OHIO DEPARTMENT OF TRANSPORTATION CULVERT · PDF fileOHIO DEPARTMENT OF TRANSPORTATION CULVERT...

OHIO DEPARTMENT OF TRANSPORTATION

CULVERT MANAGEMENT MANUAL

December 2003

Table of Contents

INTRODUCTION TO THE OHIO CULVERT MANAGEMENT MANUAL...................... 1 Glossary of Terms...............................................................................................................................................2 FIG. 1 Culvert Span ............................................................................................................................................2 FIG. 2 Culvert Skew ...........................................................................................................................................3

CULVERT INVENTORY............................................................................................................ 5

CODING THE CUVLERT INVENTORY FORM (CR-87) ...................................................... 6 Culvert File Number ...........................................................................................................................................6 Item 1. Entry Class.............................................................................................................................................7 FIG. 3 Culvert Entry Class Flow Chart...............................................................................................................9

LOCATION & ROUTE INFORMATION ............................................................................... 10 Item 2. District .................................................................................................................................................10 Item 3. County .................................................................................................................................................10 Item 4. Route....................................................................................................................................................10 Item 5. Straight Line Mileage ..........................................................................................................................10 Item 6. Latitude................................................................................................................................................10 Item 7. Longitude.............................................................................................................................................10 Item 8. Road ID ...............................................................................................................................................10 Item 9. Maintenance Responsibility.................................................................................................................11 Item 10. Feature Intersection ...........................................................................................................................11

CULVERT................................................................................................................................. 11 Item 11. Year Built ..........................................................................................................................................11 Item 12. Number of Cells.................................................................................................................................11 Item 13. Shape .................................................................................................................................................11 Item 14. Material..............................................................................................................................................12 Item 15. Span ...................................................................................................................................................12 Item 16. Rise ....................................................................................................................................................13 Item 17. Length................................................................................................................................................13 Item 18. Gage / Wall Thickness.......................................................................................................................13 Item 19. Gage / Wall Thickness.......................................................................................................................13 Item 20. Type of Protection .............................................................................................................................13 Item 21. Slope of Pipe......................................................................................................................................14 Item 22. Skew ..................................................................................................................................................14 Items 23. & 24. Inlet and Outlet End Treatment Type.....................................................................................14 Item 25. Maximum Height of Cover................................................................................................................15 Item 26. Modification Type .............................................................................................................................15 Item 27. Year Modified....................................................................................................................................15 Item 28. Modification Material........................................................................................................................15 Item 29. Modification Size ..............................................................................................................................16

EXTENSION - INLET.............................................................................................................. 16 Items 30. THROUGH 36. .................................................................................................................................16

EXTENSION - OUTLET.......................................................................................................... 16 Items 37. THROUGH 43. .................................................................................................................................16

HYDROLOGY / HYDRAULICS............................................................................................. 16 Item 44. Drainage Area....................................................................................................................................16 Item 45. Design Discharge...............................................................................................................................16 Item 46. Abrasive Conditions ..........................................................................................................................16 Item 47. pH ......................................................................................................................................................17 Items 48 & 49. Channel Protection (Inlet & Outlet) ........................................................................................17

CULVERT INSPECTION ......................................................................................................... 19

December 2003

Procedures and Locations.......................................................................................................... 19

Stationing and Orientation......................................................................................................... 19

Culvert Inspection Qualifications and Definitions .................................................................... 20

Culvert Inspection Skills ........................................................................................................... 21

Culvert Inspection Equipment ................................................................................................... 21

Types of Culvert Inspections..................................................................................................... 21

Frequency of Inspection ............................................................................................................ 23

CODING THE CULVERT INSPECTION REPORT FORM (CR-86) .................................... 24 Item 1. General .................................................................................................................................................24 Item 2. Culvert Alignment ................................................................................................................................31 Item 3. Shape (for flexible culverts only) .........................................................................................................33 Item 4. Seams or Joints .....................................................................................................................................37 Item 5. Slab .......................................................................................................................................................41 Item 6. Abutment ..............................................................................................................................................43 Item 7. Headwalls ............................................................................................................................................46 Item 8. End Structure .......................................................................................................................................49

CHANNEL ................................................................................................................................ 51 Item 9. Channel Alignment...............................................................................................................................51 Item 10. Protection............................................................................................................................................53 Item 11. Culvert Waterway Blockage...............................................................................................................54 Item 12. Scour.................................................................................................................................................55

APPROACHES ......................................................................................................................... 56 Item 13. Pavement ............................................................................................................................................56 Item 14. Guardrail.............................................................................................................................................58 Item 15. Embankment.......................................................................................................................................59 Item 16. Level of Inspection .............................................................................................................................60

GENERAL................................................................................................................................. 61 General Appraisal and Operational Status ........................................................................................................61 Inspected By .....................................................................................................................................................62 Reviewed By.....................................................................................................................................................62

MAINTENANCE AND REPAIR.............................................................................................. 63

REFERENCES............................................................................................................................ 64 APPENDIX A - Measurements of corrugated metal culverts APPENDIX B - CR-86 AND CR-87 Forms

1 December 2003

INTRODUCTION TO THE OHIO CULVERT MANAGEMENT MANUAL

This manual of Culvert Inspection and Inventory procedures has been prepared to provide a tool for the inventory, periodic inspection, and maintenance of culverts and structures with less than a 10-foot span. The intent is to a provide a mechanism to aid in the inventory of culverts and storm sewers under pavement, and provide regular and systematic inspection of culverts on public highways and streets in the interest of public safety, and to protect the public’s investment with routine maintenance items. The Culvert Management Manual has been prepared through a joint effort of the Office Structural Engineering and the 12 District Offices to establish policies and procedures.

2 December 2003

Glossary of Terms Culvert: A structure that conveys water or forms a passageway through an embankment and is designed to support a super-imposed earth load or other fill material plus live loads. For the purposes of this manual, a culvert will consist of all of the following even though they may support traffic loads directly:

1. Any structure with a span, diameter, or multi-cell structure with total span less than 10 feet when measured parallel to the centerline of the roadway. (This is known as the National Bridge Inventory span.)

2. Any structure that forms a passageway or conveys water through an embankment not inspected according to the definitions and terms of the Ohio Department of Transportation Bridge Inspection Manual.

S

S

< ½ D(min)

D(min)

Where: S < 10' for multi-cell structures or D < 10’ for single-cell structures

FIG. 1 Culvert Span

Invert: The lowest point on the conduit cross section. Storm Sewer: A conduit or pipe drainage system that conveys storm water, subsurface water, or a similar discharge. A storm sewer has closed ends such as catch basins, inlets, or manholes. Flexible Pipe: A conduit made of corrugated or spiral rib steel, aluminum, or plastic. Rigid Pipe: A conduit made of concrete or clay. Masonry Structure: A structure made of stone, brick, or other block units. Skew: Angle measured between the centerline of the culvert and a line perpendicular to the centerline of the roadway.

3 December 2003

Skew

FIG. 2 Culvert Skew

4 December 2003

5 December 2003

CULVERT INVENTORY This guide is intended for use by state highway offices in coding culvert information. The Culvert Management Manual is recommended for other agencies (Counties, Municipalities, Turnpike Commission, etc) as an outline for their own internal use. The Ohio Department of Transportation will maintain an inventory of culverts 12 inches or greater in span or diameter that are owned or maintained by the Department. Also included in the inventory will be ODOT maintained storm sewers 36 inches or greater in diameter or span that run transversely under traveled lanes. Periodic inspections will take place on all culverts and storm sewers under traveled lanes of U.S., State, and Interstate Routes maintained by the ODOT. Frequency of these inspections will be per Table 1. Updating the inventory consists of adding culverts, retiring culverts, or changing data items on an existing culvert. Responsibility for inventory changes and performance of inspections shall be that of the District Deputy Director. Suggested changes to the manual should be directed to the Office of Structural Engineering. A Culvert Inventory form is shown in the Appendix.

6 December 2003

CODING THE CUVLERT INVENTORY FORM (CR-87) Culvert File Number The Culvert File Number (CFN) is a unique identifier, the same as an SFN for a bridge. When a culvert is replaced, that number will be retired. For purposes of assigning a CFN, several components are used. The components are:

County Number

2 digits Use the 2-digit county code

Route 3 digits Main route with which the culvert is associated (use leading zero(s) if necessary)

Culvert Number

4 digits Randomly selected 4-digit number, which is not currently being used or retired

Each District should establish a record of open, used, and retired CFNs. Once assigned, a CFN never changes until the culvert is replaced. Changes to the route number or straight line mileage will not change the CFN.

Examples:

A culvert on State Route 93 in Hocking County: 370930123 A culvert on State Route 6 in Sandusky County: 720061321

COUNTY NUMBERS AND DISTRICTS

NUMBER ABREV. CO. - DIST. NUMBER ABREV. CO. - DIST. NUMBER ABREV. CO. - DIST. NUMBER ABREV. CO. - DIST.

1 ADA ADAMS- 9 23 FAI FAIRFIELD- 5 45 LIC LICKING- 5 68 PRE PREBLE- 8

2 ALL ALLEN- 1 24 FAY FAYETTE- 6 46 LOG LOGAN- 7 69 PUT PUTNAM- 1

3 ASD ASHLAND- 3 25 FRA FRANKLIN- 6 47 LOR LORAIN- 3

4 ATB ASHTABULA- 4 26 FUL FULTON- 2 48 LUC LUCAS- 2 70 RIC RICHLAND- 3

5 ATH ATHENS- 10 71 ROS ROSS- 9

6 AUG AUGLAIZE- 7 27 GAL GALLIA- 10 49 MAD MADISON- 6

28 GEA GEAUGA- 12 50 MAH MAHONING- 4 72 SAN SANDUSKY- 2

7 BEL BELMONT- 11 29 GRE GREENE- 8 51 MAR MARION- 6 73 SCI SCIOTO- 9

8 BRO BROWN- 9 30 GUE GUERNSEY- 5 52 MED MEDINA- 3 74 SEN SENECA- 2

9 BUT BUTLER-8 53 MEG MEIGS- 10 75 SHE SHELBY- 7

31 HAM HAMILTON- 8 54 MER MERCER- 7 76 STA STARK- 4

10 CAR CARROLL- 11 32 HAN HANCOCK- 1 55 MIA MIAMI- 7 77 SUM SUMMIT- 4

11 CHP CHAMPAIGN- 7 33 HAR HARDIN- 1 56 MOE MONROE- 10

12 CLA CLARK- 7 34 HAS HARRISON- 11 57 MOT MONTGOMERY- 7 78 TRU TRUMBULL- 4

13 CLE CLERMONT- 8 35 HEN HENRY- 2 58 MRG MORGAN- 10 79 TUS TUSCARAWAS- 11

14 CLI CLINTON- 8 36 HIG HIGHLAND- 9 59 MRW MORROW-6

15 COL COLUMBIANA- 11 37 HOC HOCKING- 10 60 MUS MUSKINGUM- 5 80 UNI UNION- 6

16 COS COSHOCTON- 5 38 HOL HOLMES- 11

17 CRA CRAWFORD- 3 39 HUR HURON- 3 61 NOB NOBLE- 10 81 VAN VAN WERT- 1

18 CUY CUYAHOGA- 12 82 VIN VINTON- 10

40 JAC JACKSON- 9 62 OTT OTTAWA- 2

19 DAR DARKE- 7 41 JEF JEFFERSON- 11 83 WAR WARREN- 8

20 DEF DEFIANCE- 1 63 PAU PAULDING- 1 84 WAS WASHINGTON- 10

21 DEL DELAWARE- 6 42 KNO KNOX- 5 64 PER PERRY- 5 85 WAY WAYNE- 3

65 PIC PICKAWAY- 6 86 WIL WILLIAMS- 2

22 ERI ERIE- 3 43 LAK LAKE- 12 66 PIK PIKE- 9 87 WOO WOOD- 2

44 LAW LAWRENCE- 9 67 POR PORTAGE- 4 88 WYA WYANDOT- 1

7 December 2003

Item 1. Entry Class Depending on their size and configuration, many culverts and storm sewers meet the definition of being considered confined spaces per OSHA (29CFR1910.46). Therefore, inspection procedures will vary with regard to the safety measures used. There are several factors that determine the applicable safety procedures: culvert size, culvert length, the ability to see the opposite end, and structure history. Entry Classes have been established to detail the requirements for inventory and inspection based on these variables. ODOT employees shall not enter any culvert unless they have been trained in and are following the requirements and procedures described in the Alternate Entry Procedures for Culvert Entry and the Ohio Department of Transportation Confined Space Entry Program. Where manned-entry is not permitted or is undesirable, inspection via remote video equipment may provide a reasonable alternative. A flow chart is provided in Fig. 3 for determining the entry class. Class A (Non-Entry Inspection) Class A inspections involve gathering inventory and inspection information without entering the structure. The inspector will examine the structure from both ends, noting as much information as possible from a visual check. Class A inspections can be performed on any culvert, however consideration should be given to extremely long structures or culverts with multiple bends which prohibit obtaining a good view of the entire barrel. An entry inspection is recommended for those culverts.

