Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
COW 2018-02-12 Item 3A - Ordinance - Speed Limit on Portion of 42nd Avenue South for Types 1-3 Trucks
COUNCIL AGENDA SYNOPSIS ----------------------------------Initials--------------------------------- ITEM NO. 0 Meeting Date Prepared b Mayor i I s revCouncil review 02/12/18 RT I,,. ) W,-, • 02/20/18 RT lay-"T JCA 3.A. ITEM INFORMATION ISTAFF SPONSOR: ROBIN TiSCHMAK IORI(',IN,U,A(,,]'.NI)AD,1'i,h.: 02/12/18 A(;I,"Nl),\ 1rIM Tri'j,f:1 Ordinance for Truck Only Speed Reduction for 42nd Avenue South from South 124th Street to Interurban Avenue South CA'1'E'(;()RY Z Discussion r-1 Motion E] Resolution Z Ordinance ❑ BidAward R Publicl-leariq E] Other Mtn Date 02112118 Alt ,g Dale AItg Date Altg Date 02120118 Altg Date Allg Date Mtg Date SPONSOR ❑ Coundl [:]Mayor [:] HR Ej DCD [:] .Finance 0 Fire [:] 17' E] P&R [:] Police Z PW1' SPONSOR'S Council is being asked to approve an Ordinance that will reduce the speed limit for trucks SUMMARY only on 42nd Avenue South from the current speed of 25 mph to 15 mph from South 124th Street to Interurban Avenue South. This section of roadway includes the 42nd Avenue South Bridge. After a bridge inspection and load rating was performed on the 42nd Ave S Bridge, a load restriction is required for certain truck weights using the bridge. The least impactful option was to reduce the speeds of all trucks crossing the bridge. Rlml�"Wrli) 1w El cow Mtg. R CA&P Cmte [:] F&S Cmte Z Transportation Cmte F Utilities Cmte E] Arts Comm. F-1 Parks Comm. M Planning Comm. DATE: 01/22/18 COMMITTEE Cl-lAlR: THOMAS McLEOD RECOMMENDATIONS: SP()N,S0R/Ai)mIN. Public Works Department CONIN111Y'A" Unanimous Approval; Forward to Committee of the Whole COST IMPACT / FUND SOURCE Exi+'NI)ITtJRF1 Rl,"QLIIRFID AMOUNT BUDGETED APPROPRIATION REQUIRED $0.00 $0.00 $0.00 Fund Source: 000.16 STREET Comments: cost of signs is estimated to be$881.10. MTG. DATE RECORD OF COUNCIL ACTION 02/12/18 02/20/18 MTG. DATE ATTACHMENTS 02/12/18 Informational Memorandum dated 01/19/18 Ordinance TranTech Engineering's 42nd Ave S Bridge Structural Assessment Bridge Rating Summaries - Low Speed Option and One Truck at a time Minutes from the Transportation &Infrastructure Committee meeting of 01/22/18 2 City of Tukwila Attars Ekberg,Mayor Public Works Department-Robin Tfschmak,Acting Director INFORMATIONAL MEMORANDUM TO: Transportation and Infrastructure Committee FROM: Robin Tischmak, Acting Public Works Director `� v" BY: Steve Carstens, Senior Program Manager CC: Mayor Ekberg DATE: January 19, 2018 SUBJECT: Ordinance for Truck OnIV Seed 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 42nd Avenue South Bridge Structural Assessment Bridge Rating Summary-Low Speed Option Bridge Rating Summary—One Truck at a Time Option WAPW Eng10THERTridge101-NBIS Vehicle Bridges114-42nd Ave Sllnfo Memo speed change 20171129 SM.docx 4 lhrmt, 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 INTERURBAN AVENUE SOUTH 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 66.7.2, 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 W:Word Proc sin Qrdinances\Speed limit reduction for AASHTO Type 1,2,3 trucks 1-23-18.doc Sc:bjs Page 1 of 3 5 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 Interurban Avenue South; 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 Interurban Avenue South; 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; e, xcept