Interurban Ave S and 42nd Ave S 100' south of the bridge.
11
LOAD RATING
Gusset Plate at L2U1-East controls. Load rating performed (August 2017) and the bridge requires load posting forAASHTO 2 and
3, SHV 5,647, and EV 2 and 3. An additional analysis was performed for a low speed posting option, see the Low Speed Posting
Memo under the Records/Load Rating tab and posting sign photos under the Photos tab.
12
CONCRETE DECK
(SURFACE) Open joints at floorbeam. Exposed aggregate in wheel lines and slight rutting. Moderate scaling, pop -outs and mudball
voids scattered throughout surface. Longitudinal cracks concentrated near ends of bridge, some porosity.
North bound lane: 4"-6" pavement spall.
South bound lane: 6" loose pavement near double yellow line.
35
CONCRETE DECK SOFFIT
All spans - Many short exposed rebar in edge overhangs due to lack of cover and poor consolidation of concrete.
Span 2 - Diagonal hairline leaching cracks near steel stringers. Deck fillets are spalled in several locations along top flanges of
floorbeams. Scattered hairline transverse rusty leaching cracks in soffit. Moderate sized pockets of poor consolidation - truss spans
2-4 thru 2-7.
Span 3 - Diagonal leaching cracks between girders 3A/B near Pier 3.
110
CONCRETE GIRDER
Four lines of CIP concrete T-beams in Spans 1 and 3. Webs have hairline vertical and diagonal cracks. Span 1
1A - Vertical crack near Pier 2 Span 3
End diaphragm @ Pier 3 - hairline vertical leaching cracks. All girders are covered with soot.
113
STEEL STRINGER
Five lines of stringers. Square cope at connection to floorbeams, rust blisters on some copes - no cracks observed. Areas of
corrosion top flanges. Mud staining on outside stringers.
58
Status: Released
BRIDGE INSPECTION REPORT
Printed On: 4/22/2019
Agency: TUKWILA
Page 3 of 9
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
Release Date: 4/22/2019
Program Mgr: Roman G. Peralta
Br. No. TUKxNx14 SID 08109700 Br. Name 42ND AVENUE SOUTH BR
Carrying 42ND AVE SO Route On 01037 Mile Post 1.04
Intersecting DUWAMISH RIVER Route Under Mile Post
Notes (Continued
126 STEEL THRU TRUSS GENERAL:
See attached Fracture Critical Report for detail on fracture critical members.
Lower and upper panel points and those connecting members are covered in bird guano, active nests in upper chords and in lower
panel points on gusset plates. Also see note133 Gusset Plates for details.
PACK RUST:
Diagonals (compression): pack rust in seams, warping between rivet heads up to 1/8".
Verticals (tension): visible seem rust - no deformation at rivets.
Lower Chords: both consist of two channel beams from L2 to L8; addition plates riveted to interior webs, pack rust forming between
channel webs and plates, plates are distorting up to 1/8" between rivets.
Gusset Plates: Pack rust between bottom lateral gusset plates and bottom chord, plates are bulging up to 3/8" at all chord joints.
Pack rust between interior cover plates and bottom chord channel has caused warping of cover plate up to 1/4". Bottom laterals
have seam rust and pack rust up to 3/8" along tops of members.
Upper Chords: minor seam rust along channel/plate seams throughout.
IMPACT DAMAGE:
Traffic impact damage to truss south portal and sway members.
PORTALS:
South Portal:
U1 W-U1 E: High load traffic damage to south portal and sway frame. North flange of south portal is bent north 3" over length of 2 ft.
Bottom flange of sway is bent upward 2" over 8" in length. Top flange of sway has a sine -wave shaped crimp, 1" over 7" in length.
Center of sway is bent 1'-0" to north.
SWAYS:
Seam rust between angle plates and webs.
M1 W-M2E: Impact damage to sway, bent 5" to north; bottom flanges buckled center.
M2W-M3E: Minor impact damage bottom flange. Slightly out of plane.
Most sways have scrape marks across bottom flanges - typically northbound lane.
LOWER CHORD:
L7W: 2 rusty rivet heads on bottom plate.
L7-L8W: Pack rust on lower chord.
L8W: Pack rust 1/8" on bottom plate.
L9W-U9W: Pitting up to 1/8" near top of bottom gusset plate.
L9W: Gusset plate 7/16" thick. Pack rust 1/8" on bottom plate and 1/4" vertical plate.
UPPER CHORD:
Rust along riveted seams most sections.
Interior upper flange has widespread peeling paint.
Interior lower flange has excessive amounts of bird guano.
133 STEEL GUSSET PLATES
20 gusset node points per truss line.
Low Chord Plates:
Lateral gusset plates have pack rust, plates bulging up to 3/8" at most chord joints.
Interior cover plates at chord channel have pack rust; warping of cover plate up to 1/4".
Interior rivet heads have blistered or failed paint, many are heavily rusted.
All bottom Low chord plates have excessive guano and active pigeon nests.
5LE bottom plate has two deformed rivet heads.
Upper Chord Plates:
Lateral interior cover plates have pack rust at connections, no warping noted.
Exterior upper plates have peeling paint; pack rust at connections.
Upper interior plates have excessive bird guano.
152 STEEL FLOOR BEAM
Two skewed end floor beams and ten transverse floor beams. Diagonal beams are ELO-WLO and EL10-WL10.
Dirt and mud at connections to truss. Laminar rust along top flange with minor section loss (<2%).
59
BRIDGE INSPECTION REPORT
Page 4 of 9
Status: Released
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
Br. No. TUKxNx14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Printed On: 4/22/2019 Agency: TUKWILA
Release Date: 4/22/2019 Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Route On 01037
Route Under
Mile Post 1.04
Mile Post
Notes (Continued)
205
CONCRETE PILE
Ten octagonal concrete piles, five at each abutment.
All columns have rough finish concrete and a few hairline cracks at cap interface.
1 C: 10" spall with exposed rebar.
4A, 4B, 4C: Hairline horizontal cracks at about 1 ft. spacing.
CONCRETE BEARING PEDESTALS
Eight 28" tall concrete columns support sliding plate bearing, four each at Piers 2 & 3.
