MINISH 3B - Compiled Specs_01-23-24.pdf

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Attached to: Solicitation for Joseph G. Minish Passaic River Waterfront Park and Historic Area Project, Newark, NJ - Contract 3B: Construction of New Sheet Pile Bulkhead Wall
Solicitation number: W912DS24B0001
Issued by: Department of the Army Corps of Engineers Engineering District New York

About this file

Written by GovTribe AI · Apr 16, 2024

This document is a solicitation for Contract 3B of the Joseph G. Minish Passaic River Waterfront Park and Historic Area Project in Newark, New Jersey. The U.S. Army Corps of Engineers, New York District intends to issue an Invitation for Bid (IFB) for the construction of approximately 905 LF of cantilever or tie-back sheet pile wall, including storm drain outlets, concrete inlets, and steel railing with mesh infill panels. The project magnitude is estimated between $10,000,000 - $25,000,000 and the period of performance is 425 calendar days. This unrestricted full and open competition solicitation with HUBZone preference will be posted electronically on the Contract Opportunities website. Interested parties must be registered in the System for Award Management (SAM) and Contract Opportunities to access the solicitation. Past performance information will be collected and used in the evaluation process.

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Other files

File	Type	Posted
Bid Abstract W912DS24B0001.pdf	PDF	Jun 20, 2024
MINISH3B S-001 NOTES_REV 06-11-2024.pdf	PDF	Jun 14, 2024
100203701 - NR100 - Site Prep Plan.pdf	PDF	Jun 13, 2024
Amendment 6 W912DS24B0001.pdf	PDF	Jun 13, 2024
31 41 16 - Metal Sheet Piling_REV 06-11-2024.pdf	PDF	Jun 13, 2024
Amendment 0005.pdf	PDF	Jun 7, 2024
Minish 3A As-Builts.pdf	PDF	Jun 5, 2024
Amendment 0004.pdf	PDF	Jun 5, 2024
W912DS24B0001-P00003.pdf	PDF	May 31, 2024
MINISH3B S-001-NOTES_05-02-2024.pdf	PDF	May 16, 2024
MINISH3B C-301-C-302 CROSS SECTIONS_REV 05-09-2024.pdf	PDF	May 16, 2024
Section 00903 - Sediment Sampling Test Results from Contract 3A.pdf	PDF	May 16, 2024
W912DS24B0001-P00002.pdf	PDF	May 16, 2024
MINISH3B C-201-PROFILE_05-02-2024.pdf	PDF	May 16, 2024
Minish 3A As-Builts.pdf	PDF	May 16, 2024
Drawings Amendment 1 - Minish3B_C301_markup_RFI.pdf	PDF	Apr 29, 2024
W912DS24B0001-P00001.pdf	PDF	Apr 29, 2024
W912DS24B0001.pdf	PDF	Apr 16, 2024
MINISH 3B-Full Plan Set_SignedDE_Dec 2023.pdf	PDF	Apr 16, 2024

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Joseph G. Minish Passaic River Waterfront Park and Historic Area: Minish Park Project Reach 1(3B)

Newark, New Jersey

Prepared for

THE US ARMY CORPS OF ENGINEERS

26 Federal Plaza, New York, NY 10278

SPECIFICATIONS

JOSEPH G. MINISH PASSAIC RIVER WATERFRONT PARK

AND HISTORIC AREA: MINISH PARK PROJECT

REACH 1 (FORMERLY 3B),

NEWARK, NEW JERSEY

Prepared by:

WSP USA

350 Mt. Kemble Avenue

Suite 200 Morristown, New Jersey 07960-1946

January 23, 2024

SECTION 00 00 01

COVER SHEET

05/22

PART 1 GENERAL

NEW YORK DISTRICT

CORPS OF ENGINEERS

NEW YORK, NEW YORK 10278-0090

INVITATION FOR BIDS

FOR

JOSEPH G. MINISH PASSAIC RIVER WATERFRONT PARK AND HISTORIC AREA

NEWARK, NEW JERSEY

CONSTRUCTION CONTRACT 1 (FORMERLY 3B)

1. Attached is INVITATION FOR BIDS (IFB) NO. W912DS-24-B-0001

2. BIDS MUST BE SET FORTH full, accurate, and complete information as required by this Invitation for Bids, including attachments. The penalty for making false statements in bids is prescribed under Title 18, United States Code, Section 1001.

3. SUBMISSION OF BIDS: Complete details concerning proper submission of bids are contained in the INSTRUCTIONS TO BIDDERS (Section 00 21 13).

4. Note the REQUIREMENT FOR AFFIRMATIVE ACTION of the EQUAL OPPORTUNITY clause as it applies to the contract resulting from this solicitation.

(See paragraph NOTICE OF REQUIREMENT FOR AFFIRMATIVE ACTION TO ENSURE EQUAL EMPLOYMENT OPPORTUNITY in Section 00 72 00 of this IFB).

