12445221B0003 - SF 30_RFIs_Inspection_Drawing_FS Addendum.pdf

(x)

12445221B0003 x x

1 copies of the amendment; (b) By acknowledging receipt of this amendment on each copy of the offer submitted ; or (c) By separate letter or electronic communication which includes a reference to the solicitation and amendment numbers. FAILURE OF YOUR ACKNOWLEDGEMENT TO BE

RECEIVED AT THE PLACE DESIGNATED FOR THE RECEIPT OF OFFERS PRIOR TO THE HOUR AND DATE SPECIFIED MAY RESULT IN REJECTION OF YOUR

OFFER. If by virtue of this amendment you desire to change an offer already submitted , such change may be made by letter or electronic communication, provided each letter or electronic communication makes reference to the solicitation and this amendment, and is received prior to the opening hour and date specified.

x

ATLANTA GA 30309-2449

STE 876S

1720 PEACHTREE ST NW

USDA-FS CSA EAST 12

GAOA06/10/20210003

13. THIS ITEM ONLY APPLIES TO MODIFICATION OF CONTRACTS/ORDERS. IT MODIFIES THE CONTRACT/ORDER NO. AS DESCRIBED IN ITEM 14.

12. ACCOUNTING AND APPROPRIATION DATA (If required) is not extended.is extended, Items 8 and 15, and returning

Offers must acknowledge receipt of this amendment prior to the hour and date specified in the solicitation or as amended , by one of the following methods: (a) By completing

The above numbered solicitation is amended as set forth in Item 14. The hour and date specified for receipt of Offers

11. THIS ITEM ONLY APPLIES TO AMENDMENTS OF SOLICITATIONS

FACILITY CODE CODE

10B. DATED (SEE ITEM 13)

10A. MODIFICATION OF CONTRACT/ORDER NO.

9B. DATED (SEE ITEM 11)

9A. AMENDMENT OF SOLICITATION NO.

CODE

8. NAME AND ADDRESS OF CONTRACTOR (No., street, county, State and ZIP Code)

7. ADMINISTERED BY (If other than Item 6)CODE 6. ISSUED BY

PAGE OF PAGES

4. REQUISITION/PURCHASE REQ. NO.3. EFFECTIVE DATE2. AMENDMENT/MODIFICATION NO. 5. PROJECT NO. (If applicable)

1. CONTRACT ID CODE

AMENDMENT OF SOLICITATION/MODIFICATION OF CONTRACT

05/25/2021

CHECK ONE A. THIS CHANGE ORDER IS ISSUED PURSUANT TO: (Specify authority) THE CHANGES SET FORTH IN ITEM 14 ARE MADE IN THE CONTRACT

B. THE ABOVE NUMBERED CONTRACT/ORDER IS MODIFIED TO REFLECT THE ADMINISTRATIVE CHANGES (such as changes in paying office, C. THIS SUPPLEMENTAL AGREEMENT IS ENTERED INTO PURSUANT TO AUTHORITY OF:

D. OTHER (Specify type of modification and authority) appropriation data, etc.) SET FORTH IN ITEM 14, PURSUANT TO THE AUTHORITY OF FAR 43.103(b).

E. IMPORTANT: Contractor is not is required to sign this document and return __________________ copies to the issuing office.

ORDER NO. IN ITEM 10A.

14. DESCRIPTION OF AMENDMENT/MODIFICATION (Organized by UCF section headings, including solicitation/contract subject matter where feasible.)

The purpose of this amendment is to 1) Add Bridge Inspection Report, 2)Add FS Specs Addendum, 3)Add Standard Drawing, 4) Add RFI's Q&A 1 - 12

16A. NAME AND TITLE OF CONTRACTING OFFICER (Type or print)15A. NAME AND TITLE OF SIGNER (Type or print)

15C. DATE SIGNED 16B. UNITED STATES OF AMERICA 15B. CONTRACTOR/OFFEROR 16C. DATE SIGNED

(Signature of person authorized to sign) (Signature of Contracting Officer)

JAMES M. HUNT

STANDARD FORM 30 (REV. 11/2016)

Prescribed by GSA FAR (48 CFR) 53.243

Previous edition unusable

Except as provided herein, all terms and conditions of the document referenced in Item 9 A or 10A, as heretofore changed, remains unchanged and in full force and effect .

06/10/2021

120-2.095 Black Creek Bridge Repair Solicitation # 12445221B0003

Questions from site visit:

Q1: The plans show wingwall piles replaced. Is this correct or are they being spliced as well?

A1: Wingwall piles are being spliced. Pay Item 77521 ( C ) refers to Bridge piles & 77521( D ) refers to Wingwall piles

Q2: The specifications call for a manufacturer rep to be present for concrete repair. Is this correct?

A2: Yes.

Q3: What testing is required under QCM?

A3: See FSSS ADDENDUM dated 6/7/2021 for Carbon Fiber Reinforced Polymer repairs.

Q4: In Solicitation, is Vets 4212 reporting required?

A4: Reporting requirements can be verified at https://www.dol.gov/agencies/vets/programs/vets4212

Q5: Are there any licensing requirements?

A5: No.

Q6: Is the existing guardrail to be removed from Government property or does the Government want to stockpile at a work center?

A6: Existing guardrail will become property of the Contractor, removed from National Forest lands & disposed of in accordance with all Federal, State & Local laws.

Q7: For CFRP products do they need to be qualified? Any testing required?

A7: See FSSS ADDENDUM dated 6/7/2021

Q8: Are drawings available for existing bridge?

A8: FS Standard drawing SP-28-2301

Q9: Is there any reports available on the existing piles or is a recent Inspection Report available?

A9: Latest Routine Inspection report will be uploaded to SAM.

Q10: Is certification required for FRP repair?

A10: See FSSS ADDENDUM dated 6/7/2021

Q11: Are there any local timber pile suppliers?

A11: There is no local knowledge of local pile suppliers.

Q12: How long can road be closed?

A12: Road can be closed for a maximum of 120 minutes at one time followed by an open period of no less than 15 minutes to clear traffic.

https://www.dol.gov/agencies/vets/programs/vets4212

FOREST SERVICE SUPPLEMENTAL SPECIFICATIONS

ADDENDUM

Delete SECTION SP-973 of Supplemental Specifications and replace with the following.