2A: Horizontal crack at cap interface, south face, exposed rusty rebar, corners are spalled off, NW corner spall is 2"+ deep . NW
corner of bearing is unsupported.
2B: Horizontal crack at cap interface, south face, exposed rusty rebar, large spalls in NW corner of column. NW corner of bearing is
unsupported.
2C: Horizontal crack at cap interface, south face, exposed 4" section of rusty rebar
2D: Hairline crack at cap interface south face, with D-spalls and delaminated areas. SE corner is spalled off (18" high by 4" deep) at
the base. South face has two spalls, easterly spall has 10' of exposed rusted rebar.
3A: Horizontal cracks with delaminated D-spalls and open spalls at cap interface, full length of north face. Column is tilted south at
2 2°
3B: Horizontal cracks at cap interface, north face. Column is tilted to the south at 0.5°. NW corner of bearing grout pad is spalled.
3C: D-spall crack below cap interface north face. Spall with 12" of horizontal rebar exposed on south face. NW corner of bearing
grout pad is spalled.
3D: No defects
MONITOR NOTES 4/1/2019:
Pier 2 concrete bearing pedestals - no change noted from previous inspection.
Pier 3 concrete bearing pedestals - column 3A; north face - open cracks at base along interface with pier cap, full width, many small
spalls and delaminated areas along the crack line. Column is tilted to the south 2.2 degrees.
212
CONCRETE SUBMERGED PIER WALL
Hairline vertical cracks in pier walls. Many 1-1/2" shallow form tie holes in both walls.
Pier 2: water abrasion along north face. Several spalls with exposed rebar north face.
Pier 3: Three 12" x 12" x 1" deep areas of abrasion in south face.
215
CONCRETE ABUTMENT
Both abutments have a few hairline vertical cracks in concrete backwalls.
Abutment 1 - Void at backwall between column 1 C and 1 D measures 2" vert x 13" horiz x 6' long. Pedestrian trail under span 1 near
abutment. Metal pedestrian rail between trail and abutment.
Abutment 4 - gap under backwall from pile 4A through 4D, minor erosion/sloughing. Heavy blackberry growth between 4A - 4C.
Wingwalls at Abutment 4
NW - abut/wingwall interface; open diagonal crack above top of cap to ground line (2.0" gap at top) with 2 ft x 8" x 6" deep spall with
5" of exposed rebar.
NE - wingwall: 8" x 6" x 3" deep spall. Two steel plates attached on the east side of north abutment wall at the NE corner bridge
rail.
234
CONCRETE PIER CAP
Piers 2 and 3 only.
Both have hairline vertical cracks in perimeter, tops are covered with mud, moss and transient debris. Caps have open form tie
holes.
Pier 2 - Several small spalls north and south face.
266
CONCRETE SIDEWALK & SUPPORTS
Surface: Transverse cracks at panel points, cracks are open up to 1/8", some small spalls starting to form.
Soffit: Many hairline transverse cracks leaching on underside. Form anchors still in place on soffit along channel web.
Supports: Steel knee braces support sidewalk in Span 2, top clips at truss are separating due to pack rust.
.o
Status: Released
BRIDGE INSPECTION REPORT
Printed On: 4/22/2019
Agency: TUKWILA
Page 5 of 9
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
Br. No. TUKxNx14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Release Date: 4/22/2019
Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Notes (Continued
Route On 01037 Mile Post 1.04
Route Under Mile Post
311 MOVEABLE BEARING
Rocker Bearings: Pier 2 -Truss bearings 2-1A & 2-1 B are tipped 5.6° expanded, temperature 43' F.
Bearing display signs of recent movement and are not considered frozen.
Rocker Bearings - support approach spans: Eight skewed steel bearings, each bearing has two hinge bars.
Bearings are mounted on concrete bearing pedestals at Piers 2 and 3. Pack rust between sole plates and hinge bars on all
bearings.
Hinge bars at bearings 2A, 2D, 3-1A and 3-1D, are bulging up to 1/8" from pack rust, all eight bearings are frozen.
See Note 205 CONCRETE COLUMNS - for details on the concrete bearing pedestals.
313 FIXED BEARING
Pier 3 - Two pinned shoe bearings 3A and 3B support truss - minor rust on edges.
330 METAL BRIDGE RAILING
Retrofit thrie beam rail has minor traffic scrapes throughout. Loose rail connection at U5L5 east truss, rattles under traffic loads.
Tack welds broken on west rail, widespread.
340 METAL PEDESTRIAN RAILING
Rail panel section loose at bottom tube connection to post, east sidewalk north of center line of the river, between EL4 and EL5.
357 PACK RUST
Seam rust and pack rust - most 1/4" or less on built-up members throughout truss.
361 SCOUR, FIELD
Pier 2 is located on the outside of a sharp meander bend in the Duwamish River.
Pier 2: Riprap along left bank has a scour scallop, approximately 8 to 10 feet in diameter at the center of pier, two relic piles are
exposed in the scalloped area. During inspection flow increased velocity with the changing tide; back eddies were noted along the
center and downstream face of pier, the thalweg flow is near the left bank at Pier.
Pier 3: Riprap is scattered and missing along the downstream half of pier. Aggradation is visible upstream right bank to mid
channel.
SOUNDINGS: are taken from upstream rail at truss panel points:
YEAR
LO
L1
L2
L3
L4
L5
L6
L7
L8
L9
L10
2019
17.5
29.5
40.0
42.0
42.8
31.5
28.0
27.5
25.9
23.5
15.3
2015
18.5
30.5136
123.5
42
128
130.2
35
23.8
43.5
28.5
2014
19
41.5
29.7
16
39.5
26.5
41
30
16
43
27
2013
18.8
44.5
28.5
34
34
23.5
42
27.5
30.5
37.5
25.5
2007
18.5
40.5
26.5
39
28.5
15
42
26
40
31
15
Update soundings every two years or more often if lateral migration is suspected. Monitor riprap at low tide and low flow periods.