5. REPRESENTATIONS AND CERTIFICATIONS - SECTION 00 45 00 Bidders and Offerors are required to complete the REPRESENTATIONS AND CERTIFICATIONS and submit them with their bids.

6. GENERAL CONDITIONS - SECTION 00 72 00, note in particular the PROHIBITION SEGREGATED FACILITIES. Failure of a bidder or offeror to agree to the certification will render his bid or offer non-responsive to the terms of solicitations involving awards of contracts exceeding $10,000 which are not exempt from the provisions of the Equal Opportunity Clause.

7. Please review all bonds and accompanying documents required to be submitted. Bonds, Powers of Attorney, statements of authenticity and continuing validity, and all related documents MUST NOT bear computer printer-generated signatures and/or seals. Documents bearing signatures and/or seals generated as part of a document, as opposed to being affixed to the document after its generation, will not be accepted. Submission of such documents may render the bid or offer non-responsive and ineligible for award.

8. Sections indicated in the cover sheet are part of the Solicitation package.

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

-- End of Section --

MINISH3B MINISH3B

PROJECT TABLE OF CONTENTS

DIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS

00 00 01 COVER SHEET

00 31 00 BRIDGE RE-EVALUATION SURVEY REPORT

00 31 19 PHOTOGRAPH OF CONSTRUCTION PERFORMED

UNDER SEPARATE CONTRACT

00 31 24.01 18 FEDERAL CONSISTENCY

DETERMINATION/WATER QUALITY CERTIFICATE

DIVISION 01 - GENERAL REQUIREMENTS

01 11 00 SUMMARY OF WORK

01 14 00 WORK RESTRICTIONS

01 20 00 PRICE AND PAYMENT PROCEDURES

01 30 00 ADMINISTRATIVE REQUIREMENTS

01 32 01.00 10 PROJECT SCHEDULE

01 33 00 SUBMITTAL PROCEDURES

01 35 26 GOVERNMENTAL SAFETY REQUIREMENTS

01 35 29.13 HEALTH, SAFETY, AND EMERGENCY RESPONSE

PROCEDURES FOR CONTAMINATED SITES

01 42 00 SOURCES FOR REFERENCE PUBLICATIONS

01 45 00.00 10 QUALITY CONTROL

01 45 00.15 10 RESIDENT MANAGEMENT SYSTEM CONTRACTOR

MODE (RMS CM)

01 50 00 TEMPORARY CONSTRUCTION FACILITIES AND

CONTROLS

01 57 19 TEMPORARY ENVIRONMENTAL CONTROLS

01 58 00 PROJECT IDENTIFICATION

01 74 19 CONSTRUCTION WASTE MANAGEMENT AND

DISPOSAL

01 78 00 CLOSEOUT SUBMITTALS

DIVISION 02 - EXISTING CONDITIONS

02 01 51 VIBRATION MONITORING OF STRUCTURES

02 22 61 EXCAVATION OF NON-HAZARDOUS MATERIAL

UPLAND

02 27 50.00 18 FLOATING TURBIDITY BARRIER

02 41 00 DEMOLITION

DIVISION 03 - CONCRETE

03 31 30 MARINE CONCRETE

DIVISION 05 - METALS

05 12 00 STRUCTURAL STEEL

05 50 13 MISCELLANEOUS METAL FABRICATIONS

05 50 14 STRUCTURAL METAL FABRICATIONS

05 52 00 METAL RAILINGS

DIVISION 07 - THERMAL AND MOISTURE PROTECTION

07 92 00 JOINT SEALANTS

DIVISION 09 - FINISHES

PROJECT TABLE OF CONTENTS Page 1

MINISH3B MINISH3B

09 90 00 PAINTING, GENERAL

09 97 13.26 COATING OF STEEL WATERFRONT STRUCTURES

DIVISION 31 - EARTHWORK

31 00 00 EARTHWORK

31 11 00 CLEARING AND GRUBBING

31 23 00.00 20 EXCAVATION AND FILL

31 41 16 METAL SHEET PILING BULKHEAD SYSTEM

31 62 16.16 STEEL H-PILES, INCLUDING STEEL WIDE

FLANGE BEAMS

DIVISION 32 - EXTERIOR IMPROVEMENTS

32 31 13 CHAIN LINK FENCES AND GATES

32 92 19 SEEDING

DIVISION 33 - UTILITIES

33 40 00 STORMWATER UTILITIES

-- End of Project Table of Contents --

PROJECT TABLE OF CONTENTS Page 2

SECTION 00 31 00

BRIDGE RE-EVALUATION SURVEY REPORT

PART 1 GENERAL

1.1 DESCRIPTION

PART 2 PRODUCTS

Not Used

PART 3 EXECUTION

Not Used

-- End of Section --

LEFT BLANK INTENTIONALLY

County of Essex

DEPARTMENT OF PUBLIC WORKS – DIVISION OF ENGINEERING

900 BLOOMFIELD AVENUE

VERONA, NEW JERSEY 07044-1393

BRIDGE RE-EVALUATION SURVEY REPORT

STRUCTURE NO. 0700-H03

BRIDGE STREET OVER PASSAIC RIVER

CITY OF NEWARK, ESSEX COUNTY

HARRISON TOWNSHIP, HUDSON COUNTY

15TH CYCLE

OCTOBER 06, 2016

NOTE: This Bridge Re-evaluation Report shall be filed immediately after the 14TH Cycle Inspection Report.

