Scope_of_Services.pdf

ATTACHMENT "A"

SCOPE OF SERVICES

SEMINOLE COUNTY GOVERNMENT AGENCY BRIDGE INSPECTION

OUTLINE OF CONTENTS

1.0 PROJECT OBJECTIVE

2.0 GENERAL DESCRIPTION

3.0 PERSONNEL REQUIREMENT

4.0 WORK ITEMS

4.1. Field Inspections

4.2. Inspection Reports (General Procedure

4.3. Bridge Inspection Report Addendum

4.4. Comprehensive Inventory Data Report (CIDR)

4.5. Load Rating Analysis

4.6. Scour Evaluation Data

4.7. Fracture Critical Inspection

4.8. Meetings with Seminole County

4.9. Bridge Location Maps

4.10. Emergency Response

5.0 QUALITY CONTROL

5.1. Quality Reviews

5.2. Quality Records

5.3. Quality Assurance Plan

5.4. Quality Reviews by the County Department

6.0 MATERIALS TO BE FURNISHED BY THE COUNTY

7.0 NOTICE TO PROCEED, WORK SCHEDULE, AND PROGRESS REPORTS

7.1. Notice to Proceed Meeting

7.2. Work Schedule

7.3. Progress Reports

8.0 MISCELLANEOUS

8.1. Legal Proceedings

8.2. Errors and/or Omissions

8.3. Contradictions

9.0 LIST OF BRIDGES TO BE INSPECTED FOR CONTRACT

SEMINOLE COUNTY’S CONSULTANT BRIDGE INSPECTION PROGRAM

1.0 PROJECT OBJECTIVE

Seminole County (COUNTY) requests proposals from engineering firms with experience in Bridge Inspections and FDOT prequalified in 5.1 and 5.3 conventional and complex bridge inspections respectively. The Consultant shall perform bridge inspection services, as described in this scope of Services, for bridges and box culverts with openings less than twenty feet (20’) in width, pedestrian, trail, and bridges not inspected by FDOT, listed by number in Attachment "B". Bridges located within the geographical limits of Seminole County, herein after called the COUNTY, are to be inspected in compliance with Federal Regulations (National Bridge Inspection Standards, CFR Title 23, Part 650, Subpart C); Section 335.074, Florida Statutes;

Safety Inspection of Bridges; and State of Florida Department of Transportation Rules, Chapter 14-48, F.A.C., Bridge Inspection Standards.

2.0 GENERAL DESCRIPTION

2.1. The Consultant shall perform bridge inspection services, as described in this Scope of Services, for bridges and culverts with openings less than twenty feet (20’) in width and those not inspected by FDOT, pedestrian, trail, and others listed by number in Attachment "B". The frequency of inspection shall comply with Florida Statutes and the Manual for Bridge and Other Structures Inspection and Reporting Procedures. Each bridge is to be inspected at regular intervals not to exceed 48 months. The bridges requiring a Fracture Critical inspection must be performed every 24 months, coinciding with the regular inspection date. Based on some bridge components condition rating they may have interim inspections of 6 or 12 months.

Total Bridges: 55

Under Water: 0

Fracture Critical: 0

Interim 6 months: 0

Interim 12 months: 0

(Each one included in the total of bridges)

2.2. The following task units are dynamic, therefore, the quantity for each work item is estimated below:

2.2.1. Routine Inspection

Bridges listed in Attachment "B" will require Routine Bridge Inspections in compliance with Florida Statutes and the Manual for Bridge and Other Structures Inspection and Reporting Procedures and the requirements of this scope as set forth herein.

2.2.2. Routine Processing

Bridges listed in Attachment "B" will require Routine Processing in compliance with Florida Statutes and the Manual for Bridge and Other Structures Inspection and Reporting Procedures and the requirements of this scope as set forth herein.

2.2.3. Initial Inspection

Bridges not listed in Attachment "B" will require initial inspection and application for new bridge numbers, when necessary, since prior inspections of these newly constructed or newly inventoried structures have not been performed. A bridge record file will be a MS Access database in the FDOT PONTIS format and be in compliance with Florida Statutes and the Manual for Bridge and Other Structure Inspection and Reporting Procedures and the requirements of this scope set forth herein. By using the bridge database program for this initial inspection, a bridge record file, which is unique to the bridge, will be created.

2.2.4. Load Ratings

All bridges that are newly constructed, rehabilitated, inventoried, having significant deterioration or not having a proper analysis will be required to have a new load rating calculation when approved by the County’s Project Manager.

i. New load rating calculations will be required for fixed bridges newly built, rehabilitated, new to the inventory, or with significant deterioration.

ii. Load rating calculations will be required for fixed bridges newly built, rehabilitated, new to the inventory or with significant deterioration.

iii. Load rating calculations will be required for complex bridges newly built, rehabilitated, new to the inventory or with significant deterioration. Typical types of complex structures will include box girders, bulb tees, suspension, cable stayed, post tensioned segmental concrete, high rise structures, large steel trusses and other structures with complex design.