402 OPEN CONCRETE JOINT
Open joints over 8 floorbeams of main span have felt seals, most of the seal is worn away. Visible water and mud intrusion onto
floorbeam top flanges noted many locations. See Repair No. 12306.
61
Status: Released
BRIDGE INSPECTION REPORT
Printed On: 4/22/2019
Agency: TUKWILA
Page 6 of 9
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
Br. No. TUKxNx14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Release Date: 4/22/2019
Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Notes (Continued
Route On 01037 Mile Post 1.04
Route Under Mile Post
408 STEEL SLIDING PLATE
Located at Piers 2 and 3.
Both joints are full of sandy debris. Chips and D-spalls along edges of both joints. Water leaks through the
joint onto truss main piers.
MEASUREMENTS: taken at center -line perpendicular to each joint.
YEAR
TEMP
PIER 2
(WEST)
PIER 3
(EAST)
2019
55'
1-0"
1-1/2"
2018
60'
1-0"
1-1/2"
2016
62'
1-0"
1-1/2"
2015
48'
7/8"
1-1/2"
2013
48'
15/16"
1-3/8"
2011
50'
15/16"
1-3/8"
2009
65'
1-0"
1-5/8"
2007
50'
1-1/2"
1-5/8"
2005
65'
1-0"
1-3/8"
901 RED LEAD ALKYD PAINT SYSTEM
Top coat of paint on upper chord is chalky and has pealed on the upper chord top flange, top sways, upper gusset plates and
around gusset connections. Widespread peeling paint inside upper chord top flange.
Rust bloom common at many floorbeams/stringer/gusset/sway connections. Seam rust between riveted flanges of upper chord and
compression diagonal members.
Moss and algae on lateral low chord members and floor system.
1660 OPERATING LEVEL NOTE:
Bridge is posted.
Truck speed is limited to 15 MPH.
1663 DECK OVERALL
The code was downgraded based on deck and floor system deterioration. The deck panels are non -composite and are loose and
banging on the floor system under traffic. In addition, the floor system is creaking and groaning under load. These problems are not
revealing themselves in recordable damage but the loose deck panels and lack of continuity was taken into account in a new load
rating update.
1671 SUPERSTRUCTURE CONDITION
Coded 5 due to impact damage at south portal and pack rust throughout steel truss members.
1676 SUBSTRUCTURE CONDITION
Code reduced to 4 due to condition of concrete bearing pedestals under rocker bearings at piers 2 and 3.
1680 SCOUR , OFFICE
Scour analysis completed in 2014.
Intermediate piers are founded on timber piles, tip elevations are not available, the scour code = "U".
The channel is centered under L3-East,
Calculated contraction scour is 0.6 feet, local pier scour ranges between 6 feet and 13 feet depending on angle of attack.
Plans indicate bottom of footing at -7.0, top of rail is estimated per plans at 28.0.
Channel aggradation upstream of bridge from right bank to center of channel.
1685 TRANSITION
Bridge rail transition at Abutment 1, west side, is missing approach guard rail.
62
BRIDGE INSPECTION REPORT
Page 7 of 9
Status: Released
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
Br. No. TUKxNx14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Printed On: 4/22/2019 Agency: TUKWILA
Release Date: 4/22/2019 Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Route On 01037
Route Under
Mile Post 1.04
Mile Post
Notes (Continued)
1686
GUARDRAILS
SE Traffic impact damage to approach rail flex beam. NW Approach rail is below standard height at settlement area, 18in to top of
rail.
1687
TERMINAL
Terminals not slotted. Attenuator located at NE corner.
2675
NO. OF UTILITIES
Two utilities are suspended from east edge under sidewalk:
One 12" diameter steel waterline with mechanically restrained joints. One 6" diameter gas pipe.
2694
CLEARANCES
Vertical clearance at portals and Mid level sway braces, measured 3" from curb:
East truss: E-M1 - W-M2 = 15'-3 1/8" E-M2 - W-M2 = 15'-0 1/4" E-M3 - W-M3 = 15'-0" E-M4 - W-M4 = 15'-0" E-M5 - W-M5 = 15'-0
7/16" E-M6 - W-M6 = 15'-0 3/8" E-M7 - W-M7 = 15'-1 3/8" E-M8 - W-M8 = 15'-0 1/8" E-M9 - W-M9 = 15'-0 1/8" E-M9 - W-M10 =
15'-0 1 /4"
7664
DRAIN CONDITION
Deck drains are plugged throughout.
7672
CURB CONDITION
Cracks open 1/8" over truss floorbeams.
7681
APPROACH ROADWAY
South approach - Cracking along center line ACP seam. No settlement.
North approach - Smooth approach not settlement.
7682
RETAINING WALL
Sheet pile wall to retain NW approach fill, no defects noted.
Repairs
Repair No
Pr
R
Repair Descriptions
Noted
Maint
Verified
12306
1
B
JOINTS SPAN 2: (MAH Revised 4/10/2015)
3/25/1998
Open Joints: Clean out open joints over floor beams thoroughly and
fill with a flexible sealant, priority 1 due to corrosion at top flanges of
floorbeams from leaking joints.
12316
1
B
SIDEWALK:
4/12/2007
4/1/2019
North approach - rework the sliding plate expansion joint so it is
smooth with sidewalk.
SURFACE - patch spalls near panel points, seal open cracks.
13469
1
B
RAIL:
4/8/2013
SW transition is missing approach guard rail and terminal.
SE guardrail is bent and deformed.
NW guardrail has settled below acceptable standards.
REPAIR - replace missing guard rail and terminal at SW corner,
replace damaged rail at SE corner, reset NW rail and posts to bring
rail up to standard height.
13471
1
B
PAINT:
4/8/2013
Paint has failed in many locations on top of top chords of truss.
Pack rust is forming in seams of all built-up members. Moist soil
and pigeon guano are trapped in truss panel points excellerating
paint failure. Algae and moss growing on many members.
REPAIR - Thoroughly pressure wash clean truss of all
dirt/algae/guano, prepare surface, paint bridge to encapsulate pack
rust and protect truss members. Add bird deterrent at all panel
points, upper and lower chords.