If structural or other defects are noticed during the non-entry inspection further investigation via manned-entry or video inspection may be required.

Class B (Non-Permit Required Entry) Class B inspections are arms-length inspections performed on culverts that require no special provisions for confined space issues. Class C (Alternate Entry Permit Required) Class C inspections are arms-length inspections performed on culverts that require Alternate Entry Procedures to be followed. One requirement for Class C is that the culvert not have a known history of atmospheric or physical hazards. The inspector should make every effort to research prior inspection reports and contact the county maintenance forces to investigate any potential problems that may exist at the site.

Class D (Permit Required)

8 December 2003

Class D structures require the full use and implementation of the Confined Space Entry Program.

Code Description

A Class A

B Class B

C Class C

D Class D

Note: Entry Class only refers to the requirements with regard to confined space issues. Other issues regarding safety will still require careful consideration. Hazards such as high water, posted warnings, utility lines, etc. may exist and preclude making a safe entry of the culvert.

YES YES NO

FIG. 3 Culvert Entry Class Flow Chart

RISE < 60” RISE ≥ 60”

*Class A (Non-entry Inspection) may be used on any culvert where a good view of the entire barrel may be obtained from the culvert ends. 36”≤ RISE < 72”

Is Length ≤50 ft.?

Class D Follow Confined

Space Entry Program

Class C Follow Alternate Entry

Procedures for Culvert Entry Class B

No Special Requirements

ALL STORM SEWERS

72”≤ RISE

Is there more than one bend in the culvert alignment?


Is there history of atmospheric or

physical hazards at this location?


Is there more than one bend in the culvert alignment?

NOYES

NO

YES

NO

NO

NO

YES

YES

10 December 2003

LOCATION & ROUTE INFORMATION

Item 2. District Enter the two-digit number for the district in which the culvert is located.

Item 3. County

Enter the three-letter county abbreviation for the county in which the culvert is located. (See County Numbers and Districts table)

Item 4. Route

Enter the route along which the culvert is being inventoried. Where possible the structure should be inventoried on the route crossed by the culvert.

Item 5. Straight Line Mileage

Enter a four-character number representing the distance from the South or West County Line or other beginning of the Route as established in the State’s Straight Line Diagrams. (ex. for an SLM of 4.67, enter 0467)

Item 6. Latitude

Latitude (XX degrees, XX minutes, XX.XX seconds) Code in degrees, minutes, and seconds to the nearest hundredth of a second.

Ohio Limits 80 degrees, 31 minutes, 00.00 seconds 84 degrees, 49 minutes, 00.00 seconds

Item 7. Longitude

Longitude (XX degrees, XX minutes, XX.XX seconds) Code in degrees, minutes, and seconds to the nearest hundredth of a second.

Ohio Limits 38 degrees, 24 minutes, 00.00 seconds 41 degrees, 58 minutes, 48.00 seconds

Latitude and Longitude should be taken as close to the crossing of the culvert centerline and roadway centerline as safely possible.

Item 8. Road ID

Code Description

1 Side Road Left

2 Side Road Right

3 Left Lanes of Divided Highway

4 Right Lanes of Divided Highway

5 Ramp to the Left

6 Ramp to the Right

7 Pipe Abandoned (still in place)

Blank Mainline

11 December 2003

Item 9. Maintenance Responsibility

Code Description

S State Department of Transportation

C County Agency

T Township

M City or Municipality

N Department of Natural Resources

O Other Item 10. Feature Intersection

The information listed shall be the name of the feature intersected by the inventory route at the culvert. Features such as streams, canals, tributaries should be named if known. If stream is unknown list as “unknown.” If intersected feature is a drainage ditch or storm drain, list as such. References to landmarks are also acceptable. (Ex. “200 ft. south of intersection with Hill Road”)

CULVERT

Item 11. Year Built Enter the actual year the culvert was installed if known. Otherwise code “UUUU” for Unknown. Do not abbreviate the year.

Item 12. Number of Cells Enter the number of culvert cells.

Item 13. Shape Enter the most predominate shape (excluding extensions).

Code Description

01 Circular

02 Elliptical - Horizontal

03 Elliptical - Vertical

04 Pipe Arch

05 Pipe Arch, Sect. Plate

06 Arch

07 Box Culvert

08 Slab Top Culvert

99 Other

12 December 2003

Item 14. Material

Enter the most predominant material (excluding extensions). For slab top culverts, enter the material of the slab.

Code Description Special Notes

01 Plain or Reinforced Concrete

02 Corrugated Metal, Pipe Use with Shape Code 1 only

03 Corrugated Metal, Non-sectional Plate Use with Shape Code 2, 3, 4

04 Corrugated Metal, Sectional Plate Use with Shape Code 1, 2, 3,5, 6, 7

05 Vitrified Clay

06 Cast Iron or Ductile Iron

07 Corrugated Stainless Steel, Non-sectional Plate

08 Corrugated Stainless Steel, Sectional Plate

09 Corrugated Aluminum Alloy

10 Brick

11 Field Tile (Clay)

12 Corrugated Plastic

13 Corrugated Plastic Smooth Interior

14 Steel Casing

15 Stone

16 Timber

17 Polyvinyl Chloride

18 High Density Polyethylene Liner

19 Corrugated Steel Spiral Rib

20 Corrugated Aluminum Spiral Rib

99 Special Item not listed

Item 15. Span

For the purposes of the Culvert Inventory, the culvert span should be measured perpendicular to the centerline of the culvert. Measurement should be made between inside faces of the barrel walls. In the case of slab type culverts, span is measured from inside face to inside face of the abutment walls, perpendicular to the centerline of the culvert. In the case of multiple cell culverts the culvert shall be considered one structure if the distance between adjacent barrels is less than ½ the diameter of the smaller barrel.

13 December 2003

Record the span measured to the nearest inch.

Item 16. Rise

Enter the maximum rise of the culvert to the nearest inch.

Item 17. Length Enter the length of culvert barrel, including any extensions, from inlet to outlet to the nearest foot.

Item 18. Gage / Wall Thickness Enter the gage number for metal structures or the wall thickness (rounded to the nearest inch) for concrete, clay, or plastic structures. Record any markings such as D-Load, ASTM Specification, etc. as a comment on the CR-87. If different gages exist for a structure (ex. heavy gage bottom plates with lighter top plates) enter the heavier gage thickness.

Gage inches mm

16 0.064 1.63

14 0.079 2.01

12 0.109 2.77

10 0.138 3.51

08 0.168 4.27

07 0.188 4.78

05 0.218 5.54

03 0.249 6.32

01 0.280 7.11 Item 19. Gage / Wall Thickness

Enter the second gage thickness for the structure. Use Item 19 only when multiple gage thicknesses occur in the main culvert barrel. Otherwise leave it blank.

Item 20. Type of Protection Enter the code for the type of protection present on the inside of the pipe.

Code Description

01 Unprotected

02 Galvanized

03 Half Bituminous Coated

04 Fully Bituminous Coated

05 Half Bituminous Coated and Paved

06 Fully Bituminous Coated and Paved

14 December 2003

07 Asbestos Bond Coated

08 Asbestos Bond Coated and Paved

09 Vitrified Lined

10 Field Paved

11 Coal Tar Resin

12 Thermoplastic Coated

13 Aluminum Coated

99 Special Item not Listed Item 21. Slope of Pipe

Enter the slope of pipe in percent to the nearest tenth. (ex. for a pipe slope of 2.5%, code

025 on the CR-87 form.) Fall

LengthSlope

�

��

�

�� 100

Item 22. Skew Skew of the culvert to the nearest degree. Items 23. & 24. Inlet and Outlet End Treatment Type

The ends of a culvert may have headwalls, catch basins, inlets, none, or other end treatments.

Code Description

01 Full Height Concrete Headwall

02 Half Height Concrete Headwall

03 Third Height Concrete Headwall

04 Stone

05 Wood

06 Metal

07 Catch Basin

08 Inlet

09 Manhole

10 Mitered End

OO Other

UU Unknown

NN None N/A

15 December 2003

Item 25. Maximum Height of Cover Enter the maximum height of cover measured from the top of the conduit to the top of pavement or embankment surface.

Item 26. Modification Type

Modifications may be made to culverts that do not involve the complete removal and replacement of the existing conduit. Culverts might be relined, field paved or otherwise modified but retain the same Culvert File Number.

Code Description

R Relining original conduit

P Field paving of the conduit invert

S Replacing or adding sections or structural plates (within original length)

B Installing internal bands at joints or other areas

O Other modifications

Item 27. Year Modified

Enter the last year of a major repair or rehabilitation of the culvert. Item 28. Modification Material

Code Description

01 Plain or Reinforced Concrete

02 Corrugated Steel Conduit

03 Corrugated Steel Structural Plate

04 Corrugated Steel Spiral Rib

05 Corrugated Steel Flanged Liner Plates

06 Corrugated Aluminum Alloy Conduit

07 Corrugated Aluminum Alloy Structural Plate

08 Corrugated Aluminum Spiral Rib

09 Thermoplastic Pipe liner (PVC or HDPE)

10 Folded PVC liner

11 Cured in place PVC liner

12 Steel Casing Pipe

99 Other

16 December 2003

Item 29. Modification Size This measurement will vary with the type of modification performed.

Modification Type Measurement

Relining original conduit Internal diameter

Field paving of the conduit invert Thickness of paving

Replacing or adding sections or structural plates Gage of plates

Installing internal bands at joints or other areas Internal diameter at bands

EXTENSION - INLET Items 30. THROUGH 36.

Enter these items for the culvert extension at the inlet end if applicable. EXTENSION - OUTLET Items 37. THROUGH 43.

Enter these items for the culvert extension at the outlet end if applicable. HYDROLOGY / HYDRAULICS Item 44. Drainage Area

Enter the area draining through the culvert crossing in acres.

Item 45. Design Discharge Enter the design flow rate for the culvert to the nearest cubic feet per second.

Item 46. Abrasive Conditions The presence of granular material accompanied with a stream gradient or flow sufficient to cause movement of the granular material in the streambed shall be the basis for the determination of an abrasive versus nonabrasive site. Granular material is considered to be a material as big as or larger than pea gravel.

Code Condition

Y Abrasive

N Nonabrasive

17 December 2003

Item 47. pH Enter the pH of the water at the inlet of the culvert to the nearest tenth. (ex. for a pH reading of 8.4, code 084). In the absence of field testing at the time of inspection, known pH data from plans may be entered. Enter UUU if pH is unknown.

Items 48 & 49. Channel Protection (Inlet & Outlet)

Enter only channel protection placed by design or for maintenance purposes. If no vegetation (grass, brush) exists, or only makeshift protection by someone other than ODOT, then code N for None.

Code Description

1 Concrete Rip Rap Slab

2 Dumped Rock or Rock Channel Protection

3 Sheet Piling

4 Piling

5 Grouted Rip Rap

6 Gabions (wire mesh baskets filled with stone)

7 Fabric Bags filled with concrete or sand

8 Tied Concrete Block Mat

9 Interlock Precast Concrete Blocks

0 Other

X Not Applicable

A Precast Concrete Panels

B Earthen Dikes

G Grass or Brush (Naturally occurring)

V Vegetation (Designed Soil Bioengineering)

N None

Comments

A comments section is provided for the inspector to note any other details regarding the culvert that are not listed in the provided categories. If more room is needed, the back of the form may be used to record notes.

The name of the person collecting the inventory data and the date the field data was gathered should be documented at the bottom of the form.

18 December 2003

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19 December 2003

CULVERT INSPECTION All structures not covered by the Bridge Inspection Manual by definition shall be covered by the Culvert Management Manual. Procedures and Locations Safety is an important reason that culverts should be inspected. A logical sequence for inspecting culverts helps ensure that a thorough and complete inspection will be conducted. In addition to the culvert components, the inspector should also look for high water marks, changes in the drainage area, settlement of the roadway, and other indications of potential problems. In this regard, the inspection of culverts is similar to the inspection of bridges. For typical installations, it is usually convenient to begin the field inspection with general observations of the overall condition of the structure and inspection of the approach roadway. The inspector should start at the outlet of the culvert and inspect the embankment, waterway, headwalls, wingwalls, and culvert barrel. The inspector should then move to inlet end of the culvert. The following sequence is applicable to all culvert inspections:

�� Review available information and safety concerns �� Observe overall condition of the culvert site �� Inspect approach roadway and embankment �� Inspect waterway �� Inspect end treatments �� Inspect culvert barrel

General observations of the condition of the culvert site should be made while approaching the area. The purpose of these initial observations is to familiarize the inspector with the structure. They may also point out a need to modify the inspection sequence or indicate areas requiring special attention. The inspector should also be alert for changes in the drainage area that might affect runoff characteristics. Most defects in culverts are first detected by visual inspection. In order for this to occur an inspection where the inspector is close enough to touch the area being inspected is preferred. The types of defects to look for when inspecting the culvert barrel will depend upon the type of culvert being inspected. In general, culvert barrels should be inspected for cross-sectional shape and barrel defects such as joint defects, seam defects, plate buckling, lateral shifting, missing or loose bolts, corrosion, excessive abrasion, material defects, and localized construction damage. Stationing and Orientation Locations in sectional pipe can be referenced by using pipe joints as stations to establish the stationing of specific cross-sections. Stations should start with number 1 at the outlet and increase going upstream to the inlet. The location of points on a circular cross section can be referenced like hours on a clock. The clock should be oriented looking upstream. On structural plate corrugated metal culverts, points can be referenced to bolted circumferential and longitudinal seams.