2.2.5. Interim inspections

Interim bridge inspections, as specified in the Department’s procedure 850-010-30g, section 3.2, will be required for bridges that are posted or with low condition and/or appraisal ratings or after substantial repairs by the owner, or damage caused by vehicular/vessel impact (bridge hit).

Page one of the inspections reporting format will show the overall Numerical Condition Rating (NCR) of the major components of the bridge. These components correspond to those of the National Bridge Inspection Standard (NBIS) which are required by the Federal Highway Administration on all inspection reports. The NCR will be presented on a 0 to 9 scale. If the overall NCR for a major component is rated 4, or a safe loading capacity is calculated to be 4 or less, an interim inspection, performed in the year between the routine biennial interim inspections will be required. If the overall NCR of a major component is rated = 4, interim inspections are required semiannually (every 12 months), if is rated ≤ 3, interim inspections are required every 6 months, between the routine biennial inspections.

2.2.6. Special Inspections

Special Inspections Services are to include bridges with circumstances that warrant additional time to perform the inspection such as bridge lengths greater than 1000 ft, inspections at night to avoid traffic or require the use of a bridge inspection machine.

2.2.7. Complex Routine Inspections

Bridges in Attachment "B" will require Complex Routine Inspection in compliance with Florida Statutes and Manual for Bridge and Other Structures Inspection and Reporting Procedures and the requirements of this scope set forth herein. Typical types of complex structures will include box girders, bulb tees, suspension, cable stayed, post tensioned segmental concrete, high rise structures, large steel trusses and other structures with complex design.

2.2.8. Complex Routine Processing

Bridges in Attachment "B" will require Complex Routine Processing in compliance with Florida Statutes and Manual for Bridge and Other Structures Inspection and Reporting Procedures and the requirements of this scope set forth herein. Typical types of complex structures will include box girders, bulb tees, suspension, cable stayed, post tensioned segmental concrete, high rise structures, large steel trusses and other structures with complex design.

2.2.9. Complex Interim Inspections

Bridges in Attachment "B" will require Inspections in compliance with Florida Statutes and Manual for Bridge and Other Structures Inspection and Reporting Procedures and the requirements of this scope set forth herein. Typical types of complex structures will include box girders, bulb tees, suspension, cable stayed, post tensioned segmental concrete, high rise structures, large steel trusses and other structures with complex design.

2.2.10. Fracture Critical Inspection

Bridges in Attachment "B" will require Fracture Critical Inspections in compliance with Florida Statutes and Manual for Bridge and Other Structures Inspection and Reporting Procedures and the requirements of this scope set forth herein.

2.3. The contract period shall be 60 months and shall begin from the date of the written notice to proceed, issued by the County. With two (2) one (1) year extensions available

2.4. For the purpose of this agreement, a structure is considered to be a bridge if it is located on government right-of-way and meets the criteria established in the AASHTO Transportation Glossary, Florida Statutes, and County Standards.

2.5. All services to be performed by the Consultant shall conform to the current version of the following State and National publications covering bridge inspection standards of practice:

2.5.1. National Bridge Inspection Standards

Code of Federal Regulations 23 — Highways, Part 650, Subpart C

2.5.2. State of Florida Statute 335.074. Safety Inspection of Bridges

2.5.3. Manual for Bridge Evaluation, current edition

American Association of State Highway & Transportation Officials (AASHTO)

2.5.4. Manual for Maintenance Inspection of Bridges

American Association of State Highway & Transportation Officials (AASHTO)

2.5.5. Bridge Inspector’s Training Manual 90 (BITM 90)

U.S. Department of Transportation/Federal Highway Administration

2.5.6. Inspection of Fracture Critical Bridge Members

FHWA-IP-86-26, U.S. Department of Transportation/Federal Highway Administration

2.5.7. Culvert Inspection Manual

FHWA-IP-90-017 or 86-2, U.S. Department of Transportation/Federal Highway Administration

2.5.8. Evaluating Scour at Bridges

FHWA Technical Advisory T5 140.23, U.S. Department of Transportation/Federal Highway Administration

2.5.9. Underwater Inspection of Bridges

FHWA-DP-80-1, U.S. Department of Transportation/Federal Highway Administration.

2.5.10. Manual for Bridge and Other Structures Inspection and Reporting Procedures State of Florida Department of Transportation

2.5.11. Bridge Load Rating Manual (2023)

https://www.fdot.gov/maintenance/loadrating.shtm

2.5.12. Manual of Uniform Traffic Control Devices

Federal Highway Administration

2.5.13. State of Florida Roadway and Traffic Design Standards State of Florida Department of Transportation

2.5.14. Stream Stability a Highway Structures

Hydraulic Engineering Circular No. 20, U.S. Department of Transportation/Federal Highway Administration

2.5.15. Bridge Inspectors Field Guide Structural Elements

State of Florida Department of Transportation

2.5.16. Monitoring Follow-up Action on Critical Bridge Deficiencies State of Florida Department of Transportation Procedure 850-010-020-a

2.5.17. Local Government Bridge Inspection Program State of Florida Department of Transportation Procedure 850-010-003-b

3.0 PERSONNEL REQUIREMENT

3.1. A qualified individual must always be at the bridge site to supervise inspection activities. To be qualified, an individual must be registered as a FDOT Certified Bridge Inspector (see Attachment "C") and experienced in the inspection of bridges according to the National Bridge Inspection Standards or be confirmed officially by the Department as a Certified Bridge Inspector or able to become certified by execution of Master Services Agreement, in accordance with the Safety Bridge Inspection Team Leader Requirements in Florida (Attachment "D"). Qualifications for certification as a bridge inspector are stated in the Rules of the Florida Department of Transportation, Chapter 14-48.07 or 0011, F.A.C.