Prepared By

300 American Metro Boulevard Hamilton, New Jersey 08619

TABLE OF CONTENTS

Page No.

1 Structural Data 15-1

2 Conclusions and Recommendations 15-2

3 Structural Inventory & Appraisal and Pontis Sheets 15-5

4 Load Rating Summary Sheet (LRSS) 15-16

5 Drawings, Soundings and Photographs 15-20

6 Field Notes 15-54

7 Associated Documents 15-97

Priority Repair Letters

Underwater Inspection Report

Mechanical Inspection Report

Electrical Inspection Report

15-1

COUNTY OF ESSEX

DEPARTMENT OF PUBLIC WORKS – DIVISION OF ENGINEERING

RE-EVALUATION BRIDGE SURVEY REPORT

CYCLE NO. 15

STRUCTURAL DATA:

Bridge No.: 0700-H03 Year Built: 1913 Widened/Rehab: 1981

Route No.: C.R. 508 Length: 371.3' Width: 40.5'

Mile Point: 12.27 Date of this Evaluation: 10/06/2016

Name: Bridge Street over Passaic River

By: Michael Baker International, Inc.

Date of Previous Evaluation: 10/29/2014

Structure Type: Steel riveted through truss swing span with two steel riveted deck girder approach spans.

By: Michael Baker International, Inc.

Special Equipment Used: Pontoon Boat (Photo 15-53) MPT (Photo 15-54) Bucket Truck (Photo 15-55)

Date of Underwater Inspection: 03/27/2015

By: W.J. Castle P.E. & Associates, P.C.

Special Testing: None

Date of Elec./Mech. Inspection (Level: II): 04/06/2016

Scour Critical: No

WORK DONE: New section of the northwest approach guiderail has been installed with a BCT end treatment (Photo 15-51). The outside face and underside of the bottom flange of the south girder in the west approach span has been painted (Photo 15-52). The south bearing at pier 1 in the west approach span has been painted (Photo 15-52).

OVERALL PHYSICAL CONDITION: Poor, due to the superstructure (Item 59 = 4).

OVERALL CONDITION (ITEM 67): Poor, due to the superstructure (Item 59 = 4).

Inspection Team Leader: Matthew Sapiezynski Initials:

Certifying Engineer: Kashfia Billah, P.E.

N.J. P.E. Number: 24GE03899900

Seal

I certify that this report is an accurate description of the subject structure, to the extent determinable by visual inspection and testing performed.

Signature:

Date:

Structure No.: 0700-H03 Route: C.R. 508 Cycle No.: 15 Name: Bridge Street over Passaic River Insp. Date: 10/06/2016

15-2

CONCLUSIONS AND RECOMMENDATIONS:

The bridge is in overall poor condition due to the superstructure.

The deck is in satisfactory condition due to small spalls and light to moderate wear throughout the west approach span top of deck, areas of buckling and moderate corrosion on the SIP forms and spalling with exposed steel grid with sections of missing or loose steel grid deck on the swing span top of deck (Photos 15-11, 15-21, 15-22 & 15-24).

The approach roadway is in satisfactory condition due to spalls and medium to wide cracks on both approach slabs (Photo 15-28).

The superstructure is in poor condition due to the localized advanced material losses to the steel truss members above and below deck level, localized advanced material losses to the end floorbeams and girders in the approach spans and holed through truss connection gusset plates in the swing span (Photos 15-14 thru 15-18 & 15-33 thru 15-44).

The substructure is in satisfactory condition due to fine to medium cracks with effloresce in both abutments and all piers. There are also areas of loose or missing mortar in the masonry joints and fine cracks in the stones of the stone masonry piers. The timber fenders also exhibit fine to wide splits and checks with localized areas of decay and barnacle growth along the waterline (Photos 15-38 & 15-45 thru 15-49).

The channel is in satisfactory condition due to the severely deteriorated bulkheads at the northwest, southeast and southwest embankments (Photos 15-50).

Since the previous inspection, the deck has been downgraded from good to satisfactory due to the presence of increased spalling and sections of missing or loose steel grid deck in the swing span during the current cycle inspection (Photos 15-11 & 15-24).