that Type 1. TVpe 2, and Type 3 trucks, as defined by the American Association of State Highway Officials AASHTO shall be restricted to a maximumspeed 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. W:Word Processing\Ordinances\Speed limit reduction for AASHTO Type 1,2,3 trucks 1-23-18.doc Sc:bjs Page 2 of 3 6 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 Allan Ekberg, Mayor APPROVED AS TO FORM BY: Filed with the City Clerk: Passed by the City Council: Published: Effective Date: Rachel B. Turpin, City Attorney Ordinance Number: W:Word ProcessingQrdinancesti peed limit reduction for AASHTO Type 1,2,3 trucks 1-23-18.doc SC:bjs Page 3 of 3 7 8 fl If" (J f/ r^ I i f a I ` IpNM e ISI 12011 NE 1st Street,Suite 305 Bellevue,WA 98005 Ld YE n g ) n e e r i n g 1µ-L . (425)453-5545 9 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 12 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 Y 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 l� 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 13 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. 2 14 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 i�, ; induced stresses. These results showed that the demand forces are not large enough to '��, create the observed damage. Next, seismic forces were analyzed and Y were shown to be large enough to yield the interface of the short columns and the piers %%%'��/� „ i wall as the forces are transferred through the 'y/ti 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 15 forces. This constant cyclical bombardment of Column 3A make it a failure risk for Span 3. Since tcompletely bearings located plinths are all frozen, there is a semi-rigid link allowing these high magnitude forces to be transmitted through r� Span 3 to the North Abutment, Pier 4. �, Again, due to the bridge's large skew, a concentration of force is toward the j northwest side of the abutment as � �� r rlf illustrated by the damage at this location. �/�% W, ��� 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 16 @M ISM TIds' W� C I- Id 17 18 BRIDGE INSPECTION REPORT Page 1 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 Inspector's Signature GDG Cert# G0014 Cert Exp Date 5/12/2021 Co-Inspector's Signature Inspections Performed: 2 Structural Eval (1657) 27 23 Operating Tons (1552) 2 No Utilities (2675) Freq Hrs Date Rep Type 2 Deck Geometry (1658) 0.77 0.65 Op RF (1553) 1 Bridge Rails (1684) 12 6.0 4/26/2017 Routine 9 Underclearance (1659) 16 14 Inventory Tons (1555) 0 Transition (1685) 24 6.0 4/26/2017 Fract Crit 8 Alignment (1661) 0.46 0.39 Inv RF (1556) 0 Guardrails (1686) UW 6 5 Deck Overall (1663) 5 3 Operating Level (1660) 0 Terminals (1687) Special 5 Superstructure (1671) A Open/Closed (1293) 0.00 Asphalt Depth (2610) 24 1.0 2/26/2016 Interim 4 Substructure (1676) 8 Waterway (1662) 6.00 Design Curb Ht(2611) UW] 9 Culvert (1678) U Scour (1680) 40.0 Bridge Rail Ht (2612) Damage 5 Chan/Protection (1677) Soundings Flag (2693) 1949 Year Built (1332) Safety N ! Pier/Abut/Prot (1679) N Revise Rating (2688) 0 Year Rebuilt (1336) Short Span 4 Drain Cond (7664) Photos Flag (2691) Y Subj to NBIS (2614) In Depth 1 Drain Status (7665) Measure CImc (2694) Alpha Span Type: Geometric M Deck Scaling7666 6 Sdwk Cond 7673 9 ( ) ( ) [ STrus 10 Scaling Pct 7667 5 (Paint Cond 7674 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 266Concrete Sidewalk&Supports 1,100 SF 1,100 0 0 0 311 Moveable Bearing(roller, sliding,etc) 10 EA1 2 0 0 8 313 Fixed Bearing 2 EA 2 0 0 0 BRIDGE INSPECTION REPORT Page 2 of 8 Status: Released Printed On: 8/17/2017 Agency: TUKWILA CD Guid:4305b7a6-8599-4785.87ce-c492bac838bd 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 4EA 2 2 0 0 362 (Discontinued)Impact Damage 1 EA 1 0 0 0 *402Opeln Concrete Joint 216 LF 0 0 216 0 l Sliding Plate 48 LF 0 0 48 0 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. 