Edgewater Bridge Structural Memo - Everett, WA

12011 NE 1st Street, Suite 305 Bellevue, WA 98005

(425) 453‐5545

Prepared for: The City of Everett Public Works

08.18.17

Edgewater Bridge Structural Memo

Executive Summary

The Edgewater Bridge is a five-span (52’:78’:91’:78’:52’) 351-foot long, 37-foot wide concrete bridge built in 1946. The bridge’s superstructure consists of two longitudinal concrete girders that are spaced at 22 feet center-to-center and which are made composite with an 8” concrete deck. The bridge’s substructure consists of concrete columns founded on concrete pilings.

The narrow two-lane bridge is Functionally Obsolete, Structurally Deficient, and seismically vulnerable. It is also a vital link in a chain of three bridges that provide the only access to neighborhoods located along the Mukilteo Boulevard

The City of Everett tasked TranTech Engineering, LLC (TranTech) with performing a structural assessment of the bridge to obtain information regarding its structural integrity. The structural assessment has revealed that the bridge is deficient for load capacity and is seismically at risk.

An updated load rating report was prepared as part of the assessment which was based on the results of a recent special access, in-depth inspection of the bridge that was performed by TranTech staff. This report shows that the bridge is deficient for all of the rating trucks analyzed and supports the updated Deck Overall condition code reported to the bridge inventory and the resulting Sufficiency Rating of 11.71 SD.

The lowest load rating value is associated with the bridge deck, mainly due to its substandard design and existing deterioration, even under the current load-posted restrictions.

A preliminary seismic analysis of the bridge was also performed and the results show it to be vulnerable during seismic events.

Finally, the Bridge is deficient functionally with narrow substandard traffic lanes and sidewalks.

By these results and observations, it is recommended that the Edgewater Bridge be replaced. Please see Appendix C for a preliminary replacement bridge concept, Appendix D for an associated construction cost estimate, and Appendix E for an updated funding application form.

Table of Contents

Page

1. Introduction .............................................................................................. 1

2. Structural Assessment ..........................................................................1

2.1 Tier 1 - In-depth Bridge Inspection ........................................... 2

2.2 Tier 2 - Load Rating Analysis ................................................... 3

2.3 Tier 3 - Seismic Vulnerability Analysis ..................................... 3

3. Concluding Remarks ……………………………………………….………..3

APPENDICES

A Current Inspection Report

B Updated Load Rating Summary

C Bridge Replacement Concept

D Bridge Replacement Estimate

E Funding Application Update

1

1. INTRODUCTION

The Edgewater Bridge is a five-span (52’:78’:91’:78’:52’) 351-foot long, 37-foot wide concrete bridge built in 1946. The bridge’s superstructure consists of two longitudinal concrete girders that are spaced at 22 feet center-to-center and which are made composite with an 8” concrete deck. The bridge’s substructure consists of concrete columns founded on concrete pilings. The existing bridge plans are available under the “Records/Plans” tab in the WSDOT Bridge Inspection Software.

The narrow two-lane bridge is Functionally Obsolete, Structurally Deficient, and seismically vulnerable. The Bridge is a vital link in a chain of three bridges that provide the only access to neighborhoods along the Mukilteo Boulevard; an NHS route between the cities of Everett and Mukilteo. The Mukilteo Boulevard traverse deep ravines and winds along steep hillsides. This facility is the only access to the neighborhoods along its length and serves over 6000 vehicles per day in its load-restricted condition. If any two of these three bridge were to fail during a seismic event, there would be no other access to the areas isolated by the bridge failures.

The cities of Everett and Mukilteo have struggled for years with the issues caused by the substandard and deficient bridges and the other two bridge, Maple Heights (SID 08560500) and Merrill & Ring (SID 08560600), both have projects proposed to deal with their existing deficiencies.

While the project funding requests are being submitted separately, the City of Everett intends to combine as many of the projects as possible into a Mukilteo Boulevard Bridge Replacement and Repair Program to achieve maximum efficiency and economy while solving long standing issues caused by the low structural capacity and functional obsolescence.

The City of Everett has initiated several structural assessment investigations for each of the requests for bridge funding from the WSDOT administered Local Bridge Program. The structural assessment of the Edgewater Bridge is further described in the following sections:

2. STRUCTURAL ASSESSMENT

The structural assessment performed as part of this study had a three-tier approach as detailed below:

2

2.1 Tier 1 - In-depth Bridge Inspections – The in-depth inspection of the Edgewater Bridge was performed on May 30, 2017. The focus of the inspections was the damage to the non-redundant girders along with the bridge deck and soffit. All inspections were performed utilizing an Under Bridge Inspection Truck (UBIT) hired by the City of Everett to provide access to critical structural elements of concern.