20 December 2003

Culvert Inspection Qualifications and Definitions Culvert Inspector: The inspector shall be an individual with experience in culvert design, installation, or maintenance activities. The inspector should have general knowledge of soil-structure interaction, and have completed the Culvert Inspection training course. Individuals qualified as a Bridge Inspectors need not complete the Culvert Inspection training.

Responsibilities �� Perform Inventory, Routine, Interim and Storm Sewer Inspections �� Document the findings �� Suggest maintenance and repair (M&R) needs �� Report any immediate or emergency needs �� Sign and date the CR-86 and CR-87

Culvert Inspection Reviewer: The reviewer shall meet the qualifications of the inspector and have the authority to plan and assign maintenance, repair, and replacement work.

Responsibilities �� Review all field inspection information �� Obtain more detailed information from the Culvert Inspector when needed �� Perform Damage and Interim Inspections �� Create work orders for culvert M&R �� Report significant problems to the Bridge Engineer �� Sign and date the completed CR-86 before it is entered into the BMS system

Bridge Engineer: A Professional Engineer with extensive background in bridge and culvert design, repair, or maintenance. (Ex. District Bridge Engineer, Roadway Services Engineer, etc)

Responsibilities �� Conduct detailed inspections of structures identified by others as having significant

defects �� Perform load rating analyses when warranted �� Recommend appropriate measures to reduce or remove the cause of the defects

Bridge Inspector: A person qualified per the Ohio Department of Transportation Bridge Inspection Manual to inspect bridges in the state of Ohio.

21 December 2003

Culvert Inspection Skills An inspector should be capable of climbing, traversing slopes and crawling inside culvert barrels with diameters as small as 36 inches without difficulty. They should have the ability to print legibly and to read culvert plans, visualize details, draw technical sketches, and operate a camera. They should possess a mechanical aptitude and a working knowledge in the use of measuring devices such as rules, tapes, protractors, and calipers. The inspector should have an awareness of potential hazards and exhibit a serious attitude toward safety precautions to be taken while entering and inspecting culverts. The inspector must approach each task sincerely and with the proper motivation since their judgment and thoroughness is relied upon to guarantee public safety and to protect public investment with respect to culverts. Culvert Inspection Equipment The inspector should be equipped with a pocket tape, folding rule, 100 ft. tape, calipers, micrometer, chipping hammer, scraper, sounding rod, binoculars, camera, safety line, magnifying glass, mirror, flashlight, ladder, marking tools, safety harness, hard-hat, etc. If the culvert is deemed a Confined Space, a review of proper personal protective equipment (air monitors, respirator, retrieval lines, etc.) should be made and used appropriately. Difficulty of access to any portions of the structure should not prevent a thorough inspection. However, an inspector should not unnecessarily jeopardize their safety and should arrange for equipment and assistance as deemed necessary. Types of Culvert Inspections With safety being a primary concern during culvert inspection procedures, the inspector should consult the Culvert Inventory Report to determine the Entry Class for each structure. (The Entry Class should also be provided on the pre-printed Culvert Inspection Form.) Based on the Entry Class criteria, many culverts will be a Class A. The purpose of the Class A culvert inspection is to get a quick visual check of each culvert ensuring that there are no major problems with the structure, such as partial or total collapse. This inspection is performed without requiring entry of the structure. A visual inspection of the culvert barrel will be made from both ends and as much information as possible gathered per the Inventory and Routine Inspection guidance given on the following pages. Inventory Inspection: An Inventory Inspection is the first inspection of a culvert as it becomes a part of the culvert inventory, but the elements of an Inventory Inspection may also apply when there has been a change in the configuration of the structure (e.g., widening, lengthening, etc.). The purpose of this inspection is twofold. First, it should be used to determine all Structure Inventory data required to fill out the CR-87 form. Second, the Inventory Inspection is the determination of baseline structural conditions and the identification and listing of any existing problems or locations in the structure that may have potential problems. When possible, a review of existing plans or historical data should be used to aid in performing the Inventory Inspection. It is during this inspection that any critical elements are noted for subsequent focus and assessments are made of other conditions that may later warrant special attention. If the culvert subjected to an Inventory Inspection is anything other than a newly constructed structure, it may be necessary to include some or all of the elements of a Routine Inspection.

22 December 2003

Routine Inspection: This is a regularly scheduled, intermediate level inspection consisting of sufficient observations and/or measurements to determine the physical and functional condition of the culvert, to identify any developing problems and/or change from "Inventory" or previously recorded conditions and to ensure that the structure continues to satisfy present service requirements. The Routine Inspection must fully satisfy the requirements of the Ohio Department of Transportation Culvert Management Manual with respect to inspection frequency, updating of Structure Inventory, and the qualifications of the inspection personnel. When possible, these inspections are generally conducted up-close, hands-on for the entire structure. The results of a Routine Inspection are to be fully documented with appropriate photographs and a written report that includes any recommendations for maintenance or repair and for scheduling of follow-up Damage or Interim Inspections, if necessary. Load capacity evaluations will be provided to the extent that changed structural conditions would affect any previously recorded ratings. Damage Inspection: This is an unscheduled inspection to assess structural damage. The scope of inspection must be sufficient to determine the need for emergency load restrictions or closure of the culvert to traffic and to assess the level of effort necessary to make a repair. The amount of effort expended on this type of inspection will vary significantly depending upon the extent of the damage. If major damage has occurred, inspectors must evaluate fractured members, section loss, make measurements of misalignment of sections and check for any loss of foundation support. A capability to make on-site calculations to establish emergency load restrictions may be necessary. If deemed necessary, a Bridge Engineer should perform a more detailed inspection. Proper documentation, verification of field measurement and calculations and perhaps a more refined analysis to establish or adjust interim load restrictions are required follow-up procedures. A particular awareness of the potential for litigation must be exercised in the documentation of Damage Inspections. Interim Inspections: This is an inspection scheduled at the discretion of the individual responsible for culvert inspection activities. An Interim Inspection is used for monitoring a particular known or suspected deficiency (e.g., foundation settlement or scour, member condition, public's use of a load-posted culvert, etc.) and can be performed by any qualified person familiar with the culvert and available to accommodate the assigned frequency of investigation. The individual performing an Interim Inspection must be carefully instructed regarding the nature of the known deficiency and its functional relationship to satisfactory culvert performance. In this circumstance, guidelines and procedures on what to observe and/or measure must be provided and a timely process to interpret the field results must be in place. The determination of an appropriate Interim Inspection frequency should consider the severity of the known deficiency. Records should be kept of each visit to the culvert site for purposes of inspection, even when

23 December 2003

cursory in nature. Actual CR-86 forms for these interim inspections need not be filled out each time unless conditions have appreciably changed since the last visit. Storm Sewer Inspection: Storm sewer inspections should contain as many aspects of the Inventory and Routine Inspection types as feasible. It is recognized that accessibility, confined space issues, and traffic control present serious challenges to storm sewer inspections. For storm sewers with a span greater than or equal to 36 inches, at a minimum the inspection should be made by manned entry or remote camera and should be thorough enough to check for serious defects in the sewer such as large deflections, perforations, infiltration / exfiltration, joint separations, and blockage. It is not required to inspect storm sewers with spans less than 36 inches. If it is desired to do so, as much data as possible should be collected without requiring manned-entry or remote cameras. Catch basins and manholes should be inspected for excessive debris and for free flowing conditions. It may be desired to inspect these storm sewers if there are other indications of problems such as pavement settling, washouts, etc. Frequency of Inspection All culverts will be inspected on a routine basis with minimum frequencies per the table below. The report should be reviewed and entered into the BMS system within 60 days from date of inspection.

TABLE 1

Description Frequency of Inspection, years (max.) Type of Inspection

12” ≤ Diameter/ Span < 120” 5 Routine

Storm Sewers with Span ≥ 36” 5 Routine, Storm Sewer

Culverts / Storm Sewers with known defects

As determined by the Culvert Inspection Reviewer or Bridge Engineer Damage, Interim

24 December 2003

CODING THE CULVERT INSPECTION REPORT FORM (CR-86) Condition Rating Guidelines When using the rating guidelines, the inspector should keep the following factors in mind:

a. The inspector should select the lowest rating which best describes either the shape condition or the barrel condition. Structure shape is the most critical factor in flexible culverts, and this should be kept in mind when selecting the rating.

b. The shape criteria described for each numerical rating should be considered as a

group rather than as separate criteria for each measurement check listed. Good curvature and the rate of change are critical. Significant changes in shape since the last inspection should be carefully evaluated even if the structure is still in fairly good condition.

c. The guidelines merely offer a starting point for the inspector. The inspector must still

use judgment in assigning the appropriate numerical rating. The numerical rating should be related to the actions required.

Item 1. General Culverts shall be inspected for:

1. Deterioration to barrel material or footing 2. Cracks 3. Dents and Localized Damage

If the culvert has been extended, code the worst condition of the most predominant material under the traveled lanes. Deterioration – Deterioration is cross-referenced as durability, which refers to the ability of a material to resist corrosion and abrasion. Corrosion is the deterioration of metal due to electrochemical or chemical reactions. Culverts are subject to corrosion in certain aggressive environments. Abrasion is the wearing away of culvert materials by the erosive action of bedload carried in the stream. Abrasion is generally most serious in steep areas where high flow rates carry sand and rocks that wear away the culvert invert. Abrasion can also accelerate corrosion by wearing away protective coatings. Corrosion and abrasion of culverts can be a serious problem with adverse effects on structural performance. Damage due to corrosion and abrasion is a common cause for culvert replacement. The condition of the metal in corrugated metal culverts and any coatings, if used, should be considered when assigning a rating to the culvert barrel. The inspection should include visual observations of metal corrosion and abrasion. As steel corrodes it expands considerably. Relatively shallow corrosion can produce thick deposits of

25 December 2003

scale. A geologist's pick-hammer can be used to scrape off heavy deposits of rust and scale permitting better observation of the metal. A hammer can also be used to locate unsound areas of exterior corrosion by striking the culvert wall with the pick end of the hammer. When severe corrosion is present, the pick will deform the wall or break through it. Protective coatings should be examined for abrasion damage, tearing, cracking, and removal. The inspector should document the extent and location of surface deterioration problems. Concrete inverts are usually floating slabs used to carry water. Invert slabs provide protection against erosion and undercutting, and are also used to improve hydraulic efficiency. Concrete inverts are sometimes used in circular, as well as other culvert shapes, to protect the metal from severe abrasive or severe corrosive action. Concrete invert slabs should be checked for undermining and damage such as spalls, open cracks, and missing portions. The significance of damage will depend upon its effect on the footings and corrugated metal. Metal structures may have a concrete pedestal with concrete Footings. The concrete material shall be evaluated using the rating scale for abutments and the worst case shall govern the rating. The governing type shall be noted on the inspection form. Longitudinal settlement affects shall be rated under alignment and transverse movements shall be rated under the shape factor. Deterioration may occur in concrete and masonry footings that is not related to settlement but is caused by the concrete or mortar. In arches with no invert slab, the inspector should check for erosion and undermining of the footings and look for any indication of rotation of the footing. Cracks – Cracking may occur in most culvert materials and can indicate overloading resulting in small (localized) failures in shear, flexure, or simply damage during installation. In metal structures, cracking may occur along bolt holes of longitudinal seams and can be serious if allowed to progress. These cracks are most serious when accompanied by significant deflection, distortion, and other conditions indicative of backfill or soil problems. In concrete structures, reinforcing steel is designed to assume some of the imposed loads. Therefore, small hairline cracks (widths less than 1/8 inch) are expected and are not cause for alarm. The location of cracking in concrete structures can indicate the type of problems being experienced. In concrete pipe, longitudinal cracks at the 3, 6, 9, and 12 o’clock positions indicate flexure cracking caused by poor side support. Longitudinal cracking in the invert at the 5 and 7 o’clock positions indicate shear cracking caused by poor haunch support. Likewise, cracking at the 11 and 1 o’clock positions may be the result of shear forces from above the structure. Transverse cracks may also occur and are usually the result of non-uniform bedding or fill material causing point loads on the pipe. Plastic pipe materials may experience splits. A split (rip, tear, or crack) is any separation in the wall material other than at a designed joint. For all culvert materials, any amount of cracking should be recorded and the appropriate rating assigned from the rating condition tables. Dents and Localized Damage - All culverts should be inspected for localized damage caused by construction procedures or from maintenance forces. For flexible pipe, wall damage such as dents, bulges, creases, cracks, and tears can be serious if the defects are extensive and can impair either the integrity of the barrel in ring compression or permit infiltration of backfill. Small,

26 December 2003

localized examples are not ordinarily critical. When the deformation type damages are critical, they will usually result in a poorly shaped cross section. The inspector should document the type, extent, and location of all significant wall damage defects. When examining dents in corrugated steel culverts, the opposite side of the plate should be checked, if possible, for cracking or debonding of the protective coating. NOTE: The condition of the ends of the culvert shall not govern the condition rating. General - Corrugated Metal Culvert

Code Category Description

9 Excellent New condition; galvanizing intact; no corrosion.

8 Very Good Discoloration of surface; galvanizing partially gone along invert but no layers of rust.

7 Good Discoloration of surface, Galvanizing gone along invert but no layers of rust. Minor pinholes (with an area less than 3 square inches per square foot) in pipe material located at ends of pipe (length not to exceed 4 feet and not located beneath roadway).