SP – 973 CARBON FIBER REINFORCED POLYMER (CFRP) REPAIRS:

1.0.0 DESCRIPTION.

This item consists of furnishing and installing a Carbon Fiber Reinforced Polymer (CFRP) system externally bonded to existing concrete bridge elements according to the plans and the specifications. This Item also includes material handling, defective concrete removal, section restoration, surface preparation, inspection, and testing.

2.0.0 MATERIALS.

Materials shall conform to Specifications and the following.

2.1.0 Carbon Fiber Reinforced Polymer (CFRP) Sheets.

The CFRP system shall conform to the fiber architecture properties of Table 1 for the dry fiber properties and of Table 2 for the cured laminate (composite) properties.

Table 1

Dry Fiber Properties

UNI-DIRECTIONAL (0°) FIBER DIRECTION

Property Minimum Requirement

Ultimate Tensile Strength 550,000 psi (3,792 MPa)

Tensile Modulus 33x106 psi (227x103 MPa)

Ultimate Elongation 1.5%

Density 0.063 lbs/in.3 (1.74 g/cm3 )

BI-DIRECTIONAL (0°, 90°) FIBER DIRECTION

Property Minimum Requirement

Ultimate Tensile Strength 500,000 psi (3447 MPa)

Tensile Modulus 33x106 psi (227x103 MPa)

Ultimate Elongation 1.2%

Density 0.063 lbs/ in.3 (1.74x103 g/cm3 )

Table 2

Cured Laminate (Composite) Properties (ASTM D3039)

UNI-DIRECTIONAL (0°) FIBER DIRECTION

Property Minimum Requirement

Ultimate Tensile Strength 100,000 psi (690 MPa)

Tensile Modulus 8.2x106 psi (56,500 MPa)

Elongation at Break 0.85%

Ultimate Tensile Strength per inch Width 2,000 lbs/in.

BI-DIRECTIONAL (0°, 90°) FIBER DIRECTION

Property Minimum Requirement

Ultimate Tensile Strength 45,000 psi (310 MPa)

Tensile Modulus 6.0x106 psi (41,400 MPa)

Elongation at Break 1.0%

Ultimate tensile Strength per inch Width 2,000 lbs/in

Acceptable products and manufacturers/suppliers are SikaWrap® System as supplied by Sika

Corporation, Lyndhurst, NJ; MasterBrace®, as supplied by BASF-Master Builders Inc., Cleveland, OH; Tyfo® Composite Systems, as supplied by Fyfe Company, San Diego, CA; QuakeWrapTM

System as supplied by QuakeWrap Inc., Tucson, AZ; or equally acceptable product.

The number of layers and the strength per layer shall conform to the Plans and Special

Provisions, however, the number of cured laminate layers shall not exceed four (4).

2.1.1 Surface Primer.

Surface primer shall be a two-component, 100 percent solids, moisture-tolerant, high modulus, high strength epoxy, and shall conform to the minimum requirements given in Table 3.

Table 3

Surface Primer Properties

Property Minimum Requirement ASTM Test

Tensile Strength, 7 Day 2,500 (17.2 MPa) D638

Tensile Modulus, 7 Day 105,000 psi (724.0 MPa) D638

Elongation at Break, 7 day 4% D638

Shear Strength, 14 Day 3,600 psi (24.8 MPa) D732

Flexural Strength, 14 Day 3,500 psi (24.1 MPa) D790

Acceptable products and manufacturers/suppliers are Sikadur® 300, as manufactured by Sika

Corporation, Lyndhurst, NJ; MasterBrace® P 3500 , as manufactured by BASF-Master Builders

Inc., Cleveland, OH; Tyfo® WS Epoxy, as supplied by Fyfe Company, San Diego, CA;

QuakeBondTM J100-WP, as manufactured by QuakeWrap, Inc., Tucson, AZ, or equally acceptable product.

2.1.2 Saturant.

Saturant resin shall be two-component, 100 percent solids, moisture-tolerant, high strength, high modulus epoxy and conform to the minimum requirements given in Table 4.

Table 4

Saturant Properties

Property Minimum Requirement ASTM Test

Tensile Strength 7,500 psi (51.7 MPa) D638

Tensile Modulus 400,000 psi (2,758 MPa) D638

Elongation at Break 3.5% D638

Flexural Strength 17,500 psi (120.7 MPa) D732

Flexural Modulus 450,000 psi (3103 MPa) D790

Glass-Transition Temperature (Tg) 160°F (71°C) D4065

Acceptable products and manufacturers/suppliers are Sikadur® Hex 300, as manufactured by

Sika Corporation, Lyndhurst, NJ; MasterBrace® SAT 3400, as manufactured by BASF-Master

Builders Inc., Cleveland, OH; Tyfo® S Saturant Epoxy, as supplied by Fyfe Company, San

Diego, CA; QuakeBondTM J300SR Saturating Resin, as manufactured by QuakeWrap Inc., Tucson, AZ, or equally acceptable product.

2.1.3 Coatings.

The coatings shall be a polymer-based latex coating which is waterproof and contains UV resistance components.

UV Protective epoxy-based Polymer Coatings shall conform to the following requirements:

1. Material shall be acrylic, protective coating with color matching the existing structural element or as specified by the Project Engineer.

2. Material shall prevent moisture ingress.

3. Material shall be water vapor permeable and provide carbonation barrier.

4. Minimum dry film thickness shall be 4-6 mils.

5. Provide UV Protection.

Acceptable products and manufacturers/suppliers are Sikagard® 670W, as manufactured by

Sika Corporation, Lyndhurst, NJ; MasterBrace® Topcoat ATX, as manufactured by BASF-Master

Builders Inc., Cleveland, Ohio; Tyfo® A Acrylic Finish Coat, as supplied by Fyfe Company, San

Diego, CA; QuakeBond 401-HCR Epoxy Novolac Coating as manufactured by QuakeWrap Inc., Tucson, AZ; AMERCOAT 385, AMERON 450HS, or equally acceptable product.

3.0.0 MATERIALS AND PROCEDURE ACCEPTANCE REQUIREMENTS.

3.1.0 Testing.

Direct pull-off testing in accordance with ASTM D4541, shall be performed by the contractor prior to the first CFRP installation. All tests under this section shall be performed by the contractor in the presence of Project Engineer, subsequently referred to as “the Engineer” and the test(s) shall be carried out by trained and/or certified personnel. Documentation, including Standards (e.g.

ASTM, ACI, etc.), logbooks and manufacturer’s data sheets shall be readily available.