The bottom chords of the trusses are fracture critical members. Several truss members exhibit severe localized material losses and heavy pitting. Several gusset plates are holed through. Moderate to heavy pack rust was noted in the top chord at several connections between gusset plates and top chord members, and also between lateral bracings. The top horizontal angles of several sway frames exhibit minor to moderate collision damage. Several lacing bars in diagonal members are bent or exhibit moderate pack rust at the connection with angles and channel members (Photos 15-14 thru 15-18).

An underwater inspection was performed on March 27, 2015 by W.J. Castle PE. The overall condition of the underwater components is good. Based upon the probing of the streambed materials adjacent to the substructure and the review of prior reports and plans, the bridge appears to have minor potential scour problems. There is no footing exposure or undermining present at the time of inspection and there is stone riprap along the abutments and is functioning properly (See 2015 Underwater Inspection Report).

In addition, we recommend a Type-2 Underwater Inspection of the bridge be performed on a 4 year interval.

A Type II mechanical inspection was performed by Michael Baker International, Inc. on April 6, 2017. This inspection consisted of a visual assessment of the span drive machinery, end jack machinery, rim bearing assembly, centering devices, and traffic gate machinery. The overall condition of the mechanical span drive machinery is fair.

The motor shaft can be turned manually when the bridge is open to roadway traffic, the manual release lever for the west motor break is seized and cannot be released, the radial alignment of the west G3/P3 bevel gearset is too far apart and most of the coupling seals have failed and permit grease to leak from the coupling. The end jack machinery is in fair condition. The jack rods retract very slowly under live load traffic impacts which results in a gap between the live load shoes and their strike plates. The paint system for many of the machinery components has failed and corrosion is widespread (See 2017 Mechanical Inspection Report).

15-3

CONCLUSIONS AND RECOMMENDATIONS (continued):

A Type II electrical inspection was performed by Michael Baker International, Inc. on April 6, 2017. This inspection consisted of a visual inspection of all electrical equipment and associated components, traffic safety equipment, uniformity and smooth operation of the span, physical condition, equipment grounding, bonding, current/voltage and resistance (megger) readings of electrical components and interlocking of the system. The bridge electrical systems are in generally fair to poor condition. Critical traffic interlocking functions are malfunctioning or do not exist, which is in violation of MUTCD standards. The standby generator system is not in service, and the span would currently be inoperable if utility power failed. Operation on Drive 1 is unreliable and failed during testing, necessitating the transfer of drive motor control to Drive 2. Electrical equipment on the bridge is generally worn, and a major rehabilitation should be considered in the near term (See 2017 Electrical Inspection Report).

Based on the Stage I Scour Evaluation, the bridge is not considered to be scour critical and an In-depth Scour Evaluation is not required. SI&A Item 113 coding has been changed from 7 to 8. Riprap present along the entire length of the east and west abutments does not represent a permanent counter measure.

Due to the condition of the superstructure, the structure is classified as structurally deficient. To remove the structure from the structurally deficient category, we recommend the following remedial action:

Repair the severely pitted and holed-through truss members at or below the deck level, at the top chords, and at the end floorbeams and girders in the approach span with bolted steel plates, repair the holed-through gusset plates on the trusses and the deteriorated bearing stiffeners on the east span girders with bolted steel plates, and replace missing or deteriorated rivets with over 50% rivet head loss at the ends of the interior floorbeams in the swing span with high strength bolts:

Repair Truss Members and Floorbeams With Bolted Steel Plates:

10 Members: say 3,000 lbs. x $12/lbs. : $36,000

Repair Truss Gusset Plates and End Bearing Stiffeners:

Say 800 lbs. x $12/lbs.: $ 9,600

Replace Rivets With High Strength Bolts:

Say 200 bolts x $90/bolt: $18,000

Subtotal (ITEM 94) = $63,600

Preliminary Engineering (15%): $9,540

Maintenance of Traffic (20%): $12,720

Total = $85,860

Say (ITEM 96) = $86,000

We recommend that the following Emergency & Priority repairs be made to retard further deterioration, preserve the structural integrity of the bridge, improve safety and extend its useful life:

1. Replace the bulbs from the navigation lights at all piers or any other necessary repairs needed for the lights to be illuminated on an emergency repair basis (See Photo 15-10 and Emergency PRE_01 Repair).

2. Install a steel plate over the section of missing or loose steel grid decking in the swing span on an emergency repair basis (See Photo 15-11 and Emergency PRE_02 Repair).

3. Lock the southwest swing span access ladder and west approach span operator's house door at the south sidewalk in-kind (See Photos 15-12 & 15-13 and Priority PR1_01 Repair).

15-4

CONCLUSIONS AND RECOMMENDATIONS (continued):

4. Reinforce the gusset plates at several swing span locations with bolted steel plates. Reinforce the north truss, north channel bottom chord at panel point L8 (See Photos 15-14 thru 15-18 and Priority PR1_02 Repair).