6 Satisfactory Galvanizing gone along invert with layers of rust. Sporadic pitting of invert. Minor pinholes (with an area less than 6 square inches per square foot, 4%) in pipe material located at ends of pipe (length not to exceed 4 feet and not located beneath roadway).

5 Fair Heavy rust and scale. Pinholes (with an area less than 15 square inches per square foot, 10%) throughout pipe material. Section loss and perorations and ends. Holes in metal at end in invert and not located under roadway

4 Poor Extensive heavy rust; thick and scaling rust throughout pipe; deep pitting; perforations throughout invert with an area less than 30 square inches per square foot, 20%. Overall thin metal, which allows for an easy puncture with chipping hammer.

3 Serious Extensive heavy rust; thick and scaling rust throughout pipe; deep pitting. Perforations throughout invert with an area less than 36 square inches per square foot, 25%. Overall thin metal, which allows for an easy puncture with chipping hammer. End section corroded away

2 Critical Perforations throughout invert with an area greater than 36 square inches per square foot, 25%.

1 Imminent Failure

Pipe partially collapsed.

0 Failed Total failure of pipe.

27 December 2003

General - Concrete Culvert


9 Excellent New Condition, Superficial and isolated damage from construction.

8 Very Good Hairline cracking without rust staining or delaminations; surface in good condition isolated damage from construction.

7 Good Hairline cracking. No single crack greater than 1/16 inch without rust staining parallel to the direction of traffic; light scaling on less than 10% of exposed area less than 1/8 inch deep. Delaminated/Spalled area less than 1% of surface area

Note: cast-in-place box culverts may have a single large crack (less than 3/16 inch) on each surface parallel to the direction of traffic

6 Satisfactory Hairline map cracking combined with molted areas. Cracks less than 1/8 inch parallel to traffic with minor efflorescence or minor amounts of leakage. Scaling on less than 20% of exposed area less than 1/4 inch deep. Spalled areas with exposed reinforcing less than 5%. Additional Delaminated/Spalled areas less than 5% of surface area.

5 Fair Map cracking. Cracks less than 1/8 inch parallel to traffic, less than 1/16 inch transverse to traffic with efflorescence and/or rust stain, leakage and molted areas. Scaling on less than 30% of exposed area less than 3/16 inch deep. Spalled areas with exposed reinforcing less than 10%. Total delaminated/ spalled areas less than 15% of surface area.

4 Poor Transverse cracks open greater than 1/8 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling on invert greater than 1/2 inch. Extensive cracking with cracks open more than 1/8 inch with efflorescence; spalling has caused exposure of heavily corroded reinforcing steel on bottom or top slab; extensive surface scaling on invert greater than 3/4 inch. (approximately 50% of culvert is affected)

3 Serious Extensive cracking with spalling, delaminations, and slight differential movement; scaling has exposed all surfaces of the reinforcing steel in bottom to top slab or invert (approximately all exposed surfaces are 50% loss of wall thickness at invert; concrete very soft

28 December 2003

2 Critical Full depth holes. Extensive cracking greater than 1/2 inch. Spalled areas with exposed reinforcing greater than 25%. Total delaminated, spalled, and punky concrete areas are greater than 50% of surface area. Reinforcing steel bars have extensive section loss and perimeter of bar is completely exposed. (Several bars in a row)

1 Imminent Failure

Culvert partially collapsed or collapse is imminent.

0 Failed The culvert is collapsed.

29 December 2003

General - Masonry Structure


9 Excellent New condition

8 Very Good No cracking, no missing dislocated masonry present; surface in good condition

7 Good Surface deterioration at isolated locations

6 Satisfactory Minor cracking of masonry units

5 Fair Minor cracking; slight dislocation of masonry units; large areas of surface scaling. Split or cracked stones. Minor cracking; slight dislocation of masonry units; large areas of surface scaling

4 Poor Significant displacement of individual masonry units

3 Serious Extensive cracking with spalling, delaminations, and slight differential movement; Scaling has exposed reinforcing steel in bottom to top slab or invert; Individual masonry units in lower part of structure missing, or crushed

2 Critical Individual masonry units in lower part of structure missing, or crushed individual masonry units in top of culvert missing or crushed

1 Imminent Failure

Structure partially collapsed or collapse is imminent.

0 Failed Total failure of structure.

30 December 2003

General - Plastic Culvert


9 Excellent No signs of distress, no discoloration.

8 Very Good Isolated rip or tear (no larger than 6 inches) caused by floating debris or construction. Minor discoloration at isolated locations.

7 Good Split (no larger than 6 inches, not open more than ¼ inch) at two or three locations. Damage (Cuts, gouges, burnt edges, or distortion) to end sections from construction or maintenance. Perforations caused by abrasion located within 5 feet of outlet and not located under roadway.

6 Satisfactory Split (larger than 6 inches, width not to exceed ½ inch) at two or three locations. Damage (Cuts, gouges, burnt edges, or distortion) to end sections from construction or maintenance. Perforations caused by abrasion located with 5 feet of inlet and outlet and not located under roadway.

5 Fair Split (larger than 6 inches, width exceeding ½ inch) at two or three locations. Damage (Cuts, gouges, or distortion) to end sections from construction or maintenance. Perforations caused by abrasion located with 5 feet of inlet and outlet and not located under roadway. Fire damage beneath roadway causing distortion greater than 18 inch in diameter.

4 Poor Split (larger than 6 inches, width exceeding ½ inch) several locations. Split causing loses of backfill material. Perforations caused by abrasion located throughout pipe. Fire damage beneath roadway causing holes greater than 6 inch in diameter.

3 Serious Split (larger than 6 inches, width exceeding 1 inch) several locations. Split causing loses of backfill material. Section loses caused by abrasion located throughout pipe. Fire damage beneath roadway causing holes greater than 12 inches in diameter.

2 Critical Invert eroded away (with section 2 foot in length and ½ foot in width) throughout pipe. Fire damage beneath roadway causing holes and melting large sections of pipe.

1 Imminent Failure

Pipe partially collapsed or collapse is imminent.


31 December 2003

Item 2. Culvert Alignment Culverts not on Footings: Used for the rating of precast segments, corrugated metal pipe that has been coupled or banded together, and plastic pipe. The alignment rating for the culvert is to account for irregularities longitudinally to the barrel. The culvert barrel is to be inspected for discontinuities and settlement between adjacent culvert segments. Culverts on Footings: Concrete footing defects such as settlement can be used in structural plate arches, long-span arches, and box culverts. Metal footings are occasionally used for the arch and box culvert shapes. The “superstructure” depends on the footing to transmit the vertical load into the foundation. A metal plate arch is usually bolted in a base channel and is secured in the footing. Precast units are grouted into a key way of the footing. Cast-in-place units may be poured continuous. Settlement may show up as severe cracking, spalling, or crushing across the footing at the critical spot, however, there may be deterioration of the concrete or masonry footings that is not related to settlement. Definitions:

�� Differential settlement – One section of the footing settles more than the rest of the footing.

�� Rotational settlement- The footing starts to tip in either direction due to lateral forces or undermining.

�� Uniform settlement- The whole footing settles and will not ordinarily affect flexible culverts.

Culvert alignment for Masonry culverts shall be rated for continuity between adjacent stones. Alignment - Concrete, Corrugated Metal and Plastic Structures

Code Category Description 9 Excellent Straight line between sections.

8 Very Good Minor settlement or misalignment

7 Good Minor misalignment at joints; off sets less than 1/2 inch no fill no settlement. Minor settlement or misalignment, ponding less than 3 inches.

6 Satisfactory Fair, minor misalignment and settlement at isolated locations. Moderate settlement or misalignment, ponding between 3 and 5 inches.

5 Fair Minor misalignment or settlement throughout culvert. Ponding (depths less than 5 inches) of water due to sagging or misalignment of pipe sections, end sections dislocated and about to drop off. Four or more sections with offset less than 3 inches.

32 December 2003

4 Poor Significant settlement and misalignment of pipe. Significant ponding (depths less than 6 inches) of water due to sagging or misalignment of pipes sections, end sections dislocated about to drop off. Four or more sections with offset less than 4 inches. Rotation of foundation.

3 Serious Significant ponding (depths greater than 6 inches) of water due to sagging or misalignment of pipes sections, end section drop off has occurred. Four or more sections with off sets greater than 4 inches.

2 Critical Culvert not functioning due to alignment problems throughout

1 Imminent Failure

Culvert partially collapsed or collapse is imminent.

0 Failed Culvert collapsed

Alignment - Masonry Structures


9 Excellent New Condition

8 Very Good Straight lines between masonry units

7 Good Generally good; minor misalignment at joints; no settlement

6 Satisfactory Fair, minor misalignment or settlement

5 Fair Generally fair; minor misalignment or settlement

4 Poor Marginal; significant settlement and misalignment

3 Serious Poor with significant ponding of water due to sagging or misaligned masonry units; end section drop off has occurred

2 Critical Critical; culvert not functioning due to severe misalignment

1 Imminent Failure

Structure partially collapsed or collapse is imminent

0 Failed Structure collapsed

33 December 2003

Item 3. Shape (for flexible culverts only) The barrel of the culvert for shall be inspected for evidence of flattening, buckling, bulging, out-of-roundness and other signs that the shape is not equal to original design. The Shape rating should be used for flexible culvert structures and left blank for rigid culverts. Rigid structures do not deflect appreciably before cracking or fracturing and therefore shape inspections are of little value. Defects in the culvert barrel for rigid structures will be rated under other items. The shape inspection should begin by approaching the culvert from the ends and sighting the sides and top. Also check for signs of pavement depression, guardrail movement, or gaps between headwalls and the pipe barrel. An important feature to observe and measure when inspecting flexible culverts is the cross-sectional shape of the culvert barrel. The shape rating for the culvert is to account for irregularities transverse to culvert barrel. Dimensional checks should be made for suspect structures and these dimensions monitored over time. If there is instability of the backfill, the pipe will continue to change shape. A critical area for the inspection of long span metal culverts is at the 2 o’clock and 10 o’clock locations. An inward bulge at these locations may indicate potential failure of the structure. When distortion or curve flattening is apparent, the extent of the flattened area, in terms of arc length, length of culvert affected, and the location of the flattened area should be described in the inspection report. The length of the chord across the flattened area and the middle ordinate of the chord should be measured and recorded. The chord and middle ordinate measurements can be used to calculate the curvature of the flattened area using the formula shown in the appendix. For structures with shallow cover, the inspector shall make observations of the culvert with a few live loads passing over it. Discernible movement in the structure may indicate possible instability and a need for more in-depth investigation. The number of measurement locations depends upon the size and condition of the structure. Long-span culverts should normally be measured at the end and at 25-foot intervals. Measurements may be required at more frequent intervals if significant shape changes are observed. The smaller pipe culverts can usually be measured at longer intervals than long-span culverts. Metering programs might be needed to determine the rate of movement. Arches Arches are fixed on concrete footings, usually below or at the springline. The springline is a line connecting the outermost points on the sides of a culvert. This difference between pipes and arches means that an arch tends to deflect differently during the placement of backfill. Backfill forces tend to flatten the arch sides and peak its top because the springline cannot move inward like the wall of a round pipe. As a result, important shape factors to look for in an arch are flattened sides, peaked crown, and a flattened top arc. Another important shape factor in arches is symmetry. If the arch was erected with the base channels not square to the centerline, it can cause a racking of the cross section. A racked cross-section is one that is not symmetrical about the centerline of the culvert. One side tends to flatten; the other side tends to curve more while the crown moves laterally and possibly upward. If these distortions are not corrected before backfilling the arch, they usually get worse as backfill is placed.