20 BRIDGE INSPECTION REPORT Page 3 of 8 Status: Released Printed On: 8/17/2017 Agency:TUKWILA CD Guid:4305b7a6-8598-4765-887oe-o492bac836bd 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) 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 V-0"to north.-SWAY M 1 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. k 2 STEEL FLOOR BEAM Two skewed end floorbeams and ten transverse floorbeams(2x33.6+10x26.5=332 LF). Dirtandmudat connections to truss. Laminar rust alon to flan a with minor section loss <2% . 9 P9 ( )5 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. 1 C: 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.26: 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 36: 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 1 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 21 BRIDGE INSPECTION REPORT Page 4 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) 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 3-1 D, are bulging up to 1/8"from pack rust, all eight bearing's 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 U51_5 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 panelpoints: Year LO L1 L2 IL3 L4 L5 L6 L7 IL8 IL9 L10 2015 18.5 330.5 41.5 44.5 40.5 36.0 29.7 28.5 26.5 23.5 16.0 2014 119.0 130.5 39.0 42.0 39.5 134.0 128.5 28.0 26.5 23.5 115.0 2013 18.8 130.2 1,41.0 142.0 42.0 135.0 30.0 27.5 26.0 23.8 16.0 2007 18.5 30.5 140.0 143.5 43.0 137.5 131.0 28.5 27.0 25.5 115.0 Update soundings every two years or more often if lateral migration is suspected. Monitor riprap at low tide and low flow periods. 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). 22 BRIDGE INSPECTION REPORT Page 5 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) 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 2° 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 165° 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 213 have open cracks at interface with pier cap. All plinths have large spalls with exposed rebar along edges, several are spatted 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. 23 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 11Mrail up to standard height. 13471 1 II' 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 ints,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. 24 BRIDGE INSPECTION REPORT Page 7 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 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 Idelaminations. 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 Frea Hrs Insp CertNo Coinsp Note Routine 4/26/2017 12 6.0 ZZ G1414 TTf 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 25 BRIDGE INSPECTION REPORT Page 8 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 Inspections Performed and Resources Required (Continued) Report Type Date Freg Hrs Inso 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 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. 