5. Install plates to the existing south pedestrian railing to reduce the opening at the joint (See Photo 15-19 and Priority PR2_01 Repair).

6. Notify the appropriate authority to have the inhabitants moved to a cold weather shelter on a priority II basis (See Photo 15-20 and Priority PR2_02 Repair).

We recommend the following Priority repairs be made based on the Mechanical and Electrical inspections:

1. Rehabilitate and place the emergency generator back into service (See Electrical Report and Priority PR1_01_EL Repair).

2. Revise interlocking circuits such that the traffic signals are forced to red for several conditions, both oncoming gates must be fully lowered before either offgoing gate can be lowered, all oncoming and offgoing warning gates must be lowered before the barrier gates can be closed and no gate may be opened/raised unless the span is centered and the screw jacks are driven (See Electrical Report and Priority PR1_02_EL Repair).

3. Rehabilitate west warning gong place back into service. Repair and remount the warning gate arm lights so that they function properly (See Electrical Report and Priority PR2_01_EL Repair).

4. Replace the west "Fully Centered" limit switch (See Electrical Report and Priority PR2_02_EL Repair).

5. Replace the west end and east end swing span marine navigation lights (See Electrical Report and Priority PR2_03_EL Repair).

6. Tighten bolts at the center pier span drive machinery (West Coupling – C1) to manufacturer recommended torque on a Priority I basis. New bolts may be required (See Mechanical Report and Priority PR1_01_ME Repair).

Note: It is recommended the gusset plates be rated during the next regular inspection cycle due to additional section loss observed.

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LOAD RATING SUMMARY SHEET (LRSS)

(Form NJ-BI-101 Created 1/25/2011)

Project Information:

Group: 07F0 Agreement No.: 2010B1798B Contract ID: 10-50830 Agree/Mod No.: 02

Rating Information:

Method: LRFR: No LFR: Yes ASR: Yes Other (Specify): N/A

Rating Date: 2/9/96 & 1/21/09 Computer Software Used: PennDOT BAR 7 Version: 7.12.0.1

Load Testing: No Cycle when Rating Performed: 5 & 11 Design Load: Unknown

Structure Information:

Plans Available? Yes Contract Designation: Unknown

Overlay? No Considered in Rating? N/A Type/Thickness: N/A

Section Losses? Yes Considered in Rating? Yes Item 59 Cond.: 4

For LRFR Use Only:

Dynamic Load Allowance: N/A Condition Factor: N/A System Factor: N/A

ADTT (one direction): N/A Resistance Factor: N/A FCM: Yes

Load Rating Engineer (LRE):

Name: Unknown Firm: Initial:

Load Rating Reviewer (LRR) certification as per the NBIS Title 23 CFR Section 650.309(c):

Name: Unknown N.J. P.E. No.:

Firm: Unknown

I certify that this rating is an accurate representation of the subject structure, considering all deterioration and/or changes to loading conditions, to the extent determinable by research and visual inspection and testing performed.

I am charged with the overall responsibility for bridge capacity evaluation for the above mentioned structure.

Sign and Seal if Rating Performed in this Cycle

Sign Date

15-17

LOAD RATING SUMMARY SHEET (LRSS) (cont.)

Rating Comments:

1. Plans for the structure are not readily available to perform the load ratings.

Percent (%) Section Losses:

East Approach Span End Floorbeam FB4: 25% loss to web, 20% loss to flange, and 60% loss to edge of top flange (4" from midspan).

Swing Span, End Floorbeam: 1/8" loss to top and bottom flanges for full length and 3/16" loss to bottom of south end.

Shear analysis of swing span support girders SG3 and SG4 when the structure is open to navigation and loading equals 120% of dead load.

The Load Factor/Working Stress and LRFR ratings, computed in accordance with the FHWA directive dated November 1993, AASHTO Manual for Bridge Evaluation, 2011, as modified by the NJDOT Highway Bridge Load Rating Manual and Section 43 of the NJDOT Design Manual, Bridges and Structures, are as follows:

Allowable Stresses (Psi)

Material Compressive Strength f'c

Yield Inventory Operating

Structural Steel -- -- -- -- Flexure -- 36,000 19,800 27,000

-- 33,000 18,150 24,750 -- 30,000 16,500 22,500

Shear -- 36,000 11,880 16,200 -- 33,000 10,890 14,850 -- 30,000 9,900 13,500

Load Factor Working Stress

Factored Load Strength Actual Allowable

309 K 570 K 7.6 KSI 103 KSI

Rating (Tons) / Rating Factor

ASR / LFR LRFR

Member Truck Type

(Tons)

As-Built As-Insp. As-Built As-Insp.

Inv. Op. Inv. Op. Inv. Op. Inv. Op.