The deck deterioration is concealed by an asphalt wearing surface overlay. All soffit deterioration was recorded with special attention being paid to the cracking, spalling, and the section loss of deck reinforcing steel as evident by rusty leaching and the spalling of concrete cover. It is of note that the inspection was performed on a rainy day which highlighted the full depth leakage of water and contaminants through the deck.

Another area of concern and inspection focus were the two longitudinal concrete girders. Special attention was paid to high shear zones as the shear reinforcement details of the original design appear deficient. Full-depth shear cracks were identified and recorded.

Based on these in-depth inspections a new Inspections Report was entered in the WSDOT Bridgeworks software. Please see Appendix A for the Current Inspection Report.

3

2.2 Load Rating Analysis – A new load rating report was prepared per current LFR Method guidelines provided by WSDOT and FHWA using the in-depth inspection information. Please see Appendix B for the Summary Sheet of this Updated Load Rating. The substandard deck design coupled with the deck deterioration has resulted in additional capacity loss. This loss of capacity is also a calculated support for the reduction of the NBI deck code from a 6 (Fair Condition) to a 4 (Poor Condition) in accordance with the condition description provided by the WSDOT Bridge Inspection Manual (BIM).

The Edgewater Bridge is currently load posted at levels required by the previous load rating recommendations and the City has installed signs in advanced of the bridges warning of load posted bridges ahead. These warnings are due to the restricted access into the area as well as the lack of room for large vehicles to turn around.

Updating of the physical load posting signs is required for the AASHTO legal loads, as well as for the Specialized Hauling Vehicles (SHV) and Emergency Vehicles (EV) and the City of Everett is currently implementing these changes.

The cast-in-place non-redundant concrete girders are deficient in shear capacity as well as deck design. Although the bridge is designed for H20-S16 design truck, its deck is only designed for an H-15 design truck loading. Due to these deficiencies, it is not surprising that the deck is showing signs of distress under modern loads, even in its load-posted status.

2.3 Seismic Vulnerability Analysis – The bridge was also evaluated for seismic vulnerability and was determined to be a collapse risk during a seismic event. A nonlinear pushover analysis shows that plastic hinges will be formed at the base of the columns of bents 2 and 5 under a design seismic event. Moreover, the girder seat lengths at east and west abutments are not sufficient.

3. CONCLUDING REMARKS

The results of the structural assessment of the Edgewater Bridge has revealed that the bridge has not only vertical load capacity deficiencies but is also at risk seismically.

The in-depth inspection and the new load rating analysis show the bridge to be deficient for all the analyzed rating trucks. The loss of capacity supports the updated Deck Overall condition code reported in the bridge inspection software and the resulting Sufficiency Rating of 11.71 SD.

The lowest load rating value is associated with the bridge deck and is mainly caused by its substandard design and existing deterioration.

4

Furthermore, since the bridge deck is an integral part of the girders, its continued deterioration will result in an anticipated lowering of the Superstructure Condition code per the Washington State Bridge Inspection Manual.

As part of the analysis, a preliminary seismic study of the bridge was performed. Per this study, the Edgewater Bridge was found to be a vulnerable during seismic events and at risk of total collapse.

Finally, the bridge is deficient functionally with its narrow traffic lanes and sidewalks.

These results and observations support the replacement of the Edgewater Bridge. Please see Appendix C for a preliminary replacement bridge concept, Appendix D for an associated construction cost estimate, and Appendix E for an updated funding application form.

