1117.02 ROADWAYS.

(a) Bonds, Surety, Letter of Credit, Property Bond, and Agreements. Developer/Owner shall provide bonds and agreements required in the Village of Ada Subdivision Regulations.

(b) Fees.

(1) A Filing Fee of $10.00 per lot or building will be paid at the time of submitting the preliminary plat, preliminary plan, and minor subdivision plats.

(2) An Inspection Fee of $100.00 per lot or building shall be paid at the filing of the final plat or final plan, to cover the Villages expenses, construction drawing review, and general construction inspection.

(3) A Surety for 100% of the construction and maintenance will be made in conjunction with the filing of the final plat. The term of the surety shall extend twenty-four (24) months beyond the completion date.

(4) A Permit Fee of $25.00 is required for all work on public right-of-way. (See page 300-16 of the Construction Standards and Drawings for details.)

(5) A Street Bond is required for any work on street or alley right-of-way. The minimum bond is $100.00. (See page 300-16 of the Construction Standards and Drawings for details.) If the repair was not inspected, the bond may be held for one year. General liability insurance covering property damage is acceptable.

(6) A Vacation/Dedication Fee of $100.00 for plats or replats will be required.

(7) All filing and inspection fees will be doubled for work outside the corporation limits. All sureties, and street bonds shall be for actual costs.

(c) Completion of Work. As required improvements are completed, approved, and accepted, the Village of Ada may reduce the amount of the security.

(d) Acceptance. When the Village of Ada officials, following final inspection of a subdivision or improvement, certify to the Village Council that all improvements have been constructed in accordance with Village specifications, the Village Council may proceed to accept the facilities for which the security was posted. Final dedication must be within twelve (12) months of acceptance. Private subdivisions are accepted, but not dedicated. Deposit bonds will not be returned until dedicated.

(e) Failure To Comply. In the event the improvements under these standards and specifications are not completed within twenty-four (24) months after the receipt of the security, or that in the opinion of the Village of Ada or its representatives that the Developer/Owner is not constructing the improvements in accordance with the Village of Ada Standards and Specifications, the Village of Ada shall proceed with the work and hold the Developer/Owner and the Surety jointly responsible for the cost thereof.

*For Private Developments where no security is required, water and/or sewer will be withheld until all Village requirements are met.

(f) Construction Procedures and Materials.

(1) General.

A. The Developer/Owner shall design and construct improvements not less than the standards outlined in the Village of Ada Subdivision Regulations and this document. The work shall be done under the Village of Ada’s supervision and shall be completed within the time fixed or agreed upon by the Village of Ada.

B. It is the responsibility of the Developer/Owner and his engineer to investigate local conditions that may require additional improvements.

(2) Pre-construction meeting. A pre-construction meeting with the Village of Ada is required. The Developer/Owner, his contractor, his engineer, and representatives from utility companies involved shall be present at the meeting. It shall be the Developer/Owner’s responsibility to arrange the preconstruction meeting.

(3) Materials. All work and materials shall conform to the Ohio Department of Transportation, (ODOT) Construction and Material Specifications, and the Standards and Specifications of the Village of Ada, Ohio.

(4) Inspections.

A. Inspect, inspection is the visual observation of construction to permit the Village or its representative to render his or her professional opinion as to whether the contractor is performing the services in a manner indicating that, when completed, the services will be in accordance with the Village of Ada Subdivision Regulations, Construction Standards and Drawings, and Design Criteria. Such observations shall not be relied upon in any part as acceptance of the services, nor shall they relieve any party from fulfillment of customary and contractual responsibilities and obligations.

B. Periodic inspection during the installation of improvements shall be made by the Village to ensure conformity with the approved plans and specifications as required by these and other regulations. The Developer/Owner shall notify proper Village officials at least twenty-four (24) hours before each phase of the improvements is ready for inspection. The presence and/or absence of an inspector during construction shall not relieve the Developer/Owner and/or contractor from full responsibility of required improvements to conform with the Village of Ada Construction Standards and Drawings and to the satisfaction of the Village.