*East Approach Span Girder(1)

Cond. Rating = 5

H15 (15T) --- --- --- --- --- --- --- ---

HS-20 (36T) --- --- 17/22 38/37 --- --- --- ---

3 (25T) --- --- 16/21 36/35 --- --- --- --- 3S2 (40T) --- --- 20/26 45/44 --- --- --- --- 3-3 (40T) --- --- 23/30 51/50 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

* Controlling Member

(1) Ratings computed in the 5th Cycle report (NL) = Notional Load

Note: It is recommended the gusset plates be rated during the next regular inspection cycle due to additional section loss observed.

15-18

Member Truck Type

(Tons)

As-Built As-Insp. As-Built As-Insp.

Inv. Op. Inv. Op. Inv. Op. Inv. Op.

Swing Span End Floorbeam (1) (2)

Cond. Rating = 4

HS-20 (36T) --- --- 39/34 55/56 --- --- --- ---

3 (25T) --- --- 35/31 50/51 --- --- --- ---

3S2 (40T) --- --- 55/47 77/79 --- --- --- ---

3-3 (40T) --- --- 69/60 97/100 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

East Approach Span Interior Floorbeam (Shear Controls) (1)

HS-20 (36T) --- --- 46/43 69/72 --- --- --- ---

3 (25T) --- --- 41/38 62/64 --- --- --- ---

3S2 (40T) --- --- 66/62 100/104 --- --- --- ---

3-3 (40T) --- --- 84/78 126131 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

East Approach Span End Floorbeam

FB4(1) (2)

HS-20 (36T) --- --- 28/26 42/43 --- --- --- ---

3 (25T) --- --- 25/23 37/38 --- --- --- ---

3S2 (40T) --- --- 38/35 56/58 --- --- --- ---

3-3 (40T) --- --- 48/44 72/74 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

(1) Ratings computed in the 5th Cycle report

(2) Ratings updated in the 11th Cycle report (NL) = Notional Load

15-19

Member Truck Type

(Tons)

As-Built As-Insp. As-Built As-Insp.

Inv. Op. Inv. Op. Inv. Op. Inv. Op.

South Gusset Plate at L4, South Truss (2)

HS-20 (36T) --- --- 40 66 --- --- --- ---

3 (25T) --- --- 23 38 --- --- --- ---

3S2 (40T) --- --- 32 53 --- --- --- ---

3-3 (40T) --- --- 38 63 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

South Gusset Plate at L5, South Truss (2)

HS-20 (36T) --- --- 200 335 --- --- --- ---

3 (25T) --- --- 116 194 --- --- --- ---

3S2 (40T) --- --- 140 234 --- --- --- ---

3-3 (40T) --- --- 157 263 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

North Gusset Plate at L2, South Truss (2)

HS-20 (36T) --- --- 167 279 --- --- --- ---

3 (25T) --- --- 100 168 --- --- --- ---

3S2 (40T) --- --- 108 180 --- --- --- ---

3-3 (40T) --- --- 116 195 --- --- --- ---

HL-93 (NL) --- --- --- --- --- --- --- ---

(2) Ratings computed in the 11th Cycle report (NL) = Notional Load

Note: Load rating analysis for gusset plates were performed using truss member forces calculated in Cycle 1 load rating analysis. Cycle 1 load rating analysis was performed assuming only one of three possible load combinations.

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15-24

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Photo No: 15-01

Location: South elevation, looking north.

Description: General view.

Photo No: 15-02

Location: North elevation, looking south.

15-27

Photo No: 15-03

Location: East approach roadway, looking west.

Photo No: 15-04

Location: West approach roadway, looking east.

15-28

Photo No: 15-05

Location: Passaic River (flood), looking north.

Photo No: 15-06

Location: Passaic River (ebb), looking south.

15-29

Photo No: 15-07

Location: Underside of superstructure, west approach span, looking west.

Description:

General view. Note: Minor rust and peeling paint on the web and bottom flange of stringers, floorbeams and girders.

Photo No: 15-08

Location: Underside of superstructure, east half of the swing span, looking east.

Description: General view. Note: Light to moderate rust and paint peeling throughout steel superstructure members.

15-30

Photo No: 15-09

Location: Underside of superstructure, east approach span, looking east.

Description: General view. Note: Light to moderate rust and peeling paint throughout steel superstructure members.

Photo No: 15-10

Location: Center pier, north end of fender, looking north.

Description: Navigation light is not illuminated (Emergency I Repair).

15-31

Photo No: 15-11

Location: Top of deck, swing span, eastbound lane, approximately 50' from west abutment, looking north.

Description: A section of the steel grid deck is missing as well as two (2) adjacent sections of loose steel grid deck (Emergency I Repair).

Photo No: 15-12

Location: Swing span, southwest access ladder, looking northwest.

Description: Access ladder is tied closed and is not properly locked (Priority I Repair).