APPENDIX A |Current Inspection Report

Agency:

8/17/2017

Printed On:

CD Date:

ReleasedStatus:

EVTB15

BRIDGE INSPECTION REPORT

8/17/2017 EVERETT

Roman G. Peralta

EDGEWATER CREEKIntersecting

4ofPage 1

08559300 EDGEWATER BRIDGESID Br. NameBr. No.

Program Mgr:

Carrying MUKILTEO BLVD

CD Guid: 14aed46d-5892-4cb6-880a-49c5f90d59f2

Route On Mile Post

Mile PostRoute Under

42009 10.00

Co-Inspector's SignatureG0014Cert #GDGInspector's Signature

(1679)Pier/Abut/ProtN

8 (1677)Chan/Protection

2 Structural Eval (1657)

(1658)Deck Geometry

(1659)Underclearance

(1661)Alignment

(1663)Deck Overall

(1671)Superstructure

(1676)Substructure

(1678)Culvert

3

9

6

46

5

6

9

(7667)0 Scaling Pct

(7669)0 Deck Rutting

(7670)0 Exposed Rebar

(7672)9 Curb Cond

(7666)N Deck Scaling

(7665)1 Drain Status

(7664)5 Drain Cond

No Utilities (2675)

Bridge Rails (1684)

Transition (1685)

Guardrails (1686)

Terminals (1687)

Asphalt Depth (2610)

Design Curb Ht (2611)

Bridge Rail Ht (2612)

2

1

1

1

1

2.00

1946

0 Year Rebuilt (1336)

(1332)Year Built

Sufficiency Rating

High Risk

11.71 SD

Subj to NBISY (2614)

Alpha Span Type: Geometric

Hrs Rep TypeFreq Date

Inspections Performed:

2.5 Routine24 10/26/2016

Special

Fract Crit

UW

Interim

UWI

Damage

Safety

Short Span

In Depth9.0 5/30/2017

(7674)9 Paint Cond

(7673)6 Sdwk Cond

1 0 Operating Level (1660)

(1293)Open/Closed

(1662)Waterway

(1680)Scour

(2693)Soundings Flag

(2688)Revise Rating

(2691)Photos Flag

(2694)Measure Clrnc

P

8

8

*N

26 16 (1552)

(1553)Op RF

(1555)Inventory Tons

(1556)Inv RF

0.45

1015

0.27

Operating Tons

(7681)6 Approach Cond

(7682)9 Retaining Wall

(7683)9 Pier Prot

Cert Exp Date 5/12/2021

Element Description State 1UnitsTotalElement

BMS Elements

State 2 State 3 State 4

12 Concrete Deck 9,256 SF 9,256 0 0 0

35 Concrete Deck Soffit 9,256 SF 9,056 0 200 0

110 Concrete Girder 712 LF 662 0 50 0

155 Concrete Floor Beam 1,000 LF 998 0 2 0

205 Concrete Pile/Column 8 EA 8 0 0 0

215 Concrete Abutment 74 LF 74 0 0 0

221 Concrete Foundation 1 EA 1 0 0 0

266 Concrete Sidewalk & Supports 3,204 SF 3,204 0 0 0

311 Moveable Bearing (roller, sliding, etc) 4 EA 0 0 3 1

330 Metal Bridge Railing 712 LF 712 0 0 0

331 Concrete Bridge Railing 712 LF 701 10 1 0

409 Steel Sliding Plate w/Raised Bars 52 LF 52 0 0 0

800 Asphaltic Concrete (AC) Overlay 9,256 SF 9,211 20 25 0

901 Red Lead Alkyd Paint System 20 SF 0 0 20 0

Agency:

8/17/2017

Printed On:

CD Date:

ReleasedStatus:

EVTB15


8/17/2017 EVERETT

Roman G. Peralta


4ofPage 2


Program Mgr:



Route On Mile Post


42009 10.00

Notes

0 Bridge is oriented from west to east. Abutment 1 is at West (Mukilteo) end.

11 Bridge design load is H20-S16 but the design load for the roadway slab is H-15. The worst case and controlling design load code has been entered. The substandard deck design along with widspread positive moment zone deterioration such as full depth leaking rusty leaching cracks indicating deterioration of reinforcing steel and rusty reinforcing steel exposed by spalling concrete have resulted in an additional reduction of capacity of the bridge.EV2 R.F. = 0.43EV3 R.F. = 0.45The bridge is currently load posted. The posting requires updating for legal loads as well as for the Single Unit Vehicles and Emergency Vehicles.

12 Not visible due to ACP overlay.

35 SOFFIT: Widespread leaching hairline map cracking, some rust stained, with cracks primarily oriented longitudinal and transverse, are predominant along the centerline of the soffit. Many full depth cracks leaking water through during rainy day inspection. Stalactites present up to 4" in length. In Span 3 between floorbeams 3B and 3C there is a 12 in. dia. x 1 in deep spall with 6 in. exposed rusty rebar. There are many other scattered 6" to 1" delams and spalls with exposed rusty rebar up to 48" total at dobie chair locations in spans 2 through 5, with most in spans 3 & 4 near pier 4. A rough count of 14 spalls made in 2014 with other patches visible that appeared to be on the verge of spalling. The majority of the widespread soffit deficiencies such as full depth cracks with water leaking and rusty leaching, along with the spalls and delaniminations are located in the positive moment area of the deck. The deficiencies, their location, coupled with the substandard deck design prompted a new load rating that confirmed the loss of structural capacity. See notes 11 and 1663.