Inspections shall be as follows:

1. Sanitary Sewer.

a. Sanitary pipe and manhole installation.

b. Lateral location.

c. Proper backfill installation.

d. Air test sanitary lines.

e. Vacuum test manholes.

f. Deflection test on PVC sewers.

2. Water Main.

a. Water main installation.

b. Hydrant installation.

c. Valve installation.

d. Service installation and location.

e. Restraining glands and/or blocking installation.

f. Pressure test.

g. Disinfection.

h. Proper backfill installation.

3. Storm Sewer.

a. Storm sewer installation.

b. Manhole and catch basin installation.

c. Field tile connections.

d. Proper backfill installation.

e. Individual storm outlet location, if applicable.

4. Roadway.

a. Subgrade preparation.

b. Subgrade undercutting

c. Subbase installation.

d. Street coring operations.

e. Curbing installation.

f. Sidewalk and approach installation.

g. Prime coat application.

h. Asphalt installation.

C. Weight and delivery tickets shall be furnished to the Village to substantiate the type, quantity, and size of material used.

(5) Responsibility. All work shall be under the control and supervision of the Developer/Owner until written final approval is given by the Village.

(6) Final inspection. Upon completion of all the improvements, the Developer/Owner shall request, in writing, a final inspection by the Village. The final inspection shall be performed by officials from the Village with the Developer/Owner. The Developer/Owner’s Engineer and Contractor will be present.

SUBDIVISION INSPECTION

SUBDIVISION ___________________________________________________________

DATE ____________________________ INSPECTOR _______________________

This list could vary depending upon the types of construction included in the project. A typical list would require a 48-hour notice for inspections at the following points:

	DESCRIPTION	REMARKS
A.	PRIOR TO INSPECTION
	Review plans, special provisions, construction and materials manual and specifications that apply to your assigned duties.
	Discuss your responsibility and authority with the project engineer
	Discuss notification, changes, connections, delays, rejections and tolerances
B.	PRE-CONSTRUCTION CONFERENCE
	Attendees: Owner/Administrator, Subdivider, his Contractor, his Engineer, and representatives from Utility Companies
	Discuss phasing and schedules
	Discuss materials
	Discuss coordination
	Discuss safety (public and job)
	Discuss responsiblities
C.	SANITARY SEWER AND LATERALS TO R/W
	Check pipe type and quality
	Trench condition
	Bedding
	Proper initial backfill
	Proper backfill
	Prohibit ground water from entering sanitary
	Straight alignment and joints
	Wye installation and location
	Air test, mainline and laterals
	Mandral test on PVC

	DESCRIPTION	REMARKS
D.	SANITARY MANHOLE
	Check type and condition
	Steps condition and alignment
	Cone type and condition
	Risers precast/mastic
	Casting - rim and lid
	Proper pipe connection
	Installation with O-rings
	Installation on good base
	Proper backfill, compacted granular under or near roadway
	Exfiltration test
	Rim and risers to properly finish grade
	Chimney seal
E.	WATER MAIN
	Type and condition
	Valve, type and condition
	Hydrant, type and condition
	Trench condition
	Pipe alignment and joints
	Air release valves
	Isolation valve installation and location
	Hydrant assemble installation and location
	Restrained as needed
	Bedding
	Initial backfill compacted granular
	Proper backfill - compacted granular under or near roadway
	Pressure test
	Purification test
	Valve and hydrant operation
	Laterals: Corp stop K-Copper Curb stop Meter set Compacted granular backfill Proper backflow prevention Backflow prevention devices

	DESCRIPTION	REMARKS
F.	STORM SEWER
	Check pipe type, size and quality
	Check catch basin and grate type, size and quality
	Check manhole type, size and quality
	Trench condition
	Bedding
	Proper initial backfill
	Proper backfill, compacted granular under or near roadway
	Straight alignment and joint sealing
	Proper connection to catch basin and manholes
	C.B. set in good horizontal and vertical alignment with curbs
	Slope and grade: Review control stakes and adjacent terrain for drainage
	Field tile and other pipes reconnected and noted on plans
G.	ROADWAY
	Subgrade:
	All topsoil removed in roadway
	Compacted granular or clay fill only
	Proper cross slope
	Proper elevation
	Free of roots, large stones and excess dust
	Proper compaction
	Proofroll or density test, if soft undercut and/or underdrains
	Subbase:
	Proper material
	Compacted in appropriate layers
	Density test, if soft
	Protect subgrade from being rutted or damaged (back in over subbase and blade, if necessary)
	Proofroll subbase before prime coat
	Measure elevation and cross slope