3.2. An organizational chart shall be submitted to the County for approval. The organization chart shall include the names and registration numbers of key personnel, team size, and which individuals are assigned to the various work tasks. This organizational chart shall not be altered from the one presented in the consultant’s proposal unless special circumstances require it and is reviewed and approved by the County’s Project Manager. Any changes from the original organization chart must be submitted to the County’s Project Manager for approval. The notification must be in writing http://www.fdot.gov/maintenance/loadrating.shtm and within seven (7) calendar days of the change.

3.3. All final documents, such as bridges inspection reports, Comprehensive Inventory Data Reports (CIDR) and Load Ratings, shall be individually sealed by a Professional Engineer in Accordance with Section 471.025, F.S. The individual signing and sealing bridge inspection reports must have completed the following FHWA-NHI 130055 Safety Inspection of In-Service Bridges.

3.4. Each final bridge inspection report shall be signed, dated, and sealed in accordance with Florida

Statute 471.025 by the Professional Engineer who confirms the accuracy and completeness of all the report contents.

3.5. Load rating determinations and the load rating calculations shall be signed, dated, and sealed in accordance with Florida Statutes 471.025 by the professional engineer who confirms the accuracy and completeness of the load ratings.

3.6. The Consultant’s work shall be directed and performed by the key personnel identified in the technical proposal as presented by the Consultant. Any changes in the indicated personnel in the Consultant’s proposal shall be subject to review and approval by the County’s Project Manager.

3.7. Due to the nature and scope of the required services, it may be desirable for the Consultant to subcontract portions of the work. The Consultant shall be authorized to subcontract these services under the provisions of this agreement.

3.8. Subcontracting firms and the work they will perform shall be identified in the original proposal.

The subcontracting firms must be approved in writing and qualified by the Department prior to initiation of any work. The percentage of total contract work performed by the subcontractors shall not exceed fifty percent (50%). Any changes in the subcontracting firms or the work they will perform as indicated in the Consultant’s proposal shall be subject to review and approval by the County Project Manager.

4.0 WORK ITEMS

4.1. Field Inspections

4.1.1. Field Inspections require that every visible surface of all members of each bridge must be examined. Members that cannot be examined because of debris, vegetation, etc., should be cleaned if the effort involved is not excessive. Excessive effort is that which would require more than two hours for the inspection team to perform. The County’s Project Manager should be consulted prior to any major cleaning operation. Bridge members and elements that cannot be inspected prior to report publication must be documented in the report as such, along with the reason for not inspecting.

4.1.2. Field inspections must be conducted in accordance with the publications listed in Section

2 of this document. The Professional Engineer or Certified Bridge Inspector on site shall be responsible for identifying all elements within the structure, the detection and properly identifying all deficiencies, and the determination and assigning the proper element condition states. This individual is responsible for recording of the structure’s condition which must include the personal inspection of all significant deficiencies. This individual is responsible for assuring the accuracy and completeness of all data and records compiled as a result of the Consultant’s field activity and ensuring that bridge numbers are in place and legible on each bridge.

4.1.3. If by field observation, deficiencies are sufficiently critical to warrant immediate and substantial traffic restrictions or closing of the bridge, the County’s Project Manager or designated representative must be verbally notified immediately. Verbal notification must be confirmed with written notification within 48 hours. The County’s Project Manager will be responsible for notifying bridge maintenance. Critical deficiencies are defined in Chapter Three (3) of the Manual for Bridge and Other Structure Inspection and Reporting Procedures.

i. Deficiency descriptions shall be in enough detail to allow rates of change to be monitored over consecutive inspections. Where deficiency dimensions are documented, the actual width, length, depth, etc., and location of the member should be recorded in feet and inches. Element Condition States should be specified prior to the element inspection notes with the deficiency described. In cases where dimensioning every deficiency is impractical, the standard undefined general terms, such as narrow, fine, etc., shall not be used. All documented dimensions shall be expressed in width in 1/64” increments. All documentation shall be in English terms including the CIDR.

ii. Deficiency descriptions require liberal use of size and location dimensions, sketches, and photographs. A sketch illustrates only the essential features of a deficiency without distracting detail and whenever it is more effective, a sketch shall be used in lieu of a photograph. Photographs should be used only when a sketch is not practical or illustrate one typical example of a severe and/or common type deficiency. When a photograph is taken, an object that provides a sense of scale such as a ruler should always be included in the photograph. The essential feature of a deficiency shall be emphasized by marking arrows or dimensions directly on the photograph. The date the photograph was taken, and the bridge numbers shall always be marked on the front. Photograph shall always be taken in color. Color frequently adds significantly to the effective description of a deficiency. Each copy of the report will have color photographs.