110 Two lines of CIP concrete girders x 5 spans. Concrete girders have vertical and diagonal hairline leaching cracks in the webs at 3' to 7' spacing throughout, some full depth. Multiple shear and flexure cracks in both girders = Monitor. Monitoring: -11/2010: Vertical shear cracks noted @ 1A, 1B, 3 each. Several cracks are obscured by graffiti. Shear cracks @ P1A marked. Cracks on 1B marked "08" do not appear to have changed. Vert cracks noted @ 2A, 2B marked '08 are nearly full depth, with no change evident. Horizontal leaching crack noted @ 1B. -11/2012 no change. -2014: Girder 1B crack measured at 1/32" which is among the widest observed. Many cracks appear to be full depth now. Leaching more in spans 1 & 2.

155 Floorbeams have transverse hairline cracks at the interface of the deck, mainly at the centerline. There are a few vertical hairline leaching cracks near the top of the floorbeams. Some of these are full depth 2014 on intermediate floor beams. Main floor beam at pier 4 with minor leakage/small rust stain on bottom. Floorbeam 1A with bottom edge spall, 2'x2" @ midspan - no exposed rebar.

205 Six feet wide at bottom tapering to 5' at top, with a rectangular construction stepped in at the edges. Column 4B is covered with vines over the whole length - 2014, making identification of defects difficult. Columns with random minor leaching up around corbel areas and around upper construction joints.

215 Consists of concrete cross beam supported by steel rocker bearings. Located just behind remains of previous abutment. There is an erosion gully at the SW & NE abutments from water leaking through the sliding plate joint above -- CB near adjacent SE intersection is overgrown and sounds disconnected - clear vegetation and investigate. See photos #2 and #3. Shrinkage cracks noted @ X-bm CL. Small corner spall located @ A1. Water appears to be leaking thru both expansion joint and SW fill slope and ponding @ thepile cap causing corrosion @ the bearings / sole plates. Also, erosion @ NW slope from water leaking through joint leaving 3' deepgully below.

221 The Northwest corner of the footing at Column 3B is exposed up to 32 in. due to erosion caused by a leaking storm drain See photo #9.

266 Sidewalk overhang is supported by concrete corbels each side of the bridge. Overhang has partial construction joints located between corbels. Sidewalk is worn to aggregate and has transverse and longitudinal hairline cracks. There are transverse hairline leaching cracks in the sidewalk soffits and diagonal hairline cracks in the haunches with leakage throughout. The NE & NW sidewalk approaches have been feathered with ACP eliminating tripping hazard but not to ADA standards. Curb joints on south sidewalk at midspan with spalling at deck drain. SE sidewalk approach with up to 1" settlement = repair.

311 Bottom plate with moderate section loss at west abutment up to 1/4" and welded steel girder stops with heavier section loss. More severe section loss at east abutment, especially at SE with section loss along bottom of rocker on exposed edges. There is a 16 in. x 4 in. spall in grout pad along the south end of the sole plate at the east abutment with no exposed rebar noted. SE bearing is corroded thru @ outside end - outside stiffener plate is gone -- REPAIR to maintain capacity. Rocker bearings at A6 are 1" out of plane rocked east.

Agency:

8/17/2017

Printed On:

CD Date:

ReleasedStatus:

EVTB15


8/17/2017 EVERETT

Roman G. Peralta


4ofPage 3


Program Mgr:



Route On Mile Post


42009 10.00

Notes (Continued)

330 Thrie beam guardrail has been retrofitted/attached to concrete pilaster roadway face w/4x6 treated timber block outs, rail bolts, and steel fastener plates - new 2014.

331 The concrete baluster is worn to the aggregate. Utility hangers are mounted to the sides of the concrete baluster. At NE corner, pilaster with 1' diam. spall w/exposed rebar.