26 ��` Washington State W/ Department of Transportation Bridge ID Facilities Layout Crossing Design Load Rating Inspection Report Types 1001 2009 WSBIS Local Agency Inventory Report 2132 1019 1286 1021 2023 1156 2181 2183 2185 1188 1196 Structure ID 08109700 Bridge Number Bridge Name TUKWILA-14 42ND AVENUE SOUTH BR c oc City JZI Location 1320 .03 MI N OF INTERURBAN AV N = 10 1 23 104E1 Latitude 47° 29' 23.10" Longitude 122° 16' 49.00" 1 1232 1256 1274 7281 7283 1276 1285 1288 1289 1293 1292 2295 7296 Feature Intersected Facilities Carried DUWAMISH RIVER 1 42ND AVE SO O z x Region FIPS n = m = v � v NW 1 11 1 0 1 726251 3 1\11 1 A 1 4 1 1 I 1332 1336 1340 2346 1348 1352 1356 1360 1364 1367 1310 1312 1 1 1 1 1 1 1 1 1 1 1370 1374 1378 1379 Printed Date 8/17/2017 1382 1383 Sufficiency Rating: 7.56 SD High Risk Item 2710 SR Item 2711 SDIFO Year Year Bridge NBIS Length Maximum Lanes Curb to Curb Out to Out Sidewalk Sidewalk 1 Min Vert Min Vert Vert Min Lat Lat Min Lat g - Nav Vert Nan Horiz Nav Vert Appr Built Rebuilt Length Span Length On Deck Width Deck Width Left Right 1' Over Deck Under Code Under Right Code Under Left m O Clear Clear Lift Clear Rdwy 1949 1 0 1 284 1 1 220 1 2 1 24.0 1 30.0 0.0 1 3.5 1 38 1 N 15' 00" 00' 00" N 0.0 N 0.0 1 0 1 0 0 0 1 36 1 I I I 1 1 1 1 11 1 I 11 1 1 1 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 CO n = N 1D Route Number Milepost ADT Truck Year of ADT 1511 01037 1 1.04 1 10000 1 20 1 2014 Future ADT utureki:FirYee 11000 1 2034 Linear Referencing LRS LRS Milepost System Sub Fed Aid z m T Route # x ClaFuncsst z 01037 1 1 1037 101010 01 17 Lane Use Direction 21 Horizontal Clearance Route Dir 24' 00" Horizontal Max Vert Clearance Clearance Reverse Dir Route 15'00" 1111 1532 1533 1535 1530 1538 1541 1544 1545 1546 1547 1548 1549 1550 1551 1552 1553 1554 1555 1556 1585 1588 1590 7565 7557 Main Main Span Span Material Design Appr Span Material Appr Span Design Number Main Spans 1 I 04 I 1 Number Service Appr On Spans Service Under Deck Type Wearing Surface 2 1 5 1 5 1 11 1 Deck Protect Design Load Code Oper Rating Method Oper Rating Tons Oper Rating Factor Inv Rating Method Inv Rating Tons Inv Rating Factor 0 0 1 4 1 6 1 27 1 0.77 1 6 1 16 1 0.46 1 1 Border Structure ID Fed Aid Project No 23 1 0.65 1 1 14 I 0.39 1 1 Design Exemption I I I I 2587 2586 2589 2590 2591 2592 2593 2594 2595 2596 ti uo t,4 A N N C m� -• OL1 OL2 1.21 1 0.90 1 0.84 0.73 1 1.11 1 0.98 1 0.88 0.81 1 0.65 1 0.34 2920 1990 2646 2649 26U Inspection Date Inspector CM No Co -Inspector Routine 1 1 Fracture Critical Special Feature 1 Underwater 1 1 Waterway/ Prop Imp 7832 7833 7834 7835 7836 7837 7838 7839 7640 7841 1844 1846 1847 2853 2860 1867 1873 2870 a� g v i m N °.. 65 5 S 1NIH 31NIA 3s: N re 1 o mo Stru Imp Roadway g,Z - Length Width Cost Per SF Slruct Cost Rdwy Cost Engr Cost 2 31 1 1 1 294 1 38 800 1 4469 1 894 3575 I I I 1 1 1 1 1 1 1 1 Inspection Date Inspector Cert No Co -Inspector UW Interim Interim In Depth Damage 1 Inspection Date 1861 1879 2883 Nr� Total Cost Es"' „Qo Year 0 3 8938 ,120141 Y 1 4 I 1 I °Q Inspector Cart No Co-Inswctor Safety 1 1 1 I Short Span 1 1 1 1 1 Geometric Info 1 7/27/2017 1 GDG 1 G0014 1 Inventory 1 1 1 1 1 0 U 28 - � TRANTECH \ < \ �- ���� � 5 \ i2@ering L[C » . . © 2 29 30 BRIDGE RATING SUMMARY i y Bridge Name: 42ND AVENUE SOUTH BR Bridge Number: TUKWILA-14 ,y Span Types: Steel Through Truss BridEe&,Approach Slabs Bridge Length: 280'(220'Truss+200'ADDroach