Prior to the first CFRP installation the contractor shall conduct a pull-off test on an installed sample of the CRFP sheets 12 inches x 12 inches (300 mm x 300 mm) to verify the tensile bond strength between the CRFP and the existing concrete substrate for the purpose of accepting the materials and procedures to be used. The sample shall conform to the number of CFRP layers to be used in the repair. The location of the pull-off tests shall be representative of the general conditions and performed on a flat surface. The CFRP system shall be allowed to cure a minimum of 24 hours before executing the test. After testing, inspect the failure surface of the test. Successful test exhibits failure of the concrete substrate and tensile bond strength more than 200 psi (1.4 MPa), in accordance with Subsection 3.3.0. The Engineer has the discretion to order the contractor to substitute a different CFRP system and/or application procedure if the results from the tests prove unacceptable.

3.2.0 Test Frequency and Location.

One (1) pull-off test sample 12 inches x 12 inches (300 mm x 300 mm) shall be performed.

The Engineer shall select the location where the test is to be performed.

3.3.0 Conditions of Acceptance.

1. Failure mode shall be cohesive failure within the concrete substrate.

2. Tensile bond strength shall be greater than 200 psi (1.4 Mpa).

3. Verify compliance of materials and mixes with requirements of Contract Documents and

Plans. Promptly notify the Engineer of observed irregularities or non-conformance of products.

Perform additional tests if required by the Engineer. If re-testing is required due to non-conformance to the specifications, the new testing shall be performed at no additional cost.

3.4.0 Test Report.

After each test, a test report shall be submitted to the Engineer including the following:

1. Date issued.

2. Project title.

3. Name of person performing the test.

4. Date and time of testing.

5. Identification of product and specifications section (including batch numbers).

6. Location of test(s) in the Project.

7. Type of test and relevant test standards.

8. Results of tests.

9. Conformance with Contract Documents and Specifications.

3.5.0 Quality Assurance.

Tests shall comply with requirements of, ASTM C882, ASTM E329, ASTM E543, ASTM

E548, ASTM E699, ASTM D4541, and latest Edition of ACI 440.2R.

Testing equipment(s) shall be calibrated before testing. Calibration shall be traceable to either

SI or National Bureau of Standards.

4.0.0 PERFORMANCE TESTING REQUIREMENTS.

4.1.0 Testing.

Direct pull-off testing in accordance with ASTM D4541, shall be performed by the contractor during CFRP installation. All tests under this section shall be performed by the contractor in the presence of the Engineer and the test(s) shall be carried out by trained and/or certified personnel only. Documentation, including Standards (e.g. ASTM, ACI, etc.), logbooks and manufacturer’s data shall be readily available.

During CFRP installation the contractor shall conduct pull-off tests to verify the tensile bond between the CFRP and the existing concrete substrate for the purpose of Quality Control of CFRP installation. The CFRP system shall be allowed to cure a minimum of 24 hours and a maximum of 48 hours before execution of the test. After testing, inspect the failure surface of the test.

Successful test exhibits failure of the concrete substrate and tensile bond strength more than 200 psi (1.4 MPa), in accordance with Subsection 4.3.0. If the test results are unacceptable, the

Engineer has the discretion to order the contractor to remove the unacceptable materials and repeat the process.

All test areas shall be patched with an equivalent CFRP material prior to the application of the protective coating in accordance with Subsection 7.80.

4.2.0 Test Frequency and Location.

Testing shall be performed prior to the application of the protective coating. The minimum number and locations of tests shall be as shown on the plans.

4.3.0 Conditions of Acceptance.

1. Failure mode shall be cohesive failure within the concrete substrate.

2. Tensile bond strength shall be greater than 200 psi (1.4 Mpa).

If retesting is required due to non-conformance to the Contract Documents, Specifications, and/or the Plans, the required repair(s) and the new testing shall be performed at no additional cost.

4.4.0 Test Report.

After each test, a test report shall be submitted to the Engineer including the following:

1. Date issued.

2. Project title.

3. Name of inspector.

4. Date and time of inspection or testing.

5. Identification of product and specifications section (including batch numbers).

6. Location of tests in the Project.

7. Type of inspection or test.

8. Results of tests.

9. Conformance with Contract Documents and Specifications.

4.5.0 Quality Assurance.

Tests shall comply with requirements of, ASTM C882, ASTM E329, ASTM E543, ASTM

E548, ASTM E699, ASTM D4541, and latest Edition of ACI 440.2R.

Testing equipment(s) shall be calibrated before testing. Calibration shall be traceable to either

SI or National Bureau of Standards.

5.00 STORAGE, HANDLING, AND DISPOSAL.

5.1.0 Storage Requirements.

All components of CFRP system shall be delivered and stored in the original factory-sealed, unopened packaging or containers with proper labels identifying the manufacturer, brand name, system identification number(s), and date.

Catalysts and initiators shall be stored separately.

All components shall be protected from dust, moisture, chemicals, direct sunlight, physical damage, fire, and temperatures outside the range specified in the system data sheets.

Any component that has been stored in a condition different from that stated above shall be disposed of as specified in Subsection 5.4.0.

All components of the CFRP system that have been stored longer than the shelf life specified on the system data sheet, shall not be used, and shall be disposed of as specified in Subsection

5.4.0.

5.2.0 Handling.

All components of the CFRP system shall be handled with care according to the manufacturer’s recommendations.

Fiber sheets shall be protected from damage and shall avoid misalignment or breakage of the fibers by pulling, separating, wrinkling, or folding the sheets.

After cutting, sheets shall be either stacked dry with separators or rolled gently at a radius larger than 8 inches (200 mm) or as recommended by the manufacturer.

5.3.0 Safety Hazards.

All components of the CFRP system shall be handled with care to avoid safety hazards, including but not limited to skin irritation and sensitization, and breathing vapors and dusts.

Mixing resins shall be monitored to avoid fuming and inflammable vapors, fire hazards, or violent boiling.

The contractor is responsible to ensure that all components of the CFRP system at all stages of work conform to the local, state, and federal environmental and worker’s safety laws and regulations.

Material Safety Data Sheets (MSDS) for all components of the CFRP system shall be accessible to all at project site. Specific handling hazards and disposal instructions shall be specified in the MSDS.

The contractor shall provide proper means of protection for safety of the personnel and the work place.

The contractor shall inform the personnel of the dangers of inhaling fumes of primer, putty or resin, and shall take all necessary precautions against injury to personnel.