Digital photography or color photocopies are acceptable if clarity is not sacrificed. Judgment on acceptable clarity will be made by the County’s Project Manager. All photographs, sketches and tables will be placed like PDF file in the inspection report addendum and appropriately referenced in the Element Notes of the main report.

iii. Deficiencies described in previous bridge inspection reports must be addressed again in the Element Notes of the current report. A bridge inspection report must provide a comprehensive description of all deficiencies and state probable causes of the deficiencies, specify required corrective action, and contain an evaluation of any previous corrective action if any. This serves two primary purposes: the most effective repair can only be determined if the source of the deficiency has been identified when the same cause for a specific deficiency is documented repeatedly, a body of evidence becomes available to justify its elimination through a change in design.

4.1.4. The Element Notes of the report shall contain a brief but comprehensive description of significant deficiencies.

4.1.5. The Consultant shall not permit any bridge inspection team to perform consecutive routine inspections on the same bridge. If this occurs, the Consultant shall re-inspect the bridge using another inspector at no charge to the COUNTY.

4.1.6. Traffic control procedures must be in accordance with the FHWA/USDOT Manual on

Uniform Traffic Control Devices (MUTCD), the FDOT’s Roadway and Traffic Design Standards.

4.1.7. If one or more posting signs are missing from a structure that requires load carrying restrictions, the Consultant will immediately notify the County’s Project Manager in writing.

4.2. Inspection Reports

4.2.1. CRITICAL DEFICIENCY STATEMENT

If deficiencies serious enough to cause a current or imminent traffic safety hazard are found during the inspection, the procedure noted in paragraph 4.1.6 of this scope must be followed, the box entitled “THIS BRIDGE IDENTIFIES DEFICIENCIES WHICH REQUIRE PROMPT CORRECTIVE ACTION”, located on the first page of the inspection report, will be checked, and an explanation will be written on the cover page of the addendum under the heading of “CRITICAL DEFICIENCY”. The following items are considered critical deficiencies:

• Cracks or fatigue related deficiencies in fracture critical structure members.

• Scour or hydraulic deficiencies that require corrective action to protect the structural integrity of the bridge.

• An overall NCR of 3 or less for any of the major components listed on Page 1 of the report.

• Deficiencies that require immediate attention and are deemed critical by the registered professional engineer who signs and seal the bridge inspection report.

4.2.2. TRAFFIC RESTRICTIONS STATEMENT

Under the heading “TRAFFIC RESTRICTIONS”, recommendations for weight restrictions posting or closing the bridge, prior to repairs, must be noted. This section will be included in all reports and addendums, only to note that no traffic restrictions are required. This statement must address all posting requirements such as posting signs, conformance with weight restriction standards, recommendations for posting restrictions, based on the latest load rating analysis.

4.2.3. INSPECTIONS FIELD PREPARATIONS

Field Preparation requirements will be included in all reports under the heading of “FIELD PREPARATION”. Preparation requirements for the field phase of an inspection vary greatly from bridge to bridge. By documenting unique field preparation requirements and equipment actually used, needless re-inspections can be reduced. Those areas may include tools and equipment, services, scheduling, site conditions, traffic control requirements, underwater inspection requirements, special access requirements, and man-hours required for travel and for the inspection.

4.2.4. Each of the Consultant’s reports will contain all documentation specified by this agreement and must meet the requirements of the Manual for Bridge and Other Structure Inspection and Reporting Procedures, Volume I, except where it specifically pertains to the inspection report format that was used in the past.

4.2.5. Bridge reports must be submitted to the County’s Project Manager per the approved work schedule. The County will return records within fourteen (14) calendar days that do not conform to the specifications of this agreement or that are in error and these should be resubmitted to the County within fourteen (14) calendar days.

4.2.6. After inspection completion, consultant shall furnish Seminole County with electronic copy of inspection report, accompanied by a table with pay items, cost estimate and duration estimate for inspected bridges on a separate document (Excel and Adobe PDF).

Pay items should be in accordance with the pay item listed in the Seminole County Master Services Agreement for Miscellaneous Bridge Repairs. If a pay item is not listed in the MSA, use FDOT pay item.

4.2.7. Each bridge inspection report shall be a stand-alone document and must include all elements inspected during the inspection event as well as the inspection of any underwater members and a copy of the load rating summary sheet. Some special inspections may only involve an inspection of part of the bridge. Only letter size paper (8 ½ in by 11 in) shall be used for bridge reports. Legal size paper shall not be used for bridge reports.

4.2.8. Deficiencies described in previous bridge inspection reports must be addressed again in the current report. Terminology not commonly understood by non-inspection personnel should be minimized and undefined values or rating shall not be used. A bridge inspection report must provide a comprehensive description of all deficiencies and state probable causes of the deficiencies, specify required corrective action, and contain an evaluation of any previous corrective action. Also, specify the Numerical Condition State within the description of the deficiency.

4.2.9. Reports must have a closed numbering system, with the total number of pages in the report shown on each page, for example, Page 10 of 17. The Addendum that is described in Section 4.3 of this scope shall also have a closed numbering system independent of the main report, for example A-2 of 10.