409 Significant leakage thru joints typ. Joints were measured along the south fog line; YEAR WEST EAST TIME TEMP. 3/19/2002 2-1/4 in. 1-9/16 in. 11:00 am 32° F 3/17/2005 2-1/4 in. 1-3/4 in.

7:30 am 45° F 10/01/2007 1-3/4 in. 1-1/2 in. 3:00 pm 50° F 11/19/2010 Joints appear functional / approximately 2" gap each end. 11/15/2012 1-3/4 in. 1-1/4 in. 2:00 pm 48 deg 10/22/2014 2-1/16" 1-1/2" 9:30 am 53 deg. 10/26/2016 1-5/8" 1-3/16" 3:00 pm 55 deg. Hole in

plate at curb line SE. East joint leaking water onto bearing below. Light spalling along east edge of east header. and a couple of small spalls along west side of west header.

664 Deck drains are open 2016 (8 locations). NW drain pipe @ A1 with cracked connection causing slope rilling at abutment footing = repair.

800 ACP overlay is worn in the wheel lines with minor rutting, and transverse and longitudinal cracks throughout. 2014 - Heavier wear/pavement failure over 25sf and 20 sf patches.

901 Paint system allows for 5 sq. ft. at each bearing only. Paint at bearings is flaking and exposing bare metal.

1660 The bridge's capacity is 44% below legal for the AASHTO-1 Truck.

1663 See load rating note 11. The substandard design load coupled with the widespread positive moment zone leaking rusty leaching cracks, spalling, and section loss have been assessed in the updated load rating. The loss of capacity along with the criticality of the deterioration based on their locations and the deficient deck design have resulted in a deck overall condition code reduction to 4 - Poor Condition.

1680 Small stream flows south to north under span 3. Piers 2 & 3 well above and back from OHW. Base line sounding taken from south bridge rail (2016).

1686 New transitions/guardrails/terminals at all 4 corners (2014).

2675 A 10 in. diameter dutile iron pipe is mounted to the concrete baluster on the south side and a 6 in. diameter gas pipe is mounted to concrete baluster on the north side. 18" storm line @ SE slope w/ outfall under span 3 into gabion baskets working as designed.

2688 The bridge received an in-depth inspection on June 30, 2017. This inspection focused on the deck soffit and the superstructure. The results of this inspection were used to perform a new load rating in July 2017. The inventory coding was updated per this current in-depth capacity analysis.

Repairs

Repair No Pr R Repair Descriptions Noted Maint Verified

10001 3 B Remove vegetation from Column 4B and cut back limbs trees atnorth and south sides of bridge before next UBIT inspection.

10/1/2007

10005 2 B Protect Abutment 1 from erosion. 6/15/2008

10006 1 B Inject cracks on girders. 6/15/2008

10007 1 B Clean/restore bearings - 4 locations. Repair SE bearing as required. 1/31/2011

10010 M J Monitor deck ACP for delams / pavement repair. 1/31/2011

10011 3 B 10" south side utility (gas?) - recommend drill weep holes @ bridgerail connections (water ponding in bracket), replace bearing shimstyp.

1/31/2011

10013 2 B Repair drain pipe at NW for cracked connection and investigate CBat SE for disconnected pipe.

10/22/2014

10014 3 B Repair SE ACP sidewalk approach for 1" tripping hazard. 10/22/2014

Agency:

8/17/2017

Printed On:

CD Date:

ReleasedStatus:

EVTB15


8/17/2017 EVERETT

Roman G. Peralta


4ofPage 4


Program Mgr:



Route On Mile Post


42009 10.00

Inspections Performed and Resources RequiredReport Type Date Freq Hrs Insp CertNo Coinsp Note

Routine 10/26/2016 24 MPZ2.5 G1331

Resources Hours Min Pref Max NotesFreq Need DateDate Override

Access Issues Call City of Everett/Bob Sorgen 425-257-8800 toclear veg.

Equipment 10/22/2014 48 MPZ2.0 G1331 MMA Trim trees on south side prior to next UBIT inspection in 2018.

Resources Hours Min Pref Max NotesFreq Need DateDate Override

UBIT 2.00 50 60 60 UB 62 (WSDOT) deployed off south side in2014.

Flagging LA LA LA Contact Tim Marks of the City of Everett to setup inspection (425) 257-8872.