The resin mixing area shall be well ventilated to the outside.

The contractor is responsible for the clean-up of the equipment and the project site from hazardous and aesthetically undesirable CFRP components using appropriate solvents, as recommended in the system data sheet.

5.4.0 Disposal.

Any component of the CFRP system that has exceeded its shelf life or pot life, has not been properly stored as specified in Subsection 5.1.0, and any unused or excess material that is deemed waste, shall be disposed of in a manner amiable to the protection of the environment, consistent with the MSDS, and shall conform to the Federal, State, and local laws, rules, and regulations.

6.0.0 QUALIFICATIONS.

6.1.0 CFRP Manufacturer/Supplier.

The CFRP System manufacturer/supplier shall be specialized in the manufacturing of the products specified in these specifications with documented experience. The manufacturer shall have been in existence for a minimum of five (5) years, with an established program for certifying contractors/applicators for proper installation of the system and show evidence of a minimum of

25 documented successful field installations.

6.2.0 CFRP Contractor/Applicator.

The contractor/applicator shall have a minimum of three (3) years of documented experience or have successfully completed a minimum of 15 projects of similar size and scope.

Contractors/applicators shall be experienced in the installation of the specified CFRP product and provide a notarized certification letter from the CFRP manufacturer attesting the contractor/applicator is currently qualified to install the materials.

7.0.0 CONSTRUCTION REQUIREMENTS.

7.1.0 Work Plan Submittal.

Submit a work plan to the Engineer for review and approval defining how the requirements of the specification will be achieved. Work shall not proceed until submittal acceptance. Include as a minimum the following:

1. Three copies of manufacturer’s literature of all the materials and standards to be used, to include at a minimum: Technical Data Sheet(s), Application Guide(s), Material Safety

Data Sheets (MSDS), and Test Standard(s).

2. Sample mock-up of 12 inches x 12 inches (300 mm x 300 mm) of the final coated CFRP product.

3. Construction and inspection sequencing.

4. Details of lighting for night work, as applicable.

5. Required equipment and procedures for concrete removal, section restoration, and surface preparation.

6. Certification from the manufacturer documenting that the CFRP system components meets the specifications.

7.2.0 Environmental Conditions.

Environmental conditions shall be examined before and during installation of the CFRP system to ensure conformity to the Contract Documents and manufacturer’s recommendations.

1. Primers, putty, and saturating resins or adhesives shall not be applied on damp or wet surfaces.

2. Ambient and concrete surface temperatures shall be between 50 and 95 degrees F (10-35 degrees C), unless otherwise specified by the manufacturer.

3. Moisture level on all contact surfaces shall be less than 10 percent at the time of installation of CFRP system, as evaluated according to ACI 503R-93. Moisture restrictions may be waived for resins that have been formulated for wet applications.

4. CFRP materials shall not be applied if rain or dew condensation is expected.

5. The ambient temperature and temperature of the epoxy components shall be between 50 and 95 degrees F (10 and 35 degrees C) at the time of mixing unless otherwise specified by the manufacturer.

7.3.0 Concrete Section Restoration.

The work under this section covers the restoration of delaminated and/or spalled concrete substrate on selected bridge components using Polymer-Modified Concrete (also known as Latex-

Modified Concrete). Concrete substrates where the CFRP system is to be applied shall be sound.

Repair of concrete spalls and delaminations shall conform to the following procedures and the latest Editions of ACI 546R, ICRI No. 310.1R-2008 (formerly No. 03730), and ICRI No. 310.2R-

2013.

1. Concrete shall be removed without damaging the sound concrete to remain in place. The perimeter of the spall shall be identified and saw cut to a minimum depth of 1/2 inch (13

mm) to prevent feathered edges. The resulting shape shall be uniform with no pointed corners. No concrete removal shall be performed without consultation and approval of the

Engineer. Concrete removal technique used shall minimize microcracking of the sound concrete to remain in place.

2. Cracks within solid concrete with widths greater than 0.02 inch (0.5 mm) shall be stabilized using epoxy injection methods according to ACI 224.1R. Surface depressions shall be filled and cured in advance with epoxy filler per manufacturer’s instructions. CFRP system shall be installed no earlier than 24 hours after crack injection. Any surface roughness caused by injection shall be removed by grinding once epoxy has cured as per manufacturer.

3. Any existing chips or spalls shall be sandblasted clean before patching.

4. The restored concrete section shall be uniform and shall match the original profile of the member.

5. Corners and sharp edges shall be rounded to a minimum radius of 1/2 inch (13 mm).

6. Ridges, form lines, and sharp or roughened edges greater than 1/4 inch (6 mm) shall be ground down or filled with putty to even the surfaces. Filler material, where required, shall be an epoxy. Obstructions and embedded objects shall be removed before installing the

CFRP system if required by the Engineer.

7. Substrate concrete and finished surface of concrete shall be cleaned to the satisfaction of the Engineer.

8. All concrete surfaces shall be dry and free of surface moisture and any substance that may inhibit bond prior to applying the CFRP system.

9. All defective reinforcing steel bars shall be repaired according to ICRI No. 310.1R-2008

(formerly No. 03730). Any component of the CFRP system shall not be applied to concrete suspected of containing corroded reinforcement.

7.4.0 Concrete Surface Preparation.

Work performed under this section consists of roughening and cleaning the concrete surface prior to the application of CFRP sheets to achieve a minimum concrete surface profile 3, as defined by ICRI surface-profile chips (SPC), or as recommended by the manufacturer.

Work to be performed shall include abrasive blasting, air blowing, vacuuming, and any other technique required to remove dust, grit, coatings, chalk marks, paints, curing compounds, laitance, and other substances which would inhibit bonding of the CFRP sheets to the concrete surface.

The surface preparation technicians and supervisors shall be certified before abrasive blasting is started. Abrasive blasting at each location shall not begin before any necessary concrete repairs at that location are completed. Before abrasive blasting commences at each location, the concrete patch material shall be allowed to cure as recommended by the manufacturer or otherwise specified in the Contract Documents.

The contractor shall not perform any work on this item until written approval is received from the Engineer and all supervisors and technicians have been certified and approved for work.

7.5.0 Abrasive Blasting.

Abrasive blasting shall remove all loose and weak materials. Abrasive blasting shall remove laitance, efflorescence and other non-oil contaminants. It shall open up pore “bug” holes below the surface and shall leave a clean, rough surface, which has the appearance of medium grit sandpaper.