4.3. Bridge Inspection Report Addendum

The Access report format was selected for use as a management tool. It has the capacity to maintain records for each individual bridge as well as combining records for all bridges in the inventory.

The following sections will be included in an addendum section placed at the end of the report. In the following order, with a header on all addendums as follows: Contents of Addendum: example Report Identification, Approach Photo, Elevation Photo & Bridge Location Map, Additional Element

Inspection Notes, Load Rating Analysis Summary, Sketches and Photos, Recommended Corrective Action Page, Scour Evaluations (Bottom Profile Measurements & Channel Sections), Fracture Critical Inspection Sheets - The addendum will identify Fracture Critical members as documented by FHWA-IP-86-26, U.S. Department of Transportation/Federal Highway Administration publication.

4.3.1. Addendum-Contents (Addendum No. 1)

Contents of Addendum Page-Bridge Location Map, Additional Element Inspection Notes, Load Rating Analysis Summary, Sketches and Photos, Recommended Corrective Action, Scour Evaluation, Fracture Critical Inspections.

Report Identification Bridge Identification number Inspection Date Bridge Name Facility Carried Feature Intersected Insert on Approach Photo of the Bridge

4.3.2. LOCATION MAP (Addendum No. 2)

Provide an Elevation Photo from either side of the bridge and location map with sufficient detail to allow a person not familiar with the area to find the bridge. A written direction may be added but is not required. A person must be able to clearly read the roadways name and/or number as well as to locate the north direction.

4.3.3. ADDITIONAL “ELEMENT INSPECTION NOTES” (Addendum No. 3)

Element Notes that require more than 2,000 characters will be placed in the addendum in their entirety. The referencing note “See addendum for Element Notes” will be placed in the Element Notes section of the report corresponding to the appropriate element.

These notes will be written starting on Page 6 and continuing on as required, under the general heading of “ELEMENT NOTES”, and the sub-heading of the name of the Element Category to which they refer. For example, “Decks/Slabs”. If no Element Notes are required, the page will remain in the addendum with the statement “NONE REQUIRED” inserted below the general heading.

4.3.4. LOAD RATING ANALYSIS SUMMARY (Addendum No. 4)

All bridges will have a copy of the current Load Rating Analysis (LRA) summary sheet included in every report.

4.3.5. SKETCHES AND PHOTOS (Addendum No. 5)

i. PLAN AND PROFILE A photo of both bridge approaches, one of its profiles, bridge number and photo of all deficiencies will be included in all reports addendums to give the reader a better understanding of the report. Also, a general photo of the under deck, showing superstructure components, will be included in all report’s addendums.

ii. New Photo Inventory will be provided on as needed basis (if the bridge is widened or old photos do not depict how the bridge looks). Photos and sketches will be referenced in the element notes of the inspection report with the element category to which they refer. When photographs or sketches are used, they will be referenced in the element notes of the inspection report with the element category to which they refer. As a minimum Photos are required if a Smart Flag condition exists or if an element has a CS that is a 3 or below.

Deficiency photographs and sketches may be used at the discretion of the inspector. Also, photos/sketches are required when there is a work order/repair is necessary. For bridges with restrained load carrying capacities (posted);

photographs of the load posting signs located at each approach will appear first.

4.3.6. RECOMMENDED CORRECTIVE ACTION (Addendum No. 6)

The MS Access database report allows the inspector to recommend repair of deficiencies, which is done in the report under RECOMMENDED FEASIBLE ACTION. So, in addition to entering recommended feasible action in the report the Consultant will enter a more descriptive version of what is recommended for repair under the page heading of “RECOMMENDED REPAIRS” and the sub-heading of the name of the Element Category to which it refers. See Section 7.0 WORK NOTICE TO PROCEED, SCHEDULE, AND PROGRESS REPORTS for more specific details.

4.3.7. Scour Evaluation (Addendum No. 7)

Occurrences of scour will be reported in the report, by the use of a SCOUR SMART FLAG.

The Element Notes will be placed in the addendum under the heading of “SCOUR EVALUATION”. In addition to this, all report addendums of bridges over water will contain the following.

• Channel cross sections obtained during the field inspection along both sides of the bridge. Measurement should be taken at identifiable locations such as from the top of the handrail at measured intervals or at each abutment, intermediate bent and midspans which ever best describes the geometry of the waterway and can be duplicated in the next inspection. A record in a spread sheet format will be presented comparing the cross sections taken during the inspection to those taken during the previous inspection. This sheet will also show the differences between the last inspection and the one previous to that. All significant changes in channel depth will be flagged accompanied by an explanation of possible causes.

• The addendum will also contain a plot of the original bridge channel cross-section (from construction plans or closet post construction survey) and a plot of successive channel bottom soundings shown on an elevation view of the bridge.

Channel profiles may be used to identify progressive or significant changes. This concludes the items that will be included in the Addendum.

Provide Bottom Profile Measurements & Channel Sections

Plan of Action (POA) has been developed for bridges with unknown foundations. The Consultant shall review and if needed update all information included in the POA’s. This process will be conducted during the biennial routine inspection of the bridges. Seminole County will provide data for all bridges that need updating prior to inspection.