Slab) Design Load: HS20-44 Rated By: VP Checked By: KN Date: 8/1/2017 Inspection Report Date 4/26/2017 Substructure Condition 4 Rating,Method LFR Deck Condition 6 Overl!Z Thickness 0"/Truss&2"/Approach Su erstructure Condition 5 Truck RF(INV) RF(OPR) Controlling Point AASHTO-1 0.72 1.21 Yieldin in member L2U1 AASHTO-2 0.54 0.90 Yielding in member L2U1 AASHTO-3 0.50 0.84 Yielding in member L2U1 NRI, 0.44 0.73 Yielding in member L2U 1 OL-1 0.39 0.65 Yieldina in member L2U1 OL-2 0.20 0.34 Yielding in member L2U1 NBI Rating RF Controlling Point Inventory(HS-20) 0.39 Yieldin in member L2U 1 Operating(HS-20) 0.65 Yielding in member L2U I 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 L2U l 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 i 31 32 TRANTIECH En "'. a to n ,"" ., . 33 34 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 ILF 600 $ 15 $ 9,000 REMOVING SHAFT OBSTRUCTIONS LS 1 $ 100,000 $ 100,000 REMOVING EXISTING BRIDGE SUPERSTRUCTURE LS 1 $ 31.000 $ 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 I 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 1 BRIDGE END SIDEWALK RAMP EA 2 1,000 $ 2,000 7400 ITRAINING HR 500 20 $ 10,000 7480 ROADSIDE CLEANUP EST 1 10,000 1 $ 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 PE Costs(approximately 25%of Total) (Soils,Environmental,Desig Docuemnts,Plan Preparation,etc.) $ 1,567,449 Right of Way Costs (Purchases,Reoloation and Construction Easement) $ 500,000 Construction Costs (Environmental mitigation,approach costs(15%),structure costs,etc) $ 6,269,798 Construction engineering(18%) $ 1,128,564 contingency(15%) $ 940,470 Mobilization(10%) $ 626,980 Inflation Factor(5%per year based on project Ad Date below) $ 1,351,181 Total Robabflitation/Replacement)Prevera0tve Maitnenance Project Costs $ 12,384,440 35 Low Speed Option BRIDGE RATING SUMMARY7 " Bridge Name: 42ND AVENUE SOUTH BR Bridge Number: TUKWILA-14 36927 Span Types: Steel Through Truss Bridge&A22roach Slabs �o� ��GISTF, Bridge Length: 280'(220'Truss+2x30'Approach Slab) SIONAL Design Load: HS20-44 Rated By: VP EXPIRES 5/18/ Checked By: KN Date: 8/1/2017 Ins ection Report Date 4/26/2017 Substructure Condition 4 Rating Method LFR Deck Condition 6 Overlay Thickness 0"/Truss&2"/A roach Superstructure Condition 5 Truck RF(INV) RF(OPR) Controlling Point AASHTO-1 0.81 1.35 Yielding in member L2U1 AASHTO-2 0.60 1.00 Yieldin in member L2U1 AASHTO-3 0.56 0.94 Yielding in member L2U1 NRL 0.49 0.82 Yielding in member L2U1 OL-1 0.42 0.70 Yieldina in member L2U1 OL-2 0.22 0.37 Yielding in member L2U1 NBI Rating RF Controllina Point Inventory(HS-20) 0.44 Yielding in member L2U1 Operating(HS-20) 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 RF Ton Controlling Point SU4(GVW=54 K) 1.24 33.48 Yielding in member L2U1 SU5 (GVW=62 K) 1.09 33.79 Yielding in member L2U1 SU6(GVW=69.5 K) 0.99 34.40 Yielding in member L2U1 SU7(GVW=77.5 K) 0.90 34.88 Yielding in member L2U1 EV2(GVW=57.5 K) 1.14 32.78 Yielding in member L2U1 EV3 (GVW=86.0 K) 0.78 33.54 Yielding in member L2U1 i 36 One Truck at a Time Option BRIDGE RATING SUMMARY Bridge Name: 42ND AVENUE SOUTH BR y Bridge Number: TUKWILA-14 369V Span Type: SteelThrou h Truss Bridge&Approach Slabs 1 Bridge Length: 280'(220'Truss+2x30'A roach Slab) Design Load: HS20-44 JNAL' Rated By: VP EXPIRES 5/18/ Checked By: KN Date: 8/1/2017 Inspection Report Date 4/26/2017 Substructure Condition 4 Ratin Method LFR Deck