15-32

Photo No: 15-13

Location: West approach deck span, south operator's house, looking southeast.

Description: Storage room door is not locked (Priority I Repair).

Photo No: 15-14

Location: South truss at the east swing span, south gusset plate at floorbeam FB4 from the east (L4U5), looking north.

Description: Heavy pitting with a (2" x 8") corrosion hole on the gusset plate (Priority I Repair).

15-33

Photo No: 15-15

Location: North truss, south gusset plate at panel point L5, looking north.

Description: Corrosion hole (3 ½") on the gusset plate adjacent to L5U4 (Priority I Repair).

Photo No: 15-16

Location: North truss, north bottom chord channel at panel point L8, looking up and east.

Description: Corrosion hole (1" x ½") in the bottom flange (Priority I Repair).

15-34

Photo No: 15-17

Location: Floorbeam FB9 at the south truss, looking south.

Description: Corrosion hole and crack at the bottom flange angle at the gusset plate connection (Priority I Repair).

Photo No: 15-18

Location: North truss, Member L12U12 at L12, looking east.

Description: Corrosion holes in southwest (2" x 1") and northwest (3" x 4") outstanding legs (Priority I Repair).

15-35

Photo No: 15-19

Location: South pedestrian railing at west swing span joint, looking south.

Description: Gap (up to 6") between railing posts at the swing span joint (Priority II Repair). Note: Random paint peeling with spot rust on the pedestrian railing.

Photo No: 15-20

Location: West abutment bridge seat, south end, looking west.

Description: Illegal habitation (Priority II Repair).

15-36

Photo No: 15-21

Location: West approach span, near east end of eastbound lane, looking east.

Description: Small spalls, partially patched along the concrete patch joint in the eastbound lane.

Photo No: 15-22

Location: Underside of deck, west approach span, Bay 2 from the south, looking west.

Description: Area of buckled SIP form adjacent to Floorbeam FB2 with area of moderate corrosion.

15-37

Photo No: 15-23

Location: West approach span, east end of south curb, looking southeast.

Description: Moderate scaling, shallow spalling and fine to medium cracks on the curb.

Photo No: 15-24

Location: East swing span joint, westbound lane, looking southwest.

Description: Plow catch damage on the swing span joint near the centerline (6 LF) with adjacent shallow spalling.

15-38

Photo No: 15-25

Location: West abutment deck joint, looking north.

Moderate to heavy accumulation of debris throughout deck joint. Missing header joint filler material (13 LF Total) with remaining length exhibiting moderate deterioration and vegetation growth. Light scaling and minor edge spalling throughout the header.

Photo No: 15-26

Location: West approach span, southeast scupper, looking east.

Description: Inlet is partially clogged with moderate accumulation of debris along the curbline.

15-39

Photo No: 15-27

Location: Northeast approach sidewalk, looking west.

Description: Moderate scaling throughout the approach sidewalk (typical at west approach span).

Photo No: 15-28

Location: West approach slab, eastbound lane at inlets, looking south.

Description: A few small spalls along joints with medium to wide transverse cracks on the approach slab.

15-40

Photo No: 15-29

Location: Southeast approach guiderail, between 7th-10th posts from the bridge, looking southwest.

Description: Minor to moderate collision damage on the approach guiderail.

Photo No: 15-30

Location: Southwest approach curb, looking southeast.

Description: Minor to moderate scaling throughout the approach curb.

15-41

Photo No: 15-31

Location: Southwest approach impact attenuator, looking southeast.

Description: Minor impact damage to impact attenuation just above the south curb.

Photo No: 15-32

Location: Southwest approach transition barrier, looking southeast.

Description: Fine to medium mapcracking with a spall (1 SF) on the concrete transition barrier.

15-42

Photo No: 15-33

Location: West approach span, inside face of south girder, looking southwest.

Moderate to heavy rust on the top face of the bottom flange with moderate spot rust on the web of the girder.

Photo No: 15-34

Location: Swing span, south truss, floorbeam FB3 south cantilever, looking east.

Area of moderate impact damage to south cantilever bottom flange angle leg (2'L x 1" out of plane) with light spot rust and pitting throughout.

15-43

Photo No: 15-35

Location: West approach span, floorbeam FB1 bearing at west abutment, looking north.

Description: Missing anchor bolt nut at the bearing seat.

Photo No: 15-36

Location: Swing span, south truss, L6AM6A at deck level, looking east.

Description: Small corrosion hole (1/2" Ø) in one (1) lacing bar at 2' from deck.

15-44

Photo No: 15-37

Location: Swing span, 4th sway frame from the east at panel point U5, looking north.

Sway frame at panel point U5 exhibits impact damage at bottom angles over eastbound lane, ±3" out of plane near centerline.

Photo No: 15-38

Location: Southwest truss bearing at Pier 1, looking north.