4.3.8. FRACTURE CRITICAL INSPECTIONS (Addendum No. 8)

Structures, which require “FRACTURE CRITICAL INSPECTIONS”, will be documented on page one of the inspection report and as an addendum. This addendum will identify Fracture Critical Members as documented by FHWA-IP-86-26, U.S. Department of Transportation/Federal Highway Administration publication.

4.3.9. FRACTURE CRITICAL DATA

The following information will be included in the report addendum under the heading of

“FRACTURE CRITICAL DATA”.

• A description of the fracture critical members and fatigue details that are found on the bridge. The description may include photograph, sketches, reproduction or portions of plan sheets, and narrative description. Each fracture critical member and fatigue detail should be individually identified. When it is not possible to confidently establish whether a member is fracture critical without analytical investigation, either the analysis shall be performed or the member shall be assumed to be fracture critical for the purposes of the inspection and noted as such in the report.

• Deficiencies of any fracture critical member reported in the Element Notes of the report should also be referenced in this section.

4.4. Comprehensive Inventory Database Records (CIDR).

This section will contain the CIDR report reflecting the data from the current inspection report.

This report may be a standalone report, an addendum to the bridge inspection report or could be included with the bridge inspection report.

4.4.1. Each bridge report must contain CIDR sheets sealed in accordance with Section 471.025, F.S. by the Professional Engineer which confirms its accuracy and completeness. The CIDR sheet must follow the bridge inspection report in the final bound bridge report.

4.4.2. The County must maintain, for every public bridge in Seminole County, a computer file referred to as the CIDR file, which contains data items pertaining to a bridge’s identity, condition, and description. The Consultant will input the CIDR data into the County’s network and verify the sheets for completeness and accuracy due to the possibility of computer processing errors.

4.5. Load Rating Analysis

4.5.1. Inventory and operating load ratings for the HS-20/HL-93 design vehicle and operating load ratings for each of the Florida legal vehicles must be determined for every bridge as specified in the AASHTO Manual for Maintenance Inspection of Bridges and the Department’s Bridge Load Rating, Permitting and Posting Procedure (850-010-035-b).

The computer load rating program, VIRTIS from AASHTO, is the preferred load rating program to load rate all bridges that meet the bridge configurations and capabilities of the program. Among other programs that may be used are SALOD and BRUFEM. Load rating analysis will be performed using the LFR and LRFR method, unless otherwise directed by the County.

4.5.2. Load rating should be based on the superstructure. The substructure will not be routinely load rated unless it routinely displays damage, deterioration or other conditions that may significantly affect its load carrying capacity and merits an analysis. Reinforced concrete bridge decks on redundant, multi-girder bridges will not normally be load rated unless damage, deterioration or other reasons merit this analysis. All other bridge deck systems shall be rated.

4.5.3. Inventory and operating ratings must be assigned based on the lowest rating of the substructure, superstructure, or deck. Operating ratings for bridges with reinforced concrete decks on redundant multi-girder bridges should be assigned based on the lowest rating of the substructure or superstructure unless the structural analysis of the deck is based on deteriorated materials, in which case the deck rating may be used as the governing operating rating.

4.5.4. The inventory and operating ratings must be reported as equivalent AASHTO HS truck loadings. The standard Department maximum legal load cases and rating summary forms must be used for determining and documenting legal vehicle operating ratings for the evaluation of traffic load restrictions.

4.5.5. When plans are not available for concrete bridges that do not display significant deficiencies, an area of reinforcing steel and a load rating based on the AASHTO design specification of the era in which the bridge was constructed may be assumed or non-destructive field testing may be performed to determine the bridge’s load carrying capacity. Either the field testing or the load rating assumption must be preapproved by the Department’s Project Manager.

4.5.6. The load rating documentation must include all final hand calculations, computer printouts, and a Department load rating summary sheet.

4.5.7. Traffic restriction recommendations must appear in the addendum of the bridge inspection report. If load restrictions are required, the Consultant shall follow the Department’s Bridge Load Rating, Permitting and Posting Procedure (850-010-035-b) section 2.3 to recommend to posting the bridge. However, the bridge owner may elect to post the bridge at any level not exceeding the operating level.

4.6. Scour Evaluation Data

4.6.1. Scour is defined as the removal and transportation of material from the bed and banks of rivers and streams as a result of the erosive action of running water. The scour evaluation will be performed by the consultant.

4.6.2. Scour evaluation should be performed 30 days prior or after the top side Routine inspection. The Consultant will have the option of conducting the evaluation within this given range.

4.6.3. In addition to the evaluation of the structure’s present condition, a record should be made of any known significant changes that have taken place in the channel. Attributable either to natural or artificial causes. Ground line or channel bottom measurement should be taken along both sides of the bridge. Measurement should be taken at identifiable locations such as from the top of the handrail at measured intervals. The report will contain a plot of the original bridge channel cross section (from construction plans or closest post construction survey) and a plot of successive channel bottom soundings will be shown on an elevation view of the bridge. Channel profiles may be used to identify progressive or significant changes.