34 December 2003

Arches in fair to good condition will have the following characteristics: a good shape appearance with smooth and symmetrical curvature, and a rise within three to four percent of design. Marginal condition would be indicated when the arch is significantly non-symmetrical, when arch height is five to seven percent less or greater than design, or when side or top plate flattening has occurred such that the plate radius is 50 to 100 percent greater than design. Arches in poor to critical condition will have a poor shape appearance including significant distortion and deflection, extremely non-symmetrical shape, severe flattening (radius more than 100 percent greater than design) of the sides or top plates, or a rise more than eight percent greater or less than the designed rise. Guidelines for measurements are given in the appendix. Corrugated Metal Box Culverts The key shape factor in a box culvert is the top arc. The design geometry is clearly very “flat” to begin with and therefore does not allow much room for deflection. The span at the top is also important and can only tolerate very minor increases. The side plates often deflect slightly inward or outward. Generally an inward deflection would be the more critical as an outward movement would be restrained by soil. Shape factors to be checked visually include flattening of top arc, outward movement of sides, or inward deflection of the sides. The inspector should note the visual appearance of the shape and should measure and record the rise and the horizontal span at the top of the straight legs. If the rise is more or less than 1 ½ percent of the design rise, the curvature of the large top radius should be checked. Guidelines for measurements are given in the appendix. Plastic Pipe There are several definitions that are unique to describing shape defects in plastic pipe. Deflection - a deviation from the original design shape without the formation of sharp peaks or valley Buckling - a bend, warp or crumpling. The following are forms of buckling:

Hinging-Used to describe yielding of the material due to excessive bending moment in the pipe wall. Pipe wall exhibits a sharp crease pointed inward or outward. Hinges usually form at the 3 o’clock and 9 o’clock positions. Wall Crushing- Used to describe yielding in the wall produced by excessive compressive stresses. Pipe wall exhibits a wrinkled effect. Dimpling- Used to describe a wavy or waffling pattern that occurs in the inner wall of the pipe due to local instability.

35 December 2003

Shape - Corrugated Metal Culverts


9 Excellent New Condition. May exhibit minor damage along edge of inlet or outlet due to construction

8 Very Good Smooth curvature in barrel; span dimension within 1 percent of design

7 Good Top half of pipe smooth but minor flattening of bottom; span dimension within 2.5 percent of design

6 Satisfactory Smooth curvature in top half, bottom flat, span dimension up to 5 percent greater than design

5 Fair Generally fair, significant distortion in top in one location; bottom has slight reverse curvature in one location but generally fair, span dimension up to 10 percent greater than design. Non-symmetric shape.

4 Poor Marginal significant distortion throughout length of pipe, lower third may be kinked, span dimension up to 15 percent greater than design, noticeable dip in guardrail over pipe.

3 Serious Poor, extreme deflection at isolated locations, flattening at top of arch or crown; bottom has reverse curvature throughout; span dimension more than 15 percent greater than design. Extreme non-symmetric shape

2 Critical Critical, extreme distortion and deflection throughout pipe; span dimension more than 20 percent greater than design critical

1 Imminent Failure

Structure partially collapsed with crown in reverse curve

0 Failed Structure collapsed

36 December 2003

Shape - Plastic Pipe Culverts


9 Excellent Smooth wall, deflection less than one 2% from original shape.

8 Very Good Smooth wall, deflection less than 5% from original shape

7 Good Relatively smooth wall, deflection less than 5% from original shape.

6 Satisfactory Minor dimpling appearing at isolated small area (less than 1/16 of circumference area and 1 foot in length). Dimpling less than 1/4 inch deep. Pipe deflection less than 10% from original shape

5 Fair Minor dimpling appearing over 1/16 to 1/8 of circumference area and 2 feet in length. Dimples between 1/4 and 1/2 inch deep. Pipe deflection less than 12.5% from original shape.

4 Poor Wall Crushing or hinging occurring with lengths less than 3 feet. Pipe deflection less than 15% from original shape.

3 Serious Wall Crushing or hinging occurring with lengths greater than 3 feet. Moderate degree of dimpling appearing. Dimples more than 1/2 inch deep. Wall tearing/cracking in the buckled region. Pipe deflection less than 20% from original shape.

2 Critical Wall Crushing or hinging occurring over the majority of the length of pipe under the roadway. Moderate degree of dimpling appearing. Dimples more than 1/2 inch deep. Wall tearing/cracking in the buckled region. Pipe deflection greater than 20% from original shape. Severe dimpling accompanied with wall splits.

1 Imminent Failure



37 December 2003

Item 4. Seams or Joints Key factors to look for in the inspection of seams and joints are indications of backfill infiltration and water exfiltration. Excessive seepage through an open joint can cause soil infiltration or erosion of the surrounding backfill material reducing lateral support. Inspection will require a flashlight. Open joints may be probed with a small rod or flat rule to check for voids. Joint defects shall be recorded. Joint defects include:

1. Open joints 2. Seepage at the joints 3. Surface sinkholes over the culvert

Seepage along the outside of the culvert barrel may remove supporting material. This process is referred to as “piping”, since a hollow cavity similar to a pipe is often formed. Piping can also occur through open joints. Piping is controlled by reducing the amount and velocity of water seeping along the outside of the culvert barrel. This may require watertight joints and in some cases anti-seep collars. Good backfill material and adequate compaction of that material are also important. Corrugated Metal Multi-plate Structures Seams are rated for corrugated metal, multiplate structures. All bolted splice seams should be checked for loose, missing or severely corroded bolts, cusping at overlap, and tears or cracks in metal at the bolt lines. Circumferential Seams - The circumferential seams in helical pipe, like joints in factory pipe, do not carry ring compression thrust in the pipe. They do make the conduit one continuous structure. Distress in these seams is rare and will ordinarily be the result of a severe differential deflection or distortion problem or some other manifestation of soil failure. For example, a steep sloping structure through an embankment may be pulled apart longitudinally if the embankment moves down. Plates should be installed with the upstream plate overlapping the downstream plate to provide a “shingle” effect in the circumferential seam. Seam distress is important to note during inspections since it would indicate a basic problem of stability in the fill. Circumferential seam distress can also be a result of foundation failure, but in such cases should be clearly evident by the vertical alignment. Longitudinal Seam Defects in Structural Plate Culverts - Longitudinal seams should be visually inspected for open seams, cracking at bolt holes, plate distortion around the bolts, bolt tipping, cocked seams, cusped seams, and for significant metal loss in the fasteners due to corrosion. In riveted or spot welded pipes, the seams are longitudinal and carry the full ring compression in the pipe. These seams, then, must be sound and capable of handling high compression forces. When inspecting the longitudinal seams of bituminous-coated corrugated metal culverts, cracking in the bituminous coating may indicate seam separation. Seam Defects in Structural Plate Culverts:

(1) Loose Fasteners - Seams should be checked for loose or missing fasteners. For steel structures the longitudinal seams are bolted together with high-strength bolts in two rows; one row in the crests and one row in the valleys of the corrugations. These are

38 December 2003

bearing type connections and are not dependent on a minimum clamping force of bolt tension to develop interface friction between the plates. Fasteners in steel structural plate may be checked for tightness by tapping lightly with a hammer and checking for movement.

For aluminum structural plate, the longitudinal seams are bolted together with normal strength bolts in two rows with bolts in the crests and valleys of both rows. These seams function as bearing connections, utilizing bearing of the bolts on the edges of holes and friction between the plates.

(2) Cocked and Cusped Seams - The longitudinal seams of structural plate are the

principal difference from factory pipe. The shape and curvature of the structure is affected by the lapped bolted longitudinal seam. Improper erection or fabrication can result in cocked seams or cusped effects in the structure at the seam. Slight cases of these conditions are fairly common and frequently not significant. However, severe cases can result in failure of the seam or structure. When a cusped seam is significant the structure's shape appearance and key dimensions will differ significantly from the design shape and dimensions. The cusp effect should cause the structure to receive very low ratings on the shape inspection if it is a serious problem. A cocked seam can result in loss of backfill and may reduce the ultimate ring compression strength of the seam.

(3) Seam Cracking - Cracking along the boltholes of longitudinal seams can be serious if

allowed to progress. As cracking progresses, the plate may be completely severed and the ring compression capability of the seam lost. This could result in deformation or possible failure of the structure. Longitudinal cracks are most serious when accompanied by significant deflection, distortion, and other conditions indicative of backfill or soil problems. Longitudinal cracks are caused by excessive bending strain, usually the result of deflection. Cracking may occasionally be caused by improper erection practices such as using bolting force to “lay down” a badly cocked seam.

(4) Bolt Tipping - The bolted seams in structural plate culverts only develop their

ultimate strength under compression. Bolt tipping occurs when the plates slip. As the plates begin to slip, the bolts tip, and the boltholes are plastically elongated by the bolt shank. High compressive stress is required to cause bolt tipping. Structures have rarely been designed with loads high enough to produce a ring compression that will cause bolt tip. However, seams should be examined for bolt tip particularly in structures under higher fills. Excessive compression on a seam could result in plate deformations around the tipped bolts and failure is reached when the bolts are eventually pulled through the plates.

Corrugated Metal, Concrete, and Plastic Pipe Joints are rated for factory pipe and serve to maintain the water conveyance of the culvert from section to section, to keep the pipe sections in alignment, keep the backfill soil from infiltrating, and to help prevent sections from pulling apart. Masonry Culverts Joints are rated for masonry culverts for mortar cracks, water exfiltration, backfill infiltration,

39 December 2003

vegetation in the cracks, and misalignment due to lack of mortar. Seams or Joints - Corrugated Metal, multi-plate


9 Excellent Minor amounts of efflorescence or staining

8 Very Good Light surface rust on bolts due to loss of galvanizing, efflorescence staining

7 Good Metal has cracking on each side of the bolt hole less than 3 in a seam section. Minor seam openings less than 1/8 inch. Potential for backfill infiltration. More than 2 missing bolts in a row. Rust scale around bolts.

6 Satisfactory Evidence of backfill infiltration through seams

5 Fair Moderate cracking at boltholes along a seam in one section. Backfill being lost through seam causing slight deflection. More than 6 missing bolts in a row or 20% along the total seam.

4 Poor Major cracking of seam near crown. Infiltration of backfill causing major deflection. Partial cocked and cusped seams. 10% section loss to bolt heads along seams

3 Serious Longitudinal cocked and cusped seams and/or metal has 3 inch crack on each side of the bolt hole run total length of culvert. Missing or tipping bolts.

2 Critical Seam cracked from bolt to bolt; significant amounts of backfill infiltration.

1 Imminent Failure



NOTE: Write in the space provided the size of the gaps or cusps and the number and length of cracks.

40 December 2003

Seams or Joints - Corrugated Metal, Concrete, Plastic Pipe, and Masonry Culverts


9 Excellent Straight line between sections.

8 Very Good No settlement or misalignment; Tight with no defects apparent

7 Good Minor misalignment at joints; off sets less than 1/2 inch. Possible minor infiltration of fills no settlement. Minor distress to pipe material adjacent to joint. Shallow mortar deterioration at isolated locations

6 Satisfactory Minor backfill infiltration due to slight opening at joints; minor cracking or spalling at joints allowing exfiltration. Dislocated end section. Extensive areas of shallow deterioration; missing mortar at isolated locations; possible infiltration or exfiltration; minor cracking

5 Fair Joint open and allowing backfill to infiltrate; significant cracking, spalling, buckling of pipe material. Joint offset less than 3 inches. End sections dislocated about to drop off mortar generally deteriorated, loose or missing mortar at isolated locations, infiltration staining apparent

4 Poor Differential movement and separation of joints, significant infiltration or exfiltration at joints. Joint offset less than 4 inches. Voids seen in fill through offset joints. End sections dropped off at inlet. Mortar severely deteriorated, significant loss of mortar, significant infiltration or exfiltration between masonry units

3 Serious Significant openings, dislocated joints in several locations exposing fill material with joint offsets greater than 4 inches. Infiltration or exfiltration causing misalignment of pipe and settlement or depressions in roadway. Large voids seen in fill through offset joints. Extensive areas of missing mortar, infiltration or exfiltration causing misalignment of culvert and settlement or depressions in roadway

2 Critical Culvert not functioning due to alignment problems throughout. Large voids seen in fill through offset joints.

1 Imminent Failure



41 December 2003

Item 5. Slab The slab is the primary load-carrying member and should be inspected top and bottom for evidence of leakage, deterioration and structural adequacy. The edge of the slab shall not govern the condition rating (approximately the first 12 inches). The inspection of concrete decks for cracks, spalls, and other defects is primarily a visual activity. However, hammers and chain drags can be used to detect areas of delamination. A delaminated area will have a distinctive hollow “clacking” sound when tapped with a hammer or revealed with a chain drag. A hammer hitting sound concrete will result in a solid “pinging” type sound. Documentation should be placed on the form stating if the reinforcing steel bars are exposed on all surfaces. Note length, number of bars exposed, and location. Common concrete deck defects are:

1. Cracking 2. Scaling 3. Delamination 4. Spalling 5. Efflorescence 6. Honeycombs 7. Pop-outs 8. Wear 9. Collision damage 10. Abrasion 11. Reinforcing steel corrosion



8 Very Good Minor scaling (less than 1/8 inch deep over 5% of deck surface). Hairline cracking without rust staining or delaminations; no dampness, no leakage, no spalling. Isolated damage from construction.

7 Good Hairline cracking w/ no single crack greater than 1/16 inch without rust staining parallel to the direction of traffic; light scaling on less than 10% of exposed area (less than 1/8 inch deep). Delaminated/Spalled area less than 1% of surface area (not including slab edges); Isolated damage from construction or vehicle impact.

Note: Slab may have a single large crack (less than 3/16 inch) on bottom surface parallel to the direction of traffic

42 December 2003

6 Satisfactory Transverse cracks evident on bottom side (spacing 10' to 20'), some could be leaking. Some spalling may be present (1% - 10% of total deck area). Hairline map cracking combined with molted areas. Cracks (less than 1/8 inch) parallel to traffic with minor efflorescence or minor amounts of leakage. Scaling on less than 20% of slab area (less than 1/4 inch deep). Spalled areas with exposed reinforcing less than 5% of slab area. Additional Delaminated/Spalled areas less than 10% of surface area (not including slab edges).

5 Fair Map cracking. Cracks (less than 1/8 inch parallel to traffic, less than 1/16 inch transverse to traffic) with efflorescence and/or rust stain, leakage and molted areas. Scaling on less than 30% of exposed area (less than 3/16 inch deep). Spalled areas with exposed reinforcing less than 10%. Total delaminated/spalled areas less than 20% of surface area (not including slab edges).

4 Poor Surface patches over at least 25% of deck area. Steel plates covering full depth holes. Map cracking with dark/damp areas and effloresces over at least 30% of deck bottom. Several transverse cracks open more than 1/8 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Included in distressed areas, reinforcing steel bars have extensive section losses (greater than 10% of original diameter) for more than 4 adjacent bars. Total delaminated/spalled areas less than 25% of surface area (not including slab edges).

3 Serious Same as “Poor” description except: Included in distressed areas reinforcing steel bars have extensive section losses (greater than 20% of original diameter) for more than 5 adjacent bars.

2 Critical Full depth holes. Cracking and white efflorescence. Total delaminated, spalled, map cracking and punky concrete areas are greater than 50% of surface area. Reinforcing steel bars have extensive section losses (greater than 30% of original diameter) for more than 10 adjacent bars. Included in distressed areas reinforcing steel bars. Additional dark and damp areas over at least 50% of deck.

1 Imminent Failure

Slab partially collapsed or collapse is imminent.

0 Failed Total failure of Slab.

43 December 2003

Item 6. Abutment An abutment is a substructure unit located at the ends of a bridge or slab culvert. Its function is to provide end support for the bridge and to retain the approach embankment. Wingwalls are also located at the ends of a bridge or culvert. Their function is only to retain the approach embankment and not to provide end support for the bridge. Wingwalls are considered part of the abutment component only if they are integral with the abutment. When there is an expansion joint or construction joint between the abutment and the wingwall, that wingwall is defined as an independent wingwall and not considered in the evaluation of the abutment component. The wingwall will be rated under Item 7. Headwalls, Endwalls, or Wingwalls. Inspection procedures for abutments involves material deterioration and settlement. However, because stability is a paramount concern, checking for various forms of movement is required. The most common problems observed during the inspection of abutments are:

1. Vertical movement 2. Lateral movement 3. Rotational movement 4. Material defects 5. Scour of the foundation 6. Drainage system malfunction

Abutment - Concrete



8 Very Good Minor scaling (less than 1/8 inch deep over 5% of concrete surface). Hairline cracking without rust staining or delaminations no dampness, no leakage, no spalling. Isolated damage from construction.

7 Good Hairline cracking. No single crack greater than 1/16 inch without rust staining; light scaling on less than 10% or exposed area (less than 1/8 inch deep) Delaminated/Spalled area less than 1% of surface area.

Note: abutment may have a single vertical large crack (less than3/16 inch).

6 Satisfactory Hairline map cracking combined with molted areas. Horizontal and diagonal cracks (less than 1/8 inch) with minor efflorescence or minor amounts of leakage. Scaling on less than 20% of slab area (less than 1/4 inch deep). Spalled areas with exposed reinforcing less than 5% of slab area. Additional Delaminated/Spalled areas less than 10% of surface area. Minor differential settlement.

44 December 2003

5 Fair Map cracking. Cracks (horizontal cracks less than 1/8 inch, diagonal cracks less than 1/16 inch) with efflorescence and/or rust stain, leakage and molted areas. Scaling on less than 30% of exposed area (less than 3/16 inch deep). Spalled areas with exposed reinforcing less than 10%. Total delaminated/spalled areas less than 20% of surface area. Moderate differential or rotational settlement.

4 Poor Map cracking with dark/damp areas, effloresces and unsound concrete over 30% of abutment face. Several horizontal and diagonal cracks open more than 1/8 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Included in distressed areas reinforcing steel bars have extensive section losses (greater than 10% of original diameter) for more than 4 adjacent bars. Total delaminated/spalled areas less than 25% of surface area. Severe differential or rotational settlement.

3 Serious Map cracking with dark/damp areas and effloresces over at least 40% of abutment face. Several transverse cracks open more than 1/4 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Reinforcing steel bars have extensive section losses (greater than 10% of original diameter) for more than 4 adjacent bars. Total delaminated/spalled areas less than 25% of surface area. Included in distressed areas reinforcing steel bars have extensive section losses (greater than 20% of original diameter) for more than 5 adjacent bars. Severe differential or rotational settlement.

2 Critical Cracking and white efflorescence. Total delaminated, spalled, map cracking and unsound concrete areas are greater than 50% of surface area. Reinforcing steel bars have extensive section losses (greater than 30% of original diameter) for more than 10 adjacent bars. Included in distressed areas reinforcing steel bars. Extreme differential or rotational settlement.

1 Imminent Failure

Partially collapsed abutment

0 Failed Total failure of abutment

45 December 2003

Abutment – Masonry


9 Excellent No signs of distress, Minor spalling of stone surface.

8 Very Good Minor spalling of stone surface. Scaling on of stone surface less than 1/2 inch.

7 Good Diagonal or vertical shear crack in isolated stones. Fracture of stone surface less than 2 inches.

6 Satisfactory Diagonal or vertical shear crack through several courses of stone with some minor displacement. Spalls along edge of seat area

5 Fair Diagonal or vertical shear crack through several courses of stone with displacement. Displacement may be bulge or leaning stones. Total displacement is less than 1/4 of stone depth.

4 Poor Settlement causing diagonal or vertical shear crack through several courses of stone with displacement. Total displacement is less than 1/3 of stone depth. Large fractures or erosion of stone surfaces less than 5 inches on several adjacent stones. Spalls on beam seats causing reduced bearing area.

3 Serious Large unsound areas Several stones are displaced or missing. Misalignment of mortar joints. Large fractures or erosion of stone surfaces greater than 5 inches. Spalls on beam seats causing reduced bearing area.

2 Critical Numerous missing or displaced stones. Displacements greater than 1/3 of stone depth. Partially collapsed wingwall.

1 Imminent Failure

Partially collapsed abutment

0 Failed Total failure of abutment

46 December 2003

Item 7. Headwalls Headwalls, endwalls, or wingwalls are designed to retain the embankment, prevent the water from undermining the culvert ends, prevent piping around the culvert, and improve the hydraulic capacity of the culvert. The inlets and outlets of culverts may require protection to withstand the hydraulic forces exerted during peak flows. Inlet ends of flexible pipe culverts, which are not adequately protected or anchored, may be subject to entrance failures due to buoyant forces. The outlet may require energy dissipaters to control erosion and scour and to protect downstream properties. High outlet velocities may cause scour, which undermines the endwall, wingwalls, and culvert barrel. This erosion can cause end-section drop-off in rigid sectional pipe culverts. Seepage along the outside of the culvert barrel may remove supporting material. This process is referred to as “piping”, since a hollow cavity similar to a pipe is often formed. Piping can also occur through open joints. Piping is controlled by reducing the amount and velocity of water seeping along the outside of the culvert barrel. This may require watertight joints and in some cases anti-seep collars. Good backfill material and adequate compaction of that material are also important. All headwalls, endwalls, or wingwalls are checked for deterioration, settlement, undercutting and signs of failure. End treatments should be inspected like any other structural component. Their effectiveness can directly affect the performance of the culvert. Check for evidence of scour or undermining around footings and at inlet and outlet of culvert. Stone end treatment types use wingwalls to retain the embankment around the opening. Check stone masonry piers for mortar cracks, water and vegetation in the cracks, and for spalled, split, loose, or missing stones. Wingwalls should be inspected to ensure they are in proper vertical alignment. Wingwalls may be tilted due to settlement, slides, or scour. Refer to the abutment section for rating guidelines for masonry wingwalls. The most common types of end treatments for culverts are: Projections Mitered Pipe end section Concrete wall type (half or full height) Projections - The inspector should indicate the location and extent of any undercutting around the ends of the barrel. The depth of any scouring should be measured with a probing rod. In low flow conditions scour holes have a tendency to fill up with debris or sediment. If no probing rod is used an inspector could mistakenly report less scour than has taken place. Mitered Ends - Inspection items for mitered ends are the same as for projecting ends. Additional care should be taken to measure any deformation of the end. Mitering the end of corrugated pipe culvert reduces its structural capacity. Pipe End Sections - These are typically used on relatively smaller culverts. For inspection purposes, treat the pipe end section as you would a projected end.

47 December 2003

The inspection locations and procedures for most wingwalls are similar to those listed in the abutment section. Many of the problems that occur in abutments are also common in wingwalls, including:

1. Vertical movement 2. Lateral movement 3. Rotational movement 4. Material defects 5. Scour 6. Drainage systems

Note: The rating for this item requires some judgment on the part of the inspector as to the importance of the item. A headwall that is located close to the edge of the road that is acting to retain the road embankment should govern the rating. Likewise, a non-integral wingwall (separated from the headwall by an expansion joint or construction joint) that is further from the edge of the road is not as important to the stability of the culvert. Therefore the condition of the wingwall should not govern the rating.



8 Very Good Minor scaling (less than 1/8 inch deep over 5% of concrete surface). Hairline cracking without rust staining or delaminations no dampness, no leakage, no spalling. Isolated damage from construction. Minor rotation of less than 1/2 inch per foot.

7 Good Hairline cracking. No single crack greater than 1/16 inch. No rust staining; Light scaling on less than 10% of exposed area (less than 1/8 inch deep); Delaminated/Spalled area less than 1% of surface area. Minor rotation of less than 1 inch per foot.

6 Satisfactory Hairline map cracking combined with molted areas. Cracks (horizontal cracks less than 1/8 inch, diagonal cracks less than 1/16 inch) with minor efflorescence or minor amounts of leakage. Scaling on less than 20% of slab area (less than 1/4 inch deep). Spalled areas with exposed reinforcing less than 5% of slab area. Additional Delaminated/Spalled areas less than 10% of surface area. Minor differential settlement. Barrel pulling away from headwall (less than 1/2 inch gap)

5 Fair Map cracking. Horizontal and diagonal cracks less than 1/8 inch with efflorescence and/or rust stain, leakage and molted areas. Scaling on less than 30% of exposed area (less than 3/16 inch deep). Spalled areas with exposed reinforcing less than 10%. Total delaminated/spalled areas less than 20% of surface area. Differential or rotational settlement. Barrel pulling away from headwall (less than 1 inch gap)

48 December 2003

4 Poor Map cracking with dark/damp areas, effloresces and unsound concrete over 30% of wall face. Several horizontal and diagonal cracks open more than 1/8 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Included in distressed areas reinforcing steel bars have extensive section losses (greater than 10% of original diameter) for more than 4 adjacent bars. Total delaminated/spalled areas less than 25% of surface area. Severe differential or rotational settlement. Barrel pulling away from headwall (less than 1 inch gap)

3 Serious Map cracking with dark/damp areas and effloresces over at least 40% of wall face. Several transverse cracks open more than 1/4 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Reinforcing steel bars have extensive section losses (greater than 10% of original diameter) for more than 4 adjacent bars. Total delaminated/spalled areas less than 25% of surface area. Included in distressed areas reinforcing steel bars have extensive section losses (greater than 20% of original diameter) for more than 5 adjacent bars. Severe differential or rotational settlement. (Rotation of less than 4 inches per foot)

2 Critical Cracking and white efflorescence. Total delaminated, spalled, map cracking and unsound concrete areas are greater than 50% of surface area. Reinforcing steel bars have extensive section losses (greater than 30% of original diameter) for more than 10 adjacent bars. Included in distressed areas reinforcing steel bars.

1 Imminent Failure

Partially collapsed headwall

0 Failed Total failure of headwall

49 December 2003

Item 8. End Structure End structures include catch basins, inlets, manholes, junction chambers, or other structures that may occur at the end of a culvert or storm sewer. Headwalls are not included under this item and should be rated under Item 7. These structures should be examined for their structural condition, connection with the conduit and their ability to convey water.


9 Excellent No deterioration, like new condition

8 Very Good Minor scaling (less than 1/8 inch deep over 5% of concrete surface). Hairline cracking without rust staining or delaminations no dampness, no leakage, no spalling.

7 Good Hairline cracking. No single crack greater than 1/16 inch. No rust staining; Light scaling on less than 10% of exposed area (less than 1/8 inch deep); Delaminated/Spalled area less than 1% of surface area. Grate or casting less than 1/4 inch off from proper grade. Minor amount of debris in basin (less than one inch).

6 Satisfactory Hairline map cracking combined with molted areas. Cracks (horizontal cracks less than 1/8 inch, diagonal cracks less than 1/16 inch) with minor efflorescence. Spalled areas with exposed reinforcing less than 5% of slab area. Deterioration of small amount of mortar between masonry units (less than 20 percent). Moisture on walls from seepage around cracks or joints. Crack between barrel and structure wall (less than 1/4 inch gap with no infiltration of backfill material). Grate or casting less than 1/2 inch off from proper grade in traffic area. Minor amount of debris in basin (less than two inches).

5 Fair Map cracking. Horizontal and diagonal cracks less than 1/8 inch with efflorescence and/or rust stain, and molted areas. Scaling on less than 30% of exposed area (less than 3/16 inch deep). Spalled areas with exposed reinforcing less than 10%. Total delaminated/spalled areas less than 20% of surface area. Deterioration of mortar between masonry units (less than 20 percent). Leakage around cracks or joints. Crack between barrel and structure wall (less than 1/2 inch gap with no infiltration of backfill material). Grate or casting less than 3/4 inch off from proper grade in traffic area. Debris in basin (less than four inches).

50 December 2003

4 Poor Map cracking with dark/damp areas, effloresces and unsound concrete over 30% of wall face. Several horizontal and diagonal cracks open more than 1/8 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Deterioration of mortar between masonry units (less than 50 percent). Water trickling in through cracks or joints. Crack between barrel and structure wall (up to 3/4 inch gap with infiltration of backfill material). Grate or casting less than 1 inch off from proper grade in traffic area. Debris in basin (blocking up to half of capacity).

3 Serious Map cracking with dark/damp areas and effloresces over at least 40% of wall face. Several transverse cracks open more than 1/4 inch with efflorescence and rust staining. Spalling at numerous locations; extensive surface scaling greater than 1/2 inch. Deterioration of mortar between masonry units (more than 50 percent). Masonry units shifted or missing. Water running in through cracks or joints. Crack between barrel and structure wall (up to 1 inch gap with infiltration of backfill material). Grate or casting more than 1 inch off from proper grade in traffic area. Debris in basin (blocking more than half of capacity).

2 Critical Cracking and white efflorescence. Total delaminated, spalled, map cracking and unsound concrete areas are greater than 50% of surface area. Masonry units missing and wall partially caved in. Barrel separated from structure wall. Grate or casting more than 2 inch off from proper grade or crushed or broken in traffic area. Debris in basin and conduit not visible.

1 Imminent Failure

Partially collapsed structure.

0 Failed Total failure of structure.

51 December 2003

CHANNEL This item describes the physical conditions associated with the flow of water through the culvert, such as stream stability and the condition of the channel, riprap, and slope protection. Be particularly concerned with visible signs of excessive water velocity, which may affect undermining of slope protection or footings, erosion of banks, and realignment of the stream, which may result in immediate or potential problems. Accumulation of drift and debris on the superstructure and substructure should be noted on the inspection form and included in the condition rating. Item 9. Channel Alignment The channel should align with and cause the stream to flow through the center of the structure. The channel alignment is intended to note changes in the channel that cause the flow or channel to shift over time. The culvert may have more than one channel flowing to the inlet such as ditches alongside the roadway. The channel alignment shall be governed by worst case. The channel alignment shall not be down rated if the alignment was designed to be at severe angles. If the channel is designed for severe angles and the culvert is showing signs of distress the appropriate item should reflect this.


9 Excellent Channel is flowing through culvert causing no adverse conditions to channel protection or culvert.

8 Very Good Channel has straight alignment for more than 100 feet upstream. Flow hits protective materials placed to protect culvert material.

7 Good Silt and gravel buildup restricts half of the channel; Tree or bush growing in the channel.

6 Satisfactory Flows through 1 out of 2 pipes; Flows along one abut. Doesn’t flow under center of the culvert; minor curve (20o-40o angle); Deposits causing channel to split into 2 or more small channels. Minor streambed movement evident.

5 Fair Flow hits outside headwall into unprotected embankment. Stream has meandered or has deposited sediment diverting flow causing erosion to embankment (Flow angle between 40o-50o) Trees and brush restrict the channel.

4 Poor Flows into or along wall to expose footing. Stream has meandered or has deposited sediment diverting flow causing erosion to embankment (Flow angle between 50o-70o) Flow enters pipe by other means than designed opening.

3 Serious 80o-90o turns at the bridge causing erosion behind wingwall. Loss of embankment material. Erosion to embankment encroaching on roadway. Lateral movement has changed the waterway to now threaten the culvert and/or approach roadway.

52 December 2003

2 Critical Flow is piping around culvert. Erosion to embankment impacting roadway. The waterway has changed to the extent the bridge is near a state of collapse.

1 Imminent Failure

No flow enters culvert. All of the flow pipes around culvert barrel. Bridge closed because of channel failure.


53 December 2003

Item 10. Protection The method, if any, used to protect the bridge and channel banks from scour and other degradation caused by the stream action. Note and rate the condition of all channel protection.


9 Excellent Embankment protection are not required or are in a stable condition

8 Very Good No noteworthy deficiencies, which affect the condition of the channel protection 100 feet upstream. Banks are protected or well vegetated.

7 Good Channel bank(s) is beginning to slump. Embankment protection has minor damage. Bank protection is in need of minor repairs.

6 Satisfactory Riprap starting to washed away. Minor erosion. Cracked concrete channel protection at inlet of a culvert.

5 Fair Broken up concrete channel protection at inlet of a culvert. Bank protection is being eroded.

4 Poor Channel protection is severely undermined; Stone is completely washed away; Major erosion; Failed concrete channel protection at inlet of a culvert. Bank or embankment protection is severely undermined

3 Serious Channel protection has failed; channel has moved to where the bridge and approach roadway are threatened.

2 Critical Channel protection has failed; channel flow is causing scour effects

1 Imminent Failure

Culvert closed because of channel failure.


54 December 2003

Item 11. Culvert Waterway Blockage Contraction scour and stream bed degradation can be increased due to inadequate waterway areas in the culvert barrel. The geometry of the culvert barrel, the amount of debris carried by the channel during high water periods, and the adequacy of freeboard should be considered in determining waterway adequacy. Check for scour of the stream bed, banks, formation of sandbars, or debris, which could change the direction of flow, or other obstructions, which could influence the adequacy of the waterway opening. Accumulation of drift and debris at the orifice of the culvert should be noted on the inspection form and included in the condition rating. Some culverts installed in recent years were intentionally placed below the normal streambed elevation. This is done to promote the formation of a natural stream bottom through the culvert barrel and is required in some streams for migratory fish species. The burial of the invert should be noted in the construction plans on the culvert detail sheets. When inspecting one of these structures, the rating codes should be adjusted accordingly.


9 Excellent No blockage or as designed condition

8 Very Good Minor amounts of sediment build-up with no appreciable loss of opening

7 Good Culvert waterway blockage is less than 5% of the cross sectional area of the opening. Banks and/or channel have minor amounts of drift.

6 Satisfactory Culvert waterway blockage is less than 10% of the cross sectional area of the opening. Sediment buildup causing flow thru one of 2 pipes; Silt and Gravel buildup restricts half of the channel; Tree or bush growing in the channel; Fence placed at inlet or outlet; Rock dams in culvert.

5 Fair Culvert waterway blockage is less than 30%. Tree or bush growing in the channel; Fence placed at inlet or outlet; Rock dams in culvert. Trees and brush restrict the channel.

4 Poor Culvert waterway blockage is less than 40%. Occasional overtopping of roadway. Large deposits of debris are in the waterway.

3 Serious Culvert waterway blockage is less than 80%. Overtopping of roadway with significant traffic delays.

2 Critical Culvert waterway blockage is approximately 80%. Frequent overtopping of roadway with significant traffic delays.

1 Imminent Failure

Culvert waterway completely blocked and causing water to pool. Road closed because of channel failure.


55 December 2003

Item 12. Scour The removal of a streambed or bank area by stream flow is called scour. The inspector should indicate the location and extent of any undercutting around the ends of the barrel. The depth of any scouring should be measured with a probing rod. In low flow conditions scour holes have a tendency to fill up with debris or sediment. Water flowing along the outside of a culvert can remove supporting material. This is referred to as piping and it can lead to the culvert end being unsupported. If not repaired in time, piping can cause cantilevered end portions of the culvert to bend down and restrict the stream flow. In arches with no invert slab, the inspector should check for erosion and undermining of the footings and look for any indication of rotation of the footing. Check for evidence of scour or undermining around footers and at the inlet and outlet of culvert.


9 Excellent No evidence of scour at either inlet or outlet of culvert.

8 Very Good Minor scour holes developing at inlet or outlet. Scour protection placed.

7 Good Minor scour holes developing at inlet or outlet. Top of footings is exposed. Probing indicates soft material in scour hole.

6 Satisfactory Minor scour holes developing at inlet or outlet (1' or less deep). Footings along the side are exposed (less than 6 inches). Damage to scour counter measures. Probing indicates soft material in scour hole.

5 Fair Minor scour holes developing at inlet or outlet (2' or less deep). Footings along the side are exposed (less than 12 inches). Damage to scour counter measures. Probing indicates soft material in scour hole.

4 Poor Significant scour holes developing at inlet or outlet (less than 3' deep). Does not appear to be undermining cutoff walls or headwalls. Bottom of footing is exposed. Major stream erosion behind headwall that threatens to undermine culvert.

3 Serious Major scour holes at inlet or outlet (3' or deeper) undermining cutoff walls or headwalls. Footing is undermined

2 Critical Streambed degradation causing severe settlement.

1 Imminent Failure

Culvert closed because of channel failure.

0 Failed Total failure of culvert because of channel failure

56 December 2003

APPROACHES A smooth transition is important for the reduction of impact forces acting upon the culvert and for driving safety. The inspector shall note difference in elevations between pavement over and around the culvert area. The approach roadway and embankment should also be inspected for the following functional requirements: 1. Alignment 2. Adequate shoulder profile 3. Safety features Defects in the approach pavement and embankment may be indicators of possible structural or hydraulic problems in the culvert. The approach pavement and embankment should be inspected for the following conditions: 1. Sag in roadway or guardrail 2. Cracks in pavement 3. Pavement patches or evidence that roadway has settled 4. Erosion or failure of side slopes Approach roadways should be examined for sudden dips, cracks, and sags in the pavement. These usually indicate excessive deflection of the culvert or inadequate compaction of the backfill material. New pavement can temporarily hide approach problems. It is advisable for the inspector to have previous inspection reports that may indicate the age of the present overlay. It is important to note that not all defects in the approach roadways have an adverse affect on the culvert. Deterioration of the pavement may be due to excessive traffic and no other reason. Item 13. Pavement Note and rate the condition of the approach pavement.


9 Excellent No noticeable defects

8 Very Good Hairline cracks in pavement. Minor scaling.

7 Good Minor problems. Very small potholes, no settlement.

6 Satisfactory Minor pavement deterioration, minor potholes, cracking or minor settlement.

5 Fair Minor cracking, spalling. Moderate potholes, cracking, with settlement and misalignment.

4 Poor Broken pavement with settlement and misalignment.

3 Serious Major potholes and settlement. Repairs required immediately.

2 Critical Significant pavement settlement/cracking. Embankment washed out next to pavement.

57 December 2003

1 Imminent Failure

Road Closed. Impending pavement and/or embankment failure.

0 Failed Road Closed. Embankment and/or pavement failed, impassable.

58 December 2003

Item 14. Guardrail The condition of the approach guardrail should be inspected as to condition and for sag in the alignment that may indicate settlement or embankment slips. Check for integrity of posts and condition of the rail panels.


9 Excellent Guardrail is free from deficiencies. Minor discoloration.

8 Very Good No noteworthy deficiencies, which affect the condition of the guardrail 100 feet from the end of the culvert.

7 Good Minor deficiencies, which affect the condition of the guardrail 100 feet from the end of the culvert. Misalignment of one or two guardrail posts.

6 Satisfactory Minor collision damage; minor decay of posts; Guardrail is noticeably higher or lower than the standard 27 inches; Guardrail panels are very rusty; Several blockouts are missing. Misalignment of up to 3 posts in a row.

5 Fair Major collision damage; 20% loss of section of posts due to decay; Several guardrail panels are not attached to posts. Poor installation of guardrail end assembly. Misalignment of up to 5 posts in a row.

4 Poor Collision damage; 30% loss of section of posts due to decay; Several guardrail panels are not attached to posts. Poor installation of guardrail end assembly. Misalignment of up to 6 posts in a row.

3 Serious Major collision damage; 50% loss of section of posts due to decay; Several guardrail panels are not attached to posts. Poor installation of guardrail end assembly. Misalignment of more than 6 posts in a row.

2 Critical Guardrail is no longer functioning; Major decay of post (90%)

1 Imminent Failure

Guardrail partially collapsed

0 Failed Total failure guardrail

59 December 2003

Item 15. Embankment The general condition of the approach embankment shall be inspected for indications of settlement, bulging, and erosion from stream scour or saturation from entrapped water due to poor drainage. The embankment around the culvert entrance and exit should be inspected for slide failures. Check for debris at the inlet and outlet and within the culvert.


9 Excellent No noteworthy deficiencies which affect the condition of the embankment up to 100 feet away from the culvert

8 Very Good Minor rutting from drainage. Vegetation intact.

7 Good Moderate rutting from drainage. Minor amount of bare soil exposed.

6 Satisfactory Minor erosion caused by drainage.

5 Fair Erosion caused by drainage or channel; Evidence of foundation settlement; Erosion to embankment impacting guardrail performance or encroaching on shoulder.

4 Poor Major erosion caused by drainage or channel; Evidence of foundation settlement; Erosion to embankment impacting guardrail performance or encroaching on shoulder.

3 Serious Shoulder eroded away. Guardrail post anchor undermined greater than 3 posts in a row

2 Critical A lane of traffic is closed due to embankment failure; Several guardrail posts are hanging due to major channel erosion.

1 Imminent Failure

Embankment failure could allow loss of culvert

0 Failed Embankment failed. Road Closed.

60 December 2003

Item 16. Level of Inspection The inspection form should indicate the level of inspection used.

Code Description

X Inspection from ends of culvert. (Non-entry)

M Manned Entry inspection

V Video inspection

61 December 2003

GENERAL General Appraisal and Operational Status This is a two-part item. The first box is for coding the general, overall condition of the culvert. The second box is for coding the operational status of the culvert. The general appraisal will be based on the existing condition of the culvert as compared to its as-built condition. The load carrying capacity will not be used in evaluating condition items. The fact a culvert was designed for less than current legal loads and may be posted will have no influence upon condition ratings. The determination of which code applies to each of the items will be based on evaluation of all relevant factors and information. When rating an item, it is not necessary that all listed conditions be met to arrive at a numerical rating. It is recognized that there are unique situations where judgment will be required. Portions of culverts that are being supported or strengthened by temporary members will be rated based on their actual condition, i.e. the temporary members are not considered in the rating of the item. This rating is the same as the lowest rating of items with a bold outline on the CR-86 form. General Appraisal

Code Description

9 As built condition

8 Very good condition - no problems noted

7 Good condition - some minor problems

6 Satisfactory condition - structural elements show some deterioration

5 Fair condition - all primary structural elements are sound, but may have minor section loss

4 Poor condition - advanced section loss, deterioration, or spalling

3 Serious condition - loss of section, deterioration, or spalling have seriously affected primary structural components

2 Critical condition - advanced deterioration of primary structural elements. Culvert should be closed or closely monitored, until corrective action is taken

1 “Imminent” failure condition - major deterioration or section loss present on structural components. Culvert is closed to traffic.

0 Failed condition - out of service - beyond corrective action

62 December 2003

Operational Status

Code Description

A Open, no restriction

B Open, posting recommended but not legally implemented (all signs not in place)

C Under construction, half of the existing culvert is open to traffic (half-width construction)

D Open, would be posted or closed except for temporary shoring, etc. to allow for unrestricted traffic

E Open; temporary structure in place to carry legal loads while original structure is closed and awaiting replacement or rehabilitation

G New structure not yet open to traffic

K Culvert closed to all traffic

P Posted for load-carrying capacity restriction (may include other restrictions)

R Posted for other than load-carrying capacity restriction (speed, number of vehicles on bridge, etc.)

X Culvert closed for reasons other than condition or load-carrying capacity

Inspected By The Culvert Inspector shall sign and date the inspection report. The Culvert Inspector will also type or print their name directly under the signature. The Culvert Inspector shall meet the qualifications listed at the beginning of this section. Reviewed By The Culvert Inspection Reviewer shall sign and date the inspection report. The Culvert Inspection Reviewer shall meet the qualifications listed at the beginning of this section. In cases where the inspection is performed by a consultant, the report should contain a signature along with the firm's name. The reviewed date must always be subsequent to the inspected date. It should be noted that all changes made by the reviewer shall be done with the inspector’s knowledge.

63 December 2003

MAINTENANCE AND REPAIR Maintenance and Repair (M&R) list: A listing of potential maintenance and repair items is provided below. The Culvert Inspector should select all applicable items from the list based on the field observations and record these on the CR-86 form. The Culvert Inspection Reviewer should use this list, along with other notes from the inspection and if necessary, a field investigation, to determine which items should be made Work Orders for M&R activities. The following codes may be used: PGAC Activity Title Unit of measure 6132 Repairing Curbs, Gutters, and Paved Ditches Linear Feet 6134 Repairing Slips and Slides Square Yards 6135 Ditch and Shoulder Relocation Square Yards 6141 Cleaning and Reshaping Ditches Linear Feet 6142 Cleaning Channels Linear Feet 6143 Cleaning Drainage Structure Each 6144 Repairing / Replacing Drainage Structure Each 6145 Tiger Ditching Linear Feet 6146 Underdrain Maintenance Each 6164 Cleaning Channels/Removing Debris Each Structure 6224 Seeding, Sodding, and Fertilizing Square Yards 6232 Litter Pick Up Bags 6233 Guardrail Repair Linear Feet 6331 Berm Betterment Square Yards 6335 Roadside Betterment Each 6343 Culvert Betterment Linear Feet 6344 Catch Basin Repair, Replacement Each

64 December 2003

REFERENCES Bridge Inspector’s Reference Manual. Federal Highway Administration, 2002. Bridge Inspection Manual. Ohio Department of Transportation 2001. Culvert Inspection Manual. Report No. FHWA-IP-86-2, Federal Highway Administration 1986. Evaluation Procedures for Corrugated Metal Structures (In-Situ), Report No. FHWA/OH-89/005, Bowser-Morner, Inc. 1989. Handbook of Steel Drainage & Highway Construction Products. American Iron and Steel Institute 1994. Confined Space Entry Program. Ohio Department of Transportation 2003. Alternate Entry Procedures for Culvert Entry. Ohio Department of Transportation 2004.

APPENDIX A Measurements of corrugated metal culverts The corrugated metal culvert barrel depends on the backfill or embankment to maintain its proper shape and stability. When the backfill does not provide the required support, the culvert will deflect, settle, or distort. Shape changes in the culvert therefore provide a direct indication of the adequacy and stability of the supporting soil envelope. By periodic observation and measurement of the culvert's shape, it is possible to verify the adequacy of the backfill. The design or theoretical cross- section of the culvert should be the standard against which field measurements and visual observations are compared. If the design cross section is unknown, a comparison can be made between the unloaded culvert ends and the loaded sections beneath the roadway or deep fills. This can often provide an indication of structure deflection or settlement. Symmetrical shape and uniform curvature around the perimeter are generally the critical factors. If the curvature around the structure becomes too flat, and/or the soil continues to yield under load, the culvert wall may not be able to carry the ring thrust without either buckling inward or deflecting excessively to the point of reverse curvature. Either of these events leads to partial or total failure. Corrugated metal pipes can change shape safely within reasonable limits as long as there is adequate exterior soil pressure to balance the ring compression. Therefore, size and shape measurements taken at any one time do not provide conclusive data on backfill instability even when there is significant deviation from the design shape. Current backfill stability cannot be reliably determined unless changes in shape are measured over time. It is therefore necessary to identify current or recent shape changes to reliably check backfill stability. Locations in sectional pipe can be referenced by using pipe joints as stations to establish the stationing of specific cross-sections. Stations should start with number 1 at the outlet and increase going upstream to the inlet. The location of points on a circular cross section can be referenced like hours on a clock. The clock should be oriented looking upstream. On structural plate corrugated metal culverts, points can be referenced to bolted circumferential and longitudinal seams. It is extremely important to tie down exact locations of measurement points. Unless the same point is checked on each inspection, changes cannot be accurately monitored. The inspection report must, therefore, include precise descriptions of reference point locations. It is safest to use the joints, seams, and plates as the reference grid for measurement points. Exact point locations can then be easily described in the report as well as physically marked on the structures. This guards against loss of paint or scribe marks and makes points easy to find or reestablish. All dimensions in structures should be measured to the inside crest of corrugation. When possible, measurement points on structural plate should be located at the center of a longitudinal seam. However, some measurement points are not on a seam. Visual observation of the shape should involve looking for flattening of the sides, peaking or flattening of the crown, or racking to one side. Form A-1 may be used to record measurements of corrugated metal culverts. Minimum measurements include the vertical distance from the crown to the invert and the horizontal distances from each side at its widest point to a vertical line from the highest point on the crown. These horizontal distances should be equal. When they differ by more than 10 inches or 5 percent of the span, whichever is less, racking has occurred and the curvature on the flatter side of the arch should be checked by recording chord and mid-ordinate measurements. Racking can occur when the rise checks with the design rise. When the rise is more than 5 percent less than the design rise, the curvature of the top arc should be checked.

FIG. A-1

Standard Corrugated Steel Culvert Shapes (Source: Handbook of Steel Drainage and Highway Construction Products, American Iron and Steel Institute)

APPENDIX B REPRODUCIBLE FORMS: CR-86 Culvert Inspection Report CR-87 Culvert Inventory Report

STATE OF OHIO DEPARTMENT OF TRANSPORTATION CULVERT INSPECTION REPORT

CR-86 12-03 CULVERT FILE NUMBER CULVERT NUMBER YEAR BUILT CO ROUTE SLM ID DISTRICT SHAPE MATERIAL LENGTH MAX. HEIGHT OF COVER FEATURE INT. LATITUDE LONGITUDE ENTRY CLASS NUMBER OF CELLS

CULVERT

1. General 2. Culvert Alignment

3. Shape 4. Seams or Joints

5. Slab 6. Abutments

7. Headwalls 8. End Structure

CHANNEL

9. Channel Alignment 10. Protection

11. Culvert Waterway Blockage 12. Scour

APPROACHES

13. Pavement 14. Guardrail

15. Embankment

16. Level of Inspection GENERAL APPRAISAL& OPERATIONAL STATUS

RECOMMENDED REPAIR CODE(S): COMMENTS:

INSPECTED BY: DATE: REVIEWED BY: DATE: .

STATE OF OHIO DEPARTMENT OF TRANSPORTATION CULVERT INVENTORY REPORT

CR-87 12-03

CULVERT FILE NUMBER 1. Entry Class LOCATION AND ROUTE INFORMATION 2. District 3. County 4. Route 5. Straight Line Mileage 6. Latitude

7. Longitude

8. Road ID 9. Maintenance Responsibility 10. Feature Intersection CULVERT 11. Year built 12. Number of Cells 13. Shape 14. Material 15. Span (in.) 16. Rise (in.) 17. Length (ft.) 18. Gage (no.) / Wall Thickness (in.) 19. Gage (no.) / Wall Thickness (in.) 20. Type of Protection 21. Slope of Pipe (%) 22. Skew (degrees) 23. Inlet End Treatment 24. Outlet End Treatment 25. Maximum Height of Cover (ft.) 26. Modification Type 27. Year Modified 28. Modification Material 29. Modification Size (in.) EXTENSION - INLET 30. Year Extended 31. Shape 32. Material 33. Span (in.) 34. Rise (in.) 35. Gage (no.) / Wall Thickness (in.) 36. Extension Length (ft.) EXTENSION - OUTLET 37. Year Extended 38. Shape 39. Material 40. Span (in.) 41. Rise (in.) 42. Gage (no.) / Wall Thickness (in.) 43. Extension Length (ft.) HYDROLOGY / HYDRAULICS 44. Drainage Area (acres) 45. Design Discharge (c.f.s.) 46. Abrasive Conditions 47. pH 48. Channel Protection (Inlet) 49. Channel Protection (Outlet)

COMMENTS:

INVENTORIED BY: DATE:

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