63
Status: Released
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9
Br. No. TUKxNx14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
BRIDGE INSPECTION REPORT Page 8 of 9
Printed On: 4/22/2019 Agency: TUKWILA
Release Date: 4/22/2019 Program Mgr: Roman G. Peralta
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
Repairs (Continued)
Repair No
Pr
R
Repair Descriptions
Noted
Maint
Verified
13473
1
B
EXPANSION JOINT:
4/8/2013
Steel sliding plate expansion joints allows water and debris onto top
of caps and bearings at Piers 2 and 3.
The concrete edges at joints are chipped and spalled.
REPAIR - Replace steel sliding plate expansion joints with either a
strip seal with steel header or modular joint to eliminate water
intrusion onto steel bearings.
13474
S
S
SCOUR: (Updated in 2019)
4/16/2013
Current scour code is coded "U" unknown due to the lack of pile tip
elevation records.
Check City bridge files for pile tipe elevations at intermediate piers.
13475
2
B
STRUCTURAL SUBSTRUCTURE: (RPH Revised 4/8/13):
4/16/2013
Concrete columns supporting sliding bearings at Piers 2 and 3 have
horizontal cracks at cap interface, exposed rusty rebar, spalls and
delaminations.
Pier 2 - Cap has spall, with rusted rebar and open cracks up
to .05mm.
Pier 3 - heavily abraded at waterline.
Pier 4 - columns 4A-C have horizontal cracks. Abutment backwall is
undermining along west half. West wing wall has large open crack
and spalls.
REPAIRS:
P2 and P3 bearing columns - recommend design seismic retrofit
steel collar and construct around bearing columns, anchored to cap,
then fill tight with epoxy.
Pier 2 - cap clean exposed rebar and patch spalls, epoxy inject
cracks.
Pier 3 - clean and patch abraded areas of pier wall
Pier 4 - FRP wrap columns 4 A-C. Reinforce west wingwall. Add
quarryspall along abutment 4 and under span 3 to retain fill and
discourage transient activity.
13476
2
B
SCOUR: (RPH Revised 7/22/2014):
4/17/2013
Small scour scallops in left bank armor in front of Pier 2.
Riprap is sparse and scattered through mudbar in front of Pier 3.
Monitor the downstream inside face of Pier 3 at low water. REPAIR
- Replace missing riprap along banks and in front of piers.
13478
1
B
SWAY BRACES:
4/10/2015
Heat straighten south portal and sway E-M2/W-M2.
Sway bracing measures 15-0" clearance at three inches from curb.
Vertical clearance signs are required for measured clearances less
than or equal to 15-Y
Install warning signs at both portals with posted height 3" less than
lowest measured clearance.
Recommend raising portals and sways due to the high volume of
truck traffic and existing damage to sway members.
13479
2
B
BEARINGS:
4/10/2015
Approach span bearings - slide movable bearing at pier 2 and 3 are
corroded - and appear frozen.
Replace sliding plates with elastomeric dynamic isolation bearings.
13480
2
B
DECK:
4/10/2015
SOFFIT - widespread consolidation pockets, spalls with exposed
rebar east side of soffit.
SURFACE - worn to aggregate, spalling along joints. Patches of
light scaling.
REPAIR: Chip any delamintaed concrete from exposed rebar, clean
and seal exposed bar and patch spalls. Sack honeycombed areas
throughout soffit.
Shotblast deck surface, patch spalled areas and apply epoxy
overlay.
64
BRIDGE INSPECTION REPORT Page 9 of 9
Status: Released Printed On: 4/22/2019 Agency: TUKWILA
CD Guid: 2cd4f851-bd4d-4895-8829-OOf308c515a9 Release Date: 4/22/2019 Program Mgr: Roman G. Peralta
Br. No. TUKxNx14 SID 08109700 Br. Name 42ND AVENUE SOUTH BR
Carrying 42ND AVE SO Route On 01037 Mile Post 1.04
Intersecting DUWAMISH RIVER Route Under Mile Post
Inspections Performed and Resources Required
Report Type
Date
Freg
Hrs
!asp CertNo
Coinsp Note
Routine
4/1/2019
24
7.0
MAG G1103
HP
Fracture Critical
4/1/2019
24
7.0
MAG G1103
HP
Resources
Hours
Min
Pref
Max
Freq Date
Need Date Override Notes
UBIT
6.00
WSDOT UBIT 62 USED
Flagging
6.00
LOCALAGENCY
Flagging provided by City of Tukwila - contact
Steve Carstens at 206-431-2446
Interim
4/6/2018
24
2.5
MAG G1103
BSM Inspect concrete bearing pedestals supporting approach span
bearings at piers 2 and 3. See Note 205 for pedestal details.
Resources
Hours
Min
Pref
Max
Freq Date
Need Date Override Notes
Special
Ladder required to reach columns and bearings.
Equipment
Equipment
4/1/2019
24
7.0
MAG G1103
HP
Resources
Hours
Min
Pref
Max
Freq Date
Need Date Override Notes
UBIT
4.00
WSDOT UBIT-60 USED
Flagging
4.00
Flagging provided by City of Tukwila - contact
Steve Carstens 206-431-2446.
2 Man UBIT
4/1/2019
24
7.0
MAG G1103
HP
Resources
Hours
Min
Pref
Max
Freq Date
Need Date Override Notes
UBIT
WSDOT UB-62 used for 2019 inspection
Informational
1/25/2018
MAG G1103
Added Load Posting Sign Photos.