4.6.4. Existing bank, shore and bridge protection devices should be checked to observe if they are sound and functioning properly. See that the waterway is not obstructed but that it affords free flow of water. Watch for sand, debris, and gravel bars deposited in the channel which may direct stream flow in such a manner as to cause harmful scour at piers and abutment. Investigate the footing for evidence of significant scour or undercutting. Particular attention should be given to foundations on spread footings where scour or erosion can be much more critical than a foundation of piles. Any suspected movement or settlement should be checked with an engineer’s level and compared with previous records.

4.6.5. When significant changes have occurred, the probable or potential effects on the bridge should be noted. Events which tend to produce local scour, channel degradation, or bank erosion are of primary importance. Stream bed degradation and scour seriously endanger bridges whose foundations are located in erodible riverbed deposits and where the foundation does not extend to a depth below that of anticipated scour.

4.7. Fracture Critical Inspection

A Fracture Critical Inspection must be performed every 24 months coinciding with the regular bridge inspection date. Bridges which contain critical members shall be specifically documented as such on page one of the inspection report. A fracture critical member is a tension member or component whose failure will likely produce a sudden collapse of the structure. Fracture critical bridge inspection begins before the team arrives at the bridge. The team should study the file carefully in the office. It is important for each inspector to understand which members are fracture critical and where the fracture critical zones are located. A qualified structural engineer must identify fracture critical members. Refer to the manual for Bridge and other structures Inspection and Reporting and to Fracture Critical Inspection Techniques for Steel bridges, HHWA-NHI-10-088, for reference on the identification of Fracture Critical Components. The documentation should include critical locations and critical details. Special concerns such as previous damage and repairs should be noted if these areas warrant special attention. Fatigue- prone details should also be identified. In addition to normal access equipment, the team may need special tools such as magnifying glasses, spotlights, or dye-penetrate testing kit.

4.7.1. A hands-on inspection must be performed on all of the fracture critical members. It is the team leader’s responsibility to ensure that there are no omissions in inspection of fracture critical members and fatigue details. All details identified as prone to cracking must be checked closely.

4.7.2. The inspector’s eyes should be within 2.0 feet of the surface. The member is viewed from all sides and all angles. The inspector should use additional light and magnification to evaluate the member if necessary.

4.7.3. The inspection should begin with a general evaluation of the structure and fracture critical members. It is important to look for things such as misalignment of spans, either horizontally or vertically. Unusual movement or noise might also indicate serious problems. During the overall evaluation, inspectors should also look for distortion or damage created by traffic, flooding, and so on. After the overall evaluation, each member and each detail should be checked closely. The inspector should focus on tension and stress reversal zone of fracture critical members and fracture critical connections. Details that create stress concentration should receive special attention.

Examples of details that should be checked closely are:

• Intermittent welds between the web and tension flange.

• Areas of sudden change or cross section near the end of cover plates.

• Location of stress risers such as nicks, scars, flaws, and holes that have plug welds, irregular weld profiles, and areas where the base metal has been undercut.

• Location where stiff bracing members of horizontal connection plates are attached to thin webs and girder flanges.

• The web adjacent to the floor beam connection plate.

• Gusset plates, improperly coped member re-entering corners, and the gap between web stiffeners and flanges.

• Longitudinal and vertical stiffener intersections.

• Longitudinal stiffeners that have been connected together with but welds.

• Location of weld at gusset-transverse-web intersections.

• Flanges that passes through a web, such as girder flange passing through a box girder pier cap.

• Box-beam-to-column intersection; Pin and hangers and Eyebars.

4.7.4. Discontinuities resulting from in-service problems should also be scrutinized. Examples of these are corrosion, flaws, and welded repairs. Areas where corrosion is likely to give problems are as follows:

• Under deck joints, Areas around scuppers and drainpipes.

• Under open steel grates.

• On flat surfaces where debris accumulates.

• On exposed surfaces of fascia members.

• On steel in contact with concrete.

• Pin and hangers.

• At overlapping steel plates.

• At corners of steel angles and channels.

4.7.5. Other special details that would be given attention during the fracture critical member inspection are:

• Shear connection in the negative moment region.

• Tact welds on bolted or riveted connections.

• Unfilled holes or holes filled with weld material.

• Field welds in tension zones.

• Suspicious attachments within tension and stress reversal zones, such as utility attachments.

It is important that the inspection of fracture critical bridge members be documented thoroughly and accurately. This should include a narrative description of all fracture critical member, whether there are serious problems or not. Photograph and sketches should be included. In cases where there are many details and findings, tables and charts are also necessary. The data should be organized for efficiency in interpreting the report.

The report should provide information on why problems occurred. Repairs are not likely to be effective unless they begin with the cause of the problem. The report should also include conclusions and summary of the findings.

4.7.6. Along with communicating the existing condition, the inspection report should provide an ongoing record of the condition of the bridge and the verification of the thoroughness of the inspection activities. It is important that the inspector communicate the findings in a timely manner. Flaws on fracture critical members should be immediately evaluated by a structural engineer. Some flaws such as a visible crack in a tension flange of a two girder-bridge should be reported immediately. The inspector is responsible to report this deficiency immediately to the immediate supervisor. The Consultant shall have a procedure for immediate notification of the Department’s Project Manager in such a situation. Other less serious flaws may be reported when the inspector returns to the office. If there is a question about the significance of a finding, a structural engineer should be contacted as soon as possible. It is better for the inspector to error on the side of safety.