Condition 6 Overlay Thickness 0"/Truss&2"/Approach Superstructure Condition 5 Truck RF(INV) RF(OPR) Controlling Point AASHTO-1 0.80 1.34 Yieldina 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 YieldinZ in member L2U1 OL-2 0.24 0.40 YieldinE in member L2U1 NBI Rating RF Controlling Point Inventory(HS-20) 0.47 Yieldin in member L2U1 Operating(HS-20) 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 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 i 37 38 Citv Qf TAM City Council Transportation & Infrastructure Committee TRANSPORTATION& INFRASTRUCTURE COMMITTEE Meeting Minutes Jonuory22,2017-5:30 p.m. -FosterConference Room, 6300 Building Councilmembers: Thomas McLeod,Chair; De'Sean Quinn,Zak Idan Staff: Robin Tischmak, Ryan Larson, Steve Carstens,Gail Labanara, Laurel Humphrey CALL TO ORDER: Committee Chair McLeod called the meeting to order at 5:30 p.m. I. PRESENTATIONS II. BUSINESS AGENDA A. Grant Acceptance: Boeing Access Road Brid e over Airport Way Seismic Retrofit Staff is seeking Council approval to accept a Federal Bridge Replacement Advisory Council (BRAC) grant in the amount of$2,981,055.00 to provide seismic upgrades to the Boeing Access Road Bridge over Airport Way. This bridge is regionally significant and is the only remaining structure on the BoeingAccess Road corridorthat has not been upgraded. There is no required local match if the construction is completed by December 2020. Chair McLeod asked if there has been any signs of activity related to the Presidential Administration's talk of infrastructure funding, and staff replied there has not. UNANIMOUS APPROVAL. FORWARD TO FEBRUARY 5,2018 REGULAR CONSENT AGENDA. B. Ordinance:Truck Speed Reduction on 42nd„Avenue South Bridge Staff is seeking Council approval of an ordinance that would reduce the speed limit on the 42nd Avenue South Bridge from 25 mph to 15 mph for Type 1,Type 2 and Type 3 trucks. This bridge has heavy use by large load-bearing trucks coming from the BNSF intermodal yard and is nearing the end of its service life. A recent structural assessment of the bridge resulted in a report that a load restriction is required in order to enhance bridge safety. This can be accomplished by reducing the load limits in two truck categories, limiting crossing to one truck at a time, or reducing the truck speeds on the bridge. Staff recommends the speed reduction as the most appropriate option. The draft ordinance needs correction in the last two recitals on page 2, from "Tukwila International Boulevard” to "Interurban Avenue South." Councilmember Idan asked if stakeholder communication has occurred. Staff has informed BNSF and will also notify the Allentown community.Councilmember Quinn asked about the cost of the new signs that will be required and staff replied they will be below$10k, but will follow up with the Committee. Committee members asked about enforcement, and staff replied it would be largely self-enforced. The Committee acknowledged challenges with the cost, enforcement, and effectiveness of the proposal, but recommended approval to the Committee of the Whole as an effort to preserve bridge infrastructure and safety.Chair McLeod asked about the status of BNSF preferred alternative route, which was identified as 48th Avenue South in 2017,and staff replied that SEPA review is still pending. UNANIMOUS APPROVAL AS AMENDED. FORWARD TO FEBRUARY 12, 2018 COMMITTEE OF THE WHOLE. 39