	DESCRIPTION	REMARKS
G.	ROADWAY (Cont.)
	Surface:
	Appropriate moisture and temperature conditions
	Visual inspection of material (be aware of acceptable temperature range of mix and compensation)
	Proper distribution and roller
	Proper prime coat
	Lay in proper layer
	Watch joints and overlaps
	Seal against concrete curbs, etc.
	Measure elevation and cross slope
	Keep traffic off for 24 hours, if possible
H.	FIXED STRUCTURES, CURBS, SIDEWALK, HEADWALL, ETC.
	Determine proper concrete mix
	Appropriate moisture and temperature conditions
	Check all underground portions
	Check backfill, operation and material
	Check subgrade
	Check subbase under curbs
	Review requirements for reinforcing steel
	Check all reinforcement
	Check all dowels
	Check for expansion joints
	Be aware of time concrete was batched and allowable time for placement
	Observe mix and placement
	Observe finishing procedure
	Needs curing material ASAP
	If required, check cold weather protection
	Needs saw joints ASAP
	Note when forms are removed

	DESCRIPTION	REMARKS
I.	MISCELLANEOUS
	Keep daily logs
	Pre-mark all existing utilities
	Reconnect all existing utilities
	Mark ends of all laterals in field-Contractor’s responsibility
	Mark ends of all laterals on plans
	Restoration
	Grade to drain
	Check trench settlement
	Seeding and mulching
	Erosion Control
	Inlets
	Outlets
	Curb lines
	Ditches
	Basins
	Final check for debris and flow
	Sanitary sewer
	Storm sewer, manhole and catch basin
	Curb lines

(g) Submission of Plans.

(1) Construction drawings.

A. Complete construction drawings on 24” x 36” polyester film mylar, 4 mil thickness, double matte or other approved reproducible media signed and approved by a registered engineer shall be made for all new streets, utilities and other improvements to be constructed in any subdivision in the Village of Ada. Said drawings are to be approved by the Village of Ada before any construction may begin and before the plat of said subdivision may be recorded.

B. Submission of plans shall comply with Planning Commission regulations.

(2) Standard title block. All plan sheets shall display a standard title block containing the following:

A. Name, address, telephone number, and fax number (logo optional).

B. Plan sheet number.

C. Subdivision name.

D. Sheet title.

E. Date.

F. Revision block.

G. Drawn by.

H. Checked by

(3) Required plan layout order.

A. Title Sheet.

1. Title of Project, Village, County, Township, and State.

2. Index of sheets and sheet numbering.

3. Vicinity map with north arrow and project site call-out.

4. Village standard drawings reference.

5. Underground utilities note (O.U.P.S.).

6. Signature and stamp.

7. Date of finished plans.

8. Project description.

9. Approval plan signatures.

10. Name, address, telephone number, and fax number of firm that plans are prepared by.

B. Final Plat.

1. Copy of approved final plat.

2. See Subdivision Regulations.

C. Schematic Plan - Large Scale Layout of Site.

1. At a measurable scale to show the whole site on one sheet

(max. scale 1” = 100’).

2. Show right-of-way, property lines and roadway, lot numbers, street names, existing adjoining property lines, and owners.