65
Washington State
A Department of Transportation
1001 2009
Bridge ID
Facilities
Layout
WSBIS
Local
Agency
Inventory
Report
2132 1019 1286 1021 2023
1156
2181
2183 2185 1188
1196
Structure ID
Bridge Number
Bridge Name
N
City
Location
U
o
�
3
Latitude
Longitude
-0
m
08109700
TUKxNx14
42ND AVENUE SOUTH BR
04
04
17
1320
.03 MI N OF INTERURBAN AV
10
23
04E
47° 29' 23.10"
122' 16' 49.00"
0.04 MI E OF SR-599
1232 1256 1274 7281 7283 1276 1285 1288 1289 1293 1292 2295 7296 Sufficiency Rating•
Feature Intersected
Facilities Carried
Region
r
cn
r
FIPS
o
-0
v
--
3
U
Z
=
2
m
r
=
DUWAMISH RIVER
42ND AVE SO
NW
11
0
72625
3
N
P
4
Printed
Date 7.56 Item 2710 SR
4/22/2019 SD Item 2711 SD/FO
High Risk
1332 1336 1340 2346 1348 1352 1356 1360 1364 1367 1310 1312 1370 1374 1378 1379 1382 1383 1386 1387 1390 1394 1291 1397
Year
Year
Bridge
Maximum
Lanes
Curb to Curb
Out to Out
Sidewalk
Sidewalk
v
Min Vert
Min Vert
Vert
Min Lat
Lat
Min Lat
o '<Nav
Vert
Nav Horiz
Nav Vert
Q
Appr
Built
Rebuilt
Length
NBIS Len th
g
Span Length
On
Deck Width
Deck Width
Left
Right
g
a
Over Deck
Under
Code
Under Right
Code
Under Left
m n
Clear
Clear
Lift Clear
0
Rdwy
1949
0
284
220
2
24.0
30.0
0.0
3.5
38
N
15' 00"
00,001,
N
0.0
N
0.0
0
0
0
0
36
1432 1433 1434 1435 2440 1445 1451 1453 1457 1463 Cn
Crossing
1467 1477 1469 2410 7479 1483 1484 1485 1486 1487 1489 1490 1354 1491 1495 1499 1413 2441
p
n =
m (D
Truck
Year of
Future
Linear Referencing
LRS
w Z
Fed Aid
Z
0°
o7
T
Funct.
Z
Lane
c r
� m
Horizontal
Horizontal
Max Vert
p
m
r cn
-0
N
�.
Route Number
Milepost
ADT
%
ADT
Future ADT
DT Year
System
Sub
LRS Milepost
co
Route #
D
=
Class
z
Use
Clearance
Clearance
Clearance
o
CD
— m
m
=
Direction
cn
Route Dir
Reverse Dir
Route
1
5
1
01037
1.04
10000
20
2014
11000
2034
Y
1037
0
0
0
0
17
N
2
0
24'00"
15'00"
2
25
10300
30
2018
12000
2038
15
rn
0
N
N
N
V
1532 1533 1535 1536 1538
1541
1544
1545
1546
1547 1548
1549 1550 1551 1552 1553 1554 1555 1556 1585 1588 1590
7565 7557 a
Design
Load
Rating
Inspection
Report
Types
Main
Span
p
Material
Main
San
p
Design
Appr
San
p
Material
Appr
San
p
Design
Number
Main
Spans
Number
Appr
pp
Spans
Service
On
Service
Under
Deck
Type
Wearing
Surface
Membrane
Deck
Protect
Design
Load
Code
Oper
Rating
g
Method
Oper
Rating
g
Tons
Oper
Rating
g
Factor
Inv
Rating
g
Method
Inv
Rating
g
Tons
Inv
Rating
g
Factor
d o
m Q
n m
0
0 a-
— m
Border Structure ID
Fed Aid Protect No
�
Design
Exemption
3
10
1
04
1
2
5
5
1
1
0
0
4
6
23
0.65
6
14
0.39
i
rn
m
2587 2588 2589 2590 2591 2592 2593 2594 2597 2598 2595 2596 7832 7833 7834 7835 7836 7837 7838 7839 7840 7841 1844 1846 1847 2853 2860 1867 1873 2870 1861 1879 2883 LO
`''D r
` (D0
�
�=
cs,=
rn=
v=
EV2
EV3
OL1
OL2
WN N
W (D
r
<
<
<
<
1.21 0.90
0.84
0.73
1.11
0.98
0.88
0.81
0.62
0.42
0.65
0.34
Waterway/
Prop Imp
v'
-n
o
O0) -n
o
Cl)
N o
U7
v 3
(n �
s
O
(n U7
a-3
U7
7
o
m o
Stru Imp
Roadway
Cost
Struct Cost
Rdwy Cost
Engr Cost
Total Cost
Estmt
0
00
m
Q
o Q
c
Q
Q
0-3
Q
m v
m
Length
Width
Per SF
Year
—
-0
B
A
N
H
2
3
N
A
N
2
31
1
294
38
800
4469
894
3575
8938
2014
Y
U
OD
O
w
0
0
N
Ln
0)
v
v
2920 1990 2646 2649 2654
Ln
Inspection Date Inspector Cert No Co -Inspector Inspection Date Inspector Cert No Co -Inspector Inspection Date Inspector Cert No Co -Inspector 22
Routine
4/1/2019
MAG
G1103
HP
Fracture Critical
4/1/2019
MAG
G1103
HP
Special Feature
Underwater
UW Interim
66
Unrestricted Load Rating
BRIDGE RATING SUMMARY
Bridge Name:
42ND AVENUE SOUTH BR
Bridge Number:
TUKWILA-14
Span Types:
Steel Through Truss Bridge & Approach Slabs
Bridge Length:
280' (220' Truss + 200' Approach Slab)
Design Load:
HS20-44
Rated By:
VP
Checked By:
KN
Date:
8/1/2017
EXPIRES 518;
Inspection Report Date
4/26/2017
Substructure Condition
4
Rating Method
LFR
Deck Condition
6
Overlay Thickness
0"/Truss & 2 "/Approach
Superstructure Condition
5
Truck RF (INV) RF (OPR) Controlling Point
AASHTO-1
0.72
1.21
Yielding
in member L2U1
AASHTO-2
0.54
0.90
Yielding
in member L2U1
AASHTO-3
0.50
0.84
Yielding
in member L2U1
NRL
0.44
0.73
Yielding
in member L2U1
OL-1
0.39
0.65
Yielding
in member L2U1
OL-2
0.20
0.34
Yielding
in member L2U1
NBI Rating
RF
Controlling Point
Inventory (HS-20)
0.39
Yielding
in member L2U1
Operating (HS-20)
0.65
Yielding
in member L2U1
Remarks: Bridge requires posting. The single unit and FAST Act vehicles rating factors are:
Operating Rating
RF
Ton
Controlling
Point
SU4 (GVW
= 54 K)
1.11
29.97
Yielding in
member L2U1
SU5 (GVW
= 62 K)
0.98
30.38
Yielding in
member L2U1
SU6 (GVW
= 69.5 K)
0.88
30.58
Yielding in
member L2U1
SU7 (GVW
= 77.5 K)
0.81
31.39
Yielding in
member L2U1
EV2 (GVW
= 57.5 K)
0.62
17.83
Yielding in
member L2U1
EV3 (GVW
= 86.0 K)
0.42
18.06
Yielding in
member L2U1
67
TRANTECH
Engineering LLC
INFORMATIONAL MEMORANDUM
TO: Bridge File, 42nd Ave S Bridge (SID 08109700, TUKWILA — 03)
FROM: Grant D Griffin, Inspector Cert. No. G0014
DATE: March 20, 2018
SUBJECT: Temporary Load Rating for Load Posting Restrictions
ISSUE
Tukwila contracted a new load rating on the 42nd Avenue South Bridge in 2017 that included gusset plate, single unit vehicle,
and Emergency Vehicle analysis. The load rating was also based on updated condition information from field inspections and
structural analysis of field findings. This rating indicates that the bridges capacity was below legal for the AASHTO 2 and 3
and for the Single -Unit 5, 6, and 7 Trucks requiring load posting.