In Depth 5/30/2017 GDG9.0 G0014

Washington State Department of Transportation

WSBIS Local Agency Inventory Report

2132

Bridge Name

EDGEWATER BRIDGE

2023

08559300 04204 31

Cust

County

CityBridge Number

EVTB15

11881156

Latitude Longitude

47° 57' 03.70" 122° 17' 11.00"

122° 17' 10.64" 47° 57' 03.71"

Bridge ID

2009

Structure ID Location

At Mukilteo Ln / Lamar Dr

0.07 W JCT SHORE AVE

119610191001 1021

Ow

ner

04

1286 2185

Range

04E

2183

Tw

nshp

29

2181

Section

34

PrintedDate

8/17/2017

Sufficiency Rating:

11.71SD

High Risk

Item 2710 SR

Item 2711 SD/FO

1256 12881274

Feature Intersected Facilities Carried

EDGEWATER CREEK MUKILTEO BLVD NW N

Region

Para

Tem

p Facilities

1232

Leg1

38

Leg2

0

Toll

3

12897281 7283 1285 1293

OP

C

P

1292

NR

HP

5

2295

HA

ER

7296

LRH

P

1276

FIPS

22640

1332 1336

Year Built

Year Rebuilt

Bridge Length

Maximum Span LengthNBIS Length Lanes

OnCurb to Curb Deck Width

Out to Out Deck Width

Sidewalk Left

Sidewalk Right

Min Vert Over Deck

Min Vert Under

Vert Code

Min LatUnder Right

Min Lat Under Left

LatCode

Nav C

tl C

ode

1946 0 356 91 2 25.8 36.8 4.6 99' 99" 00' 00"4.6 0.0 0.0 0N N

Layout

2346 1348 1352 1356 1360 1364 1370 1374 1378 1379 1382 1383 13861340 1367

Appr Rdwy

36

13971390

Nav Vert Clear

0

1387

Nav Horiz Clear

0

1394

Nav Vert Lift Clear

1310

Skew

0

1312

Flared

N

1291

Median

0

1432

Route Number Milepost ADT Truck%

On

Under

Hw

y C

lass

Service Level

1 5 1 42009 10.00 6000 5

CrossingHorizontal Clearance Route Dir

Horizontal Clearance Reverse Dir

Lane Use

Direction

25' 10" 2

1433 1434 1435 1445 1451 1490 1491 1495

Max VertClearance

Route

2440 1499

Funct. Class

14

1487

Speed

Limitl

35

1453

Year of ADT

2016

1457

Future ADT

10000

1463

Future ADT Year

2036

NT

N

N

1467

Linear Referencing System

42009

LRS Sub

00

1477 1484

BH

S

1

1483

NH

S

1

1486

FLH

0

1485

ST

RA

H

0

7479

Fed Aid Route #

2776

244114891469

LRS Milepost

10.00

2410

NB

I B

ridge

Y

1354

Lanes U

nder

0

1413

Detour

11

2646Inspector

1990Date

2920Inspection

Load Rating

2587

Type 3

0.56

2588

Type 3S

2

0.58

2589

Type3-3

0.68

2590

NR

L

0.54

2591

SH

V4

0.52

2592

SH

V5

0.52

2593

SH

V6

0.51

2594

SH

V7

0.53

2595

OL 1

0.51

2596

OL 2

0.45

Waterway/Prop Imp

7832

Water

Type

F

7833

Flood

Pln Intr

A

7834

Flood

Control

N

7835

Scour

Hist

N

7836

Strm

bdM

atrl 2

7837

Substr

Stablty

4

7838W

trwy

Obstr

N

7839

Strm

bdS

tablty

G

7840

Strm

bdA

nabrn

N

7841

Piers

In Watr

0

1844

Type

Work

31

1846

Work

Meth

1

1847

Stru ImpLength

360

366

2853

RoadwayWidth

40

38

2860

CostPer SF

12

800

1867

Struct Cost

116

5563

1873

Rdwy Cost

12

1113

1879

EstmtYear

2016

2014

2883

Prop Im

pC

ost Calc

Y

2870

Engr Cost

46

4450

1861

Total Cost

174

11126

Routine

Fracture Critical

Underwater

Special Feature

2649Cert No

2654Co-Inspector InspectorDateInspection

UW Interim

Interim

Damage

In Depth 5/30/2017 GDG G0014

Cert No Co-Inspector

InspectorDateInspection Cert No

Safety

Short Span

Geometric

Info

Inventory

Co-Inspector

InspectionReport Types

Con

trol

Dat

a G

uid:

14a

ed46

d-58

92-4

cb6-

880a

-49c

5f90

d59f

2

Con

trol

Dat

a D

ate:

8/1

7/20

17

1532 15491533 1535 1538 1545 155115461536 1541 1544 1547

Number Main Spans

Number Appr Spans

Oper Rating Factor

Main Span Design

Appr Span Design

Main Span

Material

Appr Span

Material

Service On

Service Under

Deck Type

Wearing Surface Membrane Deck

Protect

Oper Rating

Method

2 0 08615 35503 00 0

6 0.45

Design

Oper RatingTons

26

16

1552 1553 1554

Inv RatingFactor

InvRating

Method

3

6 0.27

Inv RatingTons

15

10

1555 15561548 7565

Fed Aid Project No

1585

Border

State C

d

Border P

ct

1588 1590

Border Structure ID

7557

DesignExemption

1550

DesignLoad Code

5

2

APPENDIX B |Updated Load Rating Summary

Bridge Name: Bridge Number: Span Types: Bridge Length: Design Load: Rated By: Checked By: Date:

TRANTECH La I Engineering LLC

BRIDGE RATING SUMMARY

Edgewater Creek EVTB15 5 Span Concrete T Beam 351' (52':78'-5" :9 l ':78'-5" :52') H20-S16 (Roadway Slab H15) S. ShihK. Nikzad8/10/2017

Inspection Report Date 5/30/2017 Substructure Condition 6 Rating Method Overlay Thickness

Truck

AASHTO-1 AASHTO-2 AASHTO-3 NRL OL-1 OL-2

NBI Rating

Inventory (HS-20) Operating (HS-20)

RF (INV)

0.34 0.35 0.41 0.32 0.31 0.27

RF

0.27 0.45

LFR 2.0" ACP

RF (OPR)

0.56 0.58 0.68 0.54 0.51 0.45

Deck Condition Superstructure Condition

Controlling Point

4 5

Deck, M in Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6

Controlling Point

Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6

Remarks: Bridge requires posting. The single unit and FAST Act vehicles rating factors are:

Operating Rating SU4 (GVW = 54K) SU5 (GVW = 62K) ·SU6 (GVW = 69.5K)SU7 (GVW = 77 .5K)EV2 (GVW = 57 .5 K)EV3 (GVW = 86.0 K)

RF 0.52 0.52 0.51 0.53 0.43 0.31

Ton 14.04 16.12 17.72 20.54 12.36 13.33

Controlling Point Deck, M in Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 1 at 5.0 ft from Abut. 1 Deck, M in Span 4 at 4.79 ft from Abut. 6 Deck, Min Span 4 at 4.79 ft from Abut. 6

APPENDIX C | Bridge Replacement Concept

122'-0" 122'-0" 122'-0"

374'-0"

BACK OF PAVEMENT SEAT

C/L

PIER 3

C/L

PIER 2

C/L

BRDG ABUT 1

C/L

BRDG ABUT 4

9' Ø

DRILLED

SHAFT

6' Ø

COLUMN

366'-0"

WFS50TDG W/ 7 1/2" DECK SLAB

EDGEWATER CREEK

W MUKILTEO BLVD

2

H

:

1

V

APPROACH SLAB (TYP.)

4' Ø DRILLED SHAFT

4' Ø DRILLED SHAFT

11'-0" 11'-0"

SHEET

OF

REFERNCESHEET NO.

REVISIONNO. DATE

1 INCH SCALE BAR

ADJUST SCALE ACCORDINGLY

BELLEVUE OFFICE:

121011 NE 1st ST, STE 305, BELLEVUE, WA 98005

PH: 425-453-5545 FAX: 425-453-6779

XREF LIST:

1

2

JLEV

ESQU

E - M

arch

31, 2

017 -

1:29

PM

- P:\2

017\2

0170

04 -

CITY

OF

EVER

ETT

FUND

ING

LOAD

RAT

ING\

000 C

AD\01

0 DRA

WIN

G\D-

EXHI

BIT\

2017

004-

BRID

GE E

XHIB

IT.D

WG

S1

3200 CEDAR STREETEVERETT, WA 98201

CITY OF EVERETT BRIDGE REPLACEMENTS

PROJECT NO.:

FED. AID NO.:

CITY OF EVERETT

PUBLIC WORKS

EDGEWATER BRIDGE ELEVATIONDATUM:

SCALE: 1" = 20'

