HomeMy WebLinkAboutTIC 2018-01-22 Item 2B - Ordinance - Truck Only Speed Reduction Across 42nd Avenue South Bridge in Allentownwq�s Cit of Tukwila
City
Allan Ekberg, Mayor
Public Works Department - Robin Tischmak, Acting Director
INFORMATIONAL MEMORANDUM
TO: Transportation and Infrastructure Committee
FROM: Robin Tischmak, Acting Public Works Director
BY: Steve Carstens, Senior Program Manager
CC: Mayor Ekberg
DATE: January 19, 2018
SUBJECT: Ordinance for Truck Only Speed Reduction 42nd Ave S
Posting Load Limits on 42nd Ave S in Allentown
Bridge Load Rating Review and Update
ISSUE
Approve an ordinance to reduce the speed limit across the 42nd Avenue South Bridge in Allentown, for trucks
only, from 25 mph to 15 mph. The bridge also requires a load restriction posting in accordance with National
Bridge Inspection Standards (NBIS), 23 CFR 650c.
BACKGROUND
A load rating for the 42nd Avenue South Bridge has been performed and the resulting report indicates that a load
restriction is required for certain truck weights using the bridge. There are multiple options for implementing a
suitable load restriction in this case: 1) reduction in the load limits for two truck categories; 2) the limitation to one -
truck -at -a time on the bridge; or 3) a reduction in truck speeds while crossing the bridge.
ANALYSIS
TranTech Engineering, LLC performed the necessary load ratings for the 42nd Avenue South Bridge. Based on
that information, options to provide the legally required load restrictions were discussed. The option to limit truck
loads from the BNSF Intermodal yard would not be feasible from a business perspective as this facility is an
important supplier to the entire region. It would also not be feasible to expect compliance with the restriction to
allow only one truck on the bridge at a time. The least impactful option is to reduce the speed of the trucks
crossing the bridge. The speed reduction would be in place until such time as improvements are made to the
bridge structure or until the structure is replaced. Either option to repair or replace the bridge are dependent upon
funding by the City and/or other grant sources that may be available in the future.
FINANCIAL IMPACT
The costs related to this change are internal only and are limited to staff time to make and install the new speed
signs.
RECOMMENDATION
Council is being asked to approve an Ordinance for a speed reduction of trucks crossing the 42nd Avenue South
Bridge in Allentown and consider this item at the February 12, 2018 Committee of the Whole and subsequent
February 20, 2018 Regular Meeting.
Attachments: Draft Ordinance
TranTech Engineering, LLC August 2017 42"d Avenue South Bridge Structural Assessment
Bridge Rating Summary - Low Speed Option
Bridge Rating Summary — One Truck at a Time Option
W:1PW Eng10THERIBridge101 - NBIS Vehicle Bridges114 - 42nd Ave SlInfo Memo speed change 20171129 SM.docx 5
AN ORDINANCE OF THE CITY COUNCIL OF THE CITY OF
TUKWILA, WASHINGTON, ESTABLISHING NEW REGULATIONS
TO ACCURATELY DEFINE THE PORTION OF 42ND AVENUE
SOUTH BETWEEN 124TH STREET SOUTH AND TUKWILA
INTERNATIONAL BOULEVARD WHERE THE SPEED LIMIT IS
TO BE REDUCED FROM 25 MPH TO 15 MPH FOR AASHTO
TYPE 1, 2, AND 3 TRUCKS ONLY; REPEALING ORDINANCE
NO. 1801, AS CODIFIED AT TUKWILA MUNICIPAL CODE
SECTION 9.16.060; PROVIDING FOR SEVERABILITY; AND
ESTABLISHING AN EFFECTIVE DATE.
WHEREAS, American Association of State Highway Officials (AASHTO) defines a
Type 1 truck as a three -axle truck limited to 25 tons; and
WHEREAS, AASHTO defines a Type 2 truck as a three -axle truck with a two -axle
single trailer limited to 36 tons; and
WHEREAS, AASHTO defines a Type 3 truck as a three -axle truck with two, double -
axle trailers limited to 40 tons; and
WHEREAS, Title 23 Code of Federal Regulations (CFR) subpart c, National Bridge
Inspection Standards (NBIS) Section 650.313 (c) states: "Post or restrict the bridge in
accordance with the AASHTO Manual or in accordance with State law, when the
maximum unrestricted legal loads or State routine permit loads exceed that allowed
under the operating rating or equivalent rating factor"; and
WHEREAS, AASHTO Manual for Bridge Evaluation 2nd Edition 2011 — with 2016
Interim Revisions, Section 6A.8.1 and Section 6B.7.2, states, "When the maximum legal
load under state law exceeds the safe load capacity of a bridge, restrictive posting shall
be required"; and
WHEREAS, the bridge crossing the Duwamish River on 42nd Avenue South, also
known as Tukwila -14, structure ID 08109700, has been determined to require a restriction
to the legal truck loads for AASHTO truck Type 3, which includes a reduction to the speed
limit from 25 MPH to 15 MPH for all AASHTO truck types; and
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WHEREAS, RCW 46.61.415 authorizes the City to alter speed limits on the basis of
engineering and traffic investigations; and
WHEREAS, an engineering investigation was conducted in the form of a load rating
analysis of 42nd Avenue South between South 124th Street and Tukwila International
Boulevard; and
WHEREAS, based upon the load rating analysis, the City has determined that 15
miles per hour is a reasonable and safe maximum limit for AASHTO Type 1, 2, and 3
trucks traveling on 42nd Avenue South between South 124th Street and Tukwila
International Boulevard;
NOW, THEREFORE, THE CITY COUNCIL OF THE CITY OF TUKWILA,
WASHINGTON, HEREBY ORDAINS AS FOLLOWS:
Section 1. Repealer. Ordinance No. 1801, as codified at TMC Section 9.16.060,
"South 124th Street, 42nd Avenue South, and 50th Place South," is hereby repealed.
Section 2. TMC Section 9.16.060 Reenacted. Tukwila Municipal Code Section
9.16.060 is hereby reenacted to read as follows:
9.16.060 South 124th Street, 42nd Avenue South, and 50th Place South
A 25 MPH speed limit is established on certain collector arterials as follows:
1 South 124th Street from 42nd Avenue South to 50th Place South.
2. 42nd Avenue South from Interurban Avenue to South 115th Street; except
that Type 1. Type 2, and Type 3 trucks, as defined by the American Association of State
Highway Officials (AASHTOI, shall be restricted to a maximum weed of 15 MPH.
3. 50th Place South from South 124th Street to the east City limit.
Section 3. Signs to be Posted. The Public Works Department is hereby directed to
post appropriate speed limit signs reflecting the speed limits established in Section 2 of
this ordinance.
Section 4. Corrections by City Clerk or Code Reviser. Upon approval of the
City Attorney, the City Clerk and the code reviser are authorized to make necessary
corrections to this ordinance, including the correction of clerical errors; references to
other local, state or federal laws, codes, rules, or regulations; or ordinance numbering
and section/subsection numbering.
Section 5. Severability. If any section, subsection, paragraph, sentence, clause or
phrase of this ordinance or its application to any person or situation should be held to be
invalid or unconstitutional for any reason by a court of competent jurisdiction, such
invalidity or unconstitutionality shall not affect the validity or constitutionality of the
remaining portions of this ordinance or its application to any other person or situation.
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Section 6. Effective Date. This ordinance or a summary thereof shall be published
in the official newspaper of the City, and shall take effect and be in full force five days
after passage and publication as provided by law.
PASSED BY THE CITY COUNCIL OF THE CITY OF TUKWILA, WASHINGTON, at
a Regular Meeting thereof this day of , 2018.
ATTEST/AUTHENTICATED:
Christy O'Flaherty, MMC, City Clerk
APPROVED AS TO FORM BY:
Rachel B. Turpin, City Attorney
Allan Ekberg, Mayor
Filed with the City Clerk:
Passed by the City Council:
Published:
Effective Date:
Ordinance Number:
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The City of Tukwila Public Works
August 2017
■
42nd Avenue South Bridge Structural Assessment ".
TRANTECH
1 Engineering LLC
12011 NE 1st Street, Suite 305
Bellevue, WA 98005
(425) 453-5545
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.
10
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
11
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
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.
routes
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
1
12
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 42nd 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.
2
13
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. Column Plinth 3A at
northwest corner of the Pier 3).
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
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
14
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 42nd 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
15
APPENDIX A I Current Inspection Report
s= TRANTECH
4 'Engineering LLC
16
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 1 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
Inspector's Signature GDG Cert # G0014 Cert Exp Date 5/12/2021 Co -Inspector's Signature
BMS Elements
Element
Element Description
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
2
State 1
Structural Eval (1657)
27
23
Operating Tons (1552)
2
6,816
No Utilities (2675)
1
0
Bridge Rails (1684)
2
35
Deck Geometry (1658)
0.77
SF
0.65
Op RF (1553)
16
14
Inventory Tons (1555)
0
256
Transition (1685)
9
0
Underclearance (1659)
0
113
Guardrails (1686)
8
LF
(1661)
0.46
0.39 IInv RF (1556)
5
3
Operating Level (1660)
0
LF
Terminals (1687)
6
—Alignment
5
Deck Overall (1663)
0.00
Truss Gusset Plates
Asphalt Depth (2610)
5
—
Superstructure (1671)
A
0
Open/Closed (1293)
4
332
Substructure (1676)
8
U
E
Waterway (1662)
Scour (1680)
Soundings Flag (2693)
6.00
205
Design Curb Ht (2611)
9
EA
Culvert (1678)
40.0
8
Bridge Rail Ht (2612)
5
—
Chan/Protection (1677)
1949
71
Year Built (1332)
N
0
Pier/Abut/Prot (1679)
N
76
Revise Rating (2688)
0
0
Year Rebuilt (1336)
4
234
Drain Cond (7664)
149
LF
Photos Flag (2691)
Y
0
Subj to NBIS (2614)
Alpha Span Type:
1
1,100
Drain Status (7665)
1,100
0
Measure Clrnc (2694)
M
311
Deck Scaling (7666)
6
EA
Sdwk Cond (7673)
0
STrus
8
10
Fixed Bearing
Scaling Pct (7667)
5
2
Paint Cond (7674)
0
7
Deck Rutting (7669)
6
Approach Cond (7681)
7
Exposed Rebar (7670)
7
Retaining Wall (7682)
Sufficiency Rating 7.56 SD
6
Curb Cond (7672)
9
Pier Prot (7683)
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
0
17 0
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 2 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
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
18
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 spelled 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.
18
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 3 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
19
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, U1W-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 M1W-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. 10: 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
19
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 4 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
20
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 & 2-1B 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
19.0
30.5
39.0
42.0
39.5
34.0
28.5
28.0
26.5
23.5
15.0
2013
18.8
30.2
41.0
42.0
42.0
35.0
30.0
27.5
26.0
23.8
16.0
2007
18.5
30.5
40.0
43.5
43.0
37.5
31.0
28.5
27.0
25.5
15.0
Update soundings every two years or more often if lateral migration is suspected. Monitor riprap at low tide and low flow periods.
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).
20
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 5 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
21
Notes (Continued)
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
1-0"
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 -M0 - W -M0 = 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.
21
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 6 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
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)
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.
3/25/1998
12316
1
B
SIDEWALK:
North approach - rework the sliding plate expansion joint so it is
smooth with sidewalk.
Deck - patch spalls near panel points, seal open cracks.
4/12/2007
13469
1
B
RAIL:
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.
4/8/2013
13471
1
B
PAINT:
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
dirUalgae/guano, prepare surface, paint bridge to encapsulate pack
rust and protect truss members. Add bird deterrent at all panel
points, upper and lower chords.
4/8/2013
13473
1
B
EXPANSION JOINT:
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.
4/8/2013
13474
S
S
SCOUR:
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.
4/16/2013
22
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 7 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
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
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.
4/16/2013
13476
2
B
SCOUR: (RPH Revised 7/22/2014) 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.
4/17/2013
13478
1
B
SWAY BRACES:
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.
4/10/2015
13479
2
B
BEARINGS:
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.
4/10/2015
13480
2
B
DECK
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.
4/10/2015
Inspections Performed and Resources Required
Report Type
Routine
Fracture Critical
Date
4/26/2017
4/26/2017
Freq
12
24
Hrs Insp
6.0 ZZ
6.0 ZZ
CertNo
G1414
G1414
Resources Hours Min Pref Max Freq Date
UBIT 6.00
Coinsp
TTT
TTT
Need Date Override Notes
Note
SDOT UBIT 60 USED
23
Status: Released
CD Guid: 4305b7a6-8599-4765-87ce-c492bac836bd
BRIDGE INSPECTION REPORT
Printed On: 8/17/2017 Agency: TUKWILA
CD Date: 7/27/2017 Program Mgr: Roman G. Peralta
Page 8 of 8
Br. No. TUKWILA-14 SID 08109700
Carrying 42ND AVE SO
Intersecting DUWAMISH RIVER
Br. Name 42ND AVENUE SOUTH BR
Route On 01037 Mile Post 1.04
Route Under Mile Post
Inspections Performed and Resources Required (Continued)
Report Type
Flagging
Date
Freq Hrs Insp CertNo Coinsp
Note
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 G0014 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.
24
A1111111k Washington State
war Department of Transportation
Bridge ID
Facilities
Layout
Crossing
Design
Load
Rating
Inspection
Report
Types
1001
2009
2132
1019
1286 1021
WSBIS Local Agency Inventory Report
2023
1156
2181 2183 2185
1188
1196
Structure ID
Bridge Number
Bridge Name
rwner
c
County
City
Location
Section
N
Range
Latitude
Longitude
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"
284
Speed
Limit!
220
2
24.0
30.0
0.0
3.5
38
N
15' 00"
00' 00"
N
1232
1256
1274 7281 7283 1276
1285 1288 1289 1293 1292 2295 7296
Feature Intersected
Facilities Carried
Region
Leg1
r
ca
N
FIPS
Toll
n7
N
Temp
OPC
NRHP
HAER
LRHP
DUWAMISH RIVER
42ND AVE SO
NW
11
0
72625
3
N
Lift Clear
A
4
1949
0
284
Speed
Limit!
220
2
24.0
30.0
0.0
3.5
38
N
15' 00"
00' 00"
N
1332
1336
1340
2346
1348
1352
1356
1360
1364
1367
1310 1312
1370
1374
1378
1379
1382
Printed
Date
8/17/2017
1383
1386
1387
Sufficiency Rating:
7.56
SD
High Risk
1390
1394
Item 2710 SR
Item 2711 SD/FO
1291
1397
Yer
Built
Yearw
Rebuilt
LLennrigth
NBIS Length
SpanlLe Length
L Ons
to Curb
CDeaneurbck Width
Out to OutSidLeft
Deck Width
Ik
ewadewalk
Si
g
Flared
Min Vert
Over Deck
MUndein rt
Code
Min Lat
Under Right
Lat
Code
UVert
nnder Left in Lat
Nav Ctl
Code
N Clear av
N Clearv 1Z
Lift Clear
Median
Rdwy
1949
0
284
Speed
Limit!
220
2
24.0
30.0
0.0
3.5
38
N
15' 00"
00' 00"
N
0.0
N
0.0
0
0
0
0
0
36
N
2
0
24'00"
15'00"
2
25
23
0.65
14
0.39
1432
1433 1434
1435 2440 1445 1451 1453 1457 1463 1467 1477 1469 2410 7479 1483 1484 1485 1486
1487 1489 1490
1354
1491
1495
1499
1413 2441
On
Under
n m
F',7 i
NADT
Service
Level
Route Number
Milepost
ADT
Truck
%
Year of
ADT
Future ADT
Future
Year
Linear Referencing
System
LRS
Sub
LRS Milepost
NBI
Bridge
Fed Aid
Route #
Z
=
cn
BHS
cn
D
=
FLH
Funct.
Class
NTN
Lane
Use
Direction
Lanes
Under
Horizontal
Clearance
Route Dir
Horizontal
Clearance
Reverse Dir
Max Vert
Clearance
Route
Detour
Speed
Limit!
1
5
1
01037
1.04
10000
20
2014
11000
2034
01037
0.77
6
Y
1037
0
0
0
0
17
N
2
0
24'00"
15'00"
2
25
23
0.65
14
0.39
1532
1533
1535
1536
1538
1541
1544
1545
1546
1547
1548
1549
1550
1551
1552
1553
1554
1555
1556
1585 1588
1590
7565
7557
Main
Span
Material
Main
Span
Design
Appr
Span
Material
Appr
Span
Design
Number
Main
Spans
Number
Appr
Spans
Service
On
Service
Under
Deck
Type
Wearing
Surface
Membrane
Deck
Protect
Design
Load
Code
Oper
Rating
Method
Oper
Rating
Tons
Oper
Rating
Factor
Inv
Rating
Method
Inv
Rating
Tons
Inv
Rating
Factor
Border
State Cd
Border
Pct
Border Structure ID
Fed Aid Project No
Design
Exemption
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
2587 2588 2589 2590 2591 2592 2593 2594 2595 2596 7832 7833 7834 7835 7836 7837 7838 7839 7840 7841 1844 1846
Type 3
c` -0
caa
2J
.i
al
o 1
�i
OL1
OL2
N N
ca N
r-
<
<
<
<
Engr Cost
Total Cost
Estmt
Year
Prop Imp
Cost Calc.
B
ANH
2
3
N
AN
1.21
0.90
0.84
0.73
1.11
0.98
0.88
0.81
0.65
0.34
2920
Inspection
1990
Date
2646
Inspector
2649
Cert No
2654
Co -Inspector
Routine
Fracture Critical
Special Feature
Underwater
Waterway/
Prop Imp
1847
2853
2860
1867
1873
2870
1861
1879 2883
Water
Type
Flood
Pln Int
Flood
Control
Scour
Hist
Strmbd
Matrl
Substr
Stablty
o*
q
Strmbd
Stablty
Strmbd
Anabrn
Piers
In Watr
Type
Work
*
m o
g- .
Stru Imp
Length
Roadway
Width
Cost
Per SF
Struct Cost
Rdwy Cost
Engr Cost
Total Cost
Estmt
Year
Prop Imp
Cost Calc.
B
ANH
2
3
N
AN
2
31
1
294
38
800
4469
894
3575
8938
2014
Y
Inspection
Date
Inspector
Cert No
Co -Inspector
UW Interim
Interim
In Depth
Damage
Inspection
Date
Inspector
Cert No
Co -Inspector
Safety
Short Span
Geometric
Info
7/27/2017
GDG
G0014
Inventory
25
APPENDIX B 1Current Load Rating Summary
s= TRANTECH
4 'Engineering LLC
26
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 + 2x30' Approach Slab)
Design Load: HS20-44
Rated By: VP
Checked By: KN
Date: 8/1/2017
EXPIRES 5- IQ
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
AASHTO-2
AASHTO-3
NRL
OL -1
OL -2
0.72
0.54
0.50
0.44
0.39
0.20
NBI Rating RF
1.21
0.90
0.84
0.73
0.65
0.34
Yielding in member L2U 1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Controlling Point
Inventory (HS -20)
Operating (HS -20)
0.39 Yielding in member L2U1
0.65 Yielding in member L2U1
Remarks: Bridge requires posting. The single unit and FAST Act vehicles rating factors are:
Operating Rating
SU4 (GVW = 54 K)
SU5 (GVW = 62 K)
SU6 (GVW = 69.5 K)
SU7 (GVW = 77.5 K)
EV2 (GVW = 57.5 K)
EV3 (GVW = 86.0 K)
RF
1.11
0.98
0.88
0.81
0.62
0.42
Ton
29.97
30.38
30.58
31.39
17.83
18.06
Controlling Point
Yielding in member L2U1
Yielding in member L2U 1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U 1
27
APPENDIX C 1 Bridge Replacement Estimate
s= TRANTECH
4'Engineering LLC
28
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
$ 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
$ 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
TOTAL
$ 12,384,440
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
29
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TRANTECH
1111Engineering LLC
30
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 + 2x30' Approach Slab)
Design Load: HS20-44
Rated By: VP
Checked By: KN
Date: 8/1/2017
EXPIRES 5/18/
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
AASHTO-2
AASHTO-3
NRL
OL -1
OL -2
0.81
0.60
0.56
0.49
0.42
0.22
NBI Rating RF
1.35
1.00
0.94
0.82
0.70
0.37
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Controlling Point
Inventory (HS -20)
Operating (HS -20)
0.44 Yielding in member L2U1
0.73 Yielding in member L2U1
Remarks: Bridge requires load posting. This rating scenario requires lowering the speed limit over the bridge to 10 MPH.
Operating Rating
SU4 (GVW = 54 K)
SU5 (GVW = 62 K)
SU6 (GVW = 69.5 K)
SU7 (GVW = 77.5 K)
EV2 (GVW = 57.5 K)
EV3 (GVW = 86.0 K)
RF
1.24
1.09
0.99
0.90
1.14
0.78
Ton
33.48
33.79
34.40
34.88
32.78
33.54
Controlling Point
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
31
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 + 2x30' Approach Slab)
Design Load: HS20-44
Rated By: VP
Checked By: KN
Date: 8/1/2017
EXPIRES 5/18/
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
AASHTO-2
AASHTO-3
NRL
OL -1
OL -2
0.80
0.60
0.56
0.49
0.45
0.24
NBI Rating RF
1.34
1.00
0.94
0.82
0.75
0.40
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Controlling Point
Inventory (HS -20)
Operating (HS -20)
0.47 Yielding in member L2U1
0.79 Yielding in member L2U1
Remarks: Bridge requires load posting. This rating scenario requires posting the bridge for one truck at a time.
Operating Rating
SU4 (GVW = 54 K)
SUS (GVW = 62 K)
SU6 (GVW = 69.5 K)
SU7 (GVW = 77.5 K)
EV2 (GVW = 57.5 K)
EV3 (GVW = 86.0 K)
RF
1.23
1.08
0.98
0.90
1.08
0.88
Ton
33.21
33.48
34.06
34.88
31.05
37.84
Controlling Point
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
Yielding in member L2U1
32