BACKGROUND
The 42nd Avenue South Bridge is a 284-foot-long Steel Through -Truss built in 1949. The bridge serves Tukwila's Allentown
neighborhood, the BNSF Intermodal Facility, and Baker Commodities, an animal by-products recycler. The two industries
contribute to a high percentage of trucks crossing the bridge daily with the majority of the trucks of the AASHTO-2
configuration. The Bridge was cleaned in 2013 and again in 2014 to ensure a thorough inspection for an accurate load rating.
The bridge has been well maintained by Tukwila and was repainted in the mid 1990's. The bridge is the only feasible truck
access to a major regional freight hub making restricting the bridge an issue requiring careful consideration. Tukwila has been
working toward a new route into the BNSF Intermodal Facility for nearly twenty years and is working proactively to repair or
replace the bridge.
DISCUSSION
The load rating indicates that the bridge's capacity is deficient for the AASHTO 2 and 3 trucks with a rating factor (multiplier) of
0.90 and 0.84 respectively. In addition, the bridge has insufficient capacity for the Single -Unit 5, 6, and 7 trucks with rating
factors of 0.98, 0.88, and 0.81 respectively. The bridge must be load posted for the operating level for each of these legal
trucks. The City of Tukwila is actively working towards a bridge replacement project and based on existing traffic analysis, the
City has determined the clear majority of the trucks crossing the bridge are AASHTO-2 container haulers serving the BNSF
Intermodal Yard. In addition, the inspection frequency duration has been reduced to 12 months with interim inspections of
specific deficiencies at 6 months.
RECOMMENDATION
Tukwila has asked TranTech to provide structural analysis of additional posting options to determine a restriction plan that
will cause the smallest negative impact to the BNSF Intermodal yard operations as possible. Analysis has determined that a
reduced speed limit posted for trucks on the bridge will allow the AASHTO-2, SU4, and SU5 legal loads to cross the bridge.
The bridge will be load posted for the AASHTO-3 as well as SU7 and SU7 trucks. This posting is based on a load rating
requiring a speed restriction that is lower than normal for the corridor and can therefore be considered temporary, the load
rating listed in the inventory will reflect the normal unrestricted speed limit for the roadway.
TranTech Engineering, LLC
12011 NE I" St. — Suite No. 305- Bellevue, WA 98005
425-453-5545. Fax: 425-453-6779
68
Load Rating for Speed Restriction and Load Posting
BRIDGE RATING SUMMARY
Bridge Name:
42ND AVENUE SOUTH BR
Bridge Number:
TUKWILA-14
Span Types:
Steel Through Truss Bridge & Approach Slabs
Bridge Length:
280' (220' Truss + 200' Approach Slab)
Design Load:
HS20-44
Rated By:
KM
Checked By:
KN
Date:
11/l/2017
EXPIRES 5/18/ &
Inspection Report Date 4/26/2017
Substructure Condition
4
Bating Method LFR
10"/Truss
Deck Condition
6
Overlay Thickness & 2"/Approach
Superstructure Condition
5
Truck
RF (INV)
RF (0PIt)
Controlling Point
AASHTO-1
0.80
1.34
Yielding in member L2U1
AASHTO-2
0.60
1.00
Yielding in member L2U1
AASHTO-3
0.56
0.94
Yielding in member L2U1
NRL
0.49
0.82
Yielding in member L2U1
OL-1
0.45
0.75
Yielding in member L2U1
OL-2
0.24
0.40
Yielding in member L2U1
NBI Rating
RF
Controlling Point
Inventory (HS-20)
0.47
Yielding in member L2U1
Operating (HS-20)
0.79
Yielding in member L2U1
Remarks: Bridge requires posting. Truck speed shall be limited to 15 MPH. The single unit and
FAST Act vehicles rating factors are:
Operating Rating
RF
Ton
Controlling Point
SU4 (GVW =
54 K)
1.23
33.21
Yielding in member L2U1
SU5 (GVW =
62 K)
1.08
33.48
Yielding in member L2U1
SU6 (GVW =
69.5 K)
0.98
34.06
Yielding in member L2U1
SU7 (GVW =
77.5 K)
0.90
34.88
Yielding in member L2U1
EV2 (GVW
= 57.5 K)
1.08
31.05
Yielding in member L2U1
EV3 (GVW
= 86.0 K)
0.88
37.84
Yielding in member L2U1
69
SEC 10- T23N-R4E W.M.