Light to moderate rust to live load shoes, jack sleeves are deteriorated and shoe is pumping (1/4"). Fine to medium cracks on the bearing pedestal.

15-45

Photo No: 15-39

Location: Swing span, south truss at U1, top cover plate, looking east.

Description: Pack rust (1 ¼") between lateral bracing members and top connection plate.

Photo No: 15-40

Location: Swing span, north truss, inside of U1U2 member, looking west.

Description: Moderate rust of inside surfaces of member with areas of pigeon debris and minor pitting.

15-46

Photo No: 15-41

Location: Swing span, south truss, top chord at U12, looking west.

Heavy pack rust between top plate and top chord member with corrosion hole (1/2" x 1") in cover plate and adjacent area of section loss (1/8" remaining; 10" x 1 ½" area).

Photo No: 15-42

Location: Swing span, east face of floorbeam FB2, looking northwest.

Heavy laminar rust, section loss (up to ¼") and moderate to heavy rust throughout floorbeam web and bottom flange.

15-47

Photo No: 15-43

Location: Support Girder SG4 at SG2, south side of bottom angle, looking northeast.

100% section loss (3" x 6") of bottom flange angle south side with knife edge (1 LF) where connection is made to SG2.

Photo No: 15-44

Location: Below machinery house, north face of Stringer S2 (from the north), looking southeast.

Description: Section loss (up to 75%) of the longitudinal stiffener.

15-48

Photo No: 15-45

Location: West abutment breastwall, looking west.

Moderate efflorescence throughout the breastwall. Moderate corrosion and deteriorated conduit casing with portions of missing shielding to several cables.

Photo No: 15-46

Location: East abutment backwall, south end, looking east.

Description: Fine cracks and shallow spall with adjacent area of delamination (1 SF) on the backwall.

15-49

Photo No: 15-47

Location: Pier 1, north nose, west face, looking east.

Description: Areas of missing mortar and a wide crack in the masonry stone.

Photo No: 15-48

Location: Pier 1 cap, east face, south end, looking north.

Description: Fine to medium cracks on the pier cap.

15-50

Photo No: 15-49

Location: Pier 1 fender system, east face, south end, looking southwest.

Description: Severely decayed vertical planks with barnacle growth at/below waterline.

Photo No: 15-50

Location: Northwest channel embankment, looking northwest.

Description: 175' section of failed timber bulkhead along the channel embankment.

15-51

Photo No: 15-51

Location: Northwest approach guiderail, looking northeast.

Description: New section of steel w-beam guiderail has been installed with a BCT end treatment (Work Done).

Photo No: 15-52

Location: West approach span, south girder, looking northwest.

The outside face and underside of the south girder bottom flange and the south bearing at pier 1 have been painted (Work Done).

15-52

Photo No: 15-53

Location: Pier 1, south end, looking southeast.

Description: Special Equipment: Pontoon Boat.

Photo No: 15-54

Location: East approach roadway, looking west.

Description: Special Equipment: MPT.

15-53

Photo No: 15-55

Location: Swing span, south truss, looking west.

Description: Special Equipment: Bucket Truck.

15-54

COUNTY OF ESSEX

DEPARTMENT OF PUBLIC WORKS – DIVISION OF ENGINEERING

BRIDGE EVALUATION CHECK LIST

(FIELD NOTES)

Inspectors: Jeremy Abreu Name: Bridge Street over Passaic River

Constantin Aldea

Crew Chief: Matthew Sapiezynski

Temperature: 64ºF Weather: Clear

Special Equipment Used: Pontoon Boat (Photo 15-53)

MPT (Photo 15-54)

Bucket Truck (Photo 15-55)

RATINGS:

N Not applicable.

9 Excellent Condition.

8 Very Good Condition – no problems noted. GPS COORDINATES 7 Good Condition – some minor problems. @ Northwest corner 6 Satisfactory Condition – some minor deterioration of structural elements. N 40° 44 42.50 Lat.

5 Fair Condition – minor section loss to primary structural elements. W 74° 09 59.15 Long.

4 Poor Condition – advanced section loss to primary structural elements.

3 Serious Condition – seriously deteriorated primary structural elements.

2 Critical Condition – facility should be closed until repairs are made.

1 Imminent Failure Condition – facility closed. Study of repairs is feasible.

0 Failed Condition – facility is closed and beyond repair.

GENERAL

Type of Bridge: Steel Riveted Through Truss Swing Movable Span with Two Built up Riveted Steel Deck Girder Approach Spans.

Year Built: 1913 Year of Widening / Major Repairs: 1981

No. of Lanes: On 2 Under 0 (N/A for waterways)

Vertical Clearances: Over Deck: 17.3 ft. for full width of roadway beneath east approach portal

Minimum Under: N/A for waterways

Maximum Under (Item 10): N/A for waterways

Horizontal Underclearance: Total Horizontal…

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