In areas of sound concrete, large aggregate shall generally not be exposed. Abrasive blasting shall be performed such that completed areas are not damaged.

All abrasive blasted surfaces shall be thoroughly cleaned by minimum 50 psi (0.344 MPa) air blasting to remove all traces of abrasive blasting residue. The abrasive blasted surface shall be examined for traces of oil, grease, and other adhering contaminants. If present, they shall be removed as specified below and that portion of the surface shall be re-blasted. Relatively small contaminated areas may be cleaned by needle guns rather than re-blasting.

The contractor shall collect and safely dispose of all wastes. The facilities for confining and safely disposing of these wastes shall be provided and operated by the contractor. Wastes include demolition debris, concrete, and concrete dust, and blasting materials. Any damage to property shall be the responsibility of the contractor.

Oil or grease shall be removed by cleaning with detergents or emulsifying agents. The surface shall then be flushed with potable water to remove detrimental residue. Cleaning shall remove any dust, laitance, grease, oil, curing compounds, wax, impregnations, stains, paint coatings, surface lubricants, foreign particles, weathered layers or any other bond-inhibiting material.

Cleaned surfaces shall not become re-contaminated from any source until CFRP repair is applied, including bare hands.

7.5.1 Abrasive Blasting Equipment and Materials Requirements.

Abrasive blasting equipment shall be conventional, air pressure-type blasters. A minimum pressure of 100 psi (0.7 MPa) shall be maintained at the blast nozzle.

The abrasive material shall be clean and dry silica sand or other suitable material that is non-metallic grit. The blast material shall be plant packaged and maintained in a clean and dry condition at all times. Material stored in the sand blaster pot overnight shall not be used. A copy of the material safety data sheet (MSDS) shall be provided to the Engineer prior to performing any sandblasting. Spent abrasives shall not be reused.

Compressed air used for abrasive blasting shall be clean, oil free, and dry in compliance with

ASTM D4285. Air line filters and moisture separators shall be installed upstream from the blasting equipment. They shall be inspected daily for cleanliness and correct operation.

7.5.2 Abrasive Blasting Technician Certification.

Abrasive Blasting Technician(s) who are certified by the contractor shall perform all abrasive blasting under this item of work. The testing proposal shall be submitted a minimum of 30 working days prior to the proposed test date but not before the contractor has received the Engineer’s approvals for all equipment, materials, and procedures to be used for this work. Technicians who demonstrate their abilities to prepare concrete surfaces to the standards specified through safe use of the required equipment shall be certified by the contractor as “Abrasive Blasting Technicians” for this project after approval of the Engineer who will witness certification testing. The US Forest

Service shall be allowed to stop work due to poor workmanship at any time.

7.5.3 Abrasive Blasting Safety Requirements.

The Contractor shall comply with all applicable OSHA requirements during the sandblasting operation.

All abrasive blast operators shall wear NIOSH (National Institute of Occupational Safety and

Health) approved, air-fed helmet or hood.

7.6.0 Primer and Saturant

7.6.1 Mixing of Primer and Saturant.

All resin components shall be mixed at proper temperature using appropriate weight or volume ratio and for a duration specified by the manufacturer, until thorough mixing with uniform color and consistency is achieved.

Manual stirring and small electrically powered mixing blades are allowed.

Resin shall be mixed in quantities sufficiently small to ensure that it can be used within its pot life. Any mixed resin that exceeds its pot life, or begins to generate heat or show signs of increased viscosity, shall not be used.

Resins shall not be diluted with any organic solvents such as thinner.

Mixing of some resins may be accompanied by noxious fumes. Precautions shall be taken, as specified by the manufacturer, regarding their impact on the environment, including emission of volatile organic compounds and toxicology.

7.6.2 Application of Primer and Saturant.

Primer and saturant shall be applied in accordance with the manufacturer’s recommendations.

The first coat of resin shall be uniformly applied as an undercoat to all locations on the concrete surface where the CFRP system is to be installed. The primer and saturant shall have sufficiently low viscosity to ensure full impregnation of the fiber sheets prior to curing. Apply second coat as necessary after first coat has penetrated into concrete.

To maintain proper viscosity of the saturant, the ambient and concrete surface temperatures shall be within the range specified in the manufacturer specifications. Any mixed saturant that exceeds its pot life shall not be used and shall be disposed of according to Subsection 5.4.0.

The time between applying of primer and application of CFRP sheets shall be in accordance with the manufacturer’s recommendations and shall not be more than 24 hours. If the 24-hour window is exceeded due to unforeseen circumstances, the primed surfaces shall be wiped with a fast flashing solvent or roughened with sandpaper to break the amine blush.

Surface irregularities caused by the primer application shall be ground and removed by disc sanding.

7.7.0 Application of CFRP Sheets (Wet Lay-Up Method).

Apply CFRP sheets in accordance with manufacturer’s recommendations.

CFRP sheets shall be cut beforehand into prescribed lengths using an appropriate cutting tool that prevents damage to the fibers.

Upon uniformly applying the first layer of saturant as undercoat, the fiber sheet previously cut to the length specified in the Contract Documents, shall be installed in place and gently pressed onto the wet saturant. Any entrapped air between fiber sheet and concrete surface shall be released or rolled across the sheet in the direction parallel to the fibers, while allowing the resin to impregnate the fibers and achieve intimate contact with the substrate.

Sufficient saturant shall be applied on top of the fiber sheet as overcoat, to ensure full saturation of the fibers. Undercoat, fiber sheets and overcoat shall be applied with no interruption.

To ensure a complete bond between layers, any successive layer(s) of fabric shall be placed before the onset of complete gelation of the previous layer of epoxy.

The number of plies that can be applied in a single day shall be determined based on the manufacturer’s recommendation and the approval of the Engineer.

A lap joint shall be constructed when an interruption occurs in the direction of the fibers. The length of lap splice shall be as specified by the manufacturer, but shall not be less than 6 inches

(150 mm) or as specified on the plans. Staggering of lap splices on multiple plies and adjacent strips shall be required.

The cured composite shall have uniform thickness and density, bond between layers, and lack of porosity. Undulations in the completed wrap surface shall not exceed 1/4 inch per foot (20 mm per meter) in any direction.

Fibers of the fabric shall not deviate from a horizontal or a vertical line by more than 1/2 inch per foot (40 mm per meter).