310'-0" BACK OF PAVEMENT SEAT
15 SE WALLS
15' SE WALL
TEMPORARY BRIDGE
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160, SE WALL
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36' SE WALL
10
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Sam
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EXISTING TRAIL APPROX HIGH WATER EL 13.0 _ —
z� _— _
APPROX LOW WATER EL LOW WATER EL 2.0 p __-----
------ SE WALL
EXISTING GROUND DRILLED SHAFT
42ND A VE S
280'-0" TRESTLE
BRIDGE PLAN
310'-0" BACK OF PAVEMENT SEAT
BRIDGE ELEVATION
By Date
Designed JDK T R A N T E C H
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SE,ing Suite8000
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Field Bk #
NEW BRIDGE
EXISTING BRIDGE
CITY OF TUKWILA
DUWAMISH RIVER - 42ND AVE S
BRIDGE PLAN AND ELEVATION
Revisions
CALL 48 HOURS
BEFORE YOU DIG
COMMON GROUND
ALLIANCE
811
S1
SEC.dW9
SOM 11 "=4�0'
Date APRIL 2019 i
TYPICAL SECTION
LOOKING NORTH
Designed
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Field Bk #
ETRANTECH
ngineering LLC
365 118th Ave. SE, Suite 100
Bellevue, Washington 98005
Phone: 425.453.5545
CITY OF TUKWILA
DUWAMISH RIVER - 42ND AVE S
TYPICAL BRIDGE SECTION
Revisions
Q
3
F
}
F
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CALL 48 HOURS
BEFORE YOU DIG
COMMON GROUND
ALLIANCE
811 /
s2
Fle No. PLN & EL & SEC.dwg
SCQI9 1 /21 /2"l,-0-0"
Date APRIL 2019 i
TRANTECH
Engineering I
42nd Ave Bridge Replacement
New Steel Plate Girder Superstructure on Exist Alignment
ITEM DESCRIPTION
QUANTITY
MEAS. UNIT
UNIT PRICE
COST
MOBILIZATION
$ 875,967
NEW BRIDGE
12,600
SF
500
$ 6,300,000
SE WALLS
4,520
SY
100
$ 452,000
TEMP WALLS
5,000
SF
30
$ 150,000
TRAFFIC CONTROL
1
LS
250,000
$ 250,000
APPROACH SLAB
222
SY
300
$ 66,667
APPROACHS TEMP REALIGNMENT
1
LS
500,000
$ 500,000
EXIST BRIDGE REMOVAL
8,400
SF
50
$ 420,000
TEMP BRIDGE
9,800
SF
45
$ 441,000
SURVEYING
1
LS
80,000
$ 80,000
MISC.
1
LS
100,000
$ 100,000
CONSTRUCTION TOTAL
$ 8,759,667
72
CITY OF TUKWILA CAPITAL PROJECT SUMMARY
2019 to 2024
PROJECT: 42nd Ave S Bridge Replacement Project No. 91810404
DESCRIPTION: Design and construct a replacement structure for the existing 42nd Ave S Bridge near the
Tukwila Community Center.
JUSTIFICATION: The current bridge has a sufficiency rating of 7.6 (out of 100), is load restricted for AASHTO Type 3 trucks
and is structurally deficient. Truck speed was reduced to 15 mph in 2018.
STATUS: New project for 2019 - 2024 CIP. In 2017, Local Bridge Program funding was requested, but not awarded.
If there is a Local Bridge Program Call for Projects in 2019, staff will apply for those grant funds.
MAINT. IMPACT: New bridge.
BRAC funding would be at 80% match for up to $12.5 million. Project partners may include BNSF Railroad
COMMENT: as they have over 1,800 trips a day on the 42nd Ave S Bridge and it is the only ingress/egress available
for their intermodal yard.
FINANCIAL Through Estimated
(in $000's) 2017 2018 2019 2020 2021 2022 2023 2024 BEYOND TOTAL
EXPENSES
Design
1,600
1,600
Land (R/W)
1,000
1,000
Wetland Mitigation/Monitoring
250
250
250
750
Const. Mgmt.
750
750
1,500
Construction
5,500
5,400
10,900
TOTAL EXPENSES
0
0
0
1,600
1,250
6,500
6,400
0
0
15,750
FUND SOURCES
Awarded Grant
0
Proposed Grant
1,280
800
5,000
4,920
12,000
Fund Balance -Bond
450
1,500
1,480
3,430
Mitigation
0
City Oper. Revenue
0
0
0
320
0
0
0
0
0
320
TOTAL SOURCES
0
0
0
1,600
1,250
6,500
6,400
0
0
15,750
Project Location
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73
2019 - 2024 Capital Improvement Program 15
GENERAL INFORMATION
Structure ID
Bridge Number
Bridge Name
Waterway
Owner
08109700
TUKxNx14
42ND AVENUE BRIDGE
DUWAMISH RIVER
City of Tukwila
Year Built
Year Rebuilt
Structure Type
Length
Width
Foundation Type
1949
NA
Steel Through Truss
284
30
Pile cap
ADT
ADT Year
Truck%
Does bridge provide access to emergency facilities or an evacuation route?
10,300
2018
30%
No, residential neighborhood.
RESPONSIBILITY FOR P.O.A
Author of POA
Name
Title
Organization
Phone
Email
Hari
Ponnekanti
City Engineer
City of Tukwila Public Works
(206) 431-2455
i@TukwilaWA.g
Concurrance of POA
Name
Title
Organization
Phone
Email
Hari
Ponnekanti
City Engineer
City of Tukwila Public Works
(206) 431-2455
Hari.Ponnekant
i@TukwilaWA.g
SCOUR VULNERABILITY
I SCOUR CODE
I U
NAVD88: Thalweg elevation of -13 feet is centered under panel point L3. Bottom of pile caps are -13.4 @
Scour
P2 and -8.5 @P3. Scour depths range between 7 and 14 feet. If river migrates into either main piers, the
Evaluation
bottom of pile caps could be undermined. The timber piles supporting the pile caps have unknown tip
elevations.
Scour History
History of scallops/pockets forming in riprap revetment along both banks.