4.7.7. When problems are identified, it is a good idea to go back and look at similar details throughout the bridges. Often inspectors have found cracks at other locations that had already been inspected after finding the first. This demonstrates that it helps to know exactly where to look and what to look for on the other details. After a flaw or crack has been identified, it may be helpful to do additional evaluation with non-destructive testing such as dye penetrate, magnetic particles, or ultrasonic or radiograph procedure.

The Department shall be consulted prior to beginning expensive nondestructive testing.

4.8. Meetings with Seminole County

4.8.1. The Consultant or his representative shall be available at no more than one-week notice to attend meetings with bridge owner at the request of the County. The meetings could be requested by the bridge owner to the Department. The County Project Manager will have the Consultant schedule the meeting. County’s Project Manager or representative will coordinate and attend these meetings. These meetings may be held prior to beginning of field inspections or may be held subsequent to inspections in order to present bridge reports to the owner.

4.8.2. The Consultant or representative must prepare and conduct a workshop for the bridge owners within six (6) months from the notice to proceed. The workshop should be educational / informational of the Bridge Inspection Program. The County’s Project Manager will coordinate the event providing invitation to the bridge’s owners and the location and equipment for the presentations. A package containing the workshop presentations, County’s procedures, and any other important document, will be provided to each attendee.

4.8.3. The meetings may include a brief discussion of bridge inspection program, regulations, and objectives, an outline of the bridge owner’s responsibility to close or post bridges with recommended weight restrictions and to correct deficiencies that endanger the traveling public. The discussion of the bridge inspection program should cover as minimum the Department Rules Chapter 14-48, Bridge Inspection Standards. The discussion should include the importance of notifying the Department when structures that are structurally or critically deficient or either repaired or replaced and when recommended weight restriction posting have been accomplished.

4.8.4. The general report format and content of a typical bridge report, bridge location map, the report for monitoring follow-up action on critical bridge deficiencies, and a summary of the condition of each structurally deficient bridge shall be explained by the Consultant in order to familiarize bridge owners with the records they are to receive. After the bridge inspection reports are presented to the owner, the consultant must be available to answer questions by telephone.

4.9. BRIDGE LOCATION MAPS

The County will supply the Consultant with a bridge location map for each bridge in the County.

The County Project Manager may require the Consultant to update the maps as changes occur to show the addition of new bridges or to correct errors found on the maps. The method of illustrating the location and number of each bridge shall conform to that previously used on each map. The Consultant will periodically furnish the County copies of the updated maps. The updated originals and electronic copies will be returned to the County as directed by the County’s Project Manager.

4.10. EMERGENCY RESPONSE

The Consultant will provide the County with services that include Emergency Inspections and Reports to structures, identified by the County’s Project Manager and listed on Attachment "A" after an emergency event occurs. This work will be paid under the same contract using the Emergency task item as instructed by County’s Project Manager.

5.0 QUALITY CONTROL

The Consultant shall have quality assurance procedures which shall be provided in written form to the County for review and approval before work begins. Quality assurance procedures are an integral part of this contract and are not a separate pay item. The County may perform additional quality assurance by inspecting bridges that have been previously inspected by the Consultant and reviewing the inspection records for conformity with the County’s findings. The County’s Project Manager shall periodically visit the consultant’s office to review the consultant’s quality review records.

5.1. QUALITY REVIEWS

The Consultant shall conduct quality reviews to make certain his own organization is in compliance with the requirements cited in the scope of services. Quality reviews shall evaluate the adequacy of materials, documentation, processes, procedures, training, guidance, and staffing included in the execution of this contract.

5.2. QUALITY RECORDS

The Consultant shall maintain adequate records of the quality assurance actions performed by his organization (including subcontractors and vendors) in providing services and products under this contract. All records shall indicate the nature and number of observations made, the number and type of deficiencies found, and the corrective action taken. These records shall be sent to the County’s Engineering Division with a duplicate kept at the Consultants primary office site and shall be available to the County for audit review during the contract term.

5.3. QUALITY ASSURANCE PLAN

5.3.1. The Consultant shall include a quality assurance plan in the proposal. The quality assurance plan shall detail the procedures, evaluation criteria, and instructions to the organization to assure conformance with the contract. Unless specifically waived, no payment shall be made until the County approves the Consultant’s quality assurance plan. Significant changes to the work requirements may require the Consultant to revise their quality assurance plan to keep it current with the work requirements. The plan shall include, but not be limited to the following areas:

i. Organization — A detailed description of the Consultant’s quality control organization and its functional relationship to the part of the organization performing the work under the contract shall be provided. List quality control personnel by name and include their qualifications.

ii. Quality Reviews — The Consultant’s quality assurance methods used to monitor and assure compliance of their organization with the contract requirements for services and products shall be detailed in the Quality Assurance Plan.

iii. Quality Records — The types of records, which will be generated and maintained by the Consultant during the execution of his quality assurance program, shall…