Protect finished installation of CFRP Reinforcement from rain, sand, dust, etc. using protective sheeting or other barriers. Do not allow protective sheeting to come in contact with finished application.

The CFRP system shall be allowed to cure, as recommended by the manufacturer. Field modification of resin chemistry for rapid curing is not allowed.

Curing of finished application shall be a minimum of 48 hours prior to application of protective coating.

7.8.0 Repair of Defects.

Upon completion of the curing process the installed system shall be checked for areas where saturant has not penetrated or where saturant has not completely cured. Such areas shall be epoxy injected to reestablish bond, subject to the approval of the Engineer.

Repair procedures shall be performed in accordance with manufacturer’s recommendations and as directed by the Engineer. All repairs shall be subject to the same application, curing, and quality control specifications as the original work.

Small delaminations less than two (2) square inches (1300 mm²) each shall not require corrective action, as long as the total delaminated area is less than 5 percent of the applied surface area.

Large delaminations, greater than 25 square inches (16,000 mm²) shall be repaired by selectively cutting away the affected sheet, reapplying primer and resin layers, and applying an overlapping CFRP patch of equivalent plies and fiber orientation. Six (6) inches (150 mm) overlap in all directions shall be required.

Moderate delaminations less than 25 square inches (16,000 mm²) may be repaired by filling the delamination by low-pressure injection of the saturant or by the previous procedure specified for large delaminations.

Repair procedures for conditions that are not specifically addressed in this specification shall be submitted and approved by the Engineer prior to proceeding with the work.

7.9.0 Protective Coating.

The contractor shall install the coating in accordance with all safety and weather conditions required by manufacturer or as modified by applicable rules and regulations of local, state, and federal authorities having jurisdiction.

Coating material shall not be applied if it is raining, or expected to be imminent.

All surfaces to be coated shall be clean and dry. Surface preparation shall be as recommended by the manufacturer. Solvent-wipes shall not be used to clean the CFRP surface, unless approved by the CFRP system manufacturer.

If abrasive cleaning is necessary, air pressure shall be limited to avoid any damage to the CFRP fibers. The Contractor is to include the preparation technique as part of the detailed work plan submitted to the Engineer for approval prior to starting the work.

The recommended application temperature (ambient and substrate) is between 50 and 95 degrees F (10 and 35 degrees C), unless otherwise specified by the manufacturer. Material can be applied by brush, roller, or spray over entire area moving in one direction. Allow a minimum of

30-90 minutes prior to recoating. To achieve a dry film thickness of 4-6 mils, two uniform coats shall be anticipated. On porous substrates, a third coat may be necessary.

Adhere to all limitations and cautions for the material in the manufacturer’s printed literature.

8.0.0 INSPECTION.

The contractor shall have an inspector, who is trained in CFRP application for Quality Control of the project.

Manufacturer’s certifications for all delivered and stored CFRP components shall be inspected for conformity to the Contract Documents before starting the CFRP repair. Any material that does not meet the requirements of the Contract Documents shall be rejected.

After allowing at least 24 hours for the initial cure of the resin, a visual inspection and an acoustic tap test (using hard object) of the installed CFRP surface shall be performed to detect any swelling, bubbles, voids, or delaminations. The acoustic tap test (using hard object) coverage shall be, at a minimum, one sounding tool strike per square foot of area covered with CFRP. Additional testing may be performed if an area is deemed to be suspect. Other methods for detecting voids, including but not limited to, ultrasonics and thermography may be used, but shall be submitted to and approved by the Engineer prior to proceeding. Non-conforming CFRP area(s) shall be repaired in accordance with Subsection 7.8.0, at the contractor's expense.

Fiber or ply orientation, and fiber kinks and waviness will be examined by visual inspection for conformity to the conditions specified in the Contract Documents. Non-conforming CFRP area(s) shall be repaired in accordance with Subsection 7.8.0, at the contractor's expense.

Daily inspection report shall include, at a minimum the following:

1. date and time of application

2. ambient and concrete surface temperatures

3. relative humidity and general weather conditions

4. surface dryness per ACI 503.4; surface preparation and surface profile

5. widths of cracks not injected with epoxy

6. fiber laminate batch numbers and their locations in structure

7. mixture ratios; mixing times

8. observations of progress of cure of resins

9. conformance with installation procedures

10. adhesion test results including bond strength, failure mode, and location

11. location and size of any delaminations or air voids

12. general progress of work

9.0.0 MEASUREMENT.

Carbon Fiber Reinforced Polymer (CFRP) Repairs will be measured for payment in place, per square foot (sq. m.) of installed area of CFRP as shown on the plans, or per each location as shown on the plans.

10.0.0 PAYMENT.

Payment for Carbon Fiber Reinforced Polymer Repairs will be full compensation for all work and materials specified, including but not limited to defective concrete removal, section restoration, surface preparation, materials, labor, tools, equipments, inspection, testing, cleaning, and incidentals necessary to complete the work. No additional compensation will be made for areas which shall be reapplied due to contractor fault or improper application.

Payment will be made under:

Item No. Pay Item Pay Unit

SP-973 Pile Cap Repairs - CFRP Lump Sum

Inspection Date: 01/28/2020

Route: 120 Milepost: 2.0950 Structure No:

OVER

County, (Signature)

BRIDGE INSPECTION AND MANAGEMENT PROGRAM

BLACK CREEK-BRIDGE

NATIONAL FORESTS IN FLORIDA

USDA FOREST SERVICE, REGION 8

080501000003119

ROAD BRIDGE INSPECTION REPORT

INSPECTION TYPE: ROUTINE

Liberty Florida

BLACK CREEK-BRIDGE BLACK CREEK

INSPECTION TEAM LEADER: Thomas Laurent

U.S. DEPARTMENT OF AGRICULTURE

Structure Name: (8)Structure No:

(5D)Route:

Forest:

133.0 24.7 24.6

(45)No. Main Spans: 7

(46)No. Appr Spans: 0

No. Substrs: 0

Rating Date:

(41) Posting Status:

(70) Posting Capacity:

(31)Design Load: Yes/No Due (63,65)Method of Load Rating: Freq. Date Current Posting Signs Yes No N Are weight limit signs posted at each end? N

Correct Signage? N

Yes No Special Inspection Equipment Needed:

Type 3 Type 3S2 Type 3-3

X

Date:

Inspection Team: Leader: Jurisdiction:

Weather: Latitude:

(9)Location: Str. Life Remaining

Inspection Done By: Inspection Done By Name:

Critical Findings:

Narrative Report: (Add additional sheets if necessary)

Misc. INFRA Data

State FLORIDA

County LIBERTY

ADT 25

1 LANE BRIDGE, 2-WAY TRAFFIC (28A) Lanes on the Structure 2

Pile Bent

Posted For Load Or Other Restrictions

30.0 ‐ 39.9% Below

SPECIALIZED INSPECTIONS:

(43B)Superstr Type:

BRIDGE RATING SUMMARY:

Concrete Precast Panels (108A) Wearing

Surface:

(107)Deck StructureType:

(43A)Superstr Material:

(44A)Appr. Superstr Mat'l: Other

Concrete, Reinforced

Timber, Treated

11:30 AM

Months Inspection Cost

(49)Overall Br Length:

Other

0.00

Other

NBIS Bridge Opening:

99.99 00

Tee Beam

(53)Vertical(47)Horizontal

USDA FOREST SERVICE, REGION 8

(11)Milepost: 2.0950

BRIDGE IDENTIFICATION AND LOCATION

080501000003119

NATIONAL FORESTS IN FLORIDA

(32)Approach Roadway Width:

(48)Max Span:

(52)Deck Width out-out: 26.90(51)Roadway Width (Curb to Curb):

Security ID 0805APALACHICOLA

22.00

BRIDGE DESCRIPTION and MEASUREMENTS

National Forests in Florida District:

19.00 (27)Year Built:

(6)Feature Crossed:

BLACK CREEK-BRIDGE

BLACK CREEK

Infra data used for this report was pulled on: 01/07/2020

8:45 AM

(92A) Fracture Critical (92B) Underwater (92C) Special

HS20‐44

LRFR REPORTED AS TONS

Time Completed:01/28/2020 Time Started:

INSPECTION INFORMATION

Adrian Sellers, Sharon Champion Longitude: -84.88172200

FS

Four of the five piles in bent 2 are severly decayed. The bent 2 cap beam is showing signs of bending. See sketch. Thirteen of the 35 remaining bridge piles show signs of severe decay. Signs of the spans starting to move with differing gaps between spans in the curbs measured. See sketch.

Verified

11/15/2016

(102) Direction of Traffic

Substr Material:

NATIONAL FOREST

Re-rating required ?

FS - Forest Service R8 RO

Inspection Template Revision Date: 01/03/2020

Recommended Inspection Frequency:

Thomas Laurent 30.19413900

(34)Skew:

Substr Type:

(44B)Superstr Type:

Specialized Inspections Required

(23 CFR 650.303)

Correct Requirements?

Description:

Structure Name: (8)Structure No:

(5D)Route:

Forest:

Development Status: Date:

DATA Safe

Vehicle Type Date Oper. Load

HL-93 11/15/16 8 - LRFR REPORTED AS RATING FACTOR 0.86

HS20-44

Type 3 11/15/16 3 - LRFR REPORTED AS TONS 32.79

Type 3S2 11/15/16 3 - LRFR REPORTED AS TONS 51.79

Type 3-3 11/15/16 3 - LRFR REPORTED AS TONS 63.71

NRL 11/15/16 3 - LRFR REPORTED AS TONS 41.62

SU4 11/15/16 3 - LRFR REPORTED AS TONS 30.26

SU5 11/15/16 3 - LRFR REPORTED AS TONS 33.58

SU6 11/15/16 3 - LRFR REPORTED AS TONS 36.42

SU7 11/15/16 3 - LRFR REPORTED AS TONS 40.61

EV2

EV3

Permit 1

Permit 2

Permit 3

Permit 4

Special

Alt. Interstate

H Loading

Railroad

Uniform

Gross Load Only

Gross Load

Security ID 0805 EXISTING - ACTIVE Jurisdiction: FS - FOREST SERVICE 1/28/2020

BLACK CREEK(6)Feature Crossed:

LOAD RATING DATA

NATIONAL FORESTS IN FLORIDA

BRIDGE IDENTIFICATION AND LOCATION

(11)Milepost: 2.0950

Method

National Forests in Florida District: APALACHICOLA

0.66

Inv.

Safe

Posting

BLACK CREEK-BRIDGE 080501000003119

Milepost: 2.0950

CODE

Good

1. Fair

2. Good

3. Good

4. Good

N/A

* 1. Good C1. Poor C2. Good C3. Select C4. Fair C5. Good C6. Poor C7. N/A

* 1. 7 Girder Fair

a. Girder Diaphragms Good

b. Girder Bracing Select

* 2. Select

* 3. Select

* 4. Select

a. Trusses Bracing Select

b. Trusses Chord Select

c. Trusses Portal Select

d. Trusses Vertical/Diagonal Select

C1. Fair C2. Select C3. Good C4. Good

*1. Good *2. Good *3. Good *4. Good *5. Fair *6. Fair *7. Select *8. Select *9. Select *10. Poor *11. Poor *12. Good *13. Fair *14. Fair *15. Select *16. Select *17. Select *18. Poor

Several small spalls with exposed horizontal rebar. See narrative and sketch.

Very minor in spots

Piers Piles and Bracing

Piers Columns or Walls Piers Footings

* Only these items are used in the determination of the overall condition rating for that category, i.e. Deck, Superstructure, Substructure.

Other items should be rated and remarked on but NOT included in determining the overall category rating. Items enumerated using a C

(ex. C1) should be commented on but not rated. See the FHWA Coding Guide for further information as to what is included in condition ratings.

P

IE

R S

Thirteen piles of 30 showing signs of severe decay. See narrative and sketch

Piers Settlement

Piers Alignment (Tiping, Tilting)

Structure No.:

Date:

Structure Name:

Route:

Wearing Surfaces

Deck Slab/Panels/Joists

(Overall Code for item, to be reported to FHWA, in bold box)

58. DECK:

BLACK CREEK-BRIDGE

APPROACH CONDITION:

Surfacing

Shoulder Embankment

Roadway Embankment

Minor potholes. Surfacing cut down at the edges of the road by 2"

Minor defects

Minor defects

Minor settlementApproach Settlememt

01/28/2020

080501000003119

CONDITION CODES and REMARKS

REMARKS

Minor wear. Three of seven beams visible due to soil covering the rest Sealeant releasing at the expansion joints. Soil in the joints. See narrative.

Floor Beam

60. SUBSTRUCTURE:

Piers Caps

Abutments Caps

Abutments Backwalls

60" to 78" soil bands at curbs. Four of seven beams covered with soil.