DESIGNED BY: JK DRAWN BY: JAL

CHECKED BY: KN APPROVED BY: KN

SCALE: 1" = 20'

BRIDGE ELEVATION

1

APPENDIX D | Bridge Replacement Estimate

City of Evertt Edgewater Bridge Replacement

Engineer's Preliminary Opinion of Cost

ITEM UNITS QUANTITY UNIT PRICE AMOUNT

Clearing and Grubbing AC 1.0 20,000$ 20,000$

Roadway Survey LS 1 25,000$ 25,000$

Structure Surveying LS 1 40,000$ 40,000$

Training HR 500 40$ 20,000$

Field Office Building LS 1 20,000$ 20,000$

Health & Safety Plan LS 1 10,000$ 10,000$

SPCC Plan LS 1 5,000$ 5,000$

Project Temporary Traffic Control LS 1 750,000$ 750,000$

Removing Existing Bridge LS 1 1,000,000$ 1,000,000$

Removal of Structure and Obstruction LS 1 50,000$ 50,000$

Bridge Structure SF 18612 250$ 4,653,000$

Temporary Structural Shoring LS 1 150,000$ 150,000$

Erosion Control LS 1 25,000$ 25,000$

Utility Relocation LS 1 100,000$ 100,000$

Slope Restoration LS 1 50,000$ 50,000$

Repair/Restoration of Public & Private Facilit LS 1 20,000$ 20,000$

Subtotal: 6,938,000$

Approach @ 15% of Subtotal 1,040,700$

Total Construction Costs 7,978,700$

Mobilization @ 10% of Cost 797,870$

Contingency @ 15% of Subtotal 1,196,805$

PE @ 25% of Subtotal 1,994,675$

CM @ 18% of Subtotal 1,436,166$

Right‐of‐way Cost 100,000$

Total Project Cost: 13,504,216$

Total 2019 Construction Cost 14,888,398$

with Inflation @5% / Year

APPENDIX E | Funding Application Update

Federal Highway Bridge Program Project Application

Brief Project Description (including bridge replacement type)

If a Rehabilitation, what would be the Replacement cost for that same structure (including PE, Right of Way, and Construction)?

Replacement Candidate

Rehabilitation Candidate

Scour Mitigation

Seismic Retrofit

Painting

Agency Name:

Bridge Name:

Bridge Number:

Contact Person:

Phone: ( ) - Sufficiency Rating:

Structure ID:

Pick one of the following:

Please send copies of the load ratings summary, accident data, any other pertinent information, and electronic photos (640 x 480 pixels minimum .JPG ) with this questionnaire by the due date specified in the cover letter.

Provide comments below

Project MilestonesScheduled

3

6

2

1

Project Definition Begin PE

Environmental Docs Approved Contract Awarded

Open to Traffic

M/Y

M/Y

M/Y

M/Y

Right of Way Complete

M/Y 10Project Added to Local Agency TIP

Project Added to Regional TIP

Project Added to STIP

NEPA Kick Off

Geometric/30% Design Complete

Right of Way Start

General Plan/60% Design Complete

Advertisement

M/Y

2

Scheduled

11

2

4

6

2M/Y

M/Y

M/Y

M/Y

M/Y

M/Y 6

M/Y

9

0855930025.25 SD

425 257 8942Ryan SassEVTB15EDGEWATER BRIDGECity of Everett

●

Construction Engineering (18%) $1,436,166 Contingency (15%) $1,196,805

Mobilization (10%) $797,870

Inflation Factor (5% per year, based on projected Ad date below) $1,384,182

Total Rehabilitation/Replacement/Preventative Maintenance Project Costs:*

$7,978,700

$100,000

$1,994,675

Proposed Length: 374 Width (Curb to Curb): 34

Rehabilitation/Replacement/Seismic/Paint/Scour Projects

PE Costs (approximately 25% of total)(Soils, Environmental, Design Documents, Plans Preparation, etc.)

Right of Way Costs

(Purchases, Relocation and Construction Easement)

Construction Costs

(Environmental mitigation, approach costs (15%), structure costs, etc.)

Remove and replace the existing bridge with a three span prestressed concrete girder birdge.

$14,888,398

19/

/

/

/

//

/

/

/

/

/

/

/

19

18

18

18

18

17

20

19

18

18

19

18

Deck Repair

www.trantecheng.com

Edgewater Bridge Structural Memo - Everett, WA

Documents

Transcript of Edgewater Bridge Structural Memo - Everett, WA