Increased Inspection Frequency
Fixed Monitoring Device
Flood Monitoring Program
Hydraulic or Structural
Countermeasures
RECOMMENDED ACTIONS
Recommended Implemented
NBI CODING INFORMATION
Previous
Current
Inspection Date
11/20/2014
2/13/2019
Item 113 Scour Code
U
U
Item 60 Substructure Code
6
4
Item 61 Channel Protection Code
5
5
Item 71 Waterway Adequacy Code
8
8
Scour Plan of Action TUKWILA-14 4/177/L019
MONITORING PROGRAM REQUIRED?
YES
Routine Inspection
Items to Watch
Exposure of pile cap
Frequency
24 month
Soundings
Yes
Interim Inspection
Items to Watch
Frequency
After every flood
Soundings
Underwater Inspection
Items to Watch
Frequency
NA
FLOOD MONITORING PROGRAM REQUIRED?
YES
Flood Monitoring Event
Defined
Discharge
Stage
Rainfall
Forecast
Warning System
10,000 cfs
Frequency of Monitoring
Post Flood Monitoring
Every 6 hours
check thoroughly within 1 day of flood receedance
AGENCY / DEPARTMENT RESPONSIBLE FOR MONITORING
Name
Title
Organization
Phone
Email
Margaret
Holwegner
Bridge Engineer
King County Roads Division
Bridge Unit
(206) 477-3539
margaret.holwegner
@kingcounty.gov
By Agreement
COUNTERMEASURE RECOMMENDATIONS
Priority
Countermeasure Description
Estimated Cost
1
Maintain solid blanket of riprap along both banks to protect.
$ 250,000
2
3
COUNTERMEASURE FUNDING SOURCES
Agency
WSDOT
FHWA
FEMA
EMD
Contractor
Other
Design Completion Taget Date
Construction Completion Target Date
Construction Completed
BRIDGE CLOSURE PLAN
Scour monitoring criteria for consideration of bridge closure:
Scour Plan of Action TUKWILA-14 4/177/52019
KI • •
`
—
, s
kip Am
-,' DETOUR OUTE
description
t ` TUk(A/ILA- 4_
Control
Description'Traffic
News Release,
•.
. �.East
Marginal Way•�
0
ATTACHMENTS
Attachment A:
Boring logs and/or subsurface information
Attachment B:
Channel cross sections
Attachment C:
Bridge elevation showing streambed, foundation depths, and calculated scour depths
Attachment D:
Plan view showing scour holes, cut banks, and debris accumulation
Attachment E:
Map showing detour route
Attachment F:
Scour countermeasures supporting design calcs, estimates, conceptual design drawings
Attachment G:
Photos
Attachment H:
Other information
Scour Plan of Action TUKWILA-14 4/177RO19
FFY2019 LOCAL BRIDGE AWARDS
Program
Bridge Name
Owner
Funds
Awarded
Replacement
CLALLAM SLOUGH BRIDGE
Clallam County
$ 4,492,050
Replacement
ALLENDER RD BRIDGE
Cowlitz County
$ 1,867,000
Replacement
HOLLINGSWORTH ROAD
Franklin County
$ 739,020
Replacement
IRONWOOD ROAD
Franklin County
$ 1,714,320
Replacement
MUSE DRIVE
Franklin County
$ 1,397,622
Replacement
DRAINAGE BRIDGE
Grays Harbor County
$ 1,456,600
Replacement
BOISE X CONNECTION
King County
$ 2,286,280
Replacement
FIFTEEN MILE CREEK
King County
$ 4,057,900
Replacement
NIAWIAKUM BR.
Pacific County
$ 888,400
Replacement
JORDAN CREEK
Snohomish County
$ 5,779,358
Replacement
SWAMP CREEK #503
Snohomish County
$ 4,027,742
Replacement
LITTLE SPOKANE DR OVER LITTLE
SPOKANE RIVER
Spokane County
$ 3,032,447
Replacement
SUNSET HWY OV N FK DP CR
Spokane County
$ 292,251
Replacement
ARCH
Walla Walla County
$ 1,361,440
Replacement
DELL SHARPE
Walla Walla County
$ 6,285,000
Replacement
ANDERSON CR
Whatcom County
$ 4,019,952
Replacement
LAKE SAMISH
Whatcom County
$ 8,997,306
Replacement
JAMES ST/WHATCOM CREEK
BELLINGHAM
$ 3,768,453
Replacement
MEADOR AVE/WHATCOM CREEK
BELLINGHAM
$ 3,768,453
Replacement
10TH AVENUE SOUTH # 475
UNION GAP
$ 1,298,926
Rehabilitation
DRUMHELLER
Walla Walla County
$ 865,000
Rehabilitation
MADDEN
Snohomish County
$ 915,266
Scour
ROCKCUT
Stevens County
$ 610,240
Seismic
UPPER FINNEY CREEK BR.
Skagit County
$ 3,000,000
Paint
TAYLOR ROAD NELSON
Kitsap County
$ 1,001,433
Paint
ROCK CR., OLD 8
Klickitat County
$ 370,000
Paint
N THORP HWY-YAKIMA RIVER
Kittitas County
$ 2,486,250
Paint
ABERNATHY CREEK BRIDGE 2
Cowlitz County
$ 272,500
Deck Repair
SULLIVAN RD OC UP RR
SPOKANE VALLEY
$ 337,625
Deck Repair
HARSTINE ISLAND BRIDGE
Mason County
$ 3,000,000
Deck Repair
LEE HILL BRIDGE
AUBURN
$ 547,850
Deck Repair
CASCADE ORCHARD
Chelan County
$ 794,600
Deck Repair
WAIKIKI RD OVER L SPO R
Spokane County
$ 784,814
Bundle
ADDY-GIFFORD
Stevens County
$ 519,000
BLUE CREEK
Bundle
3RD ST SW
AUBURN
$ 523,538
3RD ST SW/BNSF OXING
3rd St SW/SB Off Ramp
Bundle
LACAMAS CREEK
Pierce County
$ 1,071,880
S FORK MUCK CRK (304th St)
DINGLE BASIN
Bundle
GIBBONS CREEK
Clark County
$ 983,400
MATNEY
MORGAN
Bundle
FLATWOOD
Clark County
$ 1,505,440
LANDON
LUCIA FALLS
ROCK CREEK
MORGAN CREEK/NE 167TH
VENERSBORG
77