Several minor spalls on the girder stems. See narrative and sketch

59. SUPERSTRUCTURE:

Sidewalks Drains and Drainage Rideability Cleanliness Utilities

Open. Soil restricts water from reaching the joints.

Smooth ride

Minor condition defects. Curbs indicate spans are shifting on substructure.

Deck Joints Curbs

Roofing felt. Where it is visible it is brittle

Downstream end of bent 2 appears to be settling. See bent 2 sketch.

Minor cracking. Spalling with exposed stirrups bent 2. See sketch 1

Planks and piles showing decay. Several have been damaged by the brusher.

Backwalls are soft and the ends show signs of decay

No evidence

Signs of bents 1 and 2 shifting. See curb gap sketch and bent 2 sketch.

Minor erosion around some of the piles

Stringer

Abutments Erosion or Scour

Abutments Piles/Bracing

Bearing Devices Paint Deflection Under Load Vibration Under Load

Abutments Weep Holes

A B

U T

M E

N T

S

Abutments Footings/Sills

Abutments Wing Walls

Abutments Alignments

Abutments Bearing Seats

Abutments Settlement

Trusses

Piles 2 and 4 of the A1 abutment decayed. Piles 3 and 4 of A2 are hollow.

None observed None observed

None observed

2 Includes wingwalls integral with the abutment or the portion of the wingwall below the bearing seat.

Piers Bearing Seats

Piers Erosion or Scour

Minor hairline cracks at piles 5 and 6., See sketch.

1 Also includes wingwalls connected to the superstructure above the beam seat.

Milepost: 2.0950

CODE

1. Good

2. Select

3. Good

4. Good

5. Good

6. Select

N/A *1. Shape Select *2. Select *3. Select *4. Select

5. Select

36. TRAFFIC SAFETY FEATURES:

36A. 0 36B. 0

36C. 0 36D. 0

1.

P

2. P

72. APPROACH ROADWAY ALIGNMENT: 8

1. 8

2. 8

29. ROAD ADT 25

67. STRUCTURAL EVALUATION 3

68. DECK GEOMETRY: 8

69. UNDERCLEARANCE: N

71. WATERWAY ADEQUACY: 6

113. SCOUR CRITICAL BRIDGES: 5

Other potential Critical Findings? Describe on Critical Findings Tab

Abutment and Pier Types:

Load Rating Sketches

CONDITION RATING OF EACH MEMBER OR ELEMENT

Vertical

Seams or Joints Material Condition Foundations Headwall/Wingwall

* Only these items are used in the determination of the overall condition rating for that category, i.e. Deck, Superstructure, Substructure. Other items should be rated and remarked on but NOT included in determining the overall category rating. Items enumerated using a C (ex. C1) should be commented on but not rated. See the

FHWA Coding Guide for further information as to what is included in condition ratings.

Observed Lateral Movement Clear Height

Bridge on well imbeded piles

No slowing required by the alignment

Based on decayed substructure

Not over a road or railroad

Bridge deck above roadway approaches. Occasional overtopping of roadway.

No slowing required by the alignment

62. CULVERTS

CONDITION of Elements Bridge Railing

Rail Transitions

Approach Guardrails

Approach Rail Ends

Signing

Object Markers

Horizontal

CONDITION CODES and REMARKS (continued)

No signs

4 up, all are non reflective

REMARKS

None noted

Well vegetated banks

Poor condition. See narrative.

None

Poor condition. See narrative.

Minor debris, mostly under the water surface

Good condition. Obsolete spoonbill ends

None noted

080501000003119

BLACK CREEK-BRIDGE Date:

120 Structure No.:

Structure Name:

Route:

1/28/2020

APPRAISAL CODES and REMARKS

A P

P R

A

IS

A L o f e le m e n ts

Channel Scour/Erosion Channel Protection Vegetation Waterway Obstruction/Drift

(Overall Code for item, to be reported to FHWA, in bold box)

61. CHANNEL and CHANNEL PROTECTION:

Yes

Wall Type Ab t t

Spill Through Pier(s)

Timber Steel Concrete

Show SI&A Sheet

Milepost: 2.0950 Structure No.:

Work Item Category

Detailed Work Item Description C.F.

Related

Inspection Routine bridge inspection every 2 years

Deck Remove sand, gravel, and vegetation from the deck

Deck

Deck Replace Timber bridge railing and posts to comply with manual direction

Substructure Replace or repair rotten pilings

Channel Legacy Work Item: DREDGE

STREAM CHANNEL NEAR

BRIDGE

Traffic Safety Features

Upgrade the rails to comply with manual direction.

(Crash Tested.)

Traffic Safety Features

Install load limit signs limiting loads to 10 tons.

Inspection Routine bridge inspection every 2 years

Inspection Load rate bridge based on condition of substructure piles

Traffic Safety Features

Install Narrow Bridge signs 2EA

Signing / Repair/Replace Approach Signs

Routine Bridge Inspection / Simple 1

LF

EA

LS

LS

Approach Railing / Upgrade Bridge Approach Railing

Load Rate Bridge / Timber / Difficult

Signing / Repair/Replace Approach Signs

Timber Abutments/Piers / Replace Timber Abutment

Waterway Obstruction/Drift / Restore Channel

2HR

LF

LS/A

Bridge/Approach Railings / Replace/Repair - Bridge - Timber

Clean Deck 600

Concrete Slab / Crack Seal Treatment

SF

SF

LSRoutine Bridge Inspection / Routine

9001001

9006001003

6002002

8002001

8003002

8003002

3002003

3007003

5002002

Work Item Code

9001002

UnitWork Item Quantity

RECOMMENDED WORK ITEMS

Date:BLACK CREEK-BRIDGE

Route:

Structure Name:

080501000003119

01/28/2020

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Yes

Date:

120 Milepost: 2.0950 Structure No:

Item Reference

Whole Bridge

58.1, 58.C2, and

59.1

58.1

59.1

59.1

60.11, 60.13, and

60.18

60.1

60.18

60.18

60.18

60.14

60.14

ITEM REFERENCE AND REMARKS ~ NARRATIVE REPORT

Piles 2 and 5 of the A1 abutment are hollow from the cap beam to the mudline. Piles A and C of the wingwalls are decayed at both ends of the bridge. Piles 3 and 4 of the A2 abutment sound hollow.

Thiteen of the 30 piles in bents P1…