3. Show proposed utilities and numbering of sanitary and storm manholes and catch basins.

4. Stationing of intersections and streets.

5. Multi-baseline legend, (st. no., stationing, description, etc.).

6. North arrow and scale.

7. Benchmarks and locations.

8. Centerline stationing.

D. Typical Sections.

1. Detailed labeling.

2. Legend of pavement composition.

3. Limiting stations for each section.

4. Dimensioning, pavement, curb and gutter, curb lawn, sidewalk, right-of-way, and pavement slopes.

E. General Notes. All notes necessary for construction which are not defined clearly elsewhere within the plans.

F. General Details.

1. All details necessary for construction which are not represented by Village of Ada Standard Drawings.

2. Modified Village of Ada Standard Drawings shall be redrawn for approval.

G. Site Grading Plan And Erosion Control.

1. Site Grading Plan.

a. A final site grading plan must be included with the construction drawings and approved by the Village.

b. Propose 1' contours showing all lots having proper drainage.

2. Storm Water Pollution Prevention Plan. A Storm Water Pollution Prevention Plan will be required to be included with the construction drawings and approved by the Village. This plan shall follow OEPA and NPDES permit requirements and shall be submitted to and approved by OEPA prior to construction.

a. Show and label existing and proposed 1' contours.

b. Proposed storm manholes, catch basins, pipes, etc., labeled and numbered.

c. Concentrated flows.

d. Property lines and right-of-way, lot numbers and property owners.

e. Proposed/existing roadways.

f. Proposed diversions and erosion control (Example: diversion ditches, fabric fence, straw bales, sediment basin).

g. Erosion control construction sequence list.

h. Limits of grading.

i. Proposed storm sewer pipe flows and capacities.

j. Sediment basin location.

k. North arrow scale.

l. At a measurable scale to show the whole site on one sheet (maximum scale 1” = 100’).

H. Erosion Control Details. Any details necessary for construction which are not represented by Village of Ada Standard Drawings.

I. Miscellaneous Details (Example: Pump Station, Intersection Plan, etc.). Plans shall include a detailed drawing with all proper labeling and dimensions.

J. Plan And Profile.

1. The plan and profile shall be at a scale of 1” = 20’ horizontal, 1” = 5’ vertical.

2. Plan and profile sheets shall show all necessary data in sufficient detail for the complete construction of all work and improvements to be made in the plat.

3. All grade elevations shall be based on U.S.G.S. and Village of Ada datum.

4. Plan and profile sheets will be required for all off-site utility extensions.

5. More specifically, all plans and profile sheets must show and include the following items:

K. General - Plan.

1. Show all proposed lots, streets and curbs, etc.

2. Show all existing pavements, headwalls, piers, utilities, mailboxes, trees, etc.

3. Typical street and curb sections.

4. Construction notes.

5. Structural details.

6. North arrow (preferably up or to the right) and scale (horizontal and vertical).

7. Street names.

8. Centerline stations and ticks every 100’ (south to north and west to east where possible).

9. Easements for utilities and storm drainage.

10. Lot numbers, dimensions, and frontage.

11. Curb radius at intersections with back-of-curb elevations at quarter points (if not covered in separate intersection detail).

12. Curve data; radius, delta, chord length, chord bearing, arc length, station of PC, PT, PCC, PI, PRC.

13. Sheet reference.

14. Plat section lines (boundary lines) show stations.

15. Dimension and station utility locations.

16. Centerline bearings and/or intersecting centerline angles.

17. Final monument box call-outs set at PC, PT, PCC, PI, PRC (in pavement) intersections.

18. Drive apron stationing and width call-outs.

19. Show all existing features within 50’ of right-of-way.

20. Proposed electric, telephone, gas, cable locations, and easements.

21. Proposed light pole layout and electric feed.

22. Match lines with stationing.

23. Intersection elevation for proper storm water drainage.

24. Benchmarks.

L. General - Profile.

1. Existing centerline and proposed centerline profile.

2. Label proposed centerline grades (minimum grade 0.50%).

3. Show all mainline existing utilities.

4. Existing and proposed grade elevations every 25’ (existing elevation on bottom of sheet and proposed elevation on top of sheet. Note as to centerline or top of curb.)

5. Show and label all vertical curves (Stations, elevations, length).

M. Storm Sewer - Plan.

1. Show and station, with offsets, the proposed storm sewers: manholes, laterals, catch basins, headwalls, etc.

2. Label each pipe size and type.

3. Number of proposed storm manholes and catch basins.

N. Storm Sewer - Profile.

1. Show length of span, size, grade and class and/or type of proposed pipe.

2. Label existing pipe size and type.

3. Existing and proposed storm.

a. Label existing and proposed mainline storm water manholes, junction boxes, catch basins, etc., and show centerline of streets and stations of each.

b. Show invert elevations of all pipe at manholes, headwalls, junction boxes, catch basins, etc.

c. Show elevation on top of manhole or catch basin.

d. Number proposed storm manholes and catch basins.

O. Water - Plan.

1. Show and station with offsets the proposed waterline, laterals, deflection points, hydrants, valves, etc.

2. Label pipe size, tees, crosses, etc.

3. Station above items.

P. Water - Profile.

1. Show length, size, depth and class and/or type of pipe.

2. Show deflection points.

3. Show stations and any critical elevations for above items.

4. Label minimum coverage of water main.

Q. Sanitary Sewer - Plan.

1. Show sanitary sewers, manholes, laterals, cleanouts, etc. with station and offset labeled.

2. Label each pipe size.

3. Number of proposed sanitary manholes and clean-outs.

R. Sanitary Sewer - Profile.

1. Show length of span, size, grade and class and/or type of proposed pipe.

2. Show existing and proposed sanitary.

3. Show invert elevation of all pipe at manholes.

4. Show top elevations of manholes.

5. Number of proposed sanitary manholes and cleanouts.

S. Cross-sections.

1. The cross-sections shall be at a scale of 1” = 5’ horizontal, 1” = 5’ vertical.

2. Cross-sections shall be every 50’ and at other critical areas.

3. Show all existing utilities with labels.

4. Show all proposed utilities with labels.

5. Show all proposed and existing roadway sections with existing and proposed centerline elevation.

6. Cross-section at each drive and intersection roadway.

T. Detention Basin Plan And Details. Detailed site plan including inlet and outlet elevations, top of bank elevations and emergency overflow elevations.

U. Off-site Utilities Plan And Profile. Refer for (g)(3)H. Plan and Profile.

SUBDIVISION CONSTRUCTION PLANS

CHECKLIST

SUBDIVISION DATE

	DESCRIPTION	REMARKS
(3)	REQUIRED PLAN LAYOUT ORDER
	Title Sheet
	Final Plan
	Schematic Plan
	Typical Sections
	General Notes
	General Details
	Site Grading and Erosion Control Plan
	Erosion Control Details
	Misc. Details (e.g. pump station, intersection plan)
	Plan and Profile (1" = 20' horizontal, 1" = 5' vertical)
	Cross-sections (1" = 5' horizontal, 1" = 5' vertical)
	Detention Basin Plan and Details
	Off-Site Utilities Plan and Details (1" = 20' horizontal, 1" = 5' vertical)
	GENERAL
	Acceptable natural drainage and erosion control
	Right-of-way widths meet minimum criteria
	Pavement widths
	Radius of curvature
	Horizontal visibility
	Vertical alignment and visibility
	Grades
	Cul-de-sacs
	Turn around radius, right-of-way, and pavement
	Dead-end streets
	Alignment of intersection
	Space of intersection relative to difference in road classifications

	DESCRIPTION	REMARKS
	GENERAL (Cont.)
	Avoidance of multiple intersection
	Pavement and right of way of intersection
	Streets for commercial subdivisions
	Repair of pavements
	Streets for industrial subdivision
	Lengths of blocks meet minimum criteria
	Crosswalks
	Street Monuments
	Subgrade
	Base Course
	Surface Course
	Grading Plan
	Storm drainage system type
	Manholes
	Catch basins
	Headwalls
	Sufficient easements for utilities or open drainage
	Other utilities
	Underground utilities
A.	TITLE SHEET
	Title of Project, Village, County, Township, State
	Index of sheets and sheet numbering
	Vicinity map with north arrow and project site callout
	Village standard drawings reference
	Underground utilities note (O.U.P.S.)
	Signature and stamp
	Date of finished plans
	Project description
	Approval plan signatures
	Name, address, telephone number, and fax number of firm that plans are prepared by

	DESCRIPTION	REMARKS
B.	FINAL PLAT
	Copy of approved final plat
	See Subdivision Regulations
C.	SCHEMATIC PLAN - LARGE SCALE LAYOUT OF THE SITE
	At a measurable scale to show the whole site on one sheet (max. scale 1" = 100')
	Show right of way, property lines and roadway, lot numbers, street names, existing adjoining property lines and owners
	Show proposed utilities and numbering of sanitary and storm manholes and catch basins
	Stationing of intersections and streets
	Multi-baseline legend, (street number, stationing, description, etc.)
	North arrow and scale
	Benchmarks and locations
	Centerline stationing
D.	TYPICAL SECTION
	Detailed labeling
	Legend of pavement composition
	Limiting stations for each section
	Dimensioning, pavement, curbs and gutter, curb lawn, sidewalk, right of way and pavement slopes
E.	GENERAL NOTES
	All notes necessary for construction which are not defined clearly elsewhere within the plans
F.	GENERAL DETAILS
	All details necessary for construction which are not represented by Village of Ada Standard Drawings
	Modified Village of Ada Standard Drawings shall be redrawn for approval
G.	SITE GRADING PLAN AND EROSION CONTROL
	A final site grading plan must be included with the construction drawings and approved by the Village
	Proposed 1' contours showing all lots having proper drainage

	DESCRIPTION	REMARKS
G.	SITE GRADING PLAN AND EROSION CONTROL (Cont.)
	A Storm Water Pollution Prevention Plan will be required to be included with the construction drawings and approved by the Village. This plan shall follow OEPA and NPDES permit requirements and shall be submitted to and approved by OEPA prior to construction
	Show and label existing and proposed 1' contours
	Proposed storm manholes, catch basins, pipes, etc., labeled and numbered
	Concentrated flows
	Property lines and right of way, lot numbers and property owners
	Proposed/existing roadways
	Proposed diversions and erosion control (e.g. diversion ditches, fabric fence, straw bales, sediment basins)
	Erosion control construction sequence list
	Limits of grading
	Proposed storm sewer pipe flows and capacities
	Sediment basin location
	North arrow and scale
	At a measurable scale to show the whole site on one sheet. (Maximum scale 1" = 100').
H.	EROSION CONTROL DETAILS
	Any details necessary for construction which are not represented by the Village of Ada Standard Drawings
I.	MISC. DETAILS (e.g. pump station, intersection plan, etc.)
	Shall include a detail drawing with all proper labeling and dimensioning.
J.	PLAN AND PROFILE
	Use a scale of 1" = 20' horizontal, 1" = 5' vertical
	Show all necessary data in sufficient detail for the complete construction of all work and improvements to be made in the plat
	All grade elevations shall be based on U.S.G.S. and Village of Ada datum
	Plan and profile sheets are required for all off-site utility extensions

	DESCRIPTION	REMARKS
K.	GENERAL - PLAN
	Show all proposed lots, streets, and curbs, etc.
	Show all existing pavements, headwalls, piers, utilities, mailboxes, trees, etc.
	Typical street and curb sections
	Construction notes
	Structural details
	North arrow (preferable up or to the right) and Scale: horizontal and vertical
	Street names
	Centerline stations and ticks every 100' (south to north and west to east where possible)
	Easements for utilities and storm drainage
	Pavements and right-of-way widths
	Lot numbers, dimensions and frontage
	Curb radius and intersections with back-of-curb elevations at quarter points (if not covered in separate intersection detail)
	Curve data: radius, delta, chord length, chord bearing, arc length, station of PC, PT, PCC, PI, PRC
	Sheet reference
	Plat section lines (boundary lines) show stations
	Dimension and station utility locations
	Centerline bearings and/or intersecting centerline angles
	Final monument box call-outs set at PC, PT, PCC, PI, PRC (in pavement) intersections
	Drive apron stationing and width call-outs
	Show all existing features within 50' of right of way
	Proposed electric, telephone, gas, cable locations, and easements
	Proