OHIO DEPARTMENT OF TRANSPORTATION...for precast reinforced concrete box culver ts, three-sided...

AN EQUAL OPPORTUNITY EMPLOYER

OHIO DEPARTMENT OF TRANSPORTATIONCENTRAL OFFICE, 1980 WEST BROAD STREET, COLUMBUS, OHIO 43216-0899

Date: January 17, 2003

To: All Current Holders of the Location and Design Manual, Volume 2

Re: Location and Design Manual, Volume Two Revisions

Transmitted herewith is revisions to the Location and Design Manual, Volume 2. All revisions areindicated by a solid vertical bar to the left or right of the revised text. The following major revisionshave been made:

• Several of the glossary terms have been clarified.

• The Introduction to Highway Hydraulics (FHWA Hydraulic Design Series No. 4) hasbeen removed since it was not referenced within the L&D Manual.

• Section 1008.9 Waterproofing Membrane was added to give guidance on it’s usagefor precast reinforced concrete box culverts, three-sided flat-topped culverts, and archculverts.

• Guidance for rock channel protection (RCP) was revised under section 1102.3.2.The criteria is based upon allowable shear stress as per HEC-15.

• Section 1112 Temporary Sediment and Erosion Control has been replaced with 1112Notice of Intent (NOI). The criteria addresses the acreage estimation for the ProjectSite Plan as required by the revised L&D, Volume 3, section 1308.

• Section 1112.3 Storm Water Pollution Prevention Plan (SWPPP) has been revisedand relocated to Section 1114. Revisions reflect the Departmental changes ofrequiring the Contractor to provide the SWPPP.

• Minor corrections and clarifications were made to the text and figures throughout thedocument.

• Minor corrections and additions were made to Form LD-35.

• Plan notes D109 and D107 were revised. Plan notes E106 through E109 weredeleted from the appendix.

The online revisions of the Location and Design Manual, Volume 2 can be found athttp://www.dot.state.oh.us/se/hy/default.htm in PDF format. Additional design and constructioninformation is available from the ODOT Design Reference Resource Center athttp://www.dot.state.oh.us/drrc/.


To purchase additional paper copies of the Location and Design Manual, contact the Office ofContracts at (614) 466-3778.

Technical questions or recommended changes should be directed to Doug Gruver([email protected]) (614) 728-4585 or Jeff Syar ([email protected]) (614) 752-6401.

Ohio Department of TransportationHydraulic Section, Office of Structural Engineering1980 West Broad StreetColumbus, Ohio 43223

Respectfully,

Tim Keller, P.E. Acting Administrator Office of Structural Engineering

TK:JES

Enclosure


OHIO DEPARTMENT OF TRANSPORTATIONCENTRAL OFFICE, 1980 WEST BROAD STREET, COLUMBUS, OHIO 43216-0899

Date: July 19, 2002

To: All Current Holders of the Location and Design Manual, Volume 2

Re: Location and Design Manual, Volume Two Revisions

Transmitted herewith is a revised copy of the entire Location and Design Manual, Volume 2 withthe exception of the Drainage Design Aids. All revisions are indicated by a solid vertical bar to theleft or right of the revised text. The following major revisions have been made:

• The Manual has been re-written to account for the changes in the 2002 Constructionand Materials Specifications.

• Several terms have been added to the glossary to clarify new terminology.

• The use of concrete footings for three-sided and arch structures has been restrictedin section 1008.8.

• The height of cover tables (Figures 1008-10 to 1008-14) for reinforced and non-reinforced concrete conduit has been revised to reflect the newly adopted StandardInstallation Direct Design (SIDD) method.

• The following figures have been added to Sections 1000 and 1100:

1009-10 Typical Rock Cut Underdrains

1102-2 Channel Features

1105-3 Example Bankfull Discharge Culvert Design

1106-2 Box Culvert Outlet Detail

1106-3 Box Culvert Inlet Detail

• The Open Water Carriers (1102) section has been revised to provide a two-stagecross section morphology and the use of soil bioengineering for bank stabilization.

• Guidance on Tied Concrete Block Mat protection has been added to section 1102.3.2.

• The Roadway Culverts (1105) section has been revised to accommodate BankfullDischarge considerations through the use of depressed inverts and flood plainculverts.


• The appendix of the Location and Design Manual has been expanded to includesample plan notes that refer to drainage and erosion control items. These notes havebeen taken from the Location and Design Manual, Volume 3 and will now will bemaintained by the Hydraulics Section, Office of Structural Engineering within theL&D, Volume 2.

• The Metric and English Ohio Drainage Design Criteria forms have been combinedinto one form. References to the corresponding L&D sections has been added toeach item.

• Section 1112 and Section 1113 have been combined into the new Section 1112.

The complete online edition of the Location and Design Manual, Volume 2 can be found athttp://www.dot.state.oh.us/se/hy/default.htm in PDF format. Additional design and constructioninformation is available from the ODOT Design Reference Resource Center athttp://www.dot.state.oh.us/drrc/.

To purchase additional paper copies of the Location and Design Manual, contact the Office ofContracts at (614) 466-3778.

Technical questions or recommended changes should be directed to Doug Gruver([email protected]) (614) 728-4585 or Jeff Syar ([email protected]) (614) 752-6401.

Ohio Department of TransportationHydraulic Section, Office of Structural Engineering1980 West Broad StreetColumbus, Ohio 43223

Respectfully,

Tim Keller, P.E. Acting Administrator Office of Structural Engineering

TK:JES

Enclosure

NoticeIf you wish to purchase Volume 2 of the Location & Design Manual, Drainage Design,contact the Office of Contracts at (614) 466-3778.

To ensure proper receipt of future revisions to the manual, please contact the Office ofContracts for any address change. Write a letter on company letterhead along with acompleted W-9 form (Request for Taxpayer Identification Number and Certification) andsubmit to:

Ohio Department of TransportationOffice of ContractsP.O. Box 899Columbus, Ohio 43216-0899

This manual is produced by the Hydraulic Section, Office of Structural Engineering.

Technical questions should be directed to Doug Gruver at (614) 728-4585([email protected]) or Jeff Syar at (614) 752-6401([email protected])

Recommended changes or suggestions should be sent to:

Ohio Department of TransportationOffice of Structural EngineeringHydraulic Section1980 West Broad StreetColumbus, Ohio 43223

Table of Contents(Revised January 2003)

Preface ........................................................................................................................................................... iOhio Counties................................................................................................................................................iiiGlossary of Terms........................................................................................................................................ ivDesign Reference Documents .....................................................................................................................vii

Drainage Design Policies 10001001 Hydraulic Design Policy ...............................................................................................................10-1

1001.1 Responsibilities ...............................................................................................................10-11001.2 Natural Streams ..............................................................................................................10-1

1002 Pipe Policy .....................................................................................................................................10-11002.1 Introduction .....................................................................................................................10-11002.2 General Requirements....................................................................................................10-11002.3 Conduit Types .................................................................................................................10-2

1003 Hydrology.......................................................................................................................................10-41003.1 Estimation of Magnitude and Frequency of Floods on Ohio Streams ............................10-4

1004 Flood Clearance ............................................................................................................................10-41004.1 General ...........................................................................................................................10-41004.2 Design Year Frequency ..................................................................................................10-5* Unless otherwise approved by the Hydraulic section, Office of Structural Engineering. .........10-51004.3 Plan Designation .............................................................................................................10-5

1005 Highway Encroachments on Flood Plains .................................................................................10-51005.1 General ...........................................................................................................................10-51005.2 Type of Studies ...............................................................................................................10-5

1006 Culvert Allowable Headwater.......................................................................................................10-61006.1 Design Storm ..................................................................................................................10-61006.2 Controls...........................................................................................................................10-6

1007 Pipe Removal Policy .....................................................................................................................10-61007.1 General ...........................................................................................................................10-61007.2 Asbestos pipe..................................................................................................................10-7

1008 Structural Design Criteria.............................................................................................................10-71008.1 Corrugated and Spiral Rib Steel and Aluminum Pipes, and Corrugated Steel andAluminum Pipe Arches................................................................................................................10-71008.2 Rigid Pipe........................................................................................................................10-81008.3 Thermoplastic Pipe .........................................................................................................10-91008.4 Corrugated Steel and Aluminum Box Culverts and Corrugated Steel Long Span Culverts.....................................................................................................................................................10-91008.5 Precast Reinforced Concrete Box Culverts ....................................................................10-91008.6 Precast Reinforced Concrete Three-Sided Flat-Topped Culverts ................................10-101008.7 Precast Reinforced Concrete Arch Sections ................................................................10-101008.8 Foundations ..................................................................................................................10-11

1009 Subsurface Pavement Drainage ................................................................................................10-111009.1 General .........................................................................................................................10-111009.2 Types of Subsurface Drainage .....................................................................................10-11

1100 Drainage design Procedures1101 Estimating Design Discharge ......................................................................................................11-1

1101.1 General ...........................................................................................................................11-11101.2 Procedures......................................................................................................................11-1

1102 Open Water Carriers .....................................................................................................................11-31102.1 General ...........................................................................................................................11-31102.2 Types of Carriers.............................................................................................................11-31102.3 Ditch Design Criteria - Design Traffic Exceeding 2000 ADT ..........................................11-51102.4 Ditch Design Criteria - Design Traffic of 2000 ADT or Less ...........................................11-71102.5 Design Aids for Ditch Flow Analysis ...............................................................................11-8

1103 Pavement Drainage.......................................................................................................................11-81103.1 General ...........................................................................................................................11-81103.2 Design Frequency...........................................................................................................11-81103.3 Estimating Design Discharge..........................................................................................11-91103.4 Capacity of Pavement Gutters ........................................................................................11-91103.5 Pavement Flow Charts....................................................................................................11-91103.6 Bypass Charts for Continuous Pavement Grades ........................................................11-101103.7 Grate Catch Basins and Curb Opening Inlets In Pavement Sags ................................11-10

1104 Storm Sewers ..............................................................................................................................11-111104.1 General .........................................................................................................................11-111104.2 Design Considerations..................................................................................................11-111104.3 Layout Procedure..........................................................................................................11-121104.4 Storm Sewer Design Criteria ........................................................................................11-121104.5 Hydraulic Design Procedure .........................................................................................11-13

1105 Roadway Culverts .......................................................................................................................11-131105.1 General .........................................................................................................................11-131105.2 Types of Culvert Flow ...................................................................................................11-141105.3 Design Procedure .........................................................................................................11-141105.4 Use of Nomographs ......................................................................................................11-161105.5 Design Criteria ..............................................................................................................11-161105.6 Special Considerations .................................................................................................11-17

1106 End Treatments ...........................................................................................................................11-191106.1 General .........................................................................................................................11-191106.2 Headwall Types.............................................................................................................11-191106.3 Concrete Apron.............................................................................................................11-20

1107 Rock Channel Protection ...........................................................................................................11-201107.1 General .........................................................................................................................11-201107.2 Types ............................................................................................................................11-20

1108 Agricultural Drainage..................................................................................................................11-201108.1 Farm Drain Crossings ...................................................................................................11-201108.2 Farm Drain Outlets........................................................................................................11-21

1109 Longitudinal Sewer Location.....................................................................................................11-211109.1 Under Pavement ...........................................................................................................11-211109.2 Under Paved Shoulder..................................................................................................11-211109.3 Approval ........................................................................................................................11-21

1110 Reinforced Concrete Radius Pipe and Box Sections..............................................................11-211110.1 General .........................................................................................................................11-21

1111 Sanitary Sewers ..........................................................................................................................11-211111.1 General .........................................................................................................................11-211111.2 Manholes.......................................................................................................................11-21

1112 Notice of Intent (NOI) ..................................................................................................................11-211113 Erosion Control at Bridge Ends ................................................................................................11-22

1113.1 General .........................................................................................................................11-221113.2 Corner Cone..................................................................................................................11-22

1114 Storm Water Pollution Prevention Plan (SWPPP) ...................................................................11-221114.1 General .........................................................................................................................11-221114.2 Objectives .....................................................................................................................11-221114.3 General Guidance.........................................................................................................11-22

APPENDIX A – Reproducible FormsAPPENDIX B – Directive 22APPENDIX C – Sample Plan NotesAPPENDIX D – Drainage Design Aids

Preface

July 2002 i

Purpose

This Drainage Design Manual has been preparedas a guide for the hydraulic design of highwaydrainage facilities. Drainage has long beenrecognized as one of the essential parts of thehighway, and the cost involved in the adequateremoval of surface and subsurface water justifiesa careful and scientific hydraulic analysis.

The time required to determine by hydraulicprinciples such basic information as size andshape of a conduit, the need for temporary and/orpermanent open channel protection, and theproper spacing of catch basins or pavement inletsconstitutes a relatively small percentage of thetotal time required to prepare a set of highwayplans. The fact that drainage facilities for mosthighway projects will account for approximately25% of the total cost of the project is furtherjustification for a detailed hydraulic analysis.

Application

Adhering to recommended design proceduresand controls noted in this manual should result indrainage facilities that will preclude the following:

A. Damage of private property due to flooding.

B. Undue inconvenience to the motorist duringmoderate to heavy rainfall.

C. Undue disturbance to the environment.

Numerous charts have been prepared and areincluded in the Drainage Design Aids Section ofthis manual to assist the Drainage DesignEngineer with the hydraulic analysis. Otherdesign charts are available in HydraulicEngineering Circulars and Hydraulic DesignSeries prepared by the Federal HighwayAdministration. Reference is made to thosecharts as required.

This manual is neither a textbook nor a substitutefor engineering knowledge, experience, orjudgment. It is intended to provide uniformprocedures for implementing drainage designdecisions and assure quality and continuity indrainage of highways in Ohio. Although themanual is considered a primary source ofreference by personnel involved in drainagedesign in Ohio, it must be recognized that thepractices suggested may be inappropriate forsome projects because of fiscal limitations orother justifiable reasons.

Consideration must also be given to justifiablehydraulic design standards adopted by city,county, or other local governments whendesigning facilities under their jurisdiction.

Preparation

The Drainage Design Manual has beendeveloped by the Hydraulic Section, Office ofStructural Engineering. Errors or omissionsshould be reported to the Office Administrator,Office of Structural Engineering, Ohio Departmentof Transportation, 1980 W. Broad Street,Columbus, Ohio 43223.

The Drainage Design Manual has beendeveloped for use in either inch-pound units ormetric units. Inch-pound units and metric unitsare not necessarily equivalent. Metric units areshown in brackets; they are applicable to projectsdeveloped and designed in metric units.

Format and Revisions

Updating the manual is intended to be acontinuous process and revisions will be issuedperiodically.

Although pages are individually numbered withineach section, new pages may be added andidentified with letter suffixes after the pagenumbers. For example, two new pages between10-4 and 10-5 would be numbered 10-4a and 10-4b. Figures do not have page numbers, but arenumbered to coincide with the section number inthe text. For example, Figure 1102-2 is thesecond figure listed in Section 1102. Additionalfigures may be added by either going to the nexthighest number or using a letter suffix. It shouldalso be noted that figures are located at the endof each main section and are printed on coloredpaper for easy reference.

Each page has the latest date shown on thelower left hand corner. Revisions will be issuedperiodically by the Office of StructuralEngineering. The loose-leaf format of the manualmakes updating a quick and simple task. Usersare encouraged to keep their copies up-to-date.

Manuals may be ordered by contacting the OhioDepartment of Transportation, Office ofContracts,

1980 W. Broad Street, Columbus, Ohio 43223,(614) 466-3778, 1-800-459-3778.

July 2002ii

Ohio Counties

July 2002 iii

County Code DistrictAdams ADA 9Allen ALL 1Ashland ASD 3Ashtabula ATB 4Athens ATH 10Auglaize AUG 7

Belmont BEL 11Brown BRO 9Butler BUT 8

Carroll CAR 11Champaign CHP 7Clark CLA 7Clermont CLE 8Clinton CLI 8Columbiana COL 11Coshocton COS 5Crawford CRA 3Cuyahoga CUY 12

Darke DAR 7Defiance DEF 1Delaware DEL 6

Erie ERI 3

Fairfield FAI 5Fayette FAY 6Franklin FRA 6Fulton FUL 2

Gallia GAL 10Geauga GEA 12Greene GRE 8Guernsey GUE 5

Hamilton HAM 8Hancock HAN 1Hardin HAR 1Harrison HAS 11Henry HEN 2Highland HIG 9Hocking HOC 10Holmes HOL 11Huron HUR 3

Jackson JAC 9Jefferson JEF 11

Knox KNO 5

Lake LAK 12Lawrence LAW 9

County Code DistrictLicking LIC 5Logan LOG 7Lorain LOR 3Lucas LUC 2

Madison MAD 6Mahoning MAH 4Marion MAR 6Medina MED 3Meigs MEG 10Mercer MER 7Miami MIA 7Monroe MOE 10Montgomery MOT 7Morgan MRG 10Morrow MRW 6Muskingum MUS 5

Noble NOB 10

Ottawa OTT 2

Paulding PAU 1Perry PER 5Pickaway PIC 6Pike PIK 9Portage POR 4Preble PRE 8Putnam PUT 1

Richland RIC 3Ross ROS 9

Sandusky SAN 2Scioto SCI 9Seneca SEN 2Shelby SHE 7Stark STA 4Summit SUM 4

Trumbull TRU 4Tuscarawas TUS 11

Union UNI 6

Van Wert VAN 1Vinton VIN 10

Warren WAR 8Washington WAS 10Wayne WAY 3Williams WIL 2Wood WOO 2Wyandot WAY 1

Glossary of Terms

January 2003iv

Aggregate Drain - A trench filled with granularmaterial extending laterally from the pavementbase or subbase layer to an outlet on theroadway foreslope with the intent of drainingsurface and/or ground water away from thepavement base and/or subbase.

Apron - Paving at a pipe inlet or outlet, orupstream of a catch basin, constructed along thechannel bottom to prevent scour.

Backwater Analysis - The determination of watersurface profiles measured at specific locationsupstream from a constriction causing anincreased flow depth upstream.

Bankfull Discharge – The flow or stage of astream corresponding to the highest level ofactive deposition. It is the discharge that, on theaverage, fills a main channel to the point ofoverflowing. For simplicity, it is generallyconsidered to be approximately the 2 yeardischarge.

Camber - A slight convex curve constructed intothe bottom of a pipe to overcome anticipatedsettlement problems.

Cast-in-place Structure - A concrete drainagestructure which is placed in forms and cured at itsfinal location. Precast beams on cast-in-placefoundations are considered cast-in-placestructures.

Catch Basin - A structure for intercepting flowfrom a gutter or ditch and discharging the waterthrough a conduit.

Coefficient of Runoff (C) - A value, varying withthe ground and ground cover, which is used in theRational formula to determine the amount of arainfall which is directed to streams and notabsorbed into the ground.

Conduit - A closed structure such as a pipe.

Corner Bearing Pressure - The pressuregenerated at the corners of pipe arch structures.

Culvert - A structure which is typically designedhydraulically to take advantage of submergenceat the inlet to increase hydraulic capacity. Astructure used to convey surface runoff throughembankments. A structure, as distinguished froma bridge, which is usually covered withembankment and is composed of structuralmaterial around the entire perimeter, although

some are supported on spread footings with thestream bed serving as the bottom of the culvert.

Cutoff Wall - A wall that extends downward fromthe end of a structure to below the expectedscour depth, or to a scour-resistant material.

Design Discharge (Q) - The peak rate of flow forwhich a drainage facility is designed. Usuallygiven in cubic feet per second(cfs) [cubic metersper second (m;/s)].

Design Service Life - The desired usable life of apipe or structure. Certain drainage situationsrequire a 50-year life, more stringent situationsrequire a 75-year design life.

Design Storm - A given rainfall amount, arealdistribution, and a time distribution, used toestimate runoff. The rainfall amount is either agiven frequency (25-year, 50-year, etc.) or aspecific large value.

Diversion Dike - An embankment to control or todeflect water away from a soil bank.

Drainage Area - The area contributing dischargeto a stream at a given point.

Drop-down Entrance (Drop inlet) - A type of inletwhich conveys the water from a higher elevationto a lower elevation smoothly without a free fall atthe inlet.

Elliptical Pipe - Pipe which is manufactured with aspan greater than rise to be utilized in shallowcover situations.

Ephemeral Stream – A stream or reach of streamthat does not flow for parts of the year. As usedhere, the term includes intermittent streams withflow less than perennial. It is located above thewater table year-round. Ground water is not asource of water supply.

Flood Hazard Evaluation - The act of determiningif flood levels within a watercourse for a 100-yearflood, or other recurrence interval floods have asignificantly increased detrimental impact onupstream property.

Flood Plain - Normally dry land areas that bordera river that are subjected to periodic temporaryinundation by flood overflow.

Flood Plain Culverts – Relief culverts that areplaced in addition to a bankfull culvert at a higher

January 2003 v

elevation across the flood plain to allow multipleoutlets for floodwaters.

Flood Plain Study - A more extensive analysis ofthe effects of flood levels on upstream propertythan the Flood Hazard Evaluation. This analysisis to be used when upstream properties appear tohave been subjected to a significantly increaseddetrimental effect from the flood flows.

Friction Slope - The slope of the energy gradeline.

Granular Material - A term relating to the uniformsize of grains or crystals in rock, larger than sandor pea gravel.

Grate - A type of screen made from sets of barsused to allow the interception of flow, and also tocover an area for pedestrian or vehicular traffic.

Headwall - The structural appurtenance placed atthe open end of a pipe to control an adjacenthighway embankment and protect the pipe endfrom undercutting.

Headwater - That depth of water impoundedupstream of a culvert due to the influence of theculvert constriction, friction, and configuration.

Highest Known Water Elevation – The highestknown flood water in record.

Hydraulic Grade Line - A line coinciding with thelevel of flowing water in an open channel. In aclosed conduit operating under pressure, a linerepresenting the distance water would rise in apitot tube at any point along a pipe. The hydraulicgrade line is equal to the pressure head (P/γ)along the pipe.

Hydraulic Gradient - The slope of the hydraulicgrade line for a storm sewer or culvert.

Idealized Channel Geometry - Physical,geometric, and hydraulic characteristics of achannel determined from empirical relationships.

Inlet - A structure for capturing concentratedsurface flow. May be located along the roadway,in a gutter, in the highway median, or in the field.

Inlet Control - The situation where the culverthydraulic performance is controlled by theentrance geometry only.

Intermittent Stream – A stream that is dry for partof the year, ordinarily more than 3 months.

Manhole - A structure by which one may access aclosed drainage system.

Multiple Cell Culvert - A culvert with more thanone barrel.

Normal Water Elevation – The water elevation ina stream which has not been affected by a recentheavy rain runoff. The water level which could befound in the stream most of the year. Thiselevation will be lower than the ordinary highwater.

Ordinary High Water – The line on the shoreestablished by the fluctuation of water andindicated by physical characteristics such as: aclear natural line impressed on the bank,shelving, changes in the character of soil,destruction of terrestrial vegetation, or otherappropriate means that consider thecharacteristics of the surrounding areas. Thiselevation is lower than the highest known water.

Outlet Control - The situation where the culverthydraulic performance is determined by thecontrolling water surface elevation at the outlet,the slope, length and roughness of the culvertbarrel, as well as the entrance geometry.

Overland Flow - Water which travels over asurface and reaches a stream.

Perennial Stream – A stream that flowscontinuously for all or most of the year. Thewater table is located above the stream bed formost of the year.

pH - The reciprocal of the negative logarithm ofthe Hydrogen ion concentration. Neutral waterhas a pH value of 7. A measure of the acidity ofa substance, if less than 7; alkalinity if greaterthan 7.

Pipe Arch - Pipe which is manufactured with aspan greater than rise (semicircular crown, small-radius corners, and large radius invert) to beutilized in shallow cover situations.

Pipe Underdrain - A longitudinal subsurfacedrainage system composed of a perforated pipeat the bottom of a narrow trench filled withpermeable material and lined with a geotextile inerodible soils, with the intent of draining surfaceand/or ground waters away from the pavementbase and/or subbase.

Prefabricated Edge Drain - A longitudinalunderdrain system utilizing a narrow trench and a

January 2003vi

vertically elongated, perforated water carrier withthe intent of draining surface and/or ground wateraway from the pavement base and/or subbase.

Prefabricated Structure - Any drainage structurewhich is manufactured off site and transported tothe location of intended use. It may be of variousmaterials, including concrete, clay, metal,thermoplastics, etc. It may be of various shapesincluding circular, elliptical, rectangular, arched,etc.

Premium Joints - Watertight joints.

Rainfall Intensity (i) - The amount of rainfalloccurring in a unit of time, normally given ininches per hour [millimeters per hour].

Reference Reach - A length of channel withstable geometric, physical, and hydrauliccharacteristics. A representation of the desiredoutcome of a restored channel.

Roughness Coefficient (n) - The measure oftexture on the surface of channels and conduits.Usually represented by the “n-value” coefficientused in Manning=s open channel flow equation.

Runoff - That part of the precipitation which runsoff the surface of a drainage area after allabstractions are accounted for.

Sanitary Sewer - A conduit or pipe system whichcarries household and/or industrial wastes.Sanitary sewers do not convey storm water.

Sediment Basin - A basin or tank in whichstormwater containing settleable solids isretained, to remove by gravity or filtration a part ofthe suspended matter.

Sediment Dam - A dam that is designed to allowsuspended sediment to settle out of flowing waterin a controlled area.

Soil Bioengineering – The use of live and deadplant materials, in combination with natural andsynthetic support materials, for slope stabilization,erosion reduction, and vegetative establishment.

Spring Line - The locus of the horizontalextremities of a transverse section of a conduit.

Step Backwater or Standard Step Method - Aniterative use of the energy equation fordetermining the water surface profile of an openchannel.

Storm Sewer - A conduit or pipe drainage systemthat conveys storm water, subsurface water,condensate, or similar discharge, but nothousehold or industrial wastes.

Tailwater - The depth of flow in the streamdirectly downstream of a drainage facility,measured from the invert at the culvert outlet.Often calculated for the discharge flowing in thenatural stream without the highway constriction.Term is usually used in culvert design and is thedepth measured from the downstream flow line ofthe culvert to the water surface.

Time of Concentration (tc) - Time required forwater to flow from the most distant point on adrainage area to the measurement or collectionpoint.

Water of The United States - Water bodiessubject to Army Corps of Engineers jurisdictionthrough Section 404 of the Clean Water Act.They include all interstate waters such as lakes,rivers, streams (including intermittent streams)and wetlands. Ephemeral streams are included ifthey have a clearly defined channel.

Design Reference Documents

January 2003 vii

� Hydraulics of Bridge Waterways (FHWAHydraulic Design Series No. 1)

� Highway Hydrology (FHWA Hydraulic DesignSeries No. 2)

� Design Charts for Open Channel Flow (FHWAHydraulic Design Series No. 3)

� Hydraulic Design of Highway Culverts (FHWAHydraulic Design Series No. 5)

� River Engineering For Highway Encroachments(FHWA Hydraulic Series No. 6)

� Design of Stable Channels with Flexible Linings(Federal Highway Engineering Circular No. 15)

� Evaluating Scour at Bridges (FHWA HydraulicEngineering Circular No. 18)

� Urban Drainage Design Manual Second Edition(FHWA Hydraulic Engineering Circular No. 22)

� Techniques for Estimating Flood-PeakDischarges of Rural Unregulated Streams inOhio (USGS Water-Resources InvestigationsReport 89-4126)

� Estimation of Peak-Frequency Relations, FloodHydrographs, and Volume - Duration -Frequency Relations of Ungaged Small UrbanStreams in Ohio (USGS Open-File Report 93-135)

� Estimation of Flood Volumes and Simulation ofFlood Hydrographs for Ungaged Small RuralStreams in Ohio (USGS Water ResourcesInvestigations Report 93-4080)

� Culvert Durability Study (ODOT/L&D/82-1)

� Internal Energy Dissipators for Culverts(FHWA/OH-84/007)

� Standard Construction Drawings (ODOT)

� Construction and Material SpecificationsHandbook (ODOT)

� Handbook for Sediment and Erosion Control(ODOT)http://www.dot.state.oh.us/construction/OCA/manuals/Docs/Erosion/Erosion%20Contorl.pdf

� Rainwater and Land Development, Ohio’sStandards for Stormwater Management LandDevelopment and Urban Stream Protection

(Second Edition, 1996).

� Stream Corridor Restoration: Principles,Practices and Processes (United StatesDepartment of Agriculture), October 1998

Additional design resources can be found at theFHWA website at:http://www.fhwa.dot.gov/bridge/hydpub.htm.


1000 Drainage Design Policies1001 Hydraulic Design Policy ...............................................................................................................10-1

1001.1 Responsibilities ...............................................................................................................10-11001.2 Natural Streams ..............................................................................................................10-1

1002 Pipe Policy .....................................................................................................................................10-11002.1 Introduction .....................................................................................................................10-11002.2 General Requirements....................................................................................................10-1

1002.2.1 Pipe Materials .................................................................................................10-11002.2.2 Outlet Velocity Control ....................................................................................10-11002.2.3 Special Shapes ...............................................................................................10-2

1002.3 Conduit Types .................................................................................................................10-21002.3.1 Type A Conduits .............................................................................................10-21002.3.2 Type B Conduits .............................................................................................10-31002.3.3 Type C Conduits .............................................................................................10-31002.3.4 Type D Conduits .............................................................................................10-31002.3.5 Type E Conduits .............................................................................................10-31002.3.6 Type F Conduits..............................................................................................10-4

1003 Hydrology.......................................................................................................................................10-41003.1 Estimation of Magnitude and Frequency of Floods on Ohio Streams ............................10-4

1003.1.1 General ...........................................................................................................10-41003.1.2 Limitations .......................................................................................................10-4

1004 Flood Clearance ............................................................................................................................10-41004.1 General ...........................................................................................................................10-41004.2 Design Year Frequency ..................................................................................................10-5* Unless otherwise approved by the Hydraulic section, Office of Structural Engineering. .........10-51004.3 Plan Designation .............................................................................................................10-5

1005 Highway Encroachments on Flood Plains .................................................................................10-51005.1 General ...........................................................................................................................10-51005.2 Type of Studies ...............................................................................................................10-5

1005.2.1 Flood Hazard Evaluation.................................................................................10-51005.2.2 Detailed Flood Plain Study..............................................................................10-5

1006 Culvert Allowable Headwater.......................................................................................................10-61006.1 Design Storm ..................................................................................................................10-61006.2 Controls...........................................................................................................................10-6

1006.2.1 Design Storm Controls....................................................................................10-61006.2.2 Check Storm Controls.....................................................................................10-61006.2.3 Limitations .......................................................................................................10-6

1007 Pipe Removal Policy .....................................................................................................................10-61007.1 General ...........................................................................................................................10-61007.2 Asbestos pipe..................................................................................................................10-7

1008 Structural Design Criteria.............................................................................................................10-71008.1 Corrugated and Spiral Rib Steel and Aluminum Pipes, and Corrugated Steel andAluminum Pipe Arches................................................................................................................10-7

1008.1.1 Material Durability ...........................................................................................10-71008.1.2 Designation and Thickness.............................................................................10-71008.1.3 Cambered Flow Line.......................................................................................10-81008.1.4 Height of Cover ...............................................................................................10-81008.1.5 Foundation Reports ........................................................................................10-81008.1.6 Corner Bearing Pressures ..............................................................................10-8

1008.2 Rigid Pipe........................................................................................................................10-81008.2.1 General ...........................................................................................................10-81008.2.2 Height of Cover ...............................................................................................10-81008.2.3 Structural Design Criteria................................................................................10-8

1008.3 Thermoplastic Pipe .........................................................................................................10-91008.3.1 Height of Cover ...............................................................................................10-9

1008.4 Corrugated Steel and Aluminum Box Culverts and Corrugated Steel Long Span Culverts.....................................................................................................................................................10-9

1008.4.1 Designation and Thickness.............................................................................10-91008.4.2 Height of Cover ...............................................................................................10-91008.4.3 Foundation Reports ........................................................................................10-9

1008.5 Precast Reinforced Concrete Box Culverts ....................................................................10-91008.5.1 Designation .....................................................................................................10-91008.5.2 Height of Cover ...............................................................................................10-91008.5.3 Structural Design Criteria..............................................................................10-10

1008.6 Precast Reinforced Concrete Three-Sided Flat-Topped Culverts ................................10-101008.6.1 Designation ...................................................................................................10-101008.6.2 Height of Cover .............................................................................................10-101008.6.3 Structural Design Criteria..............................................................................10-101008.6.4 Foundation Reports ......................................................................................10-10

1008.7 Precast Reinforced Concrete Arch Sections ................................................................10-101008.7.1 Designation ...................................................................................................10-101008.7.2 Height of Cover .............................................................................................10-101008.7.3 Structural Design Criteria..............................................................................10-111008.7.4 Foundation Reports ......................................................................................10-11

1008.8 Foundations ..................................................................................................................10-111008.9 Waterproofing Membrane .............................................................................................10-11

1009 Subsurface Pavement Drainage ................................................................................................10-111009.1 General .........................................................................................................................10-111009.2 Types of Subsurface Drainage .....................................................................................10-11

1009.2.1 Pipe Underdrains ..........................................................................................10-121009.2.2 Construction Underdrains .............................................................................10-121009.2.3 Prefabricated Edge Drains............................................................................10-121009.2.4 Aggregate Drains ..........................................................................................10-12

1000 Drainage Design Policies

July 2002 10-1

1001 Hydraulic Design Policy

1001.1 Responsibilities

The Hydraulic Section, Office of StructuralEngineering is responsible for the hydraulic andstructural design standards of all prefabricatedand cast-in-place structures including concretepipe, vitrified clay pipe, corrugated metal pipe,thermoplastic pipe, box culverts, three-sided flat-topped and arch structures, etc., regardless ofstructure size or contributing drainage area. Thisincludes the preparation of permissible surchargetables for flexible and rigid pipe and coordinationwith Specification Committee for the materialportions of the Construction and MaterialSpecifications. The Hydraulic Section is alsoresponsible for the structural and hydraulicadequacies of all headwalls or endwalls used inconjunction with structures. Further responsibilityincludes all surface drainage systems includingroadway ditches and channels.

The Hydraulic Section, Office of StructuralEngineering, is also responsible for thedetermination of the type of drainage structure(i.e., prefabricated vs. cast-in-place) required toreplace an existing bridge (span length greaterthan 10 feet [3048 mm])

1001.2 Natural Streams

Channel designs and channel relocations of allnatural streams passing through a proposedhighway facility will be the responsibility ofwhichever Departmental Office has theresponsibility for the highway structure. All otherchannel designs and channel relocations ofnatural streams shall be the responsibility of theHydraulic Section.

1002 Pipe Policy

1002.1 Introduction

The policies herein shall govern in thedetermination of the size and type of pipespecified or permitted for the various items ofhighway drainage financed totally or in part withstate or federal funds.

Proposed deviations from this Pipe Policyconcerning type of pipe or pipe placement bylocal political subdivision or agencies will beconsidered for all portions of the project that thepolitical subdivision will be responsible formaintaining at its own expense. Any deviations

must be based on sound engineering judgment orexperience. A policy of the local subdivision,which has been published and implemented, willbe acceptable. In lieu of a published policy, priorconstruction with local funds will be accepted asbona fide demonstration of local practice. Awritten request, by the local subdivision or agencyfor deviation from this Pipe Policy, shall besubmitted, with the necessary documentation, tothe local ODOT District, who will in turn forwardthe request with the District’s recommendation tothe Administrator of the Office of StructuralEngineering. The request shall be made with theDrainage Criteria submission.

1002.2 General Requirements

1002.2.1 Pipe Materials

The type of pipe materials listed under thevarious conduit types in Section 603.02 of theConstruction and Material Specifications shall beconsidered as equal within their size, structuraland material durability limitations.

1002.2.2 Outlet Velocity Control

When permissible pipe alternates have differentvelocity characteristics, the design specified forerosion control shall satisfy the most severevelocity condition of the permissible alternates. Inthis case, “erosion control” refers to controlsplaced in the stream channel at the outlet end ofthe pipe such as rock channel protection, anddoes not refer to energy dissipators.

Where the calculated culvert outlet velocityexceeds 20 feet per second [6 meters persecond] or 15 feet per second [4.6 meters persecond] in areas of poor soil such as fine sand orsandy silt, roughness elements (protrudingconcrete rings inside the pipe) may be specifiedat the outlet end of the alternates to reduce thevelocity below the maximum allowable.

The design of internal energy dissipator ringchambers is provided in report FHWA/OH-84/007“Internal Energy Dissipators for Culverts”. Thisreport and ring chamber details can be obtainedfrom the Hydraulic Section, Office of StructuralEngineering.

Where the outlet velocity for a corrugated pipe isless than 20 feet per second [6 meters persecond] while the outlet velocity for a smooth piperequires a ring chamber, the corrugated pipe maybe specified exclusively.

Drainage Design Policies

July 200210-2

1002.2.3 Special Shapes

Special shaped conduits (elliptical concrete,corrugated metal arch or pipe arch, orprefabricated box or three-sided structures) aregenerally limited for use under shallow coverinstallations or extremely low or restrictiveheadwater control otherwise requiring multiplecircular conduits to satisfy allowable headwaterconditions. Generally elliptical concrete andcorrugated metal pipe arch of the required size tosatisfy hydraulic conditions are to be shown onthe plan.

Special shaped conduits may be provided toconform to the cross-sectional geometry ofsensitive streams identified in the environmentaldocumentation.

Where corrugated metal and structural plate pipearches are specified or permitted, a foundationinvestigation shall be submitted as required bySection 1008.1.5.

1002.3 Conduit Types

1002.3.1 Type A Conduits

Type A conduits shall be designated for soil-tight,sealed-joint, open-ended cross drains underpavements and paved shoulders. The minimumsize culvert (or cross drain) to be specified shallbe based on the roadway type and depth of fillfrom the flowline to roadway surface.

The minimum required round (or equivalentdeformed) pipe sizes are listed in Figure 1002-1.For culverts with outlet control, under freeways orhigh fills (16 feet [4.8 meters]), the size shall beincreased one pipe size over the required size toallow for future repair. The pipe shall only beupsized once.

All hydraulically and structurally adequate pipealternates which provide the required service lifeshall be shown on the plans and listed in thepertinent pay item. In the applicable size ranges,alternates should include vitrified clay, concrete,corrugated steel and corrugated aluminum pipe.For corrugated pipe, the corrugation profile whichrequires the thinnest metal shall be listed. Wheredurability requires increased thicknesses of thecorrugated steel alternate, the 1-inch [25millimeter] corrugation profile should be specifiedfor pipe diameters over 48 inches [1200millimeters]. For the corrugation profile specified,all combinations of thickness and protection

providing the required service life shall bespecified.

Only one type of pipe may be specified wherespecial conditions prevail such as: excessivecover for a rigid pipe; where a larger corrugatedpipe would require a higher pavement grade tosatisfy minimum cover requirements or requiremore cells than a rigid alternate; or where a metalpipe arch would be required as an alternate to around rigid pipe. The use of a single materialtype shall be subject to the approval of theHydraulic Section, Office of StructuralEngineering.

If the alternates to be listed in the plan are of adifferent size, the pipe length shall be designedfor the smaller sized pipe. The length of pipemay be greater, therefore, than theoreticallyrequired if the larger sized alternate pipe isselected by the contractor.

In addition to hydraulic and structuralconsiderations, pipe material durability shall beconsidered in the selection of culvert materials.All Type A Conduits under State and Federalroutes shall be designed to provide a minimummedian service life of 50 years. At sites wherethe future cost to replace a pipe could beexceptionally high such as under high fills (16 feet[4.8 meters] or more from flowline to finish grade)or freeways, a design median service life of 75years shall be used.

The pH of the normal stream flow and thepresence of abrasive flow conditions shall be thefactors considered to determine materialdurability. At all sites, the pH of the normalstream flow shall be measured and adetermination of the abrasive potential of thestream shall be made. The presence of granularmaterial accompanied with a stream gradient orflow sufficient to cause movement of the granularmaterial in the stream bed shall be the basis forthe determination of an abrasive versus non-abrasive site for corrugated steel pipe. Granularmaterial is considered to be a material larger thansand or pea gravel. A site should be consideredabrasive for corrugated aluminum pipe if bedloads consist of sharp cobbles with flow sufficientto carry the bed load through the culvert.Otherwise, the site should be considered non-abrasive. If there is no normal stream flow duringthe culvert field review, Figures 1002-2 and 1002-3 may be used to determine pH. Future land use(such as coal mines) should be considered andthe durability design adjusted to meet futureneeds.


July 2002 10-3

Figures 1002-4, 5 and 6 shall be used todetermine the pipe materials for the designservice life. These tabulations are based on theODOT Culvert Durability Study and later reports.The equations in the referenced study can beused to determine service lives other than 50 and75 years.

The following shall govern the determination ofthe pH factor for the categories listed in Figures1002-4, 1002-5 and 1002-6.

1. The instrument used to measure the pH shallbe capable of determining the pH within anaccuracy of 0.1.

2. The firm or agency responsible for thepreparation of the plans shall be responsiblefor obtaining the pH readings.

3. A report shall be submitted, with the DrainageReview plans, listing for all culvert sites: thepH of the stream flow, an evaluation ofwhether the site is abrasive or non-abrasive,and a statement that the tests were made indry weather or low flow.

Protection greater than required for existingconditions may be specified for a culvert withpotential flow conditions more corrosive thanmeasured, if the district office is of the opinionthat future use of the contributing watershed willalter such conditions. A statement of this opinion,including the reasons for the opinion, shallaccompany the pH report.

At culvert replacement sites, past performance ofexisting material should also be considered.

1002.3.2 Type B Conduits

Type B conduit shall be designated for soil-tight,sealed joint sewers under pavements, pavedshoulders, and commercial or industrial drives.

In areas with highly erodible soils (e.g., fine sandsor silts), premium joints shall be provided.

Additional protection (epoxy coating as per706.03 for concrete pipe and polymer coating per707.04 for asphalt paved corrugated steel pipe)shall be provided for storm sewers carryingcorrosive flow.

1002.3.3 Type C Conduits

Type C conduit shall be designated for soil-tight,sealed joint sewers not under pavements, pavedshoulders, or commercial or industrial drives.

In areas with highly erodible soils (e.g., fine sandsor silts), premium joints shall be provided.

Additional protection (epoxy coating as per706.03 for concrete pipe and polymer coating per707.04 for asphalt paved corrugated steel pipe)shall be provided for storm sewers carryingcorrosive flow.

1002.3.4 Type D Conduits

Type D conduits shall be designated for pipesunder driveways and bikeways. The minimumsize required is 12 inches [300millimeters]. Forsizes 24 inches [600 millimeters] and larger, it willbe necessary to submit calculations and specifypipe sizing required to satisfy the hydrauliccontrols. Such analyses shall be submitted withthe Drainage Review plans. The designfrequency used to analyze the hydraulicperformance of the Type D conduit is the sameas that used for the flow capacity of theconnected ditch or channel and the headwater forthat frequency shall not exceed a point 1 foot[300 millimeters] below the edge of the pavement.If potential exists for the drive pipe headwater toencroach on the adjacent roadway, the drive pipeshall be sized utilizing a design frequency as per1004.2.

Generally, the pipe alternates listed in 603.02 ofthe Construction and Material Specifications areapplicable, except that equal size corrugated pipewill provide satisfactory alternates for sizessmaller than 24 inches [600 millimeters]. If thecontrol is critical, a hydraulic analysis will berequired to determine the proper size of pipealternates.

Drive pipes under commercial or industrial drivesshall be designed for material durability as per1002.3.1. Additional protection for residential andfield drives may be specified if conditions warrant.

1002.3.5 Type E Conduits

Type E conduits shall be designated for farmdrain headers inside or outside of the right-of-waylines. Headers are ordinarily provided to interceptsmall, closely spaced lines in a tiled field therebyprecluding the need for numerous field tile outletsthrough the backslope of the highway ditch.


July 200210-4

Type E conduits may be used beyond the pavedshoulder to eliminate a ditch in front of a yardwhere such ditch elimination can be justified.When required by hydraulic analysis, all propersized alternates shall be specified.

1002.3.6 Type F Conduits

Type F conduits shall be designated where a buttjoint or a short length jointed pipe would beundesirable as noted below:

A. For the steep portion of a median outlet underan embankment slope 4:1 or steeper,including any necessary pipe bends.

B. For the outlets of underdrains or farm drainsthrough the slope or connecting to a drainagestructure. When used for underdrain outlets,the following pay item description shall beused: Item 603 " Conduit, Type F forUnderdrain Outlets

C. For farm drains larger than 12 inches [300millimeters] that outlet through slopes flatterthan 4:1, provide a 20 foot [6 meter] length ofType F Conduit.

D. To span the trench of a lower conduit, unlessthe crossing is more than 12 inches [300millimeters] above the granular backfill of thelower conduit, provide a minimum length of10 feet [3 meters] of Type F Conduit.

For Type F conduits in storm drainage systems,707.05 Type C shall be specified for the steelalternate.

1003 Hydrology

1003.1 Estimation of Magnitude andFrequency of Floods on Ohio Streams

1003.1.1 General

USGS Water Resources Investigations Report89-4126 “Techniques for Estimating Flood-PeakDischarges of Rural Unregulated Stream in Ohio”was developed cooperatively by the United StatesGeological Survey and the State of Ohio. Thisbulletin is an update of Bulletin 32 (1959), Bulletin43 (1969), and Bulletin 45 (1977). This reportprovides the latest hydrologic information fordetermining the magnitude and frequency offloods for rural streams in Ohio. The techniquespresented in Report 89-4126 shall be used todetermine the design peak discharge for hydraulic

structures designated by or for ODOT. Whenapplying this technique, the tributary with thelargest contributing drainage area, not the longestreach, should be considered. USGS WaterResources Investigation Report 93-4080“Estimation of Flood Volumes and Simulation ofFlood Hydrographs for Ungaged Small RuralStreams in Ohio” shall be used to determine floodvolumes and hydrographs for rural areas withinthe limits prescribed in the report.

1003.1.2 Limitations

The regression equations, as presented for thethree geographic regions, should be used only forunregulated streams draining rural areas inexcess of 6 acres [2.5 hectares]. For smallerdrainage areas or larger drainage areas where nowell defined natural channel exists and sheet flowprevails, the rational method (Section 1101.2.2)shall be used.

USGS Open File Report 93-135 "Estimation ofPeak-Frequency Relations, Flood Hydrographs,and Volume - Duration - Frequency Relations ofUngaged Small Urban Streams in Ohio” shall beused in the design of culverts, detention basins,large storm sewers, and large open channels withurban drainage areas within the limits prescribedin the report.

The rational method shall be used in the designof pavement inlets, roadway ditches, and smallstorm sewers.

For additional guidance on the proper use ofUSGS regression equations see TransportationResearch Record 1319 Report “InformationNeeds for the Proper Application of HydrologicRegional Regression Equations”.

Reports 89-4126, 93-4080 and 93-135 areavailable in limited quantities from the HydraulicSection, Office of Structural Engineering, 1980 W.Broad Street, Columbus, Ohio 43223.

1004 Flood Clearance

1004.1 General

Where a new highway crosses or is located in aflood plain, the highway grade shall normally beset such that the low edge of the pavement willclear the design water surface profile for existingconditions by 3 feet [1 meter], and bridges (lowchord) will generally clear the water surfaceprofile of the design year frequency flood. These


July 2002 10-5

clearances may be reduced where an economiccomparison of alternatives shows that a reductionin clearance will result in significant savings,giving full consideration to future flood-relatedcosts relative to: highway operation,maintenance, and repair; highway-aggravatedflood damage to other property; and for additionalor interrupted highway travel.

Flood clearances may also be reduced to protectimportant ecological resources as identified in theenvironmental documentation. An economiccomparison of alternatives shall be performed todetermine the future flood-related costs relativeto: highway operation, maintenance, and repair;highway-aggravated flood damage to otherproperty; and for additional or interrupted highwaytravel.

1004.2 Design Year Frequency

* Unless otherwise approved by the Hydraulicsection, Office of Structural Engineering.

1004.3 Plan Designation

The water surface elevation, velocity of flow andpeak discharge for the design, and 100-yearfrequency storms shall be shown on the plan andprofile sheets and culvert detail sheets.

1005 Highway Encroachmentson Flood Plains

1005.1 General

The requirements of the Federal Code ofRegulations, Volume 23, Part 650A, shall befollowed for all projects. All highways thatencroach on flood plains, bodies of water orstreams, shall be designed to permit conveyanceof the 100-year flood without causing significantdamage to the highway, the stream, body ofwater or other property.

Special consideration must be given whendesigning a structure located within a reach ofchannel that is part of a flood insurance studymanaged by the Federal Emergency

Management Agency (FEMA). If this condition isapplicable, the proposed maximum allowable100-year water surface elevation will generally belimited to the existing 100-year water surfaceelevation presented in the flood insurance study.The local FEMA floodplain coordinator must beinformed of any proposed construction within thelimits of a flood prone area as designated by aFEMA flood insurance study.

Structures and/or channels shall be sized tosatisfy the design year discharge. However, thesize selected shall permit the conveyance of the100-year flood without causing significantdamage. Inundation of the highway is consideredacceptable for the 100-year flood, but it is notpermitted for the design-year flood. It is notnecessary to lower the water surface elevation ofany frequency flood below existing stages, exceptthat the controls outlined in Section 1006.2.1 A, Band C must be satisfied.

1005.2 Type of Studies

1005.2.1 Flood Hazard Evaluation

A flood hazard evaluation is required for all watercourse involvements except for crossings whereroadway culverts are provided to satisfy minimumsize requirements. A Flood Hazard Evaluationshall entail a determination of the water surfaceelevation of the design year and 100-year floodsby means of the procedures outlined in thissection and Section 1105. Headwater pools shallbe delineated on a topographic map. Thevaluation shall also include a discussion of thesignificance of any increase in the flooding limitsover the existing conditions.

Additional information regarding Flood HazardEvaluations for cast-in-place or bridge structuresmay be obtained in the Bridge Design Manual.

1005.2.2 Detailed Flood Plain Study

If the Flood Hazard Evaluation should indicate asignificant increase in the flooding of upstreamproperty, a Detailed Flood Plain Study will berequired. A Detailed Flood Plain Study shouldalso be performed in highly urbanized areaswhere the potential for flooding cannot beaccurately assessed without an analysis of theentire flood plain. For prefabricated structures,the Detailed Flood Plain Study, including a step-backwater analysis, will be authorized afterreview of the Flood Hazard Evaluation, by theHydraulic Section, Office of StructuralEngineering.

Freeways or other multi-lane facilities with limited or controlled access . . 50 Year

Other Highways (2000 ADT and over) and Freeway Ramps . . . . . . . . . . . 25 Year

Other Highways (under 2000 ADT) . . . . . 10 Year

*Bicycle pathway. . . . . . . . . . . . . . . . . . . 5 Year


July 200210-6

Additional information regarding Detailed FloodPlain Studies for bridges or cast-in-placestructures may be obtained in the Bridge DesignManual.

1006 Culvert AllowableHeadwater

1006.1 Design Storm

The frequency of the design storm shall be asstated in Section 1004.2.

1006.2 Controls

1006.2.1 Design Storm Controls

Headwater depth for all culverts (Type AConduits) shall not exceed any of the followingcontrols for the design storm:

A. 2 feet [600 millimeters] below the near, lowedge of the pavement for drainage areas1000 acres [400 hectares] or greater and 1foot [300 millimeters] below for culvertsdraining less than 1000 acres [400 hectares].

B. 2 feet [600 millimeters] above the inlet crownof the culvert or above a tailwater elevationthat submerges the inlet crown in flat to rollingterrain.

C. 4 feet [1.2 meters] above the inlet crown of aculvert in a deep ravine.

D. 1 foot below the near edge of pavement forbicycle pathways.

1006.2.2 Check Storm Controls

Headwater depth for all culverts (Type AConduits) shall not exceed any of the followingcontrols for the applicable check frequency storm.

A. 2 feet [600 millimeters] below the lowestground elevation adjacent to an occupiedbuilding for a 50-year storm (it is not intended,however, to lower existing highwaterelevations around buildings).

B. The designer should generally limit themaximum 100-year headwater depth to twicethe diameter or rise of the culvert.

C. A replacement structure should be sized toprevent overtopping by the 100-year flood

where such overtopping would not occur withthe existing structure.

D. A replacement structure should be sized suchthat flooding of upstream productive land isnot increased for the 100-year flood whencompared to the existing structure.Judgment shall be used in implementing thispolicy, considering the type of upstreamproperty and sensitivity to the accuracy of thecomputed flood stages.

E. No significant increase in 100-yearheadwater elevation shall occur in a FEMAdesignated floodway.

1006.2.3 Limitations

1006.2.1 B and C; and 1006.2.2 B, C and E arearbitrary headwater controls. When 1006.2.1 B isapplicable, use smooth pipe to establish theallowable headwater in meters [feet]. When1006.2.1 C controls, use corrugated pipe toestablish the headwater and thereby permit thesame headwater elevation regardless of type ofpipe. More heading will be considered if pipesizes can be reduced and not cause damagingupstream flooding or excessive outlet velocity.

1006.2.1 B and C are arbitrary controls thatapply generally to small culverts. Where largestructures (greater than or equal to 10 feet [3000millimeters] in span) are involved, the structureshould be sized to pass the design storm whilemaintaining a free water surface through thestructure.

The near low edge of pavement is the locationwhere roadway overtopping will occur. This mayor may not be located directly over the culvert.Where the overtopping point on the roadway isoutside the watershed break, the ditch breakoverflow elevation should be utilized as aheadwater control in lieu of 1006.2.1 A.

1007 Pipe Removal Policy

1007.1 General

The following guidelines should be used by thedesigner to determine whether an existing pipethat is taken out of service, regardless of type,should be abandoned or removed.

A. Pipes 8 inches [200 millimeters] in diameteror rise, or less, regardless of depth or heightof fill, may be abandoned in place.


July 2002 10-7

B. Pipes 10 inches [250 millimeters] through 24inches [600 millimeters] in diameter or risewith less than 3 feet [1 meter] of final covershould be removed or filled; with more than 3feet [1 meter] of final cover they may beabandoned in place. (The designer shoulduse discretion in removing small pipes underexisting rigid pavement or base, which is toremain in place.)

C. Pipes over 24 inches [600 millimeters] indiameter or rise should generally be removed.(The designer should use discretion inremoving any pipe with more than 10 feet [3meters] of cover.)

D. Where it is necessary to maintain service ofsmall unrecorded storm drain connections toan existing storm sewer being taken out ofservice, but this cannot be assured withoutthe removal of that sewer, then the stormsewer shall be removed.

1007.2 Asbestos pipe

Asbestos pipe is a regulated material. Designersshould make reasonable efforts to identifyexisting asbestos pipes in the plans and, whennecessary, provide appropriate removalquantities.

In the past, pipe containing asbestos was allowedon ODOT, LPA and utility projects under thefollowing specifications:

• ASTM C663 Asbestos-Cement StormDrain Pipe

• AASHTO M217• AWWA C400• AWWA C603• ASTM C296 Asbestos-Cement

Pressure Pipe• ODOT CMS 707.09 Asbestos

Bonded Bituminous Corrugated SteelPipe and Pipe Arches (Circa 1983)

• ODOT CMS 706.15 AsbestosCement Perforated Underdrain Pipe(Circa. 1973)

Transite is a common brand name for a type ofasbestos pipe. Asbestos can also be found ininsulation wrapped around water pipes.

Reasonable efforts to identify asbestos pipeswould include the following:

A. Examination of original construction plansand specifications.

B. Contact with the owner of the pipe (e.g., utilitycompany or LPA).

C. Inspection of the pipe for markings when thepipe is exposed during routine maintenanceoperations.

Removal of asbestos pipe is specified as Item202 Asbestos Pipe Removed in the 2002 CMS.For projects to be constructed under the 1997CMS, use Item 202 Pipe Removed, As Per Planand indicate that the pipe must be removed by acertified asbestos contractor.

Asbestos is a hazard only when it becomesairborne. Pipes that are otherwise unaffected byODOT work do not need to be removed simplybecause they contain asbestos.

Not all asbestos pipe will be identified by arecords search. Construction inspectors are beingadvised to test suspicious pipe for asbestos. Ifasbestos pipe is identified, the contractor will becompensated by change order.

1008 Structural Design Criteria

1008.1 Corrugated and Spiral Rib Steeland Aluminum Pipes, and CorrugatedSteel and Aluminum Pipe Arches

1008.1.1 Material Durability

The policy outlined in Section 1002 specifyingtypes of protective coatings and/or extra metalthickness shall be followed.

1008.1.2 Designation and Thickness

The corrugation profile and required metalthickness shown in Figures 1008-1 through 1008-6 and 1008-15 through 1008-19 shall bespecified. The thickness should be determinedfor the maximum height of cover and it shall beused for the full length of the structure. However,where a short length of conduit requiring a higherstrength pipe is contiguous with a long run ofpipe, then only that short length should bespecified as requiring the higher strength pipe.Generally, the corrugation profile requiring thethinnest metal for a given size conduit shall bespecified. When the minimum thickness shown inthese figures will suffice, the thickness need notbe specified.


July 200210-8

The preferred corner radius for structural platecorrugated pipe arches is 31” [775 mm].

The commercial availability of a specific sheetthickness for various pipe diameters should beverified. Use the General Notes for Figures 1008-1 through 1008-9, General Notes for Figures1005-15 through 1008-21, and the Height ofCover Tables for this purpose.

Minimum sheet thicknesses for the variouscorrugation profiles and pipe diameters aretabulated in the pertinent 700 Section of theConstruction and Material SpecificationsHandbook.

1008.1.3 Cambered Flow Line

Where soil conditions at the site indicate thatappreciable settlement may be expected, acambered flow line should be provided. Theamount of camber required at specific points shallbe shown on the plans.

1008.1.4 Height of Cover

See General Notes for Figures 1008-1 Through1008-9 and 1008-15 Through 1008-21

1008.1.5 Foundation Reports

An investigation of the supporting foundationmaterial shall be conducted and the bearingcapacity of the foundation material estimated.The level of detail required for the foundationinvestigation shall be commensurate with theimportance of the structure. Such informationshall be submitted for all proposed pipe archinstallations and submitted in the Stage 2 review.\

Refer to section 1008.8 for a information onfoundation types.

1008.1.6 Corner Bearing Pressures

The tables of corner bearing pressures (Figures1008-7, 1008-8, 1008-9, 1008-20 and 1008-21)are for installations with 4 feet [1.2 meters] or lesscover. The minimum height of coverrequirements for pipe arch shapes, from Section1008.1.4 shall be satisfied. The corner bearingpressures listed for cover less than the minimumare for information only.

1008.2 Rigid Pipe

1008.2.1 General

Height of cover tables are shown in Figures 1008-10 through 1008-13. Information on the use ofthese tables can be found in the General Notesfor Figures 1008-10 through 1008-14.

Where soil conditions at the site indicate thatappreciable settlement may be expected, acambered flow line should be provided. Theamount of camber required at specific points shallbe shown on the plans.

The minimum D-Load for the various diameters ofreinforced concrete pipe are tabulated in Section706.02 of the Construction and MaterialSpecifications Handbook.


The maximum allowable height of cover ismeasured from the top of the pipe to thepavement surface. The minimum cover, from thetop of the pipe to the top of the subgrade, or finishgrade for pipe not under pavements, is 9 inches[225 millimeters]; however, in no installation shallthe distance from the top of the pipe to thepavement surface be less than 15 inches [375millimeters].

1008.2.3 Structural Design Criteria

The following criteria are to be considered whendetermining pipe characteristics.

A. The maximum allowable height of cover,listed in the tables, is based on structuralrequirements for dead and live loadsassuming an ordinary soil foundation. Wherea rock or unyielding foundation isencountered in an embankment installation,additional thickness of granular beddingand/or greater strength pipe may be required.The extent of increase necessary is related topipe size and cover.

B. Where the type of pipe is circular, reinforcedconcrete pipe (706.02) and the height ofcover exceeds the maximum cover listed inthe Height of Cover Tables for a specific sizeand installation type, the pipe should still beincluded in the project plans. The concretepipe alternate should be specified as 706.02with special design.


July 2002 10-9

The special design will be provided by themanufacturer after the project letting.

C. If the height of cover over a pipe exceeds 100feet [30 meters], a special design is requiredto investigate foundation suitability.

D. The required pipe strength should bedetermined for the maximum height of coverand it shall be used for the full length of thepipe. However, where a short length ofconduit requiring a higher strength pipe iscontiguous with a long run of pipe, then onlythat short length should be specified asrequiring the higher strength pipe.

1008.3 Thermoplastic Pipe


The maximum allowable height of cover ismeasured from the top of the conduit to thepavement surface or to finished grade for pipesnot under pavement. The maximum height ofcover should be limited to 20 feet [6 meters].Cover greater than 20 feet [6 meters] may beprovided contingent upon the approval of theHydraulic Section, Office of StructuralEngineering.

The minimum cover, from the top of the pipe tothe top of the subgrade, is 12 inches [300millimeters]; however, in no installation shall thedistance from the top of the pipe to the pavementsurface, or finish grade for pipes not underpavement, be less than 18 inches [450millimeters].

1008.4 Corrugated Steel andAluminum Box Culverts andCorrugated Steel Long Span Culverts.

1008.4.1 Designation and Thickness

The corrugation profile and metal thicknessrequired shall be in accordance with the AASHTOStandard Specifications for Highway Bridgesdesign methodologies. The Hydraulic Section,Office of Structural Engineering is responsible forthe structural design of all corrugated steel andaluminum box culverts, and corrugated steel longspan culverts.

The skew of the structure relative to the roadwayshall be given in 1° increments and typicallyshould not exceed 15°.


The minimum and maximum heights of covershall be in accordance with the AASHTOStandard Specifications for Highway Bridgesdesign methodologies. However, in no case shallthe minimum cover, measured from the trough ofthe corrugation profile to the pavement surface,be less than 18 inches [450 millimeters]. Inaddition to the above requirements, corrugatedsteel and aluminum box culverts shall beprovided with adequate cover to ensure that theculvert rib stiffeners are located completely withinthe subgrade.


An investigation of the supporting foundationmaterial shall be conducted and the bearingcapacity of the foundation material estimated.The level of detail required for the foundationinvestigation shall be commensurate with theimportance of the structure. Such informationshall be submitted for all proposed metal box andlong span culvert installations and submitted priorto the Stage 3 review.

1008.5 Precast Reinforced ConcreteBox Culverts

1008.5.1 Designation

The allowable sizes of Precast reinforcedconcrete box culverts shall be as given in Figure1008-14.

Structures with a span of 12 feet [3600 mm] orless shall be designated as per CMS 706.05 andASTM C 1433 [C 1433 M]. The pay itemdescription shall include the height of cover(design earth cover) rounded to the highest 1 foot[300 mm].

Structures with spans 14 feet [4200 millimeters]or greater require a special design available fromthe Hydraulic Section, Office of StructuralEngineering.


The maximum allowable height of cover ismeasured from the top of the culvert to thepavement surface. The maximum height of covershall be as per Figure 1008-14. Greater coversmay be provided contingent upon the approval ofthe Hydraulic Section, Office of StructuralEngineering. A special design is required.


July 200210-10


Precast reinforced concrete box culverts shall bein accordance with ASTM C 1433 [C 1433 M,Table 2] (interstate live load).

The design loading information (ie. interstate)shall be included on the Culvert Detail Sheet orSite Plan.

1008.6 Precast Reinforced ConcreteThree-Sided Flat-Topped Culverts


Precast reinforced concrete three-sided, flat-topped culverts shall have a minimum clear spanof 14 feet [4200 mm] and minimum opening riseof 4 feet [1200 mm]; and a maximum clear spanof 34 feet [10 200 mm] and maximum openingrise of 10 feet [3000 mm].

The skew of the individual culvert units should begiven in 5° increments and shall not exceed 30°.Skew is typically limited to 30° because of thecomplex structural analysis required when themain reinforcement is not perpendicular to thewheel load.

The skew of the structure relative to the roadwayshall be given in 1° increments and typicallyshould not exceed 30°. Structures designed tohave no significant environmental impact on theaffected stream may exceed this limit.

The minimum deck thickness for the culvert unitsis 12 inches [300 mm] and the minimum legthickness for the culvert units is 10 inches [250mm]. The design should be based on thesedimensions.


The maximum allowable height of cover ismeasured from the top of the culvert to thepavement surface. The maximum height of covershould be limited to 10 feet [3 meters]. Covergreater than 10 feet [3 meters] may be providedcontingent upon the approval of the HydraulicSection, Office of Structural Engineering.


Flat-topped, three-sided culverts shall bedesigned in accordance with AASHTO StandardSpecifications for Highway Bridges designmethodologies.

The design loading information (HS25 andAlternate Military Load) shall be included on theCulvert Detail Sheet or Site Plan. Spans greaterthan 12 feet [3658 mm] shall have an additionalload of 60 psf to allow for future roadwayresurfacing.


An investigation of the supporting foundationmaterial shall be conducted and the bearingcapacity of the foundation material estimated.The level of detail required for the foundationinvestigation shall be commensurate with theimportance of the structure. Such informationshall be submitted for all proposed flat-topped,three-sided culvert installations and submitted inthe Stage 2 review.

Refer to section 1008.8 for information onfoundation types.

1008.7 Precast Reinforced ConcreteArch Sections


Precast reinforced concrete arch sections shallhave a clear span of 12, 14, 16, 20, 24, 28, 32,36 or 42 feet [3600, 4200, 4800, 6000, 7200,8400, 9600, 10 800, 12 600 mm] and an openingrise of 4 feet through 11 feet 6 inches [1200 mmthrough 3450 mm]. Other sizes may be providedcontingent upon the approval of the HydraulicSection, Office of Structural Engineering.

The individual culvert units shall not be skewed.Skew is not permitted because of the complexstructural analysis required when the mainreinforcement is not perpendicular to the wheelload.

The skew of the structure relative to the roadwayshall be given in 1° increments and typicallyshould not exceed 30°. Structures designed tohave no significant environmental impact on theaffected stream may exceed this limit.

The deck thickness and leg thickness for theculvert units are 10 inches [250 mm]. The designshould be based on these dimensions.


The maximum allowable height of cover ismeasured from the top of the culvert to the


January 2003 10-11

pavement surface. The maximum height of covershould be limited to 12 feet [4 meters]. Covergreater than 12 feet [4 meters] may be providedcontingent upon the approval of the HydraulicSection, Office of Structural Engineering.

The minimum cover, from the top of the archsections to the top of the pavement is 12 inches[300 millimeters]. However, in no case shall thetop of the arch sections be located above the topof subgrade.


Precast Reinforced Concrete Arch Sections shallbe designed in accordance with AASHTOStandard Specifications for Highway Bridgesdesign methodologies.

The design loading information (HS25 andAlternate Military Load) shall be included on theCulvert Detail Sheet or Site Plan. Spans greaterthan 12 feet [3658 mm] shall have an additionalload of 60 psf to allow for future roadwayresurfacing.


An investigation of the supporting foundationmaterial shall be conducted and the bearingcapacity of the foundation material estimated.The level of detail required for the foundationinvestigation shall be commensurate with theimportance of the structure. Such informationshall be submitted for all precast reinforcedconcrete arch section culvert installations andsubmitted prior to the Stage 3 review.

Refer to section 1008.8 for information onfoundation types.

1008.8 Foundations

Generally the arch or flat slab topped culverts aresupported on spread footings which are foundedat a minimum of 4 feet below the flowline oncompetent scour resistant native soils. Thefollowing conditions must be met in order forspread footings to be utilized:

A. The design and flood velocity through theculvert must be less than 8 fps (2.4 m/s).

B. The flood headwater must not overtop theroadway in the vicinity of the structure.

C. No previous evidence of stream scour ordegradation.

D. No undercutting of soft soils below the footingwill be allowed. Undercutting of the soilbelow the footing is not necessary.

In the absence of competent bearing strata, deepfoundations such as piles can be utilized basedupon the cost comparison justification studybetween alternative structure types includingbridges.

The excavated material along the inside of thefooting shall be backfilled with Type C RockChannel Protection for both spread footings andfootings with deep foundations., to precludescour.

1008.9 Waterproofing Membrane

An external waterproofing membrane shall beattached to all precast reinforced concrete boxculverts, three-sided flat-topped culverts, andarch culverts. Use Item 512 Waterproofing, Type2 along the vertical sides and Type 2 or 3 acrossthe top of the structure. Type 3 waterproofingshall be used if pavement is to be used directlyon top of the structure. Provide an overlap of aminimum of 12 inches (300mm) of the topmembrane to the vertical membrane.

1009 Subsurface PavementDrainage

1009.1 General

Subsurface pavement drainage is required on allprojects. An exception may be made where theproject is located in an area having a granularsubgrade. The subsurface drainage design shallbe submitted with the Preliminary Drainagereview for approval.

1009.2 Types of Subsurface Drainage

There are three means of draining the pavementsubsurface - pipe underdrains, prefabricatededge drains, and aggregate drains. Generally,pipe underdrains are used with paved shouldersand curbed pavements (Figures 1009-1 through1009-7). Prefabricated edge drains are typicallyused where existing concrete pavement withpaved shoulders are to remain. Aggregate drainsare used with bituminous surface treatedshoulders, aggregate shoulders, and for spot


January 200310-12

improvements (Figures 1009-8 and 1009-9).Additional examples of typical underdrain andedge drain placements can be found in theSample Plan Sheets.

1009.2.1 Pipe Underdrains

Pipe underdrains are used on both sides of thepavement and are typically carried throughsuperelevated sections. Figures 1009-1 through1009-7 show locations for pipe underdrains withrespect to several shoulder designs.

Pipe underdrains generally follow the profilegrade of the roadway as long as the pipeunderdrain maintains a positive or zero slope.For these cases, hydrostatic pressure is sufficientto ensure the proper drainage of the subbase andsubgrade.

Underdrain depth is measured from the bottom ofsubbase to the bottom of the underdrain trench.Shallow pipe underdrains are typically 4 or 6inches [100 or 150 millimeters] in diameter and 18to 30 inches [450 to 750 millimeters] deep innormal cut and fill, or fill sections. Where a dualunderdrain system is provided (shoulder greaterthan or equal to 8 feet [2.4 meters]), the edge ofshoulder underdrain is supplemental to the edgeof pavement underdrain and is typically 18 inches[450 mm] deep.

Rock cut underdrains are used in cut sectionswhen a rock, shale, or coal subgrade exists. Thedepth of the rock cut underdrain should be 6inches [150 mm] below the cut surface of the rock(Figure 1009-10). Refer to the 2002 CMS 204.05for undercut information.

Deep pipe underdrains (50 inches [1.25 meters]below subbase) are typically 6 inches [150millimeters] in diameter. Deep pipe underdrainsare used in cut sections, or areas with a highwater table, to drain the subgrade.

Unclassified underdrains are those having avariable depth below profile grade within a singlecontinuous longitudinal run. Variable depth pipeunderdrains (unclassified) shall be avoided wherepipe underdrains of a constant depth can beprovided.

Underdrains which outlet to a slope should beprovided with an Item 604 Precast ReinforcedConcrete Outlet and should be perpendicular tothe prevailing slope grade.

Underdrain outlets should be provided at adesirable interval of 500 feet [150 meters] with amaximum interval of 1000 feet [300 meters].Underdrain outlets should be provided at adesirable interval of 300 feet [100 meters], with amaximum interval of 500 feet [150 meters], wherefree draining base is utilized. It is desirable tooutlet underdrains at least 12 inches [300millimeters] above the flowline of a receivingditch; and 6 inches [150 mm] above the flowlineof a receiving catch basin, manhole, or pipe.Where necessary, the depth of the underdrainsmay vary slightly to accomplish this. Underdrainoutlet pipe outletting into a roadway ditch or fillslope should maintain a minimum slope of 1%.Outlets should not be located at the top of high(over 20 feet [6 meters]) 2:1 fill slopes. If thiscannot be accomplished by adjusting the spacing,special outlet treatments will be required.

1009.2.2 Construction Underdrains

In fine-grained soils excess water in the subgradeis the principal cause of unstable soil conditionsduring construction. Adequate subgradedrainage can be achieved by using temporarypipe underdrains. These underdrains aresacrificial in nature and are intended to workthroughout the construction process.

Construction Underdrains are usually placed inthe centerline of the roadway. They may also beplaced in the ditch line, if the water is coming infrom a cut section at a higher elevation.

The outlets for the construction underdrains arethe same pipe material and backfill asconstruction underdrains (not Type F). Theoutlets should be discharged into a catch basin,manhole, pipe, or ditch. If discharging into aditch, a precast concrete reinforced outlet is notrequired.

1009.2.3 Prefabricated Edge Drains

Prefabricated edge drains are located at the edgeof existing concrete pavement on resurfacingprojects where the existing pavement and pavedshoulders are being retained. If existing pavedshoulders are being replaced, a 4 inch [100millimeter] shallow pipe underdrain at the edge ofpavement shall be used in lieu of theprefabricated edge drain.

1009.2.4 Aggregate Drains

Aggregate drains should be located at 50 foot [15meter] intervals on each side of the pavement


January 2003 10-13

and staggered so that each drain is 25 feet [7.5meters] longitudinally apart from the adjacentdrain on the opposite side. If used on rigidpavements, the drains shall be located at eachend of each transverse joint. For superelevatedpavements, the drains should be located on thelow side only, at each transverse joint in rigidpavement and at 25 foot [7.5 meter] intervals forother pavement. Figures 1009-8 and 1009-9show aggregate drains for several treatedshoulder designs.

1000 Drainage Design Policies – List of Figures

July 2002

Figure Subject

1002-1 Minimum Culvert Sizes

1002-2 Water pH Contours - Average for Counties

1002-3 Water pH Contours - Values of Individual Culverts

1002-4 Requirements for Concrete Pipe Protection

General Notes for Figures 1002-5 and 1002-6

1002-5(50) Requirements for Corrugated Metal Pipe Thickness and Protection at Non-Abrasive Sites - 50-year Design Service Life

1002-5(75) Requirements for Corrugated Metal Pipe Thickness and Protection at Non-Abrasive Sites - 75-year Design Service Life

1002-6(50) Requirements for Corrugated Metal Pipe Thickness and Protection at Abrasive Sites - 50-year Design Service Life

1002-6(75) Requirements for Corrugated Metal Pipe Thickness and Protection at Abrasive Sites - 75-year Design Service Life

General Notes for Figures 1008-1 through 1008-9

1008-1 Height of Cover - Corrugated Steel Pipe

1008-2 Height of Cover - Corrugated Steel Pipe Arches

1008-3 Height of Cover - Structural Plate Corrugated Steel Pipe

1008-4 Height of Cover - Structural Plate Corrugated Steel Pipe Arches(18-inch [450 mm] Corner Radius)

1008-5 Height of Cover - Structural Plate Corrugated Steel Pipe-Arches(31-inch [775 mm] Corner Radius)

1008-6 Height of Cover - Corrugated Steel Spiral Rib Pipe

1008-7 Corner Bearing Pressure - Corrugated Steel Pipe Arches

1008-8 Corner Bearing Pressure - Structural Plate Corrugated Steel Pipe Arches(18-inch [450 mm] Corner Radius)

1008-9 Corner Bearing Pressure - Structural Plate Corrugated Steel Pipe Arches(31-inch [775 mm] Corner Radius)


1008-10 Maximum Allowable Height of Cover - Reinforced Concrete Pipe withType 2 Bedding

1008-11 Maximum Allowable Height of Cover - Reinforced Concrete Pipe withType 3 Bedding

July 2002

Figure Subject

1008-12 Maximum Allowable Height of Cover - Reinforced Concrete Elliptical Pipe with Type 2 Bedding

1008-13 Maximum Allowable Height of Cover - Non-Reinforced Rigid Pipe withType 2 Bedding

1008-14 Maximum Allowable Height of Cover - Reinforced Concrete Box Culvert with Type 1 bedding


1008-15 Height of Cover - Corrugated Aluminum Pipe

1008-16 Height of Cover - Corrugated Aluminum Pipe Arches

1008-17 Height of Cover - Structural Plate Corrugated Aluminum Pipe

1008-18 Height of Cover - Structural Plate Corrugated Aluminum Pipe Arches

1008-19 Height of Cover - Corrugated Aluminum Spiral Rib Pipe

1008-20 Corner Bearing Pressure - Corrugated Aluminum Pipe Arches

1008-21 Corner Bearing Pressure - Structural Plate Corrugate Aluminum Pipe Arches

1009-1 Typical Pipe Underdrain Locations







1009-8 Typical Aggregate Drain Locations

1009-9 Typical Aggregate Drain Locations

1009-10 Typical Rock Cut Underdrain

General Notes – Figures 1002-5 and 1002-6

July 2002

Tables 1002-5(50) & 1002-5(75)

Tables 1002-5(50) and 1002-5(75) are based onequations 6 and 8 from the ODOT Location &Design publication 82-1, “Culvert Durability Study”including:

• A 15-year service life for Bituminous Coatingwith Invert Paving for culverts 54” [1350 mm]and larger.

• A 25-year service life for Bituminous Coatingwith Invert Paving for culverts 48” [1200 mm]and smaller.

• A 35-year service life for Aluminium Coatingwith pH above 5.0

• A 50-year service life for Polymeric Coating

• All base metal must provide a minimum of 10years of service life.

Corrugated aluminium alloy pipe (707.21 and707.22) and aluminium alloy structural plate pipe(707.23) are acceptable with the minimumthickness required to satisfy cover conditions forall non-abrasive sites with a pH between 5.0 and9.0

A blank space in the table indicates that a gage,which satisfies the design service life, is notavailable.

Tables 1002-6(50) & 1002-6(75)

Tables 1002-6(50) and 1002-6(75) are based onequations 7 and 9 from the ODOT Location &Design publication 82-1, “Culvert Durability Study”including:

• A 15-year service life for Bituminous Coatingwith Invert Paving for culverts 54” [1350 mm]and larger.

• A 25-year service life for Bituminous Coatingwith Invert Paving for culverts 48” [1200 mm]and smaller.

• A 35-year service life for Aluminium Coatingwith pH above 5.0.

• A 50-year service life for Polymeric Coating

• All base metal must provide a minimum of 10years of service life.

Corrugated aluminium alloy pipe (707.21 and707.22) with Concrete Field Paving andaluminium alloy structural plate pipe (707.23) withConcrete Field Paving are acceptable with theminimum thickness required to satisfy coverconditions for all abrasive sites with a pHbetween 5.0 and 9.0

A blank space in the table indicates that a gage,which satisfies the design service life, is notavailable.

Abbreviations and Symbols

* Concrete field paving shall be epoxycoated per 706.03 for pH < 5.0

** Externally coated per AASHTO M243

w/CFP With concrete field paving of invert

General Notes - Figures 1008-1 through 1008-9

July 2002

Thickness

The following table shows the availablecommercial thicknesses for metallic coated steeland the corresponding gage number:

0.064 [1.63] 160.079 [2.01] 140.109 [2.77] 120.138 [3.51] 100.168 [4.27] 80.188 [4.78] 70.218 [5.54] 50.249 [6.32] 30.280 [7.11] 1

The maximum available sheet thickness foraluminum coated corrugated steel pipe (707.01,707.02, 707.05, 707.07; all with aluminumcoating) or polymer coated corrugated steel pipe(707.04) is 0.138 [3.51].

Minimum Cover

The minimum cover is measured from the top ofthe pipe or pipe-arch to the top of subgrade;however, in no installation shall the distance fromthe top of the pipe or pipe-arch to the top of thewearing surface or finished grade be less than thefigure values plus 6 inches [150 mm].

Maximum Cover

The maximum height of cover is measured fromthe top of the pipe or pipe-arch, to the top of thewearing surface. When a dashed line is shown inany column, the pipe shown in the correspondingrow shall not be specified for the thicknessindicated. The maximum height of cover over anypipe is 100 feet [30 m], without a special design.Before a pipe is used under a cover exceeding100 feet [30 m], the structural maximum allowableheight of cover and the required bearing pressureshould be calculated and an investigation of thebearing capacity of the foundation materialperformed.

Parameters

The figures are based upon the followingparameters:

A. A standard highway loading of HS 20-44[MS-18] for live load.

B. Unit weight of embankment material = 120pounds per cubic foot [1920 kg. per cubicmeter].

C. Factor of safety for seam strength = 3.0

D. Factor of safety for buckling = 2.0

E. Horizontal soil modulus =1400 pounds persquare inch [9650 kPa]

Foundation

For all pipe-arch installations, the foundationmaterial shall be investigated to determine itsbearing capacity. The bearing capacity shall be aminimum of twice the corner bearing pressure.

Seam Fabrication

Allowable heights of cover are based upon thefollowing types of seam fabrication:

A. 707.01, 707.04, 707.05, 707.11, and 707.13with ½" [13 mm] corrugations; pipes 12" [300mm] dia. through 36" [900 mm] dia. with onerow of rivets; 42" [1050 mm] dia. through 84"[2100 m] dia. with two rows of rivets.

B. 707.01, 707.04, 707.05, 707.11, and 707.13with ½" [13 mm] corrugations; pipe-arches17" X 13" [430 mm X 340 mm] through 42" X29" [1060 mm X 740 mm] with one row ofrivets; 49" X 33" [1240 mm X 840 mm]through 83"X57" [2100 mm X 1450 mm] withtwo rows of rivets.

C. 707.02, 707.04, 707.07, 707.11, and 707.14with 1" [25 mm] corrugations pipes and pipe-arches; all sizes with two rows of rivets.

D. 707.03 pipes and pipe-arches; all sizes andwall thicknesses with four bolts per foot ofseam (3/4" diameter)[75 mm bolt spacing(M20 bolts)], also the 0.280" [7.11 mm] wallthickness in all sizes with six bolts per foot ofseam [50 mm bolt spacing]. If six bolts perfoot of seam is required, the number of boltsper foot of seam (6) [spacing of bolts] shall bespecified on the plans.

Metal ThicknessInches [mm]

Gage Number

July 2002

E. 707.12 pipes; all sizes and wall thicknesseswith lock seams.

F. Spot welded, helical butt welded and lockseams are considered equal to the seamstrength of riveted seams.


20+ [6+] The maximum allowable height ofcover over any pipe-arch is 20' [6m] without a special design. Theplus sign indicates the pipe-archis structurally safe under a covergreater than 20' [6 m], but thebearing capacity of thefoundation may not be adequate.

Ht. height, in feet (ft.) [meters (m)]

CBP corner bearing pressure, in tons persquare foot (tsf) [kilopascals (kPa)]

b/ft. bolts per foot of seam

Inv. invalid. Indicates the values were invalidfor the pipe-arch. The corner bearingpressure for the pipe-arch will alwaysexceed the given value under anyallowable height of cover.

tsf [kPa] tons per square foot [kilopascals]


January 2003

Minimum Cover

Low cover situations (< 2' (0.6m) of fill) with spans> 14' (4.3m) may require >12" (305mm) thick topslabs.

See Section 1008.2.2

Maximum Cover

The maximum height of cover is measured fromthe top of the pipe or elliptical pipe to the top ofthe wearing surface.

When a dashed line is shown in any column, thepipe shown in the corresponding row shall not bespecified for the D-Load indicated. When anasterisk is shown in any row, the minimumstrength pipe commercially available is greaterthan the strength shown in the correspondingcolumn. When a blank space is shown, the pipemay be specified if a special design, verifying thestructural height of cover, is provided.

The maximum height of cover over any pipe is100 feet [30 m], without a special design. Beforea pipe is used under a cover exceeding 100 feet[30 m], the structural maximum allowable heightof cover and the required bearing pressure shouldbe calculated and an investigation of the bearingcapacity of the foundation material performed.


D-LOAD The supporting strength of a pipeloaded under three-edge-bearingtest conditions expressed inpounds per linear foot per foot ofinside diameter or span[Newton’s per linear meter permillimeter of inside diameter orspan].

HE Horizontal elliptical reinforced concretepipe

VE Vertical elliptical reinforced concrete pipe

Design Loading

Spans above 12' (3.6m) shall be designed forHS25 (MS-22.5) live load with an additional 60psf(2872.8 Pa) for a future wearing surface

1008-10

BEDDING REINFORCED CONCRETE PIPE WITH TYPE 2

MAXIMUM ALLOWABLE HEIGHT OF COVER FOR

Reference Section1008.2.1

706.02 Pipe-Minimum Test Load to Produce a 0.01-Inch Crack D-Load

Height of Fill (Maximum)

Revised July, 2002

Thick-Pipe 3250300027502500225020001750150012501000nessDia.

InchesInches

464238353128****212464239353128****2.2515464239353128242017*2.518464238353128242017*2.7521454238343127242016*324454138343127242016133.2527454138343127232016123.53044413734302723191612436444137333026231916124.54244403733302623191512548444037332926221915125.55443403633292622191511660433936322925221815116.56643393632292522181411772423935322825211814117.5784239353228252118141188442393532282521181410890423935322825211714108.596423835312824211714108.5102423835312824211714109108423835312824211713109.51144238343127242017131010120413834312724201713910.5126413834312724201613911132413734302723201612912144

1008-11

BEDDING REINFORCED CONCRETE PIPE WITH TYPE 3MAXIMUM ALLOWABLE HEIGHT OF COVER FOR

Reference Section1008.2.1

706.02 Pipe-Minimum Test Load to Produce a 0.01-Inch Crack D-Load


Revised July, 2002

Thick-Pipe3250300027502500225020001750150012501000nessDia.

InchesInches

232119171514****212232220181614****2.251524222018161412108*2.51824222018161412108*2.752124222018161412108*3242422201816141210863.25272422201816141210863.5302422201816141210864362422201816141210864.5422422201816141210855482422201816141210855.554242220181614121075660242220181614129756.56624222018161311975772242220181513119757.5782421191715131197488423211917151311974890232119171513119648.596232119171513118648.5102232119171513108649108232119171412108649.511423211816141210863101202220181614121086310.51262220181614121075311132222018161411975312144

MAXIM

UM ALLO

WABLE HEIG

HT OF CO

VER FOR

REINFORCED CO

NCRETE ELLIPTICAL PIPEW

ITH TYPE 2 BEDDING706.04 Pipe-Minimum Test Load To Produce A 0.01_Inch Crack

ClassClass

Height of Fill (Maximum) Height of Fill (Maximum)

Revised July, 2002

1008-12

Reference Section

1008.2.1Thick-Pipe EqualThick-Pipe Equal

VE-VIVE-VVE-IVVE-IIIVE-IInessRise x SpanRoundHE-IVHE-IIIHE-IIHE-InessRise x SpanRoundinchesinchesDia.inchesinchesDia.

49362417134.545x2936231510*2.7514x23184937251713553x3442241611*3.2519x302450382517135.560x3848241611*3.522x34275038251713668x4354241611*3.7524x3830

382617136.576x4860241611*4.529x453638261813783x5366241612*534x5342

2718147.591x58721613*5.538x6048271814898x637817139643x68542719148.5106x68841713106.548x7660

9113x7290171310753x83669.5121x77961813107.558x9172

9.75128x82102181311863x987810136x871081814118.568x10684

10.5143x921141814972x1139011151x9712018149.577x1219612166x10613218149.7582x12810213180x11614419141087x136108

10.592x1431141197x15112012106x16613213116x180144

1008-13

CONCRETE PIPE WITH TYPE 2 BEDDINGCOVER FOR NON-REINFORCEDMAXIMUM ALLOWABLE HEIGHT OF

Reference Section

1008.2.1

706.08706.01

Class


Revised July 2002

Ext.Std.Pipe Str.Str.IIIIIIDia.

inches

4124494131430183630226251627231782215221915101812181512121711171511151611161511181610--10211610--10241610---271510---301510---331510---36

1008-14

CULVERTS WITH TYPE 1 BEDDING FOR REINFORCED CONCRETE BOX

MAXIMUM ALLOWABLE HEIGHT OF COVER

Reference Section

1008.5

706.05 Precast Reinforced Concrete Box CulvertsBox Rise ft


Approval of The Office of Structural Engineering is required for sizes other than those listed above.

Low cover situations (< 2' of fill) with spans > 14' may require >12" thick top slabs.

surface.Spans above 12' shall be designed for HS25 live load with an additonal 60psf for a future wearing

Revised July 2002

Box10987654Span

ft

---252525258-2525252525-10

2525-25-2512161616161616161412121212121212161010101010101018888888820


July 2002

Thickness

The following table shows the availablecommercial metal thicknesses for aluminum pipe

0.060 [1.52] 0.100 [2.54]0.075 [1.91] 0.125 [3.18]0.105 [2.67] 0.150 [3.81]0.135 [3.43] 0.175 [4.45]0.164 [4.17] 0.200 [5.08]

0.225 [5.72]0.250 [6.35]

Minimum Cover

The minimum cover is measured from the top ofthe pipe or pipe arch to the top of subgrade;however, in no installation shall the distance fromthe top of the pipe or pipe arch to the top of thewearing surface or finished grade be less than thefigure values plus 6 inches [150 mm].

Maximum Cover

The maximum height of cover is measured fromthe top of the pipe or pipe arch to the top of thewearing surface. When a dashed line is shown inany column, the pipe shown in the correspondingrow shall not be specified for the thicknessindicated. The maximum height of cover over anypipe is 100 feet [30 m], without a special design.Before a pipe is used under a cover exceeding100 feet [30 m], the structural maximum allowableheight of cover and the required bearing pressureshould be calculated and an investigation of thebearing capacity of the foundation materialperformed.

Parameters

The figures are based upon the followingparameters:

A. A standard highway loading of HS 20-44 [MS-20] for live load.

B. Unit weight of embankment material = 120pounds per cubic foot [1920 kg. per cubicmeter].

C. Factor of safety for seam strength = 3.0

D. Factor of safety for buckling = 2.0

E. Horizontal soil modulus =1400 pounds persquare inch [9650 kPa]

Foundation

For all pipe arch installations, the foundationmaterial shall be investigated to determine itsbearing capacity. The bearing capacity shall be aminimum of twice the corner bearing pressure.

Seam Fabrication

Allowable heights of cover are based upon thefollowing types of seam fabrication:

A. 707.21 pipes; 12" [300 mm] dia. through 36"[900] dia. with one row of rivets; 42" [1050]dia. through 84" [2100 mm] with two rows ofrivets.

B. 707.21 pipe arches; 17" X 13" [430 mm X 340mm] through 42" X 29" [1060 mm X 740 mm]with one row of rivets; 49" X 33" [1240 mm X840 mm] through 83" X 57" [2100 X 1450]with two rows of rivets.

C. 707.22 pipes and pipe arches; all sizes withtwo rows of rivets.

D. 707.23 pipes and pipe arches; all sizes andwall thicknesses with four bolts per nineinches [225 mm] of seam (3/4" diameter[M20] bolts).

E. 707.24 pipes; all sizes and wall thicknesseswith lock seams.

F. Spot welded, helical butt welded and lockseams are considered equal to the seamstrength of riveted seams.


20+ [6+] The maximum allowable heightof cover over any pipe-arch is 20'[6 m] without a special design.The plus sign indicates the pipe-arch is structurally safe under acover greater than 20' [6 m], butthe bearing capacity of thefoundation may not be adequate.

Ht. height, in feet (ft.) [meters (m)]

Metal Thickness Inches [mm]

707.21, 707.22 & 707.24

Metal ThicknessInches [mm]

707.03

July 2002

CBP corner bearing pressure, in tons persquare foot (tsf) [kilopascals (kPa)]

b/ft. bolts per foot of seam

Inv. invalid. Indicates the values were invalidfor the pipe-arch. The corner bearingpressure for the pipe-arch will alwaysexceed the given value under anyallowable height of cover.

tsf [kPa] tons per square foot [kilopascals]

1008-10

BEDDING REINFORCED CONCRETE PIPE WITH TYPE 2

MAXIMUM ALLOWABLE HEIGHT OF COVER FOR

Metric UnitsReference Section

1008.2.1

706.02 Pipe-Minimum Test Load to Produce a 0.3-mm Crack D-Load


Revised July, 2002

Thick-Pipe 15014013012011010087.57562.550nessDia.

mmmm

14.212.911.710.89.58.6****5030014.212.912.010.89.58.6****5737514.212.912.010.89.58.67.46.25.2*6345014.212.911.710.89.58.67.46.25.2*6952513.912.911.710.59.58.37.46.24.9*7560013.912.611.710.59.58.37.46.24.94.08267513.912.611.710.59.58.37.16.24.93.78875013.612.611.410.59.28.37.15.94.93.710090013.612.611.410.29.28.07.15.94.93.7113105013.612.311.410.29.28.07.15.94.63.7125120013.612.311.410.28.98.06.85.94.63.7138135013.212.311.110.28.98.06.85.94.63.4150150013.212.011.19.98.97.76.85.54.63.4163165013.212.011.19.98.97.76.85.54.33.4175180012.912.010.89.98.67.76.55.54.33.4188195012.912.010.89.98.67.76.55.54.33.4200210012.912.010.89.98.67.76.55.54.33.1200225012.912.010.89.98.67.76.55.24.33.1213240012.911.710.89.58.67.46.55.24.33.1213255012.911.710.89.58.67.46.55.24.33.1225270012.911.710.89.58.67.46.55.24.03.1238285012.911.710.59.58.37.46.25.24.03.1250300012.611.710.59.58.37.46.25.24.02.8263315012.611.710.59.58.37.46.24.94.02.8275330012.611.410.59.28.37.16.24.93.72.83003600

1008-11

BEDDING REINFORCED CONCRETE PIPE WITH TYPE 3MAXIMUM ALLOWABLE HEIGHT OF COVER FOR


1008.2.1

706.02 Pipe-Minimum Test Load to Produce a 0.3-mm Crack D-Load


Revised July, 2002

Thick-Pipe15014013012011010087.57562.550nessDia.

mmmm

7.06.45.85.24.64.3****503007.06.76.15.54.94.3****573757.36.76.15.54.94.33.73.02.4*634507.36.76.15.54.94.33.73.02.4*695257.36.76.15.54.94.33.73.02.4*756007.36.76.15.54.94.33.73.02.41.8826757.36.76.15.54.94.33.73.02.41.8887507.36.76.15.54.94.33.73.02.41.81009007.36.76.15.54.94.33.73.02.41.811310507.36.76.15.54.94.33.73.02.41.512512007.36.76.15.54.94.33.73.02.41.513813507.36.76.15.54.94.33.73.02.11.515015007.36.76.15.54.94.33.72.72.11.516316507.36.76.15.54.94.03.42.72.11.517518007.36.76.15.54.64.03.42.72.11.518819507.36.45.85.24.64.03.42.72.11.220021007.06.45.85.24.64.03.42.72.11.220022507.06.45.85.24.64.03.42.71.81.221324007.06.45.85.24.64.03.42.41.81.221325507.06.45.85.24.64.03.02.41.81.222527007.06.45.85.24.33.73.02.41.81.223828507.06.45.54.94.33.73.02.41.80.925030006.76.15.54.94.33.73.02.41.80.926331506.76.15.54.94.33.73.02.11.50.927533006.76.15.54.94.33.42.72.11.50.93003600

MAXIM

UM ALLO

WABLE HEIG

HT OF CO

VER FOR

REINFORCED CO

NCRETE ELLIPTICAL PIPEW

ITH TYPE 2 BEDDING706.04 Pipe-Minimum Test Load To Produce A 0.3 mm Crack

ClassClass

Height of Fill (Maximum) Height of Fill (Maximum)

Revised July, 2002

1008-12M

etric UnitsReference Section

1008.2.1Thick-Pipe EqualThick-Pipe Equal

VE-VIVE-VVE-IVVE-IIIVE-IInessRise x SpanRoundHE-IVHE-IIIHE-IIHE-InessRise x SpanRoundmmmmDia.mmmmDia.

14.911.07.35.24.01131150 x 7309007.04.63.0*69365 x 57545014.911.37.65.24.01251345 x 85510507.34.93.4*82490 x 77060015.211.67.65.24.01381535 x 97512007.34.93.4*88550 x 86567515.211.67.65.24.01501730 x 109513507.34.93.4*94610 x 960750

11.67.95.24.01631920 x 122015007.34.93.4*113730 x 115090011.67.95.54.01752110 x 134016507.34.93.7*125855 x 13451050

8.25.54.31882305 x 146518004.94.0*138975 x 153512008.25.54.32002495 x 158519505.24.02.71501095 x 173013508.25.84.32132690 x 170521005.24.03.01631220 x 19201500

2252880 x 183022505.24.03.01751340 x 211016502383070 x 195024005.54.03.01881465 x 230518002443265 x 207525505.54.03.42001585 x 249519502503455 x 219527005.54.33.42131705 x 269021002633648 x 231528505.54.32251830 x 288022502753840 x 244030005.54.32381950 x 307024003004225 x 268033005.54.32442075 x 326525503254610 x 292536005.84.32502195 x 34552700

2632315 x 364828502752440 x 384030003002680 x 422533003252925 x 46103600

1008-13

CONCRETE PIPE WITH TYPE 2 BEDDINGCOVER FOR NON-REINFORCEDMAXIMUM ALLOWABLE HEIGHT OF


1008.2.1

706.08706.01Class


Revised July 2002

Ext.Std.Pipe Str.Str.IIIIIIDia.

mm

12.57.314.912.59.41009.15.511.09.16.71507.64.98.27.05.22006.74.66.75.84.62505.53.75.54.63.73005.23.45.24.63.43754.93.44.94.63.44504.93.0--3.05254.93.0--3.06004.93.0---6754.63.0---7504.63.0---8254.63.0---900

1008-14

CULVERTS WITH TYPE 1 BEDDING FOR REINFORCED CONCRETE BOX

MAXIMUM ALLOWABLE HEIGHT OF COVER


1008.5

706.05 Precast Reinforced Concrete Box CulvertsBox Rise mm


Approval of The Office of Structural Engineering is required for sizes other than those listed above.

Low cover situations (< 0.6 m of fill) with spans > 4.3 m may require >305 mm thick top slabs.

wearing surface.Spans above 3.6 m shall be designed for MS-22.5 live load with an additonal 2872.8 Pa for a future

Revised January 2003

Box3000270024002100180015001200Span

mm

---7.67.67.67.62400-7.67.6----3000

7.67.6-7.6-7.636004.94.94.94.9-4.9-42003.73.73.73.73.7-3.748003.03.03.0----54002.42.42.42.42.42.42.46000


1100 Drainage design Procedures1101 Estimating Design Discharge ......................................................................................................11-1

1101.1 General ...........................................................................................................................11-11101.2 Procedures......................................................................................................................11-1

1101.2.1 Statistical Methods..........................................................................................11-11101.2.2 Rational Method..............................................................................................11-11101.2.3 Coefficient of Runoff .......................................................................................11-21101.2.4 Rainfall Intensity..............................................................................................11-3

1102 Open Water Carriers .....................................................................................................................11-31102.1 General ...........................................................................................................................11-31102.2 Types of Carriers.............................................................................................................11-3

1102.2.1 Standard Roadway (Roadside) Ditches..........................................................11-31102.2.2 Special Ditches ...............................................................................................11-31102.2.3 Median Ditches ...............................................................................................11-41102.2.4 Channel Relocations.......................................................................................11-41102.2.5 Channel Linings and Bank Stabilization .........................................................11-4

1102.3 Ditch Design Criteria - Design Traffic Exceeding 2000 ADT ..........................................11-51102.3.1 Design Frequency...........................................................................................11-51102.3.2 Velocity Protection ..........................................................................................11-51102.3.3 Roughness......................................................................................................11-61102.3.4 Catch Basin Types..........................................................................................11-61102.3.5 Calculated Catch Basin Spacing.....................................................................11-71102.3.6 Arbitrary Maximum Catch Basin Spacing .......................................................11-7

1102.4 Ditch Design Criteria - Design Traffic of 2000 ADT or Less ...........................................11-71102.4.1 Design Frequency...........................................................................................11-71002.4.2 Velocity Protection ..........................................................................................11-71102.4.3 Roughness......................................................................................................11-81102.4.4 Catch Basin Types..........................................................................................11-8

1102.5 Design Aids for Ditch Flow Analysis ...............................................................................11-81102.5.1 Earth Channel Charts .....................................................................................11-81102.5.2 Rectangular Channel Charts...........................................................................11-8

1103 Pavement Drainage.......................................................................................................................11-81103.1 General ...........................................................................................................................11-81103.2 Design Frequency...........................................................................................................11-81103.3 Estimating Design Discharge..........................................................................................11-91103.4 Capacity of Pavement Gutters ........................................................................................11-91103.5 Pavement Flow Charts....................................................................................................11-91103.6 Bypass Charts for Continuous Pavement Grades ........................................................11-10

1103.6.1 Curb Opening Inlets ......................................................................................11-101103.6.2 Grate or Combination Grate and Curb Opening Inlet ...................................11-10

1103.7 Grate Catch Basins and Curb Opening Inlets In Pavement Sags ................................11-101104 Storm Sewers ..............................................................................................................................11-11

1104.1 General .........................................................................................................................11-111104.2 Design Considerations..................................................................................................11-11

1104.2.1 Storm Sewer Depth.......................................................................................11-111104.2.2 Storm Sewer Access.....................................................................................11-12

1104.3 Layout Procedure..........................................................................................................11-121104.3.1 Plan ...............................................................................................................11-121104.3.2 Profile ............................................................................................................11-12

1104.4 Storm Sewer Design Criteria ........................................................................................11-121104.4.1 Design Frequency.........................................................................................11-121104.4.2 Hydraulic Grade Line ....................................................................................11-121104.4.3 Coefficient of Runoff .....................................................................................11-131104.4.4 Time of Concentration...................................................................................11-131104.4.5 Pipe Roughness Coefficient..........................................................................11-13

1104.4.6 Minimum Storm Sewer Pipe Size .................................................................11-131104.5 Hydraulic Design Procedure .........................................................................................11-13

1105 Roadway Culverts .......................................................................................................................11-131105.1 General .........................................................................................................................11-131105.2 Types of Culvert Flow ...................................................................................................11-141105.3 Design Procedure .........................................................................................................11-14

1105.3.1 General .........................................................................................................11-141105.3.2 Hydraulic Analysis.........................................................................................11-141105.3.3 Bankfull Discharge ........................................................................................11-15

1105.4 Use of Nomographs ......................................................................................................11-161105.4.1 Outlet Control ................................................................................................11-161105.4.2 Inlet Control...................................................................................................11-16

1105.5 Design Criteria ..............................................................................................................11-161105.5.1 Design Frequency.........................................................................................11-161105.5.2 Maximum Allowable Headwater....................................................................11-161105.5.3 Method Used to Estimate Storm Discharge..................................................11-161005.5.4 Scale of Topographic Mapping Used to Delineate Contributing Drainage Areas.....................................................................................................................................11-161105.5.5 Manning’s Roughness Coefficient “n”...........................................................11-161105.5.6 Entrance Loss Coefficient “ke”.......................................................................11-161105.5.7 Minimum Cover .............................................................................................11-161105.5.8 Maximum Cover ............................................................................................11-161105.5.9 Maximum Allowable Outlet Velocity..............................................................11-161105.5.10 Headwall Type ............................................................................................11-171105.5.11 Contacts With County Engineer..................................................................11-171105.5.12 Minimum Pipe Size .....................................................................................11-17

1105.6 Special Considerations .................................................................................................11-171105.6.1 Tailwater........................................................................................................11-171105.6.2 Multiple Cell Culverts ....................................................................................11-171105.6.3 Paved Drop-down Entrance..........................................................................11-171105.6.4 Improved Inlets for Culverts ..........................................................................11-181105.6.5 Depressed Inverts.........................................................................................11-181105.6.6 Flood Plain Culverts......................................................................................11-18

1106 End Treatments ...........................................................................................................................11-191106.1 General .........................................................................................................................11-19

1106.1.1 Usage............................................................................................................11-191106.1.2 End Treatment Grading ................................................................................11-19

1106.2 Headwall Types.............................................................................................................11-191106.2.1 Half-Height Headwalls ..................................................................................11-191106.2.2 Full-Height Headwalls ...................................................................................11-19

1106.3 Concrete Apron.............................................................................................................11-201107 Rock Channel Protection ...........................................................................................................11-20

1107.1 General .........................................................................................................................11-201107.2 Types ............................................................................................................................11-20

1108 Agricultural Drainage..................................................................................................................11-201108.1 Farm Drain Crossings ...................................................................................................11-201108.2 Farm Drain Outlets........................................................................................................11-21

1109 Longitudinal Sewer Location.....................................................................................................11-211109.1 Under Pavement ...........................................................................................................11-211109.2 Under Paved Shoulder..................................................................................................11-211109.3 Approval ........................................................................................................................11-21

1110 Reinforced Concrete Radius Pipe and Box Sections..............................................................11-211110.1 General .........................................................................................................................11-21

1111 Sanitary Sewers ..........................................................................................................................11-211111.1 General .........................................................................................................................11-211111.2 Manholes.......................................................................................................................11-21

1112 Notice of Intent (NOI) ..................................................................................................................11-211113 Erosion Control at Bridge Ends ................................................................................................11-22

1113.1 General .........................................................................................................................11-221113.2 Corner Cone..................................................................................................................11-22

1114 Storm Water Pollution Prevention Plan (SWPPP) ...................................................................11-221114.1 General .........................................................................................................................11-221114.2 Objectives .....................................................................................................................11-221114.3 General Guidance.........................................................................................................11-22

1114.3.1 Required Size of Sediment Basins ...............................................................11-23

1100 Drainage Design Procedures

July 200211-1

1101 Estimating DesignDischarge

1101.1 General

In order to properly design highway drainagefacilities, it is essential that a reasonable estimatebe made of the design and check discharges.Some of the more important factors affectingrunoff are duration, intensity and frequency ofrainfall; and the size, imperviousness, slope, andshape of the drainage area.

Suitable topographic mapping shall be utilized todetermine the contributing drainage area. Fordrainage areas over 100 acres [40 hectares], a7.5 minute U.S. Geological Survey Quadranglewill ordinarily suffice. For smaller areas, or wheredischarges are calculated using the rationalmethod, 1:2400 to 1:6000 scale maps will bemore appropriate.

A proper evaluation should be made of the landuse throughout the drainage area. Changes inland use within the drainage area which will occurin the immediate future shall be taken intoaccount when determining design discharges.However, probable land use changes beyond thisshould not be assumed when determining designdischarges. It is the responsibility of the localpermitting/zoning agency to ensure proper landand water management techniques are utilized.These techniques will minimize the adverseaffects of a change in land use.

1101.2 Procedures

1101.2.1 Statistical Methods

The statistical methods developed by the U.S.Geological Survey and published in USGSReports 89-4126, 93-135 and 93-4080 shall beused to estimate runoff from larger drainageareas. A description and the limitations of thesemethods are described in Section 1003.

1101.2.2 Rational Method

The rational method is considered to be morereliable for estimating runoff from small drainageareas, usually less than 6 acres [2.5 hectares];and for areas that contribute overland flow andshallow concentrated flow to the roadway ditch orpavement. The design discharge “Q” is obtainedfrom the equation:

��

��

� =

=

360CiAQ

CiAQ

where:

Q = Discharge in cubic feet per second[cubic meters per second]

C = Coefficient of runoff

I = Average rainfall intensity in inches perhour [mm per hour], for a given stormfrequency and for a duration equal tothe time of concentration.

A = Drainage area in acres [hectares]

The time of concentration is the time required forrunoff to flow from the most remote point of thedrainage area to the point of concentration. Thepoint of concentration could be a culvert, catchbasin or the checkpoint in a roadway ditch usedto determine the need for velocity protection.Time of concentration is designated by “tc” and isthe summation of the time of overland flow “to”,the time of shallow concentrated flow "ts" and thetime of pipe or open channel flow “td”.

Overland flow is that flow which is not carried in adiscernible channel and maintains a uniformdepth across the sloping surface. It is oftenreferred to as sheet flow. The time of overlandflow may be obtained from Figure 1101-1, asimilar overland flow chart, or from the equation:

��

��

� −≈

−≈

3o

3o

sLC)3.26(1.1t

sLC)1.8(1.1t

where:

to = Time of overland flow in minutes

C = Coefficient of runoff

L = Distance to most remote location indrainage area in feet [meters]

s =

Drainage Design Procedures

11-2 July 2002

These methods should not be used to determinethe time of travel for gutter, swale, or ditch flow.

This equation and Figure 1101-1 assume ahomogeneous drainage area. Where theoverland flow area is composed of segments withvarying cover and/or slopes, the summation of thetime of concentration for each segment will tendto over-estimate the overland flow time, “to”. Inthis case it may be more appropriate to use anaverage runoff coefficient "C" and an averageground slope in the Overland Flow Chart.

Sheet flow is assumed to occur for no more than300 feet [90 meters] after which water tends toconcentrate in rills and then gullies of increasingproportion. This type of flow is classified asshallow concentrated flow. The velocity of shallowconcentrated flow can be estimated using thefollowing relationship:

[ ]0.5

0.5

ksV

3.281ksV

=

=

where:

V = Velocity in fps [m/s]

k = Intercept coefficient(see Table 1101-1)

s = Overland slope (percent)

Table 1101-1 Types of Surface

InterceptCoefficient “k”

Forest with heavy ground litter 0.076Min. tillage cultivated; woodland 0.152Short grass pasture 0.213Cultivated straight row 0.274Poor grass; untilled 0.305Grassed waterways 0.457Unpaved area; bare soil 0.491Paved area 0.619

Shallow concentrated flow generally empties intopipe systems, drainage ditches, or naturalchannels. The velocity of flow in an open channelor pipe can be estimated using the Manning'sequation.

The travel time for both shallow concentrated flowand open channel or pipe flow is calculated asfollows:

60VLtort ds =

where:

ts = Travel time for shallow concentratedflow in minutes

td = Travel time for open channel or pipeflow in minutes

L = Flow length in feet [meters]

V = Velocity in fps [m/s]

Where a contributing drainage area has itssteepest slope and/or highest "C" value in thesub-area nearest the point of concentration, therational method discharge for this sub-area maybe greater than if the entire contributing drainagearea is considered. The maximum runoff rate fora sub-area should be considered only if greaterthan that for the entire area.

1101.2.3 Coefficient of Runoff

The coefficient of runoff is a dimensionlessdecimal value that estimates the percentage ofrainfall that becomes runoff. The recommendedvalues for the coefficient of runoff for variouscontributing surfaces are shown in Table 1101-2.Where two values are shown, the higher valueordinarily applies to the steeper slopes.

For Residential areas, lot size should also beconsidered in choosing the appropriate value forthe coefficient of runoff. Generally, a higher valueshould be associated with smaller lots and asmaller value should be associated with larger lotsizes. The selected coefficient should be basedupon an estimation of the typical slope, lot size,and lot development.

The total width contributing flow to a given pointusually consists of surfaces having a variableland cover and thereby requires a weightedcoefficient of runoff “C”. The weighted coefficientis obtained by averaging the coefficients for thedifferent types of contributing surfaces, as notedin the following example:


July 2002 11-3

Table 1101-2

Types of Surface

Coefficient ofRunoff “C”

Pavement & paved shoulders 0.9Berms and slopes 4:1 or flatter 0.5Berms and slopes steeper than 4:1 0.7Contributing areas Residential (single family) 0.3-0.5 Residential (multi-family) 0.4-0.7 Woods 0.3 Cultivated 0.3-0.6

ContributingWidth “W”

Land Use “C” “CW”

20 feet Paved Area 0.9 1840 feet Earth Berms &

Slopes0.7 28

140 feet Residential Area 0.6 84200 feet Summations 130

Weighted “C” = 130/200 = 0.65

ContributingWidth “W”

Land Use “C” “CW”

6.1 meters Paved Area 0.9 5.56.2 meters Earth Berms &

Slopes0.7 4.3

42.7 meters Residential Area 0.6 25.655 meters Summations 35.4

Weighted “C” = 35.4/55 = 0.64

1101.2.4 Rainfall Intensity

The average rainfall intensity “i” in inches perhour [millimeters per hour] may be obtained fromthe Intensity-Duration-Frequency curves shownon Figure 1101-2. Each set of curves applies to aspecific geographic area, A, B, C, or D as shownon the Rainfall Intensity Zone Map, Figure 1101-3. The geographic areas were established froman analysis of rainfall records obtained fromWeather Bureau stations in Ohio. Some politicalsubdivisions may have developed curves for theirspecific area similar to Figure 1101-2. Suchcurves may be based on a much longer period ofrecord and provide more reliable information.Any local curves proposed by the designer shouldbe cleared with the Hydraulic Section, Office ofStructural Engineering prior to incorporating thatinformation in the drainage calculations.

1102 Open Water Carriers

1102.1 General

Open water carriers generally provide the mosteconomical means for collecting and conveyingsurface water contributing to the roadway. Therequired capacity of a water carrier involves adetermination of the velocity and depth of flow fora given discharge. These characteristics canbest be obtained from charts that are based onManning’s equation. Channel flow charts havebeen prepared for all the common water carriershapes and are included in the Drainage DesignAids. A ditch computation sheet similar to thatprovided in the Appendix shall be used to performor summarize ditch calculations. As a guideline,the desirable minimum roadway ditch gradesshould be 0.50% with a recommended absoluteminimum of 0.25%. Lower grades may be usedon large channels as necessary. Open watercarriers should maintain a constant slopewherever possible. The proper location of a ditchoutfall is quite important. Existing drainagepatterns should be perpetuated insofar aspracticable. Care should be taken to not capturean existing stream with the roadside ditch. If thisis necessary, the designed ditch shall be inaccordance to Section 1102.2.4.

1102.2 Types of Carriers

1102.2.1 Standard Roadway (Roadside)Ditches

The various roadside ditches shown in Volume I,Roadway Design, have proven to be safe and toprovide adequate flow capacity. A ditch isconsidered to be standard when the centerline isparallel to the edge of the pavement and theflowline is a uniform distance below the edge ofpavement. A modification of the above isrequired when the grade of the pavement is tooflat to provide acceptable ditch flow, therebycreating the need for a special ditch. Channelcharts, Drainage Design Aid Figures 1100-1through 1100-10, are included for use indetermining velocity and depth of flow forstandard ditches having variable side slopes.

1102.2.2 Special Ditches

Special ditches other than the modified standardroadway ditch described in Section 1102.2.1above, include the following:


11-4 July 2002

A. The steep ditch beyond the toe of theembankment used to carry the flow from a cutsection to the valley floor.

B. Toe of fill ditch which is separated from thetoe of fill by a minimum 10 foot [3 meter] widebench, having a minimum transverse slope of½ inch per foot [0.04] toward the ditch.

C. Deep parallel side ditches separated from thepavement by a wide bench or earth barrier.

The special ditches described in A, B and Cabove are ordinarily trapezoidal in shape andappropriate charts for the hydraulic analysis areincluded in this section of the manual or in theFHWA publication “Design Charts for OpenChannel Flow”’ Hydraulic Design Series No. 3. Itis required that the calculated flowline elevationbe shown on each special ditch cross section.

1102.2.3 Median Ditches

The median ditches that are an integral part of allearth medians have the same shape and capacityfeatures as the standard roadside radius ditchand the appropriate ditch chart is applicable forthe hydraulic analysis. The fully depressed earthmedian provides adequate hydraulic capacity andthe appropriate flow charts in the DrainageDesign Aid Figures 1100-11, 1100-12 and 1100-13 have been developed for that shape. Therounding shown on the charts varies from 8 feet[2400 millimeters] to 4 feet [1200 millimeters],depending on the width of the median. The slightdiscrepancy in the rounding from that shown inVolume I, Roadway Design, is not considered toaffect the accuracy of the charts.

1102.2.4 Channel Relocations

Major channel relocations should be avoided.However, if it becomes necessary to relocate achannel adhere to the following:

The design year frequency used for channelrelocations shall be that given in Section 1004.2.All channel relocations shall carefully be designedto preclude erosion or unreasonable changes inthe environment.

Whenever possible, channel relocations shall berestricted to the downstream end of proposedculverts.

The relocated channel shall be of a similar cross-section. Where the existing channel exhibits atwo-stage cross section morphology, it shall bereplaced with like kind. The two-stage channel is

comprised of two distinct areas. The first of theseis a meandering bankfull width that carries thechannel-forming discharge. The second area isthe flood plain width. See Figure 1102-2 for agraphical representation of the major channelfeatures.

The proposed channel should be designed suchthat it matches the existing channel as closely aspossible in regards to existing geomorphicconditions (e.g., channel slope and length,velocity, depth of flow, cross-sectional geometry,channel sinuosity, energy dissipation, etc.). Theexisting channel geometry and physicalcharacteristics should be established fromreference reaches and idealized geometry. Thereference reaches should be selected from stablechannel reaches close to the relocated section orin locations with similar watershed and valleyconditions.

The relocated channel should be designed toduplicate the existing hydraulic properties for thebankfull design frequency. The flood clearancecriteria given in Section 1005 should also be met.

Additional information on the design of relocatedchannels can be found in the United StatesDepartment of Agriculture publication, “StreamCorridor Restoration: Principles, Practices andProcesses”. The principals given in thispublication utilize idealized channel geometry.The actual design should be refined using thechannel geometry and physical characteristics ofreference reaches.

1102.2.5 Channel Linings and BankStabilization

The use of soil bioengineering should be used tostabilize banks for relocated or impactedchannels when practicable. Native plant speciesshould be used when feasible.

Bank stabilization using bioengineering iscovered in the previously referenced USDApublication as well as the AASHTO ModelDrainage Manual and the USDA EngineeringField Handbook, chapter 16, part 650. The designprocedures and methods for determining theeffectiveness of the traditional channel linings arecovered in the Federal Highway AdministrationHydraulic Engineering Circular No. 15 “Design ofStable Channels With Flexible Linings”.


January 2003 11-5

1102.3 Ditch Design Criteria - DesignTraffic Exceeding 2000 ADT

1102.3.1 Design Frequency

A 10-year frequency storm shall be used todetermine the depth of flow, and a 5-yearfrequency shall be used to determine the velocityof flow and the width of ditch lining where needed.Where a flexible ditch lining is required forcalculated velocities exceeding the allowable forseed, the minimum width of the lining shall be 7.5feet [2.25 meters]. The depth of flow shall belimited to an elevation 1 foot [300 millimeters]below the edge of pavement for the designdischarge. The depth of flow in toe of slopeditches shall be further limited such that thedesign year discharge does not overtop the ditchbank.

1102.3.2 Velocity Protection

The velocity for the five-year frequency stormshall not exceed the values shown in Table 1102-1 for the various soil types and flexible linings. Ifthe calculated velocity exceeds that shown in thetable then use the following within the statedlimitations:

A. Seeding and Erosion Control with TurfReinforcing Mat (Supplemental Specification836) where the ditch slope is less than 10%and maximum velocities are as follows:

Turf Reinforcing MatType

Maximum Velocityfps [m/s]

Type 1 6 [1.8]Type 2 9 [2.7]Type 3 12 [3.7]

B. Type B, C or D Rock Channel Protection maybe used to line the ditch if the nearest point ofthe lining is outside the design clear zone orlocated behind guardrail or barrier. Theallowable shear stress (�a) will need to begreater than or equal to the actual shearstress (�ac) for the proper RCP Type. Theactual shear stress is based upon theparameters of the channel slope and depth offlow for the 5-year discharge. The followingequation is valid for discharges less than 50cfs with slopes less than 10%:

Where:

D= Water surface depth ft (m)S = Channel slope ft/ft (m/m)�ac = Actual shear stress lbs/ft

2 (Pa)

Allowable Shear StressRCP Type

�a lbs/ft2 (Pa)

B 6 (287.26)C 4 (191.51)D 2 (95.76)

C. Type B or C RCP may be utilized for liningditches on steep grades (slopes from 10%-25%) that carry flow from the end of a cutsection down to the valley floor. HEC-15procedures for steep gradient channels (referto HEC-15) shall be used with a safety factorof 1.5.

Contact the Hydraulics Section, Office ofStructural Engineering for further guidance ofRCP usage for 5-year discharges greaterthan or equal to 50 cfs.

D. Tied concrete block mat protection (601) maybe used for velocities ranging from 10-18 fps[3.0-5.5 m/sec] for channels with 3:1 or flatterside slopes and profile grade less than 5%.The matting may be used within theclearzone provided that the top of the blocksare flush with the finished grade. Theyshould be backfilled and anchored as per themanufacturer’s specifications. Types of tiedconcrete block mats are shown in Table1102-2, for various design (5 year) velocities.

Table 1102-1

ALLOWABLE DITCH VELOCITIES(feet per second)

Soil TypeSeedLining(659)

SodLining(660)

Ditch ErosionProtection

(670)Sand 1.5 3.5 3.0Firm Loam 2.0 4.0 4.0

Clay 2.5 5.0 4.0Gravel 3.5 6.0 5.0

WeatheringShale

4.5 6.0 5.0� ac� 62.4 D� S�

� ac� 9784 D� S�


11-6 January 2003

Table 1102-1 (continued)

ALLOWABLE DITCH VELOCITIES(meters per second)

Soil TypeSeedLining(659)

SodLining(660)

Ditch ErosionProtection

(670)Sand 0.4 1.1 1.0Firm Loam 0.6 1.2 1.2

Clay 0.8 1.6 1.2Gravel 1.0 1.8 1.6

WeatheringShale

1.4 1.8 1.6

Table 1102-2

CONCRETE BLOCK MAT VELOCITIES

TypeAllowable Velocity

ft/sec [m/sec]

1 10 [3.7]

2 15 [4.6]

3 18 [5.5]

E. A concrete lining should be considered onlyas a last resort.

1102.3.3 Roughness

Suggested values for Manning’s RoughnessCoefficient “n” for the various types of open watercarriers are listed in Table 1102-3.

Table 1102-3

Type of LiningRoughnessCoefficient

Bare Earth . . . . . . . . . . . . . . . . . 0.02Seeded . . . . . . . . . . . . . . . . . 0.03Sod . . . . . . . . . . . . . . . . . . . . 0.04Item 670 . . . . . . . . . . . . . . . . . 0.04Erosion Control Matting . . . . . . . 0.04Concrete . . . . . . . . . . . . . . . . . 0.015Bituminous . . . . . . . . . . . . . . . . . 0.015Grouted Riprap . . . . . . . . . . . . . 0.02Tied Concrete Block Mat . . . . . . 0.021Rock ChannelProtection . . . . . . . . . . .

0.06 for ditches0.04 for large channels

1102.3.4 Catch Basin Types

The Standard No. 4, 5, and 8 Catch Basins aresuitable for the standard roadside designscovered in Volume I, Roadway Design. The tiltbuilt into the basin top provides a self-cleaningfeature when the basins are used on continuousgrades and the wide bar spacing minimizesclogging possibilities, thereby resulting in anefficient design. The bases of the 4, 5 and 8Catch Basins can be expanded to accommodatelarger diameter conduits by specifying StandardConstruction Drawing CB-3.4. The bar spacingcan be decreased, when desirable for safetyreasons, by specifying Grate “E” for the No. 4 andGrate “B” for the No. 5. The following catch basintypes are generally recommended based on thesize and shape of the ditch.

A. Standard No. 4 for depressed medians widerthan 40 feet [12 meters].

B. Standard No. 5 for 40 foot [12 meter] radiusroadside or median ditches. (Use Grate “B”where pedestrian traffic may be expected.)

C. Standard No. 8 for 20 foot [6 meter] radiusroadside or depressed medians 40 feet [12meters] or less in width.

D. Standard No. 2-2-A may be used intrapezoidal toe ditches where the basin islocated in a rural area. The basin should alsobe located outside the design clear zone orbehind guardrail where the protruding featureof the basin is not objectionable. Thecapacity of the side inlet catch basin window,for unsubmerged conditions, may bedetermined by the standard weir equation:

��

��

�

23

23

0.55CLHQ

CLHQ

where C is a weir coefficient, generally 3.0, Lis the length of opening in feet [meters], H isthe distance from the bottom of the window tothe surface of the design flow in feet [meters].The catch basin grate is considered as anaccess point for the storm sewer and itscapacity to admit flow is ignored forcontinuous grades.

E. Standard No. 2-2-B should be used whereminor, nonclogging flows are involved suchas yard sections and the small triangular area


January 2003 11-7

created by the guardrail treatment for adepressed median at bridge terminals.Standard No. 2-3 through No. 2-6 catchbasins should be provided where a largerbase is required to accommodate pipes largerthan 18 inches [450 millimeters] in span orsewer junctions, or where a No. 2-2-B catchbasin will not provide adequate access to thesewer.

F. In urban areas, Standard Side Ditch Inletsshould be used to drain small areas oftrapped water behind curbs and/or betweendriveways.

1102.3.5 Calculated Catch Basin Spacing

Catch basins must be provided to intercept flowfrom open water carriers when the depth of flowor velocity exceeds the maximum allowable forthe design storm for all highway classifications.The standard ditch catch basins, designatedCatch Basin No. 4, Catch Basin No. 5, and CatchBasin No. 8, include an earth dike. The dike isapproximately 12 inches [300 millimeters] abovethe flowline of the grate, immediately downstreamfrom the catch basin and serves to block the flowon continuous grades and create a sumpcondition.

When the calculated depth of flow or velocityexceeds the maximum allowable at thecheckpoint in the ditch, a catch basin or ditchlining will be required. However, the capacity ofthe catch basin may be less than the capacity ofthe ditch and thereby control the catch basinspacing. Figure 1102-1 may be used to checkthe capacity of a catch basin grate in a sump. Touse Figure 1102-1, the calculated discharge atthe ditch checkpoint shall be doubled tocompensate for possible partial clogging of thegrate.

In cut sections, the accumulated ditch flow shallbe carried as far as the capacity, allowable depth,or velocity of flow will permit. The first catchbasin in the roadside or median ditch willdetermine the need for a storm sewer systemrequired for the remainder of the cut. Velocitycontrol should be extended as far as inexpensiveflexible ditch linings will permit.

Consideration should also be given to providingpositive outlets for underdrains and providingaccess to longitudinal sewer systems whenlocating ditch catch basins.

1102.3.6 Arbitrary Maximum Catch BasinSpacing

Catch basins are required at the low point of allsags and the earth dike noted in Section 1102.3.5shall be omitted. The maximum distancebetween catch basins in depressed medians in fillsections shall be as shown in Table 1102-3.Where underdrains are utilized, catch basins shallbe provided at a maximum spacing of 1000 feet[300 meters] (500 feet [150 meters] with freedraining base) to provide a positive outlet forunderdrains.

Table 1102-4Depressed Median Catch Basin Spacing

(Fill Sections)

Median WidthDesirableSpacing

MaximumSpacing

84 feet 1250 feet 1500 feet60 feet 1000 feet 1250 feet40 feet 800 feet 1000 feet

Depressed Median Catch Basin Spacing(Fill Sections)

Median WidthDesirableSpacing

MaximumSpacing

25 meters 400 meters 450 meters18 meters 300 meters 400 meters12 meters 250 meters 300 meters

1102.4 Ditch Design Criteria - DesignTraffic of 2000 ADT or Less


A 5-year frequency storm shall be used todetermine the depth of flow, and a 2-yearfrequency to determine the velocity of flow andwidth of ditch lining, where needed. The depth offlow shall be limited to an elevation 9 inches [225millimeters] below the edge of pavement for thedesign discharge. The depth of flow in toe ofslope ditches shall be further limited such that thedesign year discharge does not overtop the ditchbank. The minimum width of lining shall be inaccordance with Section 1102.3.1.

1002.4.2 Velocity Protection

Velocity protection shall be in accordance with1002.3.2 except that a 2-year frequency eventshall be used.


11-8 January 2003

1102.4.3 Roughness

The roughness used for the hydraulic analysisshall be based on the Manning's RoughnessCoefficient values shown in Table 1102-2.

1102.4.4 Catch Basin Types

Standard No. 5 Catch Basins, No. 2-2-A CatchBasin (within their safety limitations as discussedin Section 1102.3.4(D)) and No. 2-2-B CatchBasins should be considered for the lower ADThighways. Standard No. 4 Catch Basins shouldbe used where additional capacity is required.

1102.5 Design Aids for Ditch FlowAnalysis

1102.5.1 Earth Channel Charts

Standard radius roadside ditch charts have beenprepared, based on the Manning’s equation, tofacilitate the hydraulic analysis of ditch flow andare included in the Drainage Design Aids. Someof the more commonly used trapezoidal channelcharts are also included.

Other trapezoidal channel charts (with 2:1 - 2:1side slopes and bottom widths varying from 2 feet[610 millimeters] to 20 feet [6100 millimeters]) areavailable in the Federal Highway Administrationpublication referenced in section 1102.2.2.

All earth channel charts have been preparedusing a Manning's Coefficient of Roughness of0.03, which is recommended for a seed lining(Construction and Material Specifications Item659). Qn and Vn scales have been included on allchannel charts so that the channel flow may beanalyzed for any value of “n” depending on theroughness of the channel or lining.

1102.5.2 Rectangular Channel Charts

Vertical side channel charts that can be used toanalyze the open channel flow in box culverts areincluded in the Federal Highway Administrationpublication “Design Charts for Open Channelflow,” previously referred to.

1103 Pavement Drainage

1103.1 General

When curbs are provided at the edge ofpavement or paved shoulder, (primarily in urbanareas), it is necessary to determine the proper

type of pavement inlet (or catch basin) to controlthe spread of water and depth of flow on thepavement. Present day geometric design hasresulted in relatively flat transverse andlongitudinal pavement slopes. These slopesrequire more pavement inlets (or catch basins)and consequently result in an appreciableincrease in the drainage cost. To alleviate theabove, where curb is permissible, standard curband gutter should be used adjacent to thepavement. Where standard curb and guttercannot be provided, the outside lanes of a muli-lane pavement should maintain a transverseslope of 1/4 inch per foot [0.02].

If paved shoulders are provided, the drainagecost will be decreased appreciably due to thelarge volume of flow that can be carried on thepavement shoulder without exceeding theallowable depth of 1 inch [25 millimeters] belowthe top of curb or a maximum of 5 inches [125millimeters]; a maximum depth of 6 inches [150millimeters] is permissible where a barrier shapeis provided adjacent to the pavement.

A pavement drainage computation sheet similarto that provided in the Appendix shall be used toperform or summarize necessary computations.Additional information concerning pavementdrainage can be obtained from the FederalHighway Administration Hydraulic EngineeringCircular No. 22, "Urban Drainage DesignManual."

1103.2 Design Frequency

Pavement inlets (or catch basins) shall be spacedto limit the spread of flow on the traveled lane(considered to be 12 feet [3.6 meters] wide) asshown in Table 1103-1. The allowable spreadmay be increased slightly for streets carryingpredominantly local traffic and with design speedsless than 45 mph [70 kph]. Design shall bebased upon the following frequencies:

Freeways . . . . . . . . . . . . . . . . . . . . . . . 10 YearsHigh volume highways (over 6000 ADT

Rural or 9000 ADT Urban) . . . 5 Years

All other highways . . . . . . . . . . . . . . . . 2 Years

For underpasses or other depressed roadwayswhere ponded water can be removed onlythrough the storm sewer system, the spread shallbe checked for a 50-year storm for Freeways andhigh volume highways as defined above, and fora 25-year storm for other highways. The pondingwill be permitted to cover all but one through laneof a multiple lane pavement. The depth of flow at


January 2003 11-9

the curb shall not exceed 1 inch [25 millimeters]below the top of the curb for the design dischargeregardless of the type of highway. A maximumdepth of 6 inches [150 millimeters] is permissiblewhere a barrier shape is provided adjacent to thepavement.

Table 1103-1Freeways 0 feet

High Volume Highways (Over 6000ADT rural or 9000 ADT urban)

High Speed (�45 mph) 4 feet

Low Speed (< 45mph) 2 lanes 6 feet�4 lanes 8 feet

All other Highways 2 lanes 6 feet

�4 lanes 8 feet

Freeways 0 meters

High Volume Highways (Over 6000ADT rural or 9000 ADT urban)

High Speed (�70kph) 1.2 meters

Low Speed (< 70kph) 2 lanes 2.0 meters�4 lanes 2.4 meters

All other Highways 2 lanes 2.0 meters

�4 lanes 2.4 meters

1103.3 Estimating Design Discharge

Runoff contributing to curbed pavements shall beestimated by the rational method, as explained inSections 1101.2.2, 1101.2.3 and 1101.2.4.

The time of concentration “tc” shall be the actualtime of concentration calculated according toSection 1101.2.2 with an absolute minimum timeof 10 minutes.

In urban areas, where justifiable (e.g. contributingdrainage area would be difficult to determine), the“strip method” may be used to determinecontributing drainage areas. The strip methodassumes a contributing drainage area of 150 feet[50 meters] taken on each side of the roadwaycenterline.

1103.4 Capacity of Pavement Gutters

A pavement gutter has a right triangular shape,with the curb forming the vertical leg and thestraight pavement slope, the gutter plate of a curband gutter, or a paved shoulder forming the

hypotenuse. A standard curb and gutter adjacentto a straight pavement slope, or paved shoulder,forms a composite gutter section whichcomplicates the flow analysis. In most cases, thetop width of the water surface in a pavementgutter far exceeds the height of the curb. Thehydraulic radius does not accurately describe thegutter cross section in this situation, therebyrequiring a modification to the Manning’s equationto analyze the gutter flow. The acceptedmodification results in the following equation:

��

��

��

�

38

21

38

21

dsnZ0.376Q

dsnZ0.56Q

where:

ts = Discharge in cubic feet per second

td = Reciprocal of the pavement cross

n = Manning’s Coefficient of Roughness(Table 1102-3)

s = Longitudinal pavement slope

d = Depth of flow in gutter section atcurb in feet [meters]

Figure 1103-1 provides a graphical solution forthe above equation and its use is comparativelysimple for straight transverse pavement slopes.However, the use of the nomograph to determinedepth of flow at the curb and resulting spread onthe pavement for composite sections is muchmore involved.

1103.5 Pavement Flow Charts

Charts have been prepared for the morecommonly used curbed pavement typicalsections, and they are included in the DrainageDesign Aids. The charts are particularly helpfulfor determining the flow for composite pavementsections where the spread can be read directlyfrom the appropriate Pavement Flow Chart.

To use the charts, enter with a predetermineddesign discharge (total flow) Qt in the gutter incubic feet per second [cubic meters per second]and proceed vertically to intersect the longitudinalgutter slope line. At that intersection, read the


11-10 January 2003

spread in feet [meters] shown on the diagonalspread lines.

The spread of flow will generally control thepavement inlet or catch basin spacing, where thetransverse and longitudinal slope of the pavementis relatively flat. The above is prevalent in longflat sag vertical curves, where a flanking inlet (orcatch basin) should arbitrarily be provided on bothsides of the low point in a pavement sag. This isparticularly so for Freeways. Three inlets or catchbasins in a sag can be justified only on the basisof need for other highway classifications. Usuallya Standard 6 foot [1.8 meter] pavement inlet orNo. 3A catch basin will be adequate, and theyshould be placed where the grade elevation isapproximately 0.20 feet [60 millimeters] higherthan at the low point. A combination grate andcurb opening catch basin (Standard No. 3) shouldbe provided at the low point. Vane grates (Grate"V") should be used for No. 3 and No. 3A catchbasins, except where pedestrian or bicycle trafficprecludes their use.

Inlets or catch basins should arbitrarily be placedupstream of all intersections, bridges andpedestrian ramps. When justified, inlets (or catchbasins) should be located a minimum of 10 feet [3meters] off drive aprons, intersection return radii,pedestrian ramps or curb termini.

1103.6 Bypass Charts for ContinuousPavement Grades

Bypass charts are included for the standardpavement inlets and catch basins in the DrainageDesign Aids. Bypass for a given structure can beread directly from the chart (At the intersection ofthe spread, determined in Section 1103.5, andthe longitudinal gutter slope, read the bypass flowQb on the abscissa). Experience has proven that,for greater efficiency, inlets should be sized tobypass a minimum of 10% to 15% of the designdischarge. This criterion should be used todetermine the type or length of inlet to be used ina given location. It is not intended to establish therequired spacing. The most efficient designmaintains the allowable spread on continuousgrades and at the sag.

The bypass for a catch basin or inlet should beadded to the total flow in the adjacentdownstream gutter section.

1103.6.1 Curb Opening Inlets

The flow bypassing a standard curb opening inlet,for pavement transverse slopes or combination of

slopes differing from the charts included in theDrainage Design Aids, may be obtained fromFigure 1103-2. The use of curb opening inletsshould be avoided where bicycle traffic isexpected.

1103.6.2 Grate or Combination Grate and CurbOpening Inlet

The standard pavement catch basin in thiscategory is considered to intercept all the flowover the grate when used on continuous grades.A portion of the flow outside of the edge of thegrate will also be intercepted, the amount varyingwith the depth of flow “y” along the edge of thegrate. The depth “y” can be determined fromFigure 1103-1, and the resulting flow spilling overthe edge of the grate from Figure 1103-2, using a½ inch [13 millimeter] local depression for straighttransverse pavement slopes, or no localdepression for a composite gutter section. Thecurb opening of a combination catch basin on acontinuous grade will admit some flow,particularly if there is a partial clogging of thegrate; however, the additional capacity should beconsidered as a factor of safety only.

1103.7 Grate Catch Basins and CurbOpening Inlets In Pavement Sags

The spread determined from the pavement flowcharts need not be checked any closer than 25 to50 feet [7.5 to 15 meter] on either side of the sag,well beyond the limits of the local depression.The spread in the sag should be determined fromthe depth of flow at the edge of grate using Figure1103-3 and should include the total flow(contributions from each side of the sag verticalcurve) reaching the inlet or catch basin.

Standard No. 3 catch basins should be used inpavement sags. The capacity of the grates toadmit flow is based on the depth of pondingaround the grates. The capacity of the gratesshown in Figure 1103-3 is based on weir flowover the edge of the grate, up to a depth of 0.4feet [120 millimeters]. For greater depths, thetotal area of grate opening is considered, with nodeduction made for possible clogging. Whenevaluating the spread in a depressed sag for a25-year or 50-year event, the capacity of thewindow shall be considered. This capacity maybe obtained from Figure 1103-4. The curbopening capacity should be added to the gratecapacity for submerged conditions.

Where the low point of a sag vertical curve occursin a drive, a No. 6 catch basin should be provided


January 2003 11-11

at the low point with flanking No. 3A catch basinsas per Section 1103.5.

No. 6 catch basins may be used along curbedroadways and medians provided that the gratecapacity is not exceeded.

1104 Storm Sewers

1104.1 General

Storm sewer systems are designed to collect andcarry storm water runoff from the first pavementor ditch inlet, or catch basin to the predeterminedoutlet. (Further reference to inlets infers eitherinlets or catch basins). Long cut sections oftenresult in the need for longitudinal trunk sewers toaccept the flow from a series of inlets. Theproper location of a sewer outlet is quiteimportant. Existing drainage patterns should beperpetuated insofar as practicable. Carefulconsideration should be given to the possibility ofactionable damage for the diversion of substantialvolumes of flow. Long fill sections requiringmedian or pavement drains may best be servedby transverse sewers that outlet independently atthe toe of fill ditch.

Storm sewer systems shall be sized to convey thecurrent flow from areas naturally contributing tothe highway or from intercepting existing stormsewers. Storm sewer systems may be oversizedat the request of a local government entity toconvey flow from areas beyond those consideredhighway responsibility or increased flows fromanticipated development with the approval of theHydraulic Section, Office of StructuralEngineering. The additional cost to construct theincreased sized storm sewer system will be theresponsibility of the local government. Theproration of project funds and local governmentfunds will be determined from estimatedconstruction costs. The project fundingparticipation will be determined as a percentageof the total cost of the affected plan items. Thepercentage will be computed by dividing theestimated cost to construct a highwayresponsibility system only by the estimated costto construct the oversized system. The affectedplan items and participation percentage will benoted in the plan general summary.

Type B conduit shall be specified for stormsewers under pavement, paved shoulders andcommercial or industrial drives and Type Cconduits for storm sewers beyond those limits.However, the type of conduit shall not bechanged for a short run of conduit which wouldordinarily require a change in conduit type.

As an example of the above, Type B should beused for a transverse conduit that is required todrain an earth median catch basin in anembankment section under the pavement to apoint approximately 10 feet [3 meters] from theembankment slope. A concrete collar, as perStandard Construction Drawing DM-1.1, shouldbe provided to connect the Type B and a Type FConduit, located back of, and parallel to, theembankment slope. Type F conduit, 707.05 TypeC, shall be provided for the pipe specials requiredto negotiate the bend at the top and bottom of theembankment.

The Construction and Material Specificationsstipulate the permissible pipe shapes andmaterials. Storm sewer designs will be based onround pipe, and the choice of the permissiblematerial types for the conduit specified will be thecontractor’s option. Extensions of existing pipesshould typically be made using like kind material.The length of conduit to be paid for will be theactual number of linear feet [actual number ofmeters, rounded to the highest ½ meter],measured from center-to-center of appurtenantsmall structures. No deduction will be made forcatch basins, inlets or manholes that are 6 feet [2meters] or less across, measured in the directionof flow.

1104.2 Design Considerations

1104.2.1 Storm Sewer Depth

From a cost standpoint, it is desirable to keep astorm sewer system as shallow as possible,consistent with the following controls:

A. A minimum cover of 9 inches [225millimeters] from the top of a rigid pipe to thebottom of the pavement subbase (12 inchesto 24 inches [300 millimeters to 600millimeters] for a flexible pipe, see Section1008).

B. A minimum cover of at least 18 inches [450millimeters] for standard strength pipe, wherepermitted.

C. A sufficient depth to permit the use of precastinlets, catch basins and manholes. Refer tothe Standard Construction Drawings for thisinformation.

D. A sufficient depth to avoid interference withexisting utilities such as sanitary sewers, thegrade of which cannot be changed.


11-12 January 2003

E. A sufficient depth to provide a positive outletfor underdrains. It is desirable to maintain theunderdrain outlet 12 inches [300 millimeters]above the bottom of the outlet structure with 6inches [150 millimeters] as a minimum.

F. Sufficient slope to provide a desirableminimum velocity of 3 feet per second [1meter per second], for self-cleansing. Thisvelocity is calculated using the “just full”Manning’s Equation.

G. The crown of a smaller upstream pipe in alongitudinal trunk sewer should match thecrown of the adjacent downstream pipe.

Where proposed highway storm sewers orditches will interfere with existing private drainscarrying treated or untreated sanitary flow, thenames and addresses of the affected propertyowners shall be submitted to the District DeputyDirector. The above information shall be obtainedwell in advance of the Field Drainage Review sothe appropriate provisions of Directive No. 22-Acan be followed.

1104.2.2 Storm Sewer Access

Most standard catch basins and pavement inletswill provide sufficient access to small shallowsewers. Catch basin or pavement inlets can beused to negotiate changes in sewer sizes orminor horizontal or vertical direction changeswithin the size limitation of the structure, but morepronounced changes may require manholes.

It may be necessary, or desirable to locatelongitudinal trunk sewers away from the curb toprovide for a utility strip between the curb and thesidewalk and to avoid a conflict with theunderdrain system. This will require properlyspaced manholes in the sewer line. Small sewers(under 36 inches [900 millimeters] in diameter)located under or near the edge of pavement,should be accessible at intervals not to exceed300 feet [100 meters]. For sewers sized 36 to 60inches [900 to 1500 millimeters] manholes shouldbe spaced every 500 feet [150 meters] maximum.Manholes should be provided every 750 to 1000feet [250 to 300 meters] maximum for largersewers.

1104.3 Layout Procedure

1104.3.1 Plan

A print of the plan sheets involved should be usedto spot catch basins and inlets that are required todrain the project and satisfy maximum allowable

depth and/or spread of flow. A strip map showingthe delineated drainage area and topography isrequired. The map will provide the designer witha means of determining the drainage area andthe weighted coefficient of runoff for the individualareas contributing flow to the required stormsewer system.

1104.3.2 Profile

A profile of the existing and proposed pavementor ground line over the proposed sewer locationshould be plotted. On the same profile, plot thelocations of catch basins, inlets and manholes,along with a tentative storm sewer system.

1104.4 Storm Sewer Design Criteria


All storm sewers shall be sized to flow just full(i.e. depth of flow for maximum discharge) for a10-year frequency storm. The size is determinedby working downstream from the first sewer run.It will be acceptable to use a discharge of a morefrequent occurrence if consistent with local policy(depending upon the design ADT of the roadway)or to avoid extensive replacement of an existingdownstream drainage system.

1104.4.2 Hydraulic Grade Line

Starting at the storm sewer system outlet andworking upstream, the elevation of the hydraulicgrade line at the upper end of each sewer runshould be determined using a 25-year frequency.It will be acceptable to use a discharge of a morefrequent occurrence if consistent with local policy(depending upon the design ADT of the roadway)or to avoid extensive replacement of an existingdownstream drainage system. Ordinarily, thehydraulic grade line will be above the top of thepipe, causing the system to operate underpressure. If, however, any run in the systemdoes not flow full, (pipe slope steeper than thefriction slope) the hydraulic grade line will followthe friction slope until it reaches the normal depthof flow in the steep run. From that point, thehydraulic grade line will coincide with the normaldepth of flow until it reaches a run flatter than thefriction slope for that run.

The starting elevation for the hydraulic grade linedetermination should be the higher of either: thedownstream channel water surface elevation forthe 25-year event, or (dc+D)/2 at the systemoutlet.


January 2003 11-13

The intensity “i” in the rational equation Q=CiA[Q=CiA/360] used to determine the checkdischarge (25-year frequency) shall be the samefor all sewer runs as that calculated for the last, ordownstream run, in a continuous sewer system.

The hydraulic grade line shall not exceed thefollowing for any roadway with greater than 2000ADT:

A. 12 inches [300 millimeters] below the edge ofpavement for sections without curb.

B. The elevation of a curb opening inlet or grateelevation of a pavement catch basin.

Consideration shall be given to a reduction in thedesign frequency and to more liberal hydraulicgrade line controls for less important highwaysthan those noted above.

The check discharge, to determine the elevationof the hydraulic grade line for highways havingdepressed sags that must be drained by stormsewers, shall be based on a 50-year frequency.One directional lane of a multiple lane highway orone-half of a lane on a 2-lane highway should bepassable when the sewer system is dischargingthe 50-year storm.

Storm sewers for all highways shall satisfy a 50-year check to preclude flooding of buildings orextensive flooding of private property.

If the hydraulic grade line exceeds the limitsnoted above, the controlling sewer size shall beincreased. (These criteria are not intended tolower existing high water elevations)

1104.4.3 Coefficient of Runoff

The weighted coefficient of runoff shall bedetermined as explained in Section 1101.2.3

1104.4.4 Time of Concentration

The time shall be determined as explained inSection 1101.2.2. A minimum time ofconcentration of 15 minutes to the first ditch catchbasin and 10 minutes to the first pavement inletshall be used. The actual calculated time ofconcentration shall be used when values greaterthan these minimums occur.

1104.4.5 Pipe Roughness Coefficient

A Manning’s “n” of 0.015 shall be used for sewers60 inches [1500 millimeters] in diameter and

under, and 0.013 for larger sewers. The basic “n”value for smooth pipe, concrete, vitrified clay,bituminous lined corrugated steel or thermoplasticis 0.012. The increased values arerecommended for sewers to compensate forminor head losses incurred at catch basins, inletsand manholes located in a storm sewer system.

1104.4.6 Minimum Storm Sewer Pipe Size

A minimum pipe diameter of 15 inches [375millimeters] shall be used for Freeways andFreeway ramps (Where an existing storm seweris to remain in service, it is not necessary toreplace, hydraulically adequate pipes to meet thiscriterion) and 12 inches [300 millimeters] for otherhighways.

1104.5 Hydraulic Design Procedure

With the layout suggested in Section 1104.3, startwith the upper catch basin or inlet and determinethe value of CA for the contributing flow (CA isthe product of the weighted coefficient of runoffand the drainage area). Next, determine the timeof concentration for the first area and thecorresponding rainfall intensity “i” from the propercurve shown on Figure 1101-2. The designdischarge “Q” to use to determine the requiredsize of the first sewer from MH No. 1 to MH No. 2is the product of Ca x i [0.0028CA x i]. Atmanhole No. 2, determine the value of CA for theadditional area contributing at that point and addto the CA for MH No. 1.

Compute the time of flow in the storm sewer fromMH No.1 to MH No. 2 in minutes and add to thetime of concentration at MH No. 1. Check thetime of concentration for the area contributing toMH No. 2, and use the larger of the two as theduration for the new value of rainfall intensity forcomputing the design flow from MH No. 2 to MHNo. 3.

It is obvious that the process is quite involved,and a storm sewer computation sheet similar tothat provided in the Appendix shall be used totabulate the required information. Thecalculations for lateral connections to thelongitudinal trunk sewer should be tabulatedseparately from the trunk sewer calculations.

1105 Roadway Culverts

1105.1 General

A culvert generally carries a natural stream underthe highway embankment. Its horizontal andvertical alignment should approximate that of the


11-14 January 2003

natural channel and thereby minimize streamimpacts and the need for channel relocations.Optimum design efficiency (i.e., best hydraulicperformance and least environmental impacts)occurs when the roadway alignment is normal tothe flow in the channel and is located on arelatively straight and stable section of thestream. Impacts to streams should be consideredearly in the design process and should be takeninto consideration when determining the roadwayalignments. The proposed roadway should avoidstream confluences. Culverts should not beplaced on skews in excess of 45º or as furtherlimited in Section 1008.

A single-cell round pipe should be the designer’sfirst choice. In cases where required cover ordischarge precludes a round pipe, considerationshould be given to a single-cell elliptical concrete,metal pipe-arch, prefabricated box culvert orthree-sided structure, in order of preferred use.For justification of multiple cell culverts, seeSection 1105.6.2.

When bankfull design is required, special shapedculverts, or culverts with depressed inverts shallbe used. The two (2) year bankfull dischargeshall be considered in the design. If the floodplain width at the proposed crossing is greaterthan 300 feet (on one side) [92m] for the five (5)year storm event, a flood plain culvert shall beused. In wide flood plain channels, a flood plainculvert shall be used on both sides of the bankfullchannel. The preceding conditions apply for allculverts except for those that meet any of thefollowing conditions:

1. The culvert is a replacement structure.

2. The culvert does not convey a water of theUnited States or conveys an ephemeralstream without a clearly defined channel.

3. The culvert is 30" in diameter or rise, or less.

See Section 1105.3.3 for a discussion on bankfulldischarge

See Section 1105.6.5 for a discussion ondepressed inverts.

See Section 1105.6.6 for a discussion on floodplain culverts.

The proper location of the culvert is quiteimportant. Existing drainage patterns should beperpetuated insofar as practicable. Carefulconsideration should be given to the possibility of

actionable damage for the diversion of substantialvolumes of flow.

1105.2 Types of Culvert Flow

Laboratory tests sponsored by the FHWA haveestablished two general types of culvert flow: (1)flow with inlet control, or (2) flow with outletcontrol. Nomographs have been prepared foruse in the determination of culvert headwater forthe appropriate control.

Under inlet control, the headwater “HWI” isdirectly related to the cross-sectional area of theculvert barrel and the inlet geometry. Underoutlet control, the headwater “HWO” is furtherinfluenced by tailwater depth in the outlet channeland the slope, length and roughness of theculvert barrel. As shown in Figure 1105-1,culverts operate with a free water surface if theheadwater is equal to or less than 1.2D, and witha submerged entrance if the headwater is greaterthan 1.2D, where D is the diameter or rise of thepipe.

1105.3 Design Procedure

1105.3.1 General

The design of a culvert involves a determinationof the appropriate design and check discharges.The process begins with a delineation of thedrainage area, in acres [hectares], on a suitabletopographic map.

The design discharge “Q” for most culvertdrainage areas will be obtained by proceduresdescribed in USGS Reports 89-4126 and 93-135,applying the limitations covered in Section1003.1.2 of this manual. The Rational methodshould be used to obtain the discharge from smalland other unusual drainage areas as noted inSection 1101.2.2

A representative cross-section of theembankment at the proposed culvert site, alongwith a profile of the natural stream or ground line,will be required to determine the approximatelength and slope of the culvert.

1105.3.2 Hydraulic Analysis

The hydraulic analysis of a culvert, including adetermination of the headwater depth and outletvelocity for the design discharge, is simplified bythe use of Pipe Flow Charts and the headwaterand head nomographs noted in Section 1105.4.


January 2003 11-15

The charts are included with the Drainage DesignAids, beginning with Figure 1100-200.

To preclude the need for a determination of theprobable type of flow under which a culvert willoperate for a given set of conditions, theheadwater depths may be computed using thenomographs for both inlet and outlet control. Thesize of pipe is then selected by using the controlgiving the higher headwater limitation.

The relationship of the headwater to the diameteror height of the culvert “HW/D” is read directlyfrom the inlet control nomograph and the HWIequals that value multiplied by D. HWO iscomputed by the equation HWO=H+ho - SoL.The loss of head “H” is read from the flowing-fullnomograph and the tailwater depth “ho”, is thegreater of either the normal depth of flow in theoutlet channel or the depth as flow passesthrough the outlet of the pipe, calculated as(dc+D)/2. D is the diameter or rise of the culvertand dc is the critical depth of flow which may beread from the critical depth curve shown on eachPipe Flow Chart.

The above procedure is reasonably accurate forthe majority of culvert flow conditions. Forculverts operating with outlet control (see Figure1105-1, Class 1-A and 1-B), where the calculatedheadwater (using the appropriate nomograph) isless than 0.75D, a backwater analysis can bejustified and is recommended.

A culvert analysis sheet similar to that provided inthe Appendix shall be used to tabulate all thepertinent factors required to determine thecontrolling headwater for each culvert type beingconsidered for a given location. The analysissheet includes other information valuable to thereviewer and it is to be included with othersupporting data for required review submissions.

Hydraulic analysis of culverts may also beperformed utilizing the Federal HighwayAdministration Hydraulic Design Series No. 5,Hydraulic Design of Highway Culverts. Computerprograms Universal Culvert (recommended formost culvert applications), Special Culvert, Long-Span Culvert and FHWA HY-8 may also be used.Universal, Special and Long-Span Culvertprograms (distributed as part of ODOT’s HYDRAV3.2 software package) are available in a limitedquantity from the Hydraulic Section, Office ofStructural Engineering, 1980 W. Broad Street,Columbus, Ohio 43223. Additional analysismethods are listed in the Appendix of Volume 3,Highway Plans.

For replacement projects, an analysis of theexisting structure shall be performed. Ifappropriate (usually depending upon whether thestructure is operating with a free water surface atits entrance), it is preferable that the sameanalysis method be used to compare the existingand proposed structures. For bridgereplacements, acceptable methods of hydraulicanalyses are listed numerically in preferred orderas follows (the limitations of the method usedshall be investigated prior to selecting it for use):

1. Computer Program HY-7 (WSPRO)

2. Computer Program HEC-2 (HEC-RAS)

3. Hydraulic Design Series No. 1, "Hydraulics ofBridge Waterways", Federal HighwayAdministration, and computer program HY-4.

1105.3.3 Bankfull Discharge

The proposed culvert should convey the bankfulldischarge with minimum change in the bankfulldepth of flow in the adjoining channel sections ascompared to the existing conditions.

This check should begin with the culvert sizedetermined from the hydraulic analysis perSection 1105.3.2 incorporating any pipe sizeincrease per section 1002.3. Using field-obtainedstream cross-sections, the depth of flow can beobtained from a standard step-backwatercalculation like that used in a water-surfaceprofile model such as HEC-RAS. The barrel sizeor shape may be increased if a benefit in thedepth of the adjacent channel sections isrealized.

Until more precise data is available, the bankfulldischarge may reasonably be assumed to beequivalent to the 2-year recurrence intervaldischarge.

Because the culvert geometry and barrelroughness differ from the stream channel, it isunlikely that any culvert section will be able toexactly match the hydraulic properties of theexisting channel. The objective is to determine ifthe hydraulically sized culvert will significantlyimpact the adjoining stream sections and if anincrease in barrel size or a change in shape canreduce impacts.


11-16 January 2003

1105.4 Use of Nomographs

1105.4.1 Outlet Control

To determine the loss of head “H” for a givenconcrete pipe culvert with a grove-end entranceand discharge “Q”, proceed as follows: By straightline, connect culvert size with ke=0.2 (lengthscale) and obtain a point on the turning line.Connect the turning line point with the computeddischarge “Q” and read the head loss “H”. Followthe same procedure for a corrugated metal pipeexcept using ke=0.9 (length scale). The ke valuefor additional shapes can be found in the FederalHighway Administration publication referenced inSection 1105.3.1.

Should the roughness coefficient “n” of theproposed pipe differ from that shown on the chart,adjust the measured culvert length by a factor(n1/n2)2 where n1 is the proposed roughnesscoefficient and n2 is the roughness coefficient thechart is based upon. For example, see DrainageDesign Aid Figure 1100-247. The “n” value ofsmooth-lined pipes is 0.012. The “n” value forcorrugated metal pipes are given in Figure 1105-2.

The Federal Highway Administration publicationreferenced in Section 1105.3.1 offersnomographs for culvert shapes not available inthe Drainage Design Aids. Their use isrecommended for special culvert shapes.

1105.4.2 Inlet Control

To determine the headwater “HW” for a givendischarge “Q”, size and type of culvert, proceedas follows using appropriate Figures 1100-245 or1100-246 (Drainage Design Aids). Use Figure1100-245 for a round corrugated metal pipeculvert and Figure 1100-246 for a round smooth-lined pipe culvert. By a straight line, connect theculvert size with the discharge “Q”, extend adiagonal line to Scale (1) and thence byhorizontal line to Scale (3). Based on a groove-end entrance and a Standard HW-2.1 headwallrecommended for concrete pipe culverts, theHW/D relationship is obtained by an average ofthe (2) and (3) Scale values. Follow the sameprocedure for a corrugated metal pipe with aStandard HW-2.2 headwall, where HW/D is theaverage values read from Scales (1) and (3).Use Scale (2) for the HW/D relationship forconcrete box culverts.

1105.5 Design Criteria


The design frequency shall be as stated inSection 1004.2It should be noted that a Flood Hazard Evaluationusing a check discharge based on the 100-yearflood frequency shall be made for all culverts asnoted in Section 1005.2.1.

1105.5.2 Maximum Allowable Headwater

See Section 1006.

1105.5.3 Method Used to Estimate StormDischarge

See Sections 1003 and 1101.

1005.5.4 Scale of Topographic Mapping Usedto Delineate Contributing Drainage Areas

See Section 1105.3

1105.5.5 Manning’s Roughness Coefficient“n”

See Figure 1105-2 for corrugated metal pipe; use0.012 for smooth-lined pipe.

1105.5.6 Entrance Loss Coefficient “ke”

See Table 1105-1 or Appendix D of FederalHighway Hydraulic Design Series No. 5,"Hydraulic Design of Roadway Culverts.

1105.5.7 Minimum Cover

See Section 1008

1105.5.8 Maximum Cover

See Section 1008

1105.5.9 Maximum Allowable Outlet Velocity

See Figure 1107-1


January 2003 11-17

Table 1105-1Type A Conduit

Entrance Loss Coefficient ke

Type of Pipe Headwall TypeFull One-Half None

Concrete or Vitrified (thick wall) *

0.2 0.2 0.2

Corrugated Metal (thin wall)

0.25** 0.9 0.9

* groove end entrance ** with beveled entrance

1105.5.10 Headwall Type

See Section 1106.2

1105.5.11 Contacts With County Engineer

Contact shall be made with the County Engineerat the beginning of the design process toascertain ditch cleanout grades and watersheds,and the design shall be based on that information.Form LD-33 (available in the Appendix) shall beused to document approval.

1105.5.12 Minimum Pipe Size

As specified in Section 1002.3.1

1105.6 Special Considerations

The following are special conditions that will beencountered in the hydraulic design of culvertsthat warrant clarification.

1105.6.1 Tailwater

Tailwater at a culvert outlet can greatly affect thesize of culvert required at a specific site. For thisreason a proper evaluation shall be made of theoutlet channel so that a reasonable estimate ofthe tailwater can be calculated.

A determination of the normal depth of flow in theoutlet channel, when the culvert is discharging thedesign flow, normally establishes the culverttailwater. A close examination of the downstreamchannel may however, reveal a temporary orpermanent obstruction that will control theoperation of the culvert. In some cases, theculvert will outlet near a river or other fluctuatingwater surface stream that could control itsoperation.

Where that drainage area of the culvert is verymuch less than the receiving watercourse (i.e. 2

orders of magnitude) the effect of the receivingwatercourse generally may be disregarded.

Where the drainage areas of the culvert andreceiving watercourse are nearly equal,concurrent flood peaks may be assumed.

Where there is a significant, but not excessive,difference in the drainage area of the culvert andreceiving stream, the following design procedureshould be used and the culvert sized using thecombination that results in the highest headwater.

A. Compute the culvert headwater using theproper design frequency for the culvert and alesser frequency for the receiving streamwater surface elevation (i.e. culvert tailwaterelevation) depending upon the difference indrainage areas; say a 25-year culvert and a10-year stream.

B. Use 10-year frequency for the culvert and 25-year for the stream.

In some locations, a high tailwater will control theoperation of a culvert to such an extent that asubstantial increase in pipe size will be requiredfor a negligible decrease in the headwaterelevation. For this case, the culvert size shouldbe based on a practical tailwater elevation (e.g.[dc+D]/2).

1105.6.2 Multiple Cell Culverts

As discussed in Section 1105.1, a single-cellculvert should be the designer’s first choice withinpractical limitations. Occasionally, low headwaterrequirements, high fills, or bankfull design willcreate the need for multiple cells. For thesecases, it is desirable to limit the number of cells totwo. Experience has proven that multiple cellswell aligned with a relatively straight channel, willoperate satisfactory. However, a bend in theimmediate upstream channel may cause theinside cell to collect debris during normal periodsof runoff and thereby substantially reduce thecapacity of the culvert.

1105.6.3 Paved Drop-down Entrance

In many cases, the operation of a culvert can beimproved by depressing the flowline at theentrance below the channel flowline. The drop-down will alleviate a minimum cover condition,provide for additional headwater depth, anddecrease the culvert outlet velocity by reducingthe culvert slope. The abrupt change in naturalchannel slope is effected with a short length ofconcrete paving. The dimensions of the slab aresite specific. However, for ease of construction,


11-18 January 2003

a 2:1 downslope (4:1 preferred) should be usedas the maximum descending slope. A 3 foot [1meter] length of paving should be provided alongthe natural channel slope prior to the drop-down.A cut-off wall must be provided at the upstreamend.

Drop-down entrances should generally be limitedto 4 feet [1200 millimeters], or one pipe diameteror rise, whichever is greater.

The use of paved drop-down entrances is notrecommended on stream with migratory fish,since normal passage would be obstructed.

1105.6.4 Improved Inlets for Culverts

Culverts on relatively steep slopes will ordinarilyflow with inlet control. The headwater is thencontrolled by the entrance configuration for agiven barrel size. To reduce the headwater or theculvert size, consideration should be given to animproved inlet attached to the entrance end of theculvert. Two general types of inlets should beconsidered in the following order:

A. Side-taper, which is a tapered end sectionfrom a round to an oval shape for a pipe, or asquare to a rectangular shape for aprefabricated box. The length of the tapersection is usually made 1.5 times thediameter or rise of the culvert.

B. Slope-taper, which is a combination of side-taper preceded by a drop in the culvert flowline. The drop can be similar to a paveddrop-down entrance, as described in Section1105.6.3, or a more sophisticated reinforcedconcrete drop provided by a formed cast-in-place section with vertical sides.

The improved inlet has the advantage ofadmitting more flow and thereby tending to fill theculvert barrel and reduce the culvert outletvelocity. However, the improvement is onlyeffective as long as the culvert operates underinlet control. Also, the savings in culvert costmust justify the additional cost of the improvedinlet.

The Federal Highway Administration hasconducted extensive research and studies ofimproved inlets, and recommended designprocedures are included in Hydraulic EngineeringCircular No. 13, "Hydraulic Design of ImprovedInlets for Culverts."

1105.6.5 Depressed Inverts

Depressed inverts should be provided tominimize stream impacts for bankfull designculverts. The natural channel bottom provides asubstrate for passage of migratory species.

Assume the depressed culvert will fill naturally,such that the channel bed in the culvert will becontinuous with the adjacent channel sections.The different roughness characteristics of theculvert barrel and the deposited channel bed shallbe considered in the design calculations.

End treatments shall consist of Item 601 Riprap,6” [150mm] Reinforced Concrete Slab with acutoff wall on both inlet and outlet ends. The slabshall slope up at a 6:1 from the invert to thechannel bottom and terminate with a cutoff wallthat has a depth of 6” below the depressiondepth. See standard drawing HW-2.1 for details.

The invert shall be depressed per Table 1105-2

Table 1105-2Type A Conduit

Invert DepressionPipe Diameter or Rise Depression

<36” [900] None36”-60” [900-1500] 6” [150]

66”-120” [1650-3000] 12” [300]126”-180” [3150-4500] 18” [450]186’-252’ [4650-6300] 24” [600]

>252” 30” [900]

Modifications to the standard headwalls are notnecessary for the depression depths notedabove.

1105.6.6 Flood Plain Culverts

In wide flood plains the installation of a singleculvert constricts the flow of water at the entrancesection. The concentrated outflow from theculvert can initiate downstream channeldegradation. Flood plain culverts can be used tominimize the effects of this concentrateddischarge by spreading the discharge throughoutthe flood plain on the outlet side of the culvert.

Flood plain culverts are installed on the floodplain and convey the flood plain flow through thehighway embankment. They reduce both theconstriction of flow at the entrance section andthe hydraulic load of the main culvert.

The flood plain culverts should be installed on theflood plain well beyond the channel banks at anelevation roughly equivalent to the bankfull


January 2003 11-19

elevation. They shall be installed when the floodplain is greater than two (2) times the width of thebankfull width of the water crossing. On wideflood plains, a flood plain culvert should beinstalled on each side of the channel.

The flood plain culverts shall be sized at theminimum as per Figure 1002-1 (“other” column).The line and grade of the culvert shouldapproximate that of the natural flood plain.

1106 End Treatments

1106.1 General

Headwalls, or other approved end finishes, shallbe provided at the open ends of all Type A, B andC conduits. Headwalls should also be providedfor Type D conduits greater than 24 inches [600millimeters] in diameter or rise. Generally,headwalls are not recommended for Type E andF conduits.

In order to reduce the entrance loss in culverts,the bell end should be located upstream and thespigot end should be located downstream.Details shown in the plan should convey this tothe Contractor when necessary. Figures 1106-2and 1106-3 show typical end details for aconcrete box culvert.

1106.1.1 Usage

The selection of the headwall type is based onsafety and economics. Standard HW-2.1 and 2.2half-height headwalls are recommended forround, elliptical, or pipe arch culverts where aclear zone is provided. Full height headwallsshould be provided where a significant reductionin culvert length can be realized with large-spanculverts (10 feet [3 meters] or greater) withforeslopes flatter than 2:1 or where right-of-waylimits the culvert length. Full-height headwallsshall be provided for prefabricated box culvertsand three-sided structures.The use of special end treatments may berequired by Section 602.6 of Volume 1, RoadwayDesign. Details are available from the HydraulicSection, Office of Structural Engineering.Justification for the use of this type of endtreatment shall accompany the request for details.Miter-cut (step-bevel) end sections, whenrequired, shall be shown on the Culvert DetailSheet.

When half-height headwalls are provided, theyshould be built perpendicular to the end of theconduit to eliminate the need for a skew cut. Inaddition to the required headwall, the upper, or

exposed, half of conduits having a diameter orrise greater than or equal to 126 inches [3150millimeters] shall be miter-cut (step-bevel) to fitthe embankment slope.

1106.1.2 End Treatment Grading

The prevailing embankment slope shall beprojected to the back edge of the top of theheadwall to establish the required culvert lengthas shown in Figure 1106-1. When the roadwayforeslopes are flatter than 2:1, a 2:1 slope shallbe provided from the back edge of the top of theheadwall to a minimum of 1 foot [300 millimeters],with 2 feet [600 millimeters] preferred, above thetop of the culvert. The change in embankmentslope shall be warped on each side of the conduitto fit the prevailing slope. In no case shall thedistance from the pavement edge to the pointwhere the embankment slope changes to 2:1 beless than the design clear zone width (seeSection 601, Volume 1, Roadway Design) unlessguardrail is provided.

Clear zone grading should only be provided atculverts when the requirements of Section 307.21of Volume 1, Roadway Design are met.

The prevailing embankment slope shall bewarped on either side of a skewed culvert toassure equivalent soil loading and proper sidesupport of the pipe. This is especially true forflexible pipes with large skews and/or largediameters.

1106.2 Headwall Types

1106.2.1 Half-Height Headwalls

If the size of the conduit exceeds that shown inthe Standard Construction Drawing HW-2.1 andHW-2.2 tables, the dimensions shown in thetables may be expanded to accommodate thelarger size conduits. Payment for half-heightheadwalls shall be on a cubic yard [cubic meter]basis for Item 602, Concrete Masonry. Masonryquantities for standard half-height headwalls maybe obtained from the appropriate standardconstruction drawing. The quantity of concretemasonry provided in the plans shall be based onthe pipe alternate requiring the largest quantity ofconcrete masonry.

1106.2.2 Full-Height Headwalls

The appropriate full-height headwall for roundpipes shown on Standard Construction DrawingHW-1.1 may be considered at the entrance end,when the savings in the reduced size and length


11-20 January 2003

of the conduit will offset the additional cost of theheadwall. This will most likely apply wherecorrugated steel pipe is specified, due to cover orsize requirements, and the bevel provided for thefull-height headwall will substantially reduce theentrance loss. Dimensions of full-heightheadwalls may be expanded to accommodatepipe sizes larger than 84 inches [2100millimeters].

The design of full-height headwalls for box and 3-sided culverts shall be as per Sections 204.1,204.4 and 204.9.4 of the Bridge Design Manualand the latest “AASHTO Standard Specificationsfor Highway Bridges.” Payment for non-standardfull-height headwalls shall be on a cubic yard[cubic meter] basis for Item 511, Class CConcrete. The Class C Concrete shall be furthersubdivided into individual pay items for Class CConcrete for Footing, Class C Concrete forWingwall.

Appropriate plan notes from Section 6 of theBridge Design Manual shall be included in theproject plans.

An investigation of the supporting foundationmaterial shall be conducted and the bearingcapacity of the foundation material estimated.The level of detail required for the foundationinvestigation shall be commensurate with theimportance of the structure. Such informationshall be submitted for all proposed full-heightheadwall installations and submitted prior to theStage 3 review.

The inlet wingwall footings of full-height headwallsshall be armored with Type B rock channelprotection, with filter, to preclude scour.

1106.3 Concrete Apron

A 5 foot [1500 millimeter] length of 6 inch [150millimeter] reinforced concrete riprap, as shownon Standard Construction Drawings HW-2.1 andHW-2.2, shall be specified beyond the outletheadwall, when the depth of the rock channelprotection (if necessary), including the 6 inch [150millimeter] granular filter, exceeds the depth ofthe headwall.

Concrete riprap shall be provided at the inlet endof the culvert where the existing has beenundercut. Concrete riprap shall be in accordancewith Section 1105.6.3. Concrete riprap is notnecessary at the inlet of culverts with full heightheadwalls that have a footing toe extending 3.5feet [1.1 meters] or more below proposed channelgrade.

1107 Rock Channel Protection

1107.1 General

Rock channel protection is used to controlerosion at the outlet of culverts and storm sewers,or for lining ditches on steep grades. It is used asa scour countermeasure at the inlet wingwalls offull-height headwalls and along the footings of 3-sided structures.

1107.2 Types

There are four types of rock channel protection(RCP) that are used in various situations. Theuse of the proper type at culvert and storm seweroutlets can be determined from Figure 1107-1.Type A is generally used beyond the outlet of thelarger conduits having outlet velocities in excessof 12 feet per second [3.5 meters per second]and Type B and C for conduits having anaggregate filter where the protected slope issteeper than 3:1. A filter should always bespecified to prevent soil piping through the rock.A fabric filter is preferred in most cases. Anaggregate filter should be used when the RCP isunder water. The cost of the filter is included inthe unit bid price for Item 601 Rock ChannelProtection with Filter.

1108 Agricultural Drainage

1108.1 Farm Drain Crossings

Where it is necessary to continue an existing farmdrain crossing under the highway, the pipe shallbe Type B Conduit, one commercial size largerthan the existing farm drain within the right-of-waylimits.

Occasionally, it will be desirable to provide a farmdrain crossing under a highway on new locationto satisfy the future need for adequate farmdrainage. It is recognized that the required lengthof a Type B Conduit will provide a betterment forthe property owner, but it does preclude the needfor a much more expensive crossing after thehighway is built. Such a crossing is considered a“blind” and the cost of the installation, includingsuitable terminal markings at the right-of-waylines, will generally not be eligible for federalparticipation.


January 2003 11-21

1108.2 Farm Drain Outlets

Existing farm drains that outlet through thebackslope of the roadway ditch shall terminatewith a minimum length of 10 feet [3 meters] ofequivalent size Type F conduit. When outlettingexisting plastic farm drains, one size larger TypeF conduit shall be used. An Animal Guard andErosion Control Pad as shown on StandardConstruction Drawing DM-1.1 shall be provided.To provide for possible sedimentation, the invertof the Type F conduit shall be a minimum of 6inches [150 millimeters], with 12 inches [300millimeters] being desirable, above the ditch flowline.

1109 Longitudinal SewerLocation

1109.1 Under Pavement

Longitudinal sewers will not be permitted underthe pavement of a limited or controlled accessfacility. Also, the length of transverse sewersunder pavements shall be held to a minimum,with no manholes allowed in the pavement.

For other facilities, storm sewers should belocated outside the limits of the pavement.However, in locations where this would createconflicts with existing utilities (e.g. waterlines,sanitary sewers, gas lines, etc.) the storm sewermay be located under the pavement. Careshould be taken to avoid placing manholes invehicle wheel-paths or within an intersection. Thecenter of the curb lane is the preferred manholelocation.

Where an out-to-out clearance of 5 feet [1500millimeters] cannot be provided between parallelstorm and sanitary sewers, premium joints shallbe provided on the storm sewer.

1109.2 Under Paved Shoulder

The above shall also apply to paved shoulderareas, unless it is determined that the cost of anyother possible location is prohibitive.

1109.3 Approval

Exceptions to the above shall be submitted in theearly stages of the design to the HydraulicSection, Office of Structural Engineering forreview and approval.

1110 Reinforced ConcreteRadius Pipe and Box Sections

1110.1 General

To comply with the capabilities of manufacturersto provide satisfactory and economical radiuspipe or box sections, a minimum radius of 100feet [30 meters] shall be specified.

The method of manufacturing the radius pipe orbox sections will be an option of the producer,subject to inspection and approval by the OhioDepartment of Transportation, Office of MaterialsManagement.

As an alternate to radius pipe, pipe specials maybe specified to negotiate the specified radius,provided they do not reduce the hydraulicperformance established by the initial design.The bends shall be located so that they shallclosely follow the alignment of the radius pipe.

1111 Sanitary Sewers

1111.1 General

Any sanitary sewer, whether new or relocated,shall be constructed using resilient and flexiblegasket joints, in accordance with Constructionand Material Specification 706.11 for circularconcrete pipe or 706.12 for clay pipe.Permissible thermoplastic pipes shall also bespecified.

Permits to discharge treated sanitary flow fromabutting property into highway drainage systemsshall be in accordance with Directive No. 22-A.

1111.2 Manholes

All new manholes for sanitary sewer lines shall bebuilt in accordance with the StandardConstruction Drawings. Precast manholes shallhave joints in accordance with 706.11 of theConstruction and Material Specifications.

1112 Notice of Intent (NOI)A NOI is required for all projects disturbing one ormore total acres of earth (submitted by ODOT).The total acreage includes the proposed work(area within the work limits) and the Contractorsitems such as: field offices, batch plants, andborrow/waste pits. The location and size of theContractor items can be estimated using the NOIAcreage Calculation Form (Figure 1112-1). The


11-22 January 2003

total acreage shall be used for the Project SitePlan as required by Location and Design, Volume3, section 1308.

1113 Erosion Control at BridgeEnds

1113.1 General

For the purpose of reducing problems of erosionin the vicinity of bridge ends, details as shown onStandard Construction Drawing DM-4.1 shall befollowed. At locations where the design flowexceeds 0.75 cubic feet per second [0.021 cubicmeters per second], catch basins shouldgenerally be provided.

1113.2 Corner Cone

Item 670 Slope Erosion Protection shall be placedon all bridge approach embankment cornercones, beginning at the edge of the crushedaggregate or concrete slope protection.

1114 Storm Water PollutionPrevention Plan (SWPPP)

1114.1 General

A Storm Water Pollution Prevention Plan(SWPPP) is required for all projects that disturbmore than one (total) acre. The plan should bedeveloped as per the Storm Water PollutionPrevention Plan supplemental specification. TheContractor shall develop this plan after thecontract is awarded and prior to any constructionactivity. The plan will be kept on-site for review atany time during construction.

1114.2 Objectives

The objective of the (SWPPP) is to reduce theimpacts of construction runoff to the watershed.This is achieved by using perimeter and internalproject controls to intercept sediment laden flows(temporary sediment and erosion controls).

Point discharges leaving the site should befiltered through as many filtering controls aspracticable.

1114.3 General Guidance

Temporary sediment and erosion control Itemsare specified in accordance with Item 207 of theConstruction and Material Specifications

Handbook. Details are available in StandardConstruction Drawings DM-4.2, DM-4.3 and DM-4.4. Other miscellaneous erosion controlmeasures may include items 659, 670 and 601 asneeded by each project. The Handbook forSediment and Erosion Control (ODOT) should beconsulted for specific information on individualerosion control items.

The size of the entire drainage area contributingflow to a roadside ditch and the ratio of disturbedto undisturbed area are used to determine thedesired erosion control methods. In many cases,the major portion of the contributing area will bebeyond the project right-of-way limits. For thesecases it will be necessary to divert the off-projectflow before it reaches the area disturbed byproject construction. Flow from the areadisturbed by construction shall be treated prior tocombining it with off-project drainage.

For specific information on individual erosioncontrol items, the Contractor should consult Item207 in the 2002 CMS. General guidance forproject usage is as follows:

A. For drainage areas less than one acre [0.4hectares], filter fabric ditch checks, as perStandard Construction Drawings DM-4.3 andDM-4.4 shall be specified with small pitsexcavated behind them. Their use shall bedirected by plan note. Ditch checks shouldbe spaced so that no check is within thebackwater of a downstream check. A ditchcheck should be provided at a maximumspacing of 500 feet [150 Meters] in addition tosignificant changes in ditch grade.

B. For drainage areas between 1 and 5 acres[0.4 and 2 hectares] and where greater thantwo-thirds of the contributing drainage area isdisturbed by construction, sediment basinsare more effective and should generally bespecified. Where less than two-thirds of thetotal contributing drainage area is disturbedby construction, a temporary ditch, dikeand/or slope drain should be provided todivert flow from undisturbed areas away fromthe new ditch to reduce sediment basin size,or necessitate ditch checks only for theremainder of the flow. If more appropriate forthe specific site (e.g. fill areas in lieu of cutareas) the roadway or toe of slope ditchshould be stabilized immediately uponconstruction and a bale dike or perimeterfilter fabric fence should be place at thebottom of the disturbed slope as perStandard Construction Drawings DM-4.3 andDM-4.4. Sediment dams may be used to


January 2003 11-23

prevent ditch erosion until the permanentstabilization has been established. Thespecific size and location of these controlsshall be shown on the plans.

C. For drainage areas between 5 and 20 acres[2 and 8 hectares], sediment dams or a seriesof sediment basins shall be specified. It isdesirable to locate temporary controls withinthe permanent right-of-way. However, it maybe necessary to purchase a temporaryeasement to provide an adequate ditchcontrol. Dams and basins shall be designedin accordance with Standard ConstructionDrawings DM-4.3 and DM-4.4. For areasbetween 5 and 10 acres [2 to 4 hectares]where less than one-half of the contributingdrainage area is disturbed by construction, atemporary ditch, dike and/or slope drains orditch stabilization and bale dikes should beprovided as discussed in Section 1309.4(B).For areas of 10 to 20 acres [4 to 8 hectares]where less than one-third of the contributingdrainage area is disturbed by construction atemporary ditch, dike and/or slope drains orditch stabilization and bale dikes should beprovided as discussed in Section 1309.4(B).The specific size and location of thesecontrols shall be shown on the plans.Sediment basins, ditch checks, etc. should beclearly shown in the roadway ditch prior to thereceiving or crossing watercourse. Theseitems should not be shown within thereceiving or crossing watercourse.

D. When the contributing drainage area exceeds20 acres [8 hectares], the off-project drainageshall be diverted, or the following methodshall be specified. The channel carrying theflow shall be stabilized immediately by apermanent or temporary lining and perimeterfilter fabric fence shall be placed between thedisturbed project area and the stabilizedditch. Sediment dams should be provided toprevent channel erosion until permanentchannel stabilization has been established.

E. Where project drainage is not intercepted bya project ditch, perimeter filter fabric fenceshall be placed at the construction limits. Thespecific size and location of these controlsshall be shown on the plans. The fence shallbe placed just beyond the toe of slope of allsheet flow areas adjacent to live streams orother environmentally sensitive areasidentified in the environmental documentsregardless of the amount of grading involved.

F. Filter fabric fence (Inlet Protection) should beplaced around all catch basins and manholes

(existing and proposed). Use the table 1114-1 as a guide for quantities:

G. Perimeter Filter Fabric Fence or sedimentbasins shall be used to isolate the projectfrom any adjacent live streams.

H. For highly erodible soil areas identified in theenvironmental documents, any area clearedshall be brought to grade immediately andpermanent erosion control measures calledfor on the plans shall be applied.

Table 1114-1Type of Structure Length per

StructureCatch Basin Type: 2-2A, 2-2B, 2-3, 2-4, 2-5, 2-6, 4 w/oapron, 4A(42" and under), 5w/o apron, 5A(42" andunder), 8 w/o apron, 8A(42"and under)

25 Ft. [8 Meters]

Catch Basin Type: 4A(60"and under), 5A(60" andunder), 8A(60" and under)

30 Ft. [9 Meters]

Catch Basin Type: 4w/apron, 5 w/apron 8w/apron, 5A(over 60"),8A(over 60")

40 Ft. [12 Meters]

Inlets and manholes: alltypes

25 Ft. [8 Meters]

1114.3.1 Required Size of Sediment Basins

Sediment basins or dams shall provide a storagevolume of 67 cubic yards per acre [130 cubicmeters per hectare] of total contributing drainagearea (disturbed and non-disturbed), which is 0.5inches [13 millimeters] of runoff or approximatelya two-year frequency. The volume should beincreased where discharge from the basinempties onto an environmentally sensitive areaas identified in the environmental documents.Should the failure of a sediment dam pose asignificant danger to downstream property, thespillway should be checked to assure safepassage of a 50-year frequency storm.

In many cases, larger drainage areas will producevery large sediment basin requirements.Consideration should be given to divert flow priorto reaching the construction site in these cases.

1100 Drainage Design Procedures – List of Figures

Figure Subject

1101-1 Overland Flow Chart

General Notes for Figures 1101-2 and 1101-3

1101-2 Rainfall Intensity-Frequency-Duration Curves

1101-3 Rainfall Intensity Zone Map

1102-1 Capacity of Grate Catch Basin in a Sump

1102-2 Channel Features

1103-1 Nomograph for Flow in Triangular Channels

1103-2 Capacity of Curb Opening Inlets on Continuous Grade

1103-3 Capacity of Standard Catch Basin Grates in Pavement Sags - Flow Through GrateOpening

1103-4 Capacity of Inlets and Standard Catch Basins in Pavement Sags - Flow Through Curb Opening

1105-1 Classification of Flow in Culverts

1105-2 Corrugated Metal Pipe Sizes and "n" Values for Type A Conduits

1105-3 Example Bankfull Discharge Culvert Design

1106-1 End Treatment Grading Detail

1106-2 Box Culvert Outlet Detail

1106-3 Box Culvert Inlet Detail

1107-1 Rock Channel Protection at Culvert Storm Sewer Outlets

1112-1 Notice of Intent (NOI) Acreage Calculation Form


The Rainfall Intensity-Duration-Frequency curves are based upon data obtained from United StatesWeather Service Technical Paper No. 40 Rainfall Frequency Atlas of The United States.

Federal Highway Administration Hydraulic Engineering Circular No. 12 Appendix A offers a methodologyfor converting I-D-F data points to an equation of the general form:

cb)(tai

+=

Where: i = rainfall intensity (inches/hour)t = time of concentration (minutes)a = constantb = constantc = constant

Using the above referenced methodology the curves in Figure 1101-2 can be expressed using the abovegeneral equation utilizing the constants shown below.

Intensity Zone(Figure 1101-3)

Frequency(Years)

Constant "a" Constant "b" Constant "c"

A

25102550100

44.150150.27170.47496.28051.62285.930

8.90018.40010.20011.1005.1008.000

0.8351.0620.8740.8990.7470.834

B

25102550100

140.59681.276275.649294.909117.148293.888

25.09918.80029.49928.09916.70026.699

1.0150.8551.0701.0440.8491.000

C

25102550100

64.387184.94083.82858.73379.945196.039

14.30021.69912.5007.4009.30016.300

0.8961.0750.8870.7710.8180.978

D

25102550100

85.568118.822112.172198.920206.025355.551

16.50018.70016.80019.30019.60023.199

0.9500.9690.9231.0040.9901.076

1112-1NOTICE OF INTENT (NOI) ACREAGE CALCULATION FORM

Reference Section1112

Enter 0.125 for Type A; 0.25 for Type B; or 1.00 for Type C

Project Size. Enter the area of disturbed earth for the project. Include shoulder grading, cut and fill areas, etc.

equipment and materials.Field Office. These sizes were determined with regard to size of the trailer, parking, and some stock area for

project.might be used by the Contractor. This is not needed for existing plants, it is only for plants set up for the specificinvestigate the location of the project relative to existing plants, facilities, etc. to estimate whether a batch plantBatch Plant. It is assumed that a typical batch plant would occupy 2 acres of ground. The designer should

projects, etc.designer may choose a different value based on knowledge of the project area, bedrock elevations, previousWaste / Borrow. The specified estimation is based on approximately 10 feet of depth or fill over 1 acre. The

may use during construction. This can help reduce the modifications to the SWPPP.Areas within Construction Limits. When possible, include any areas within the project limits that the Contractor

Area (acres)1Project Size (disturbed acres)2Field Office34Subtotal5If Line 4 < 1.00, an NOI is not required.6If Line 4 > 1.00, continue to Line 77Batch Plant Yes = 2.0; No = 08Waste / Borrow Pit9 Add 1.0 acre per 15,000 CY of waste or borrow

10Areas within Construction Limits11 Potential areas for Contractor to disturb including interchange infields, gore areas, etc. 1213TOTALAdd lines 4, 7, 9, and 1114If Line 13 is < 20 acres, stop, submit Line 13 TOTAL for NOI15If Line 13 is > 20 acres, continue to Line 1616TOTALMultiply Line 13 by 1.05 (submit this value for NOI)

(10ft. x 43560 sf / 27 = 16,133 c.y. ~ say 15,000 c.y.)

Appendix A – Reproducible Forms

Form Subject

LD-30 Treated Sanitary Flow Agreement Form

LD-33 County Engineer Approval Form

LD-34 Storm Sewer Computation Sheet

LD-35 Ohio Drainage Design Criteria Form

LD-40 Gutter Spread and Inlet Capacity Computation Sheet

LD-41 Ditch Computation Sheet

LD-42 Culvert Computation Sheet

Form LD-35Revised January 2003

GENERAL PROJECT INFORMATION

County Route Section

(Attach Typical Section)

AFFECTED ROADWAYS: Route Average Daily Traffic

INTERSTATE OR OTHER L/A FACILITIES

ARTERIALS AND COLLECTORS

LOCALS

CLEAR ZONE

Units used in design: Metric English(Check appropriate box)

PIPE POLICY:

The Pipe Policy of _____________________ will be used for this project. (See Section 1002 for additionalinformation)

If a policy other than ODOT’s is being used, the following material types are permitted:____________________________________________________________________________________________

____________________________________________________________________________________________

____________________________________________________________________________________________(Please attach a copy of the written pipe policy. In lieu of a written policy, documentation of locally fundedconstruction practices may be provided)

PROJECT SPECIFIC INFORMATION AFFECTING DRAINAGE:

____________________________________________________________________________________________

____________________________________________________________________________________________

____________________________________________________________________________________________

____________________________________________________________________________________________

____________________________________________________________________________________________

Section A. Roadway Culverts (Type A Conduits)

1. DESIGN STORM FREQUENCY 1004.2:

a. Mainline _______________ Year

b. Crossroads _______________ Year

2. BANKFULL DESIGN Yes No (Circle One)

3. FLOOD PLAIN CULVERTS NEEDED? Yes No (Circle One)

4. DURABILITY SERVICE LIFE_______________ Year

5. ABRASIVE SITE? Yes No (Circle One)

6. MAXIMUM ALLOWABLE HEADWATER FOR DESIGN STORM 1006.2:

a.

b.

c.

7. METHOD USED TO ESTIMATE DESIGN DISCHARGE (Q) 1003:

a.

b.

8. SCALE OF TOPOGRAPHIC MAPPING USED TO DELINEATE DRAINAGE AREAS 1101.1:

a.

b.

c.

9. MANNING’S “n” USED FOR 1105.5.5 (table 1102-2):

a. Smooth pipe _______________

b. Corrugated pipe:

2-2/3" x 1/2" [68 x 13 mm]: Full flow Part Full 3" x 1" [72 x 25 mm]: Full flow Part Full

6" x 2" [150 x 50 mm]: Full flow Part Full

Section A. Roadway Culverts - Continued

10. ENTRANCE LOSS COEFFICIENT (ke) 1105.5.6 (table 1105-1):

a. Corrugated pipe: HW-4 Headwall __________ Full Headwall __________

b. Smooth pipe HW-4 Headwall __________ Full Headwall __________

c. Box Shape Full Headwall __________

11. MINIMUM COVER (top of pipe to subgrade) FOR 1008:

a. Rigid pipe _______________

b. Flexible (corrugated) pipe _______________

12. MAXIMUM COVER FOR 1008:

a. Rigid pipe _______________

b. Flexible (corrugated) pipe _______________

13. MAXIMUM ALLOWABLE CULVERT OUTLET VELOCITY 1002.2.2 :

a. Bare earth channel _______________

b. Rock channel protection __________________________________________________________

c. Use ____________________ for velocities in excess of 20 f.p.s [6m/s].

14. HEADWALL TYPE 1106.2:

a.

b.

15. CONTACT WILL BE MADE WITH COUNTY ENGINEER TO ESTABLISH:

a.

b.

16. MINIMUM PIPE SIZE 1002.3.1 (Figure 1002-1) :

a. Freeway or limited access facility _______________

b. Other highways _______________

Section B. Storm Sewers (Type B & C Conduits)

1. DESIGN FREQUENCY (Just Full) _______________ YEAR 1004.4.1

2. HYDRAULIC GRADIENT SHALL NOT EXCEED 1004.4.2:

a. __________ inches [mm] below edge of pavement for __________ year frequency storm.

b. Pavement catch basin grate or lip of inlet for __________ year frequency storm.

c. A point in a depressed pavement sag that would result in an impassible highway for a __________year frequency storm.

d. Other: _______________________________________________________________________

_______________________________________________________________________

e. The above is based on:

i. A pipe roughness “n” = __________ for pipe sizes 60" [1500 mm] and under and__________ for larger sizes.

ii. _______________________________________________________________________

3. METHOD USED TO ESTIMATE DESIGN DISCHARGE (Q) 1003:a.

b.

4. COEFFICIENT OF RUNOFF “C” FOR 1101.2.3:

a. Pavement and paved shoulders _______________

b. Berms and slopes (4:1 and flatter) _______________

c. Berms and slopes (steeper than 4:1) _______________

d. Contributing areas:

Residential _______________ Woods _______________ Cultivated _______________

5. METHOD USED TO DETERMINE TIME TO FIRST CATCH BASIN OR PAVEMENT INLET 1101.2:

a.

b.

6. MINIMUM TIME TO 1104.4.4:

a. Ditch catch basin __________ minutesb. Pavement inlet or catch basin __________ minutes

Section B. Storm Sewers (Type B & C Conduits) - Continued

7. MINIMUM COVER OVER SEWERS 1104.2.1:

a. Rigid pipe:

i. Type B conduit (under pavement or paved shoulder) __________

ii. Type C conduit (beyond pavement or paved shoulder) __________

b. Flexible pipe:

i. Type B conduit (under pavement or paved shoulder) __________

ii. Type C conduit (beyond pavement or paved shoulder) __________

8. DESIRABLE MINIMUM VELOCITY FOR DESIGN FLOW _______________ f.p.s [m/s] 1104.2.1.

9. MAXIMUM LENGTH BETWEEN MANHOLES OR SUITABLE CLEANOUT POINTS 1104.2.2 :

a. Under 36" [900 mm] diameter __________

b. 36" - 60" [900-1500 mm] diameter __________

c. Over 60" [1500 mm] diameter __________

10. MINIMUM PIPE SIZE UNDER PAVEMENT 1104.4.6:

a. Freeway or limited access facility _______________

b. Other highways _______________

11. PROCEDURE TO FOLLOW WHEN EXISTING PRIVATE DRAINS ARE CUT BY PROPOSED

SEWERS OR DITCHES: _________________________________________________________

_____________________________________________________________________________

Section C. Roadway Ditches1. METHOD USED TO ESTIMATE DESIGN DISCHARGE (Q) 1003:

a.

b.

2. DESIGN FREQUENCY TO DETERMINE 1102.3.1 or 1102.4:

a. Depth of flow and protection (where required) __________ year

b. Velocity determination __________ year

3. METHOD USED TO DETERMINE TIME OF FLOW TO DITCH 1101.2:

_____________________________________________________________________________________

_____________________________________________________________________________________4. ALLOWABLE VELOCITIES FOR 1102.3.2 (table 1102-1):

Soil Type

a. Seed lining __________ f.p.s [m/s].

b. Sod, jute, or other temporary linings __________ f.p.s [m/s].

c. Turf reinforcing mats __________ f.p.s [m/s].

d. Tied Concrete Block Matting f.p.s [m/s].

e. Rock channel protection __________ f.p.s [m/s].

5. MANNING’S “n” USED FOR 1102.3.2 (table 1102-2):

a. Seed lining __________

b. Sod, jute, or other temporary linings __________

c. Turf reinforcing mats __________

d. Tied Concrete Block Matting

e. Rock channel protection __________

6. DITCH CONFIGURATION 1102.2:

a. ____________________ for roadway, with __________ inch [mm] minimum depth

b. ____________________ for toe of embankment, with __________ inch [mm] minimum depth

7. TYPE OF DITCH CATCH BASIN 1102.3.4:a.

Section C. Roadway Ditches - Continued

8. MINIMUM LONGITUDINAL SLOPE OF DITCHES IN CUT SECTIONS 1102.1:

a. __________ desirable minimum

b. __________ absolute minimum

9. METHOD USED TO LOCATE EXISTING FARM TILE CROSSED BY HIGHWAYS?

a.

b.

c.

d.

10. MINIMUM WIDTH OF DITCH LININGS 1102.3.1 :

a. Sod __________ ft [m].

b. Temporary linings __________ ft [m].

c. Turf reinforcing mats __________ ft [m].

11. DESIGN FREQUENCY DEPTH SHALL NOT EXCEED 1102.3.1:

a.

b.

Section D. Median Ditches1. DITCH CONFIGURATIONS 1102.3:

a. Depressed ____________________

b. Type of barrier ____________________

2. WIDTH BETWEEN PAVEMENT EDGES _______________ ft.

3. ALLOWABLE VELOCITIES FOR 1102.3.2 (table 1102-1):

Soil Type

a. Seed lining __________ f.p.s [m/s].

b. Sod, jute, or other temporary linings __________ f.p.s [m/s].

c. Turf reinforcing mats __________ f.p.s [m/s].

d. Tied Concrete Block Matting f.p.s [m/s].

4. METHOD USED TO ESTIMATE DESIGN DISCHARGE (Q) 1101.2:a.

b.

5. CATCH BASIN SPACING WILL BE DETERMINED BY HYDRAULIC ANALYSIS USING 1102.3.4:

a. __________ year frequency and “n” = __________ for velocity

b. __________ year frequency and “n” = __________ for depth

c. Controls:i. Design frequency depth shall not exceed:

(1)

(2)

d. Catch basin spacing, depressed median, fill section:

Median Width 84' [25 m] 60' [18 m] 40' [12m]

i. Desirable maximum __________________________________________________

ii. Absolute maximum __________________________________________________

6. TYPE OF MEDIAN CATCH BASIN OR INLET 1102.3.4:a.

Section D. Median Ditches - Continued

7. MINIMUM LONGITUDINAL SLOPE OF DEPRESSED EARTH MEDIAN:

8. OTHER PERTINENT DESIGN INFORMATION:

Section E. Drainage for Curbed Pavements

1. CONTROLS FOR THE DETERMINATION OF INLET OR CATCH BASIN SPACING 1103:

a. Design storm frequency __________ year

b. METHOD USED TO DETERMINE TIME TO FIRST CATCH BASIN OR PAVEMENTINLET:

i.

ii.

c. Maximum spread of flow into traveled lane __________ ft [m]. (table 1103-1)

Outside lane width greater than 12 feet ft [m].

Total allowable spread on pavement ft [m].

d. Maximum depth of flow at curb __________ in [mm].

e. Manning’s “n” for:

i. Reinforced concrete pavement __________

ii. Asphaltic concrete pavement __________

iii. Paved shoulders __________

2. TYPE OF INLET OR CATCH BASIN PROPOSED FOR 1103:

a. Continuous grades _______________________________________________________________

b. Sags __________________________________________________________________________

3. INLET LIP OF CURB OPENING INLET WILL BE DEPRESSED __________ INCHES BELOWNORMAL GUTTER.

A local depression of __________ inches will be used to determine spacing of combination grate and curbopening catch basins.

4. OTHER PERTINENT DESIGN INFORMATION:

Appendix B – Directive 22-A DIRECTIVE NO. 22-A April 12, 1965

Supersedes Directive No. D-102dated March 26, 1962

TO: DEPUTY DIRECTORS, STAFF MEMBERS, AND DIVISION ENGINEERS

SUBJECT: PERMITS TO DISCHARGE TREATED SANITARY FLOW INTO STATEHIGHWAY

DRAINAGE SYSTEMS.

PART I - GENERAL

A. PURPOSE

1. To control, through the issuance of permits, the acceptance, when justified, of treatedsanitary flow into State Highway drainage systems.

2. To define conditions under which a permit may be issued and set up procedures forapplying, granting, and revoking a permit.

3. To coordinate the activities of all Highway Bureaus involved in this field and with theState and local Health Departments.

B. POLICY

1. To permit treated sanitary flow to enter the Highway drainage systems if conditionsrequire an outlet for the private sewage treatment facilities and the effluent meets therequirements noted hereinafter.

2. No permit shall be issued under these procedures unless it is established, at the expenseof the applicant, and by a Registered Professional Engineer or other qualified person asdetermined by the Health Department having jurisdiction, that the soil will not permitleaching as shown by percolation tests prescribed by the State Department of Health,and that there is no practical place to discharge the treated sanitary flow except to theHighway drainage system.

3. No permit shall be issued unless it has been established that the discharge from theprivate drain will not exceed the hydraulic capacity of the Highway drainage system, willnot cause a menace to health, will not adversely affect the maintenance of the Highway,and will not damage the Highway drainage system.

4. The permit, when issued, shall remain in force only if construction conforms to theapproved plan and only as long as the treatment facility continues to produce an effluentreasonably free of odor, color and suspended solids as determined by the HealthDepartment having jurisdiction. The approved permit for a new or existing user shallstipulate this requirement as a condition to continuing the permit in effect.

5. Written permission to discharge treated sanitary flow into the Highway drainage systemshall specifically provide for cancellation in the event the effluent at any time is notreasonably free of odor, color and suspended solids, or if other means of disposalbecome available such as a sanitary sewer extension.


C. SCOPE

1. Treated sanitary flow means the effluent from a properly constructed and maintainedsand sewage filter or aerobic digestion treatment plant, the designs of which have beenapproved and accepted by the Local Health Department and the Ohio Department ofHealth.

2. Untreated sanitary flow is defined as the flow from all plumbing fixtures including floordrains, kitchen sinks and drains from livestock lots ad barns. Untreated sanitary flowsshall not be discharged into the Highway drainage system except as provided for inSection C-4-b.

3. This directive will apply to the discharge of treated sanitary flows into the drainagesystems on all rural State highways.

4. The following shall apply to the discharge of sanitary flows into the drainage systems onState highways within municipal corporations:

a. If the municipality enters into an agreement with the State by passing suitablelegislation in which the municipality agree to issue permits to property owners only ifthe property owners have complied with the requirements of this directive, dischargeof treated sanitary flows will be accepted.

b. If the municipality enters into an agreement with the State by passing suitablelegislation in which the municipality agrees to issue permits and to assume totalresponsibility for permitting the discharge of untreated or improperly treated sanitaryflows into the State Highway drainage system and to save the State harmless fromlegal action that might develop because of such discharge, then discharge ofuntreated or improperly treated sanitary flows may be accepted, if extenuatingcircumstances exist which would justify such action.

c. If the municipality enters into an agreement with the State by passing suitablelegislation in which the municipality agrees that no sanitary flow shall be permitted tobe discharged into State Highway drainage systems or if the enabling legislation issilent with respect to sanitary flow, then sanitary flow shall not be permitted to enterthe Highway project.

5. No permit shall be issued under these procedures to discharge treated sanitary flows intodrainage systems on Interstate highways unless such denial of access would causeextreme hardship to the applicant or result in excessive cost in acquisition of property.Substitute measures should be considered such as location of the drainage ditch in achannel easement adjacent to the limited access line, or construction of a suitable outfallsewer beyond the limited access line.

6. If, for any reason, the Health Department having jurisdiction fails to cooperate with theDepartment of Highways in implementing the requirements of this directive, no permitshall be issued to allow discharge of sanitary flow into the drainage system of theHighway, whether rural or within a municipality. For the purpose of this directive, failureto cooperate shall be considered to exist if any one of the following can be established:

a. The office of local Health Commissioner has jurisdiction and is vacant or inactive.


b. The Health Department having jurisdiction refuses to act.

c. The Health Department having jurisdiction refuses to follow the procedures set forthin this Directive.

d. The Health Department having jurisdiction approves an effluent when it is obviousthat it is not reasonably free from odor, color or suspended solids.

PART II

INSTALLATIONS SERVING ONE, TWO OR THREE FAMILY RESIDENCES, ANDCOMMERCIAL, INDUSTRIAL OR PUBLIC BUILDINGS FROM WHICH THE ESTIMATEDDAILY SANITARY FLOW DOES NOT EXCEED 1500 GALLONS.

(RESPONSIBILITY OF LOCAL HEALTH DEPARTMENTS).

D. PROCEDURE. FOR A NEW USER (RESPONSIBILITY OF BUREAU OF MAINTENANCE)

1. APPLICATION

a. Application for Permit (Form M&R 505 Rev.) shall be prepared in quadruplicate,completed and signed by the owner. Three copies of the application will beaccompanied by a plan drawn on tracing cloth or tracing paper, or standard plans ofthe Ohio Department of Health, capable of being reproduced, and showing theproposed sewage treatment facility. These papers will be submitted to the Highwayfield division. The applicant will retain one copy of the application for his files. Theproperty owner should be advised that copies of the appropriate Ohio Department ofHealth publication entitled “Plans for Installing Sewage Disposal for the ModernHome”, are available and may be obtained at his County Health Department.

b. Plans for proposed sewage treatment facilities shall:

(1) Show the location and profile of the sewers and sewage treatment facility;

(2) Be accurate, to scale and complete in detail and design data;

(3) Provide for an inspection well, located approximately one foot inside the right-of-way line as shown on the attached inspection well drawing. In instances wherethe treated sanitary flow will be discharged into an open Highway ditch, catchbasin or manhole, the inspection well may be omitted but must be built atapplicant’s expense if and when the open ditch is enclosed later.

(4) Contain a statement, by a Registered Professional Engineer or other qualifiedperson as determined by the local Health Commissioner and retained by theowner, that the soil will not permit leaching as shown by percolation testsprescribed by the Ohio Department of Health and that there is no practical placeto discharge the treated sanitary flow except to the Highway drainage system.

2. REVIEW


a. The Highway field division shall review the submission and when it has beendetermined that the plan ad application satisfies the policy stated in Sec. B, andmeets the requirements of Sec. D-1 above, two copies of the application and oneprint of the plan reproduced by the Highway field division will be forwarded to thelocal Health Commissioner for action. If private access to a limited access Highwayhas been extinguished or denied and Federal funds have participated in the cost ofbuilding the project then one copy each of plan and application shall be forwarded tothe Bureau of Public Roads for concurrent review. The tracing of the plan and onecopy of the application will be retained in the Highway field division.

b. The local Health Commissioner shall review the plan to determine that leachingwould be ineffective, that no outlet other than the Highway drainage system ispractical for discharging the treated sanitary flow and that the plan indicates a type oftreatment facility which will produce an effluent reasonably free of odor, color andsuspended solids.

3. APPROVAL BY HEALTH COMMISSIONER

a. If the application and plan are approved, the local Health Commissioner will soindicate, date and return the approved application and plan to the HighwayDepartment field division, and retain one copy of the application for his file.

4. DISAPPROVAL BY HEALTH COMMISSIONER

a. If the local Health Commissioner finds that the conditions noted in paragraph D-2-bhave not been met, he will mark the plan disapproved with the date and reasons forhis action, and return the plan and application to the Highway field division.

b. The Highway field division will then notify the applicant of the disapproval. If theapplicant decides to proceed with a new application for permit he shall submit arevised plan and application to the Highway field division which will be processedthrough all required steps as set forth in Sec. D.

5. PERMIT

a. Permits for new users will be issued on Form M & R 509 (Rev.) In six (6) copies anddistributed as follows:

(1) Two copies with two prints and the original reproducible of the approved plan tothe applicant with instructions hat applicant is responsible for notifying the localHealth Commissioner and the Highway Maintenance Superintendent prior tobackfilling any trench or other part of the treatment facility. The applicant mustbe advised that failure to comply with this order will result in revoking the permit.

(2) One copy with one print of the approved plan for the Highway field division files.

(3) One copy with one print of the approved plan to the County MaintenanceSuperintendent or other specifically designated individual who shall see thatconstruction inside Highway right-of-way is in accordance with the approved planand permit.


(4) One copy with one print of the approved plan to the Engineer of Maintenance,State Highway Department, Columbus, Ohio.

(5) One copy with one print of the approved plan to the local Health Commissioner.

E. PROCEDURE FOR AN EXISTING USER. (RESPONSIBILITY OF BUREAU OF LOCATION& DESIGN)

1. NOTIFICATION

a. When the construction or reconstruction of a highway on new or existing location willrequire removal of any part of a private drain carrying sanitary flow within the scopeof this directive as defined in Sec. C, the owner shall be notified by registered letter,

signed by the Division Engineer or by the Design and Planning Engineer, that hemust obtain written approval of his sewage treatment facility from the local HealthCommissioner if he expects to continue to use the Highway drainage system as anoutlet for private drainage. This letter shall be sent before preliminary right-of-waynegotiations begin.

b. The above letter shall advise that copies of the appropriate Ohio Department ofHealth publication entitled, “Plan for Installing Sewage Disposal for the ModernHome”, are available and may be obtained at his local Health Department. Threecopies of the Standard Agreement form L & D 950 shall be included with theregistered letter with instructions for distributing the forms.

c. A letter, signed by the Division Engineer or by the Design and Planning Engineer,requesting cooperation shall be sent to the local Health Commissioner. The lettershall list the names and addresses of all property owners who have received aregistered letter as noted in Sec. E-1-a above, and one copy of the preliminaryHighway right-of-way plan shall be attached.

d. The property owner shall be given a reasonable time, usually sixty (60) days, toprepare a layout or plan showing location and size of his sewage treatment facilityand the location of the outlet to the Highway drainage system.

(1) The sewage treatment plant layout with dimensions may be shown on the spacedesignated Layout Plan on the Standard Agreement form, on an OhioDepartment of Health standard plan, or on a separate plan. The property ownershall furnish the local Health Commissioner with two completed agreement formsand one plan, if separate, within the time limit stipulated in Sec. E-1-d above. Ifthe instructions furnished the property owner, relative to the required plans for hissewage treatment facility are not clear, he should contact his local HealthCommissioner for advice in preparing on acceptable layout or plan.

(2) The property owner shall arrange at his cost, to have a sample of the effluenttaken by the local Health Commissioner or a qualified public employee forexamination.

2. APPROVAL OF EXISTING SEWAGE TREATMENT FACILITIES BY HEALTHCOMMISSIONER


a. If the local Health Commissioner finds that the existing sewage treatment facility isadequate and finds by his examination that it produces an effluent reasonably free ofodor, color, and suspended solids he shall indicate his approval and date of approvalon one copy of the Agreement form furnished him by the property owner, and forwardit to the Highway field division.

b. Upon receipt of the approved Agreement form, the Highway field division will issuethe official permit on form M & R 509 (Rev.) In accordance with Sec. D-5.

c. In all cases where permits are issued for an existing user on inspection well shall beprovided by the State approximately one foot inside the right-of-way line as shown onthe attached inspection well drawing. In unusual instances where the treatedsanitary flow will be discharged into an open Highway ditch, catch basin or manhole,the inspection well may be omitted but must be built at applicant’s expense if andwhen the open ditch is enclosed later.

3. DISAPPROVAL OF EXISTING SEWAGE TREATMENT FACILITIES BY HEALTHCOMMISSIONER.

a. If the property owner’s sewage treatment facility does not meet with Department ofHealth requirements for the modern home, the local Health Commissioner shalladvise the Highway field division of his disapproval and he shall then advise theproperty owner that his existing sewage treatment facility does not meet StateDepartment of Health recommendations and that he should build a tile disposal field,not requiring an outlet, unless it can be established as in Sec. B-2 that because ofthe type of soil or other reasons, leaching requirements cannot be met, in which casethe property owner shall build a new system meeting Ohio Department of Healthrequirements for “Sewage Disposal for the Modern Home” or improve his existingfacility to meet the same requirements.

b. If the local Health Commissioner finds that a leaching system will not be effective andthat it will be necessary for the property owner to improve his existing facility or builda new sewage treatment facility if he expects to use the Highway drainage system asan outlet for his sewage treatment facility, procedures shall be followed as set forth inSection D.

c. If the property owner fails to comply with instructions within the 60-day period notedin Sec. E-1-d, the local Health Commissioner will initiate formal action to abate thenuisance. For such cases the Highway contractor will be instructed by letter from theHighway field division not to connect and to plug any private sewer from the propertyof the offender as has been determined by the local Health Commissioner. Theproperty owner will then be considered as a new user and subject to the stipulationsof Section D.

d. Permits for existing users will be issued on Form M & R 509 (Rev.) in six (6) copiesdistributed as outlined in Sec. D-5.

4. SANITARY FLOWS DISCOVERED DURING CONSTRUCTION


The above procedures are to be applied as the required routine by which a permit isgranted to allow continued use of the Highway facility as an outlet for sanitary flow from adischarge line which has been located and shown on the construction plans. If a pipeline discharging sanitary flow, not shown on the plans, is encountered or interceptedduring construction and its continued use requires connection to the Highway drainagesystem, the same procedures shall be followed as set forth for a known installation. If theHighway contractor’s operations can not be suspended during the period allowed theowner for approval or reconstruction of his existing facility, the outfall pipe may betemporarily connected to the Highway drainage system. If at a later date the facility isapproved, an inspection well shall be constructed by the Highway contractor. If thefacility is not approved, it shall be blocked at the property line.

PART III

INSTALLATIONS SERVING FOUR (4) OR MORE DWELLING UNITS, AND COMMERCIAL,INDUSTRIAL OR PUBLIC BUILDINGS FROM WHICH THE ESTIMATED SANITARY FLOWEXCEEDS 1500 GALLONS PER DAY.

(RESPONSIBILITY OF STATE HEALTH DEPARTMENT)

F. PROCEDURE FOR A NEW USER. (RESPONSIBILITY OF BUREAU OF MAINTENANCE)

1. PRELIMINARY REVIEW OF SITE BY DEPARTMENT OF HEALTH

a. Prior to the start of construction of a residential building containing four or moredwelling units, or any commercial, industrial, or public building from which theestimated sanitary flow exceeds 1500 gallons per day and to which public sewers arenot available, the owner and his engineer or architect shall visit the site with anengineer from the appropriate Department of Health district office to determine themost desirable, practical and economical location, size and type of sewage treatmentsystem required to serve the facility. It is highly desirable to arrange for a siteinvestigation prior to actual purchase of land if change in ownership is to occur. Insome instances an ample supply of acceptable water may not be available,topography and drainage may not be satisfactory or there may not be an acceptablepoint of discharge for the sewage treatment plant effluent.


b. Assuming that the Highway drainage system is to be considered as a means ofdisposing of the proposed sewage treatment plant effluent, a representative from theHighway field division office may also be present at the site investigation. If it isdetermined that the Highway drainage system has adequate capacity and is to beused to receive the effluent, the owner may make application for permit as providedin Section F-3 if his business arrangements require a firm commitment prior toproceeding with design of facility and property acquisition. If the permit is issuedprior to date of formal approval of treatment plant plans by the Department of Health,the permit shall include the statement that the effective date of the permit is to beidentical with the date of Department of Health approval of treatment plant plans, andthat one (1) copy of the approved plans shall be forwarded to the Highway DivisionEngineer upon receipt from the Department of Health.

c. Following the site investigation, the Department of Health District Engineer will givethe owner or his agent general recommendations regarding sewage treatment for theproposed installation.

If a Highway drainage facility is involved, a copy of the letter of recommendations willbe directed to the Highway Division Engineer.

2. PLAN PREPARATION

a. The designing engineer or architect shall prepare detail plans in accordance with therecommendations of the Department of Health. Plans must be clearly drawn andcomplete in all detail. For information regarding details which must be shown onplans refer to the Department of Health publication “Water supply, Sewerage andSewage Treatment for Public Buildings”.

b. If a Highway drainage facility is to be used to receive the treatment plant effluent,complete details showing inspection well and its location and method of connectingto the Highway drainage facility, must be included on the plans in addition toinformation required by Section F-2-a.

c. Complete detail plans must be submitted by the owner or his agent to the appropriateDepartment of Health district office in quadruplicate for reviews. If the plans aresatisfactory they will be forwarded in triplicate by the district office to the Departmentof Health central office along with four (4) copies of he District Engineer’s report onthe plan review, for processing and formal approval.

d. After approval by the Department of Health as required by Section 3701.18 RevisedCode, the plans will be stamped “APPROVED” and distributed as follows:

(1) Two copies to the owner (See Section F-3-a)

(2) One copy for the Department of Health Central Office files for microfilming.

e. The letter of formal approval by the Department of Health will be distributed asfollows:

(1) Original to owner


(2) Copy to designing engineer or architect

(3) Copy to Highway Division Engineer

(4) Copy to local Health Department

(5) Copy to Department of Health district office

(6) Copy to Department of Health central office files.

One of the conditions of approval by the Department of Health will be thatconstruction shall not be started until a valid permit is obtained from the HighwayDepartment on Form M & R 509(Rev.)

f. The report of the Department of Health District Engineer relative to the review of theplans will be distributed as follows:

(1) Original to Department of Health central office files

(2) Copy to owner

(3) Copy to Highway Division Engineer

(4) Copy to Department of Health district office

3. APPLICATION FOR PERMIT FROM HIGHWAY DEPARTMENT

a. Application for permit (Form M & R 505 Rev.) shall be prepared in triplicate,completed and signed by the owner. Two copies of the application, and one copy ofthe plans stamped “APPROVED” by the Department of Health as soon as available(See Section F-2-d-(1)), will be forwarded by the owner to the Highway DivisionEngineer. The owner shall retain one copy for his files.

b. If the effluent is to enter the drainage system of a limited access Highway and privateaccess has been extinguished or denied, and Federal funds have participated in thecost of building the project, one copy each of application, and plan when available,shall be forwarded to the Bureau of Public Roads for concurrent review.

4. PERMIT

a. Permits for new users will be issued on Form M & R 509 (Rev.) in six (6) copies anddistributed as follows:

(1) One copy to the applicant with instructions that applicant is responsible fornotifying the Department of Health district office and the Highway MaintenanceSuperintendent prior to backfilling any trench or other part of the treatment plant.The applicant must be advised that failure to comply with these instructions willresult in revoking the permit.

(2) One copy to Highway division files.

(3) One copy to County Maintenance Superintendent who shall see that constructioninside the Highway right-of-way is in accordance with approved plans and permit.


(4) One copy to the Engineer of Maintenance, State Highway Department,Columbus, Ohio.

(5) One copy to the Department of Health District Engineer.

(6) One copy to the local Health Department.

G. PROCEDURE FOR AN EXISTING USER. (RESPONSIBILITY OF BUREAU OF LOCATIONAND DESIGN)

1. NOTIFICATION

a. When the construction or reconstruction of a highway on new or existing location willrequire removal of any part of a private drain carrying treated sanitary flow whichserves four or more dwelling units or an installation from which the daily sanitary flowexceeds 1500 gallons per day, the owner shall be notified by registered letter, signedby the Division Engineer or by the Design and Planning Engineer, that he mustobtain written approval of his sewage treatment plant from the Department of HealthDistrict Engineer if he expects to continue to use the Highway drainage system as anoutlet for sanitary drainage. This letter shall be sent before preliminary right-of-waynegotiations begin and shall include three copies of Form L & D 950 with theinstructions for distributing the forms. A copy of the letter shall be sent to theDepartment of Health District Engineer.

b. Upon receipt of notification from the Highway Department, the owner shall notify inwriting the Department of Health District Engineer that the Highway division officerequires written Department of Health approval of the sewage treatment facilityserving his property. This notification shall state the name, location and existingstatus of the building in question. Upon reviewing this notification from the owner, theDepartment of Health District Engineer may request additional information of anengineering nature from the owner such as reports of operation of the sewagetreatment plant, test data, availability of other drainage facilities and original approvalof plans of the sewage treatment plant by the Department of Health.

2. APPROVAL OF EXISTING SEWAGE TREATMENT FACILITIES BY THE OHIODEPARTMENT OF HEALTH

(a) If the Department of Health District Engineer finds after a review of the dataand a field inspection, that the existing sewage treatment facilities are beingmaintained in a satisfactory manner and meet the standards of theDepartment of Health, the District Engineer shall so notify the owner inwriting, in duplicate.

(b) If the Department of Health District Engineer determines that a drain or watercourse, other than the Highway drainage facility, is available to receive thedischarge of the sewage treatment plant effluent, or if the soil will permitleaching, the owner and the Highway Division Engineer shall be notified.The owner will be required to remove the treated discharge from the Highwaydrain ad convey it to the other drain or water course, or to a leaching bed.

3. PERMIT ISSUED BY HIGHWAY DEPARTMENT


a. Upon receipt of Department of Health notification that the existing sewage treatmentfacilities are adequate and satisfactorily maintained, the owner shall submit to theHighway Division Engineer a copy of the Department of Health District Engineer’sapproval and a completed Agreement Form (L & D 950). The highway division officeshall issue the official permit on Form M & R 509 (Rev.) in accordance with SectionF-4-a.

b. In all cases where permits are issued for an existing user, an inspection well on theeffluent line shall be provided by the State and located approximately one foot insidethe right-of-way line. In unusual instances where the treated sanitary flow dischargesto an open Highway ditch, catch basin or manhole, the inspection well may beomitted but must be built at the owner’s expense if and when the ditch is enclosedlater.

4. DISAPPROVAL OF EXISTING SEWAGE TREATMENT FACILITIES BY THE OHIODEPARTMENT OF HEALTH

a. If the owner has proceeded as outlined in Section G-1-b and the Department ofHealth District Engineer determines that the existing sewage treatment facilities donot meet the Department of Health requirements, the owner shall be required toimprove the existing treatment facilities or construct new facilities to meet Departmentof Health requirements. In this case the property owner shall follow the sameprocedure outlined in Section F.

b. If the owner fails to comply with instructions from the Department of Health and theHighway Department, the Highway contractor will be instructed by letter from theHighway field division (copies to owner and Department of Health District Engineer)not to connect and to plug any private sewer from the property of the owner.

5. SANITARY FLOWS DISCOVERED DURING CONSTRUCTION

a. Same as Section E-4.

PART IV - COMPLIANCE AND ENFORCEMENT

H. INSPECTION AND CORRECTIVE ACTIONS

1. It shall be the duty of the Highway field division to secure compliance with the terms ofthe permit or agreement during the construction of each new or reconstructed sewagetreatment facility.

a. In case of non-compliance the Highway field division shall immediately notify theapplicant and the Health Department having jurisdiction that the terms of the permitor agreement are not being followed and that unless the sewage treatment facility isconstructed as specified the work will be stopped at the right-of-way line. When it isnecessary to forcibly stop the work at the right-of-way line, the Highway field divisionshall first consult the district office of the State Highway Patrol and the CountyProsecutor having jurisdiction.


b. The Health Department having jurisdiction should inspect the sewage treatmentfacilities during their construction and after their completion to insure that they havebeen properly constructed according to the approved plans, and should report hisfindings to the Highway field division in writing.

2. Existing improper sanitary discharge to the Highway drainage system may result innuisances which may be detected during routine maintenance or through field surveysmade prior to road improvement.

a. After an improper sanitary discharge to the Highway drainage system has beendetected, the local Health Commissioner shall be notified in writing by the DivisionMaintenance Engineer of the nuisance condition, with a copy of the letter to theproperty owner, requesting the local Health Commissioner to initiate formal action forabatement of the nuisance. A copy of the action taken by the local HealthCommissioner shall be forwarded to the Division Maintenance Engineer andDepartment of Health District Engineer if sanitary flow is from four or more dwellingunits or exceeds 1500 gallons per day.

b. If the nuisance has not been abated within 30 days after the local HealthCommissioner’s order, the Division Maintenance Engineer shall advise the propertyowner in writing, copy to the local Health Commissioner, that the HighwayDepartment will block the flow from the private drain within 30 days from the date ofthe letter unless the property owner has corrected the nuisance within the timeallowed.

P. E. MASHETER Director

PEM:a1Attachments (4)

Appendix C – Sample Plan Notes

The Sample plan notes included in this Appendix are the most frequently used. Each note is accompanied by a “DesignerNote” in an attempt to give some guidance as to when the note should be used and how to estimate quantities for some of theitems where the methods for quantity calculations are not obvious.

The following note categories are included:

Category Letter Prefix

Drainage Notes DErosion Control Notes E


January 2003

DRAINAGE (D) & EROSION CONTROL (E)

NUMBER NAME

D101 Item 604 - Catch Basin Grate

D102 Note Deleted (January 2002)

D103 Item Special - Fill and Plug Existing Conduit

D104 Crossings and Connections to Existing Pipes and Utilities

D105 Pipe Connections to Corrugated Metal Structures

D106 Item 603 - Tunnel Liner Plate Structure

D107 Farm Drains

D108 Item 605 - Aggregate Drains

D109 Spring Drains

D110 Untreated Septic Connections

D111 Treated Septic Connections

D112 Item 603 - Conduit Bored and Jacked

D113 Review of Drainage Facilities

D114 Residential And Commercial Drainage Connections

D115 Unrecorded Sanitary Connections

D116 Manholes, Catch Basins and Inlets Removed or Abandoned

D117 Sanitary Work

D118 Item Special - Miscellaneous Metal

D119 Item 603 - Slotted Drain: _____ “ [mm], Type ___

D120 Item Special - Pipe Cleanout

E101 Seeding and Mulching

E102 Sodding

E103 Note Deleted (April 2002)

E104 Note Deleted (Oct. 2000)

E105 Note Deleted (Oct. 2000)

E106 Note Deleted (January 2003)





January 2003

D101 ITEM 604 - CATCH BASIN GRATE

EXISTING CATCH BASINS SHALL BE MODIFIED BY REPLACING THE EXISTING GRATES WITHBICYCLE SAFE GRATES. QUANTITIES AND LOCATIONS ARE SHOWN IN THE PLANS ANDSHALL BE PAID FOR AT THE CONTRACT PRICE FOR ITEM 604, EACH, CATCH BASIN GRATE,TYPE .

Designer Note: The above note should be used on projects where existing catch basin grates are notbicycle safe. The size and type of grate to be supplied must be indicated. There may be more thanone type and size on a project.

If specific locations are not shown in the plan, or additional grates are to be included on a contingencybasis, the following should either replace the second sentence in the note or be added to the note:

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN INCLUDED IN THE GENERALSUMMARY FOR USE AS DIRECTED BY THE ENGINEER FOR REPLACEMENT OF EXISTINGCATCH BASIN GRATES WITH BICYCLE SAFE GRATES:

604, CATCH BASIN GRATE, TYPE , EACH

D103 ITEM SPECIAL - FILL AND PLUG EXISTING CONDUIT

THIS ITEM SHALL CONSIST OF THE CONSTRUCTION OF BULKHEADS IN AN EXISTINGCONDUIT AND FILLING THE AREA THUS SEALED OFF WITH LEAN GROUT, ITEM 613, SAND OROTHER MATERIAL APPROVED BY THE ENGINEER.

BULKHEADS SHALL BE LOCATED AT THE LIMITS OF THE AREA TO BE FILLED AS INDICATEDON THE PLANS. THE BULKHEADS SHALL CONSIST OF BRICK OR CONCRETE MASONRY WITHA MINIMUM THICKNESS OF 12 INCHES [ 300 MILLIMETERS].

THE FILL MATERIAL SHALL BE PUMPED INTO PLACE, OR PLACED BY OTHER MEANSAPPROVED BY THE ENGINEER, SO THAT, AFTER SETTLEMENT, AT LEAST 90 PERCENT OFTHE CROSS-SECTIONAL AREA OF THE CONDUIT, FOR ITS ENTIRE LENGTH, SHALL BE FILLED.THE LENGTH OF FILLED AND PLUGGED CONDUIT TO BE PAID FOR SHALL BE THE ACTUALNUMBER OF FEET [METERS] (MEASURED ALONG THE CENTERLINE OF EACH CONDUIT FROMOUTER FACE TO OUTER FACE OF BULKHEADS) FILLED AND PLUGGED AS DESCRIBEDABOVE.

IN LIEU OF FILLING AND PLUGGING THE EXISTING CONDUIT, THE PIPE MAY BE CRUSHEDAND BACKFILLED IN ACCORDANCE WITH THE PROVISIONS OF 203, OR IT MAY BE REMOVED.THE LENGTH, MEASURED AS PROVIDED ABOVE, SHALL BE PAID FOR AT THE CONTRACTPRICE PER FOOT [METER] FOR, ITEM SPECIAL, FILL AND PLUG EXISTING CONDUIT.

Designer Note: The above note should be used when it is desired to abandon an existing conduit byfilling and plugging rather than more conventional methods. If the conduit is in shallow fill, the designermay delete the crush and backfill option specified in the fourth paragraph.


January 2003

D104 CROSSINGS AND CONNECTIONS TO EXISTING PIPES AND UTILITIES

WHERE PLANS PROVIDE FOR A PROPOSED CONDUIT TO BE CONNECTED TO, OR CROSSOVER OR UNDER AN EXISTING SEWER OR UNDERGROUND UTILITY, THE CONTRACTORSHALL LOCATE THE EXISTING PIPES OR UTILITIES BOTH AS TO LINE AND GRADE BEFORESTARTING TO LAY THE PROPOSED CONDUIT.

IF IT IS DETERMINED THAT THE ELEVATION OF THE EXISTING CONDUIT, OR EXISTINGAPPURTENANCE TO BE CONNECTED, DIFFERS FROM THE PLAN ELEVATION OR RESULTS INA CHANGE IN THE PLAN CONDUIT SLOPE, THE ENGINEER SHALL BE NOTIFIED BEFORESTARTING CONSTRUCTION OF ANY PORTION OF THE PROPOSED CONDUIT WHICH WILL BEAFFECTED BY THE VARIANCE IN THE EXISTING ELEVATIONS.

IF IT IS DETERMINED THAT THE PROPOSED CONDUIT WILL INTERSECT AN EXISTING SEWEROR UNDERGROUND UTILITY IF CONSTRUCTED AS SHOWN ON THE PLAN, THE ENGINEERSHALL BE NOTIFIED BEFORE STARTING CONSTRUCTION OF ANY PORTION OF THEPROPOSED CONDUIT WHICH WOULD BE AFFECTED BY THE INTERFERENCE WITH ANEXISTING FACILITY.

PAYMENT FOR ALL THE OPERATIONS DESCRIBED ABOVE SHALL BE INCLUDED IN THECONTRACT PRICE FOR THE PERTINENT 603 CONDUIT ITEM.

Designer Note: The above note is to be used when the designer is unsure of the exact location of aconduit that will require an extension or where the potential for interference between proposed andexisting conduits exists.

D105 PIPE CONNECTIONS TO CORRUGATED METAL STRUCTURES

CONNECTIONS OF PROPOSED LONGITUDINAL DRAINAGE TO CORRUGATED METALSTRUCTURES SHALL BE MADE BY MEANS OF A SHOP FABRICATED OR FIELD WELDED STUBON THE STRUCTURE. THE STUB SHALL MEET THE REQUIREMENTS OF 707 AND HAVE AMINIMUM LENGTH OF 2 FEET [0.6 METERS] AND A MINIMUM WALL THICKNESS OF 0.064INCHES [1.63 MILLIMETERS].

THE LOCATION AND ELEVATION OF THE STUB ARE TO BE CONSIDERED APPROXIMATE ANDMAY BE ADJUSTED BY THE ENGINEER TO AVOID CUTTING THROUGH JOINTS IN THESTRUCTURE.

THE FIELD WELDED JOINT, IF USED, SHALL BE THOROUGHLY CLEANED AND REGALVANIZEDOR OTHERWISE SUITABLY REPAIRED. WELDING SHALL MEET THE REQUIREMENTS OF513.21.

A MASONRY COLLAR, AS PER STANDARD DRAWING DM-1.1, WILL BE REQUIRED TOCONNECT THE LONGITUDINAL DRAINAGE TO THE STUB, WHEN PIPE OTHER THANCORRUGATED METAL IS PROVIDED FOR THE LONGITUDINAL DRAINAGE.

PAYMENT FOR CUTTING INTO THE STRUCTURE AND PROVIDING THE CONNECTIONDESCRIBED, SHALL BE INCLUDEDIN THE CONTRACT PRICE FOR ITEM 603 OR 522.

Designer Note: Use the above note on all projects where connections are proposed to existingcorrugated metal conduits.


January 2003

D106 ITEM 603 - TUNNEL LINER PLATE STRUCTURE

IN LIEU OF THE PROVISIONS OF 603.02, MATERIAL FURNISHED FOR THE LINER PLATESTRUCTURE SHALL BE AS MANUFACTURED BY: AMERICAN COMMERCIAL, INC.;COMMERCIAL INTERTECH, CORP.; CONTECH CONSTRUCTION PRODUCTS, INC.; OR ANAPPROVED EQUAL. BASE METAL COMPOSITION, DEPTH AND SPAN OF THE CORRUGATIONS,AND SIZE AND SPACING OF BOLTS AND BOLT HOLES SHALL BE IN ACCORDANCE WITH THEDETAILS OF THE MANUFACTURER. INSTALLATION OF THE STRUCTURE SHALL BE INACCORDANCE WITH THE MANUFACTURER’S RECOMMENDATIONS. THE PLATE THICKNESSAND SECTION MODULUS OF THE MATERIAL FURNISHED SHALL NOT BE LESS THAN THATINDICATED ON THE STRUCTURE DETAILS.

GALVANIZING, IF SPECIFIED, SHALL BE IN ACCORDANCE WITH 707.03 AND SHALL BE DONEAFTER CORRUGATING, FORMING, AND PUNCHING THE PLATES AND BOLT HOLES.GRANULAR BEDDING WILL NOT BE REQUIRED. THE COMPLETED STRUCTURE SHALLCONFORM TO THE REQUIREMENTS OF 707. BITUMINOUS COATING, IF SPECIFIED, SHALLMEET THE REQUIREMENTS OF 707.05.

Designer Note: If the space between the tunnel excavation and the tunnel liner plate is to be filled withgrout, the composition of the grout and spacing of the grout couplings should be shown.

D107 FARM DRAINS

ALL FARM DRAINS, WHICH ARE ENCOUNTERED DURING CONSTRUCTION, SHALL BEPROVIDED WITH UNOBSTRUCTED OUTLETS. EXISTING COLLECTORS WHICH ARE LOCATEDBELOW THE ROADWAY DITCH ELEVATIONS, AND WHICH CROSS THE ROADWAY, SHALL BEREPLACED WITHIN THE (RIGHT OF WAY)( CONSTRUCTION) LIMITS BY ITEM 603 CONDUIT,TYPE B, ONE COMMERCIAL SIZE LARGER THAN THE EXISTING CONDUIT.

EXISTING COLLECTORS AND ISOLATED FARM DRAINS, WHICH ARE ENCOUNTERED ABOVETHE ELEVATION OF ROADWAY DITCHES, SHALL BE OUTLETTED INTO THE ROADWAY DITCHBY 603 TYPE F CONDUIT. THE OPTIMUM OUTLET ELEVATION SHALL BE ONE FOOT [300MILLIMETERS] ABOVE THE FLOWLINE ELEVATION OF THE DITCH. LATERAL FIELD TILESWHICH CROSS THE ROADWAY SHALL BE INTERCEPTED BY 603, TYPE E CONDUIT, ANDCARRIED IN A LONGITUDINAL DIRECTION TO AN ADEQUATE OUTLET OR ROADWAYCROSSING.

THE LOCATION, TYPE, SIZE AND GRADE OF REPLACEMENTS SHALL BE DETERMINED BY THEENGINEER AND PAYMENT SHALL BE MADE ON FINAL MEASUREMENTS.

EROSION CONTROL PADS AND ANIMAL GUARDS SHALL BE PROVIDED AT THE OUTLET ENDOF ALL FARM DRAINS AS PER STANDARD CONSTRUCTION DRAWING DM-1.1, EXCEPT WHEN

THEY OUTLET INTO A DRAINAGE STRUCTURE. PAYMENT FOR THE EROSION CONTROLPADS AND ANIMAL GUARDS AND ANY NECESSARY BENDS OR BRANCHES SHALL BEINCLUDED FOR PAYMENT IN THE PERTINENT CONDUIT ITEMS.

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN INCLUDED IN THE GENERALSUMMARY FOR THE WORK NOTED ABOVE:


January 2003

D107 FARM DRAINS (CONT.)

603 “ [mm] CONDUIT, TYPE B ________ FT. [METER]

603 “ [mm] CONDUIT, TYPE E ________ FT. [METER]

603 “ [mm] CONDUIT, TYPE F ________ FT. [METER]

601 ROCK CHANNEL PROTECTION TYPE C WITH FILTER ________ CU. YD. [CU. METER]

Designer Note: The above note is to be used where excavation may conflict with existing farm drains.Use of a lateral field interceptor tile located on a temporary easement outside the limited access right ofway may be appropriate on limited access facilities.

D108 ITEM 605 - AGGREGATE DRAINS

AGGREGATE DRAINS SHALL BE PLACED AT 50 FOOT [10 METER] INTERVALS ON EACH SIDEOF NORMAL CROWNED SECTIONS, STAGGERED SO THAT EACH DRAIN IS 25 FEET [5METERS] FROM THE ADJACENT DRAIN ON THE OPPOSITE SIDE, AND AT 25 FOOT [5 METER]INTERVALS ON THE LOW SIDE ONLY OF SUPERELEVATED SECTIONS. AN AGGREGATEDRAIN SHALL BE PLACED AT THE LOW POINT OF EACH SAG VERTICAL CURVE.

Designer Note: This note should be used on long projects with aggregate drains. On short projects,such as bridge replacements, the station and side for aggregate drain placement should be specified inthe plans.

D109 SPRING DRAINS

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN CARRIED TO THE GENERALSUMMARY FOR USE AS DIRECTED BY THE ENGINEER FOR DRAINING ANY SPRINGS SHOWNIN THE PLAN OR ENCOUNTERED DURING CONSTRUCTION. THE FOLLOWING TYPES OFPIPES MAY BE USED: 707.33, 707.41, 707.42 or 707.45 PERFORATED PER 707.31.

SPRING DRAINS SHALL BE CONSTRUCTED AS SHOWN ON STANDARD CONSTRUCTIONDRAWING DM-1.1 AND PAID FOR AT THE CONTRACT PRICE FOR:

605, 6" [150 mm] UNCLASSIFIED PIPE UNDERDRAINS FOR SPRINGS ________ FT. [METER]

605, AGGREGATE DRAINS FOR SPRINGS ________ FT. [METER]

604, PRECAST REINFORCED CONCRETE OUTLET ________ EACH

Designer Note: This note should be used only where springs are present in the project area and/or theproject area is known to have spring activity. In addition to quantities required to drain springs locatedby field work, estimated contingency quantities should be included for draining springs encounteredduring construction.


January 2003

D110 UNTREATED SEPTIC CONNECTIONS

THIS PLAN MAKES NO PROVISION FOR CONNECTING, NOR SHALL THE ENGINEER ORCONTRACTOR CONNECT, ANY UNTREATED SEPTIC DRAINAGE INTO THE HIGHWAYDRAINAGE SYSTEM. ANY PIPE CARRYING UNTREATED SEPTIC FLOW SHALL BE PLUGGEDWITH CLASS C CONCRETE AT THE RIGHT OF WAY LINE. PAYMENT FOR PLUGGING SHALL BE

INCLUDED IN THE CONTRACT PRICE FOR THE PERTINENT 202 OR 203 ITEM.

Designer Note: This note shall be used on all state maintained projects where existing sanitary sewersare available to property owners, and may be used on off-system projects under local control where thelocal authority requests, in writing, that this restriction apply.

D111 TREATED SEPTIC CONNECTIONS

TREATED SEPTIC FLOW MAY BE DISCHARGED INTO THE HIGHWAY DRAINAGE SYSTEMPROVIDED THE OWNER HAS ACQUIRED AN OFFICIAL PERMIT FROM THE (OHIODEPARTMENT OF TRANSPORTATION) (COUNTY) (OR) (LOCAL AUTHORITY).

IN EACH CASE WHERE A PERMIT HAS BEEN ISSUED FOR MAKING A TREATED SEPTICCONNECTION INTO A HIGHWAY DRAINAGE CONDUIT, AN INSPECTION WELL SHALL BEPROVIDED IN ACCORDANCE WITH STANDARD CONSTRUCTION DRAWING DM-3.1.

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN INCLUDED IN THE GENERALSUMMARY FOR USE AS DIRECTED BY THE ENGINEER IN MAKING THE ABOVE CONNECTIONS:

603, ______ “ [mm] CONDUIT, TYPE C ________ FT. [METER]

604, INSPECTION WELL ________ EACH

Designer Note: This note is to be used on all projects on the State system (with the exception ofInterstate highways) where sanitary sewers are not available and on-site treatment systems are used.The note should be modified for projects within City corporation limits or on County highways where thelocal authority elects to issue a permit for making the connection. No inspection well is required if theeffluent is discharged into an open ditch, channel, catch basin or manhole.

D112 ITEM 603 - CONDUIT BORED AND JACKED

WHERE IT IS SPECIFIED THAT A CONDUIT BE INSTALLED BY THE METHOD OF BORING ANDJACKING, NO TRENCH EXCAVATION SHALL BE CLOSER THAN FEET [METERS] TOTHE (EDGE OF PAVEMENT) (NEAREST RAIL). TRENCHES SHALL BE ADEQUATELYSUPPORTED AND THE SPECIFICATION REQUIREMENTS FOR TYPE 2 BEDDING SHALL BEDISREGARDED. IF A CASING PIPE IS USED IN THE BORING AND JACKING OPERATION, THEVOID BETWEEN IT AND THE INTERIOR CARRIER PIPE SHALL BE COMPLETELY FILLED WITHITEM 613, SAND, GROUT OR OTHER MATERIAL APPROVED BY THE ENGINEER.

Designer Note: The pay item in the General Summary shall read, 603 Conduit, Bored or Jacked, “ [mm], Type , Ft. [meters]. Where a conduit is installed by this method under a railroad,the designer should coordinate with the Rail Company to determine the allowable distance from thenearest rail.


January 2003

D113 REVIEW OF DRAINAGE FACILITIES

BEFORE ANY WORK IS STARTED ON THE PROJECT AND AGAIN BEFORE FINAL ACCEPTANCEBY THE STATE, REPRESENTATIVES OF THE STATE AND THE CONTRACTOR, ALONG WITHLOCAL REPRESENTATIVES, SHALL MAKE AN INSPECTION OF ALL EXISTING SEWERS WHICHARE TO REMAIN IN SERVICE AND WHICH MAY BE AFFECTED BY THE WORK. THE CONDITIONOF THE EXISTING CONDUITS AND THEIR APPURTENANCE SHALL BE DETERMINED FROMFIELD OBSERVATIONS. RECORDS OF THE INSPECTION SHALL BE KEPT IN WRITING BY THESTATE.

ALL NEW CONDUITS, INLETS, CATCH BASINS, AND MANHOLES CONSTRUCTED AS A PART OFTHE PROJECT SHALL BE FREE OF ALL FOREIGN MATTER AND IN A CLEAN CONDITIONBEFORE THE PROJECT WILL BE ACCEPTED BY THE STATE.

ALL EXISTING SEWERS INSPECTED INITIALLY BY THE ABOVE MENTIONED PARTIES SHALLBE MAINTAINED AND LEFT IN A CONDITION REASONABLY COMPARABLE TO THATDETERMINED BY THE ORIGINAL INSPECTION. ANY CHANGE IN THE CONDITION RESULTINGFROM THE CONTRACTOR’S OPERATIONS SHALL BE CORRECTED BY THE CONTRACTOR TOTHE SATISFACTION OF THE ENGINEER.

PAYMENT FOR ALL OPERATIONS DESCRIBED ABOVE SHALL BE INCLUDED IN THECONTRACT PRICE FOR THE PERTINENT 603 CONDUIT ITEMS.

Designer Note: This note is to be used on projects where existing drainage facilities are to remain inservice.

D114 RESIDENTIAL AND COMMERCIAL DRAINAGE CONNECTIONS

EXISTING ROOF DRAINS, FOOTER DRAINS, OR YARD DRAINS, DISTURBED BY THE WORK,SHALL BE PROVIDED WITH UNOBSTRUCTED OUTLETS BY CONNECTING A CONDUITTHROUGH THE CURB OR INTO A DRAINAGE STRUCTURE. THE LOCATION, TYPE, SIZE ANDGRADE OF THE NEW CONDUIT REQUIRED TO REPLACE OR EXTEND THE EXISTING DRAINWILL BE DETERMINED BY THE ENGINEER.

THE FOLLOWING CONDUIT TYPES MAY BE USED: 707.33, 707.41 NON-PERFORATED, 707.42,707.43, 707.45, 707.46, 707.47, 707.51, 707.52 SDR35.

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN INCLUDED IN THE GENERALSUMMARY FOR USE AS DIRECTED BY THE ENGINEER FOR THE WORK NOTED ABOVE:

603, ______ “ [mm] CONDUIT, TYPE B, FOR DRAINAGE CONNECTION________ FT. [METER]

603, ______ “ [mm] CONDUIT, TYPE C, FOR DRAINAGE CONNECTION________ FT. [METER]

603, ______ “ [mm] CONDUIT, TYPE E, FOR DRAINAGE CONNECTION________ FT. [METER]

603, ______“ [mm] CONDUIT, TYPE F, FOR DRAINAGE CONNECTION________ FT. [METER]


January 2003

D114 RESIDENTIAL AND COMMERCIAL DRAINAGE CONNECTIONS (CONT.)

Designer Note: This note is to be used only if there is a possibility that during construction there may bea need for additional residential and commercial connections. The designer shall make a completeinvestigation for the presence of existing residential and commercial drainage connections andquantities should be listed at the specific locations on the Plan & Profile sheets.

D115 UNRECORDED SANITARY CONNECTIONS

ANY UNRECORDED ACTIVE CONNECTION TO A SANITARY SEWER ENCOUNTERED DURINGCONSTRUCTION SHALL BE RECONNECTED TO THE EXISTING SANITARY SEWER TO THESATISFACTION OF THE ENGINEER.

THE FOLLOWING CONDUIT TYPES MAY BE USED: 707.42, 707.43, 707.44, 707.45, 707.46,707.47, 707.51, 707.52 SDR35, 706.01, 706.02, OR 706.08 WITH JOINTS AS PER 706.11 OR706.12.

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN INCLUDED IN THE GENERALSUMMARY FOR USE AS DIRECTED BY THE ENGINEER FOR THE WORK NOTED ABOVE:

603, ______ “ [mm] CONDUIT, TYPE B, FOR SANITARY ______ FT. [METER]

603, ______ “ [mm] CONDUIT, TYPE C, FOR SANITARY ______ FT. [METER]

Designer Note: This note should be used in conjunction with note D110, Untreated Septic Connections,when there is a possibility that during construction there may be a need for additional sanitaryconnections.

The Designer shall make a complete investigation for the presence of existing sanitary connections.Quantities should be listed at the specific locations on the Plan & Profile sheets.

D116 MANHOLES, CATCH BASINS AND INLETS REMOVED OR ABANDONED

ALL CASTINGS SHALL BE CAREFULLY REMOVED AND STORED WITHIN THE RIGHT OF WAYFOR SALVAGE BY (STATE) (CITY) (VILLAGE) (COUNTY) FORCES.

PAYMENT FOR ALL OF THE ABOVE SHALL BE INCLUDED IN THE CONTRACT PRICE FOR THEPERTINENT 202 ITEM.

Designer Note: This note shall only be used where it has been determined that the owner desires toretain the existing castings.

D117 SANITARY WORK

THE FOLLOWING CONDUIT TYPES MAY BE USED: 707.42, 707.43, 707.44, 707.45, 707.46,707.47, 707.51, 707.52 SDR35, 706.01, 706.02 OR 706.08 WITH JOINTS AS PER 706.11 OR 706.12.

THE PAY ITEM MEASURED PER FT. [METER] SHALL BE:


January 2003

D117 SANITARY WORK (CONT.)

603, ______ “ [mm] CONDUIT, TYPE , FOR SANITARY

Designer Note: This note is to be used whenever sanitary lines are specified in the plans.

D118 ITEM SPECIAL- MISCELLANEOUS METAL

EXISTING CASTINGS MAY PROVE TO BE UNSUITABLE FOR REUSE, AS DETERMINED BY THEENGINEER. IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO PROVIDE THE CASTINGSOF THE REQUIRED TYPE, SIZE AND STRENGTH (HEAVY OR LIGHT DUTY) FOR THEPARTICULAR STRUCTURE IN QUESTION. ALL MATERIAL SHALL MEET ITEM 604 OF THESPECIFICATIONS AND SHALL HAVE THE PRIOR APPROVAL OF THE ENGINEER.

THE FOLLOWING ESTIMATED QUANTITY HAS BEEN CARRIED TO THE GENERAL SUMMARYFOR USE AS DIRECTED BY THE ENGINEER.

SPECIAL, MISCELLANEOUS METAL _____ POUNDS [KILOGRAMS]THE CONTRACTOR IS CAUTIONED TO USE EXTREME CARE IN THE REMOVAL, STORAGE ANDREPLACEMENT OF ALL EXISTING CASTINGS. CASTINGS DAMAGED BY THE NEGLIGENCE OFTHE CONTRACTOR, AS DETERMINED BY THE ENGINEER, SHALL BE REPLACED WITH THEPROPER NEW CASTINGS AT THE EXPENSE OF THE CONTRACTOR.

Designer Note: Use this note if existing castings are to be reused and which may be unsuitable.

D119 ITEM 603 - SLOTTED DRAIN: ( )” [mm], TYPE ( )

THIS ITEM SHALL CONSIST OF ____ INCH [MILLIMETER] DIAMETER SLOTTED DRAINBITUMINOUS COATED STEEL CONDUIT 707.05 (14 GAUGE) WITH 6 INCH BY 3/16 INCH [150 mmBY 4.7 mm] GALVANIZED SOLID BAR GRATE AS APPROVED BY THE ENGINEER. ALL COSTSFOR LABOR AND MATERIALS, INCLUDING TYPE 2 BEDDING, AND BACKFILLING AS DETAILEDON STANDARD CONSTRUCTION DRAWING DM-1.3 SHALL BE INCLUDED IN THE PRICE BIDPER FOOT [METER] FOR ITEM 603 - SLOTTED DRAIN: ____ INCH [MILLIMETER], TYPE ____ .

Designer Note: This plan note should be used in conjunction with Standard Construction Drawing DM-1.3.

D120 ITEM SPECIAL - PIPE CLEANOUT

THIS WORK SHALL CONSIST OF REMOVING SEDIMENT AND DEBRIS FROM THE EXISTINGDRAINAGE CONDUITS SPECIFIED IN THE PLANS. ALL MATERIAL REMOVED SHALL BEDISPOSED OF AS PER 105.16 AND 105.17. ALL SEWERS SHALL BE CLEANED OUT TO THESATISFACTION OF THE ENGINEER.

CLEANOUT OF THE PIPE SHALL BE PAID FOR AT THE UNIT PRICE BID FOR ITEM SPECIAL -PIPE CLEANOUT. THIS PRICE SHALL INCLUDE THE COST FOR MATERIAL, EQUIPMENT,LABOR, AND ALL INCIDENTALS REQUIRED TO COMPLETE THE CLEANOUT.


January 2003

D120 ITEM SPECIAL - PIPE CLEANOUT (CONT.)

THE FOLLOWING ESTIMATED QUANTITIES HAVE BEEN INCLUDED IN THE GENERALSUMMARY FOR THE ABOVE NOTED WORK:

SPECIAL, PIPE CLEANOUT ________ FT. [METER]

Designer Note: This item may not be eligible for federal participation.

E101 SEEDING AND MULCHING

THE FOLLOWING QUANTITIES ARE PROVIDED TO PROMOTE GROWTH AND CARE OFPERMANENT SEEDED AREAS:

659, SEEDING AND MULCHING ____ SQ. YD. (SQ. METER)659, SOIL ANALYSIS TEST ____ EACH659, TOPSOIL ____ CU. YD. (CU. METER)659, COMMERCIAL FERTILIZER ____ TON [KILOGRAM]659, AGRICULTURAL LIME ____ TON [KILOGRAM]659, INTER-SEEDING ____ SQ. YD. [SQ. METER]659, WATER ____ M. GAL. (CU. METER)659, MOWING ____ M. SQ. FT. (SQ. METER)

SEEDING AND MULCHING SHALL BE APPLIED TO ALL AREAS OF EXPOSED SOIL BETWEENTHE RIGHT-OF-WAY LINES, AND WITHIN THE CONSTRUCTION LIMITS FOR AREAS OUTSIDETHE RIGHT-OF-WAY LINES COVERED BY WORK AGREEMENT OR SLOPE EASEMENT.QUANTITY CALCULATIONS FOR SEEDING AND MULCHING ARE BASED ON THESE LIMITS.

Designer Note: The above quantities should be used on all projects that require grading work. Thefollowing is a basic guideline for estimating quantities for the above items. These quantities may beomitted from the note if they are itemized elsewhere in the plan. Calculations for all items should beshown in the plans.

659, Seeding and Mulching (Sq. Yd.)[Sq. Meter]

This quantity is usually calculated by the end width method using the cross sections. On short projects,seeding quantities may be determined by other methods. For example, the area for seeding may beestimated by calculating an area per Plan & Profile sheet determined by multiplying an average width(based on construction limits or right-of -way lines) by the distance on each sheet, and then deductingfor paved surface areas. A deduction should be taken for 660 and 670 items.

659, Soil Analysis Test (Each)

Soil Analysis Tests are used to field adjust the rate of Agricultural Lime based on soil conditions.A. Soil Analysis Test is not specified.

1. The standard rate for Agricultural Lime will be used without adjustment.

B. Soil Analysis Test is specified. If specified, minimum of two tests.

1. If no Topsoil to be placed - One test per 10 Acres (one test per 48400 Sq. Yd.)[one test per40000 Sq. Meters] of permanent seeded area and sodded area.


January 2003

E101 SEEDING AND MULCHING (CONT.)

2. If placing Topsoil - One test per 10000 Cu. Yds. [7600 Cu. Meters] of Topsoil.

659, Topsoil (Cu. Yd.)[Cu. Meter]

111 Cu. Yds. per 1000 Sq. Yd. [0.10 Cu. Meter per Sq. Meter] of permanent seeded area. Topsoil isoptional. However, it is recommended, especially for projects involving A4 silty materials, granularembankment or granular materials due to severe erosion problems.

659, Commercial Fertilizer (Ton)[Kilogram]

30 pounds per 1000 Sq. Ft. ( one Ton per 7410 Sq. Yd.)[0.15 Kg/Sq. Meter] of permanent seeded area.This rate includes 20 pounds per 1000 Sq. Ft. [0.10 kg per Sq. Meter] for the first application and 10pounds per 1000 Sq. Ft. [0.05 kg per Sq. meter] for the second application.

659, Agricultural Lime (Ton)[Kilogram]

92 Pounds per 1000 Sq. Ft. (1 Ton per 2420 Sq. Yd.)[0.45 Kg/ Sq. Meter] of permanent seeded area.

659, Inter-seeding (Sq. Yd.)[Sq. Meter]

5% of the permanent seeding and mulching area.

659, Water (M. Gal.)[Cu. Meter]

Two applications each at 300 Gallons per 1000 Sq. Ft. (0.0027 M Gallons per Sq. Yd.) [12.2 Cu.Meters per 1000 Sq. Meters] of permanent seeded area. The above rate is for a single application.

659, Mowing (M. Sq. Ft.)[Sq. Meter]

25 percent of the permanent seeded area for projects expected to last more than one constructionseason.

E102 SODDING

THE FOLLOWING QUANTITIES ARE PROVIDED TO PROMOTE GROWTH AND CARE OFPERMANENT SODDED AREAS.

660, SODDING, UNSTAKED, STAKED, REINFORCED ____ SQ. YD. (SQ. METER)659, COMMERCIAL FERTILIZER ____ TON [KILOGRAM]659, AGRICULTURAL LIME ____ TON [KILOGRAM]659, WATER ____ M. GAL. (CU. METER)

Designer Note:

660, Sodding (Sq. Yd.)[Sq. Meter]

This is the actual number of Sq. Yds. [Sq. Meters] of sodded area.

659, Commercial Fertilizer (Ton)[Kilogram]


January 2003

E102 SODDING (CONT.)

30 pounds per 1000 Sq. Ft. ( one Ton per 7410 Sq. Yd.)[0.15 Kg/Sq. Meter] of sodded area. This rateincludes 20 pounds per 1000 Sq. Ft. [0.10 kg per Sq. Meter] for the first application and 10 pounds per1000 Sq. Ft. [0.05 kg per Sq. meter] for the second application.

659, Agricultural Lime (Ton)[Kilogram]

92 Pounds per 1000 Sq. Ft. (1 Ton per 2420 Sq. Yd.)[0.45 Kg/ Sq. Meter] of sodded area.

659, Water (M. Gal.)[Cu. Meter]

1 application every 7 days for an additional 2 months beyond the requirements of 660.09. The rateshall be 300 gallons per 1000 Sq. Ft. (0.0027 M. Gallons per Sq. Yd.) [12.2 Cu. Meters per 1000 Sq.Meters] of sodded area.

Appendix D-Drainage Design Aids

July 2002

Drainage Design Aids

OHIO DEPARTMENT OF TRANSPORTATION...for precast reinforced concrete box culver ts, three-sided...

Documents

Transcript of OHIO DEPARTMENT OF TRANSPORTATION...for precast reinforced concrete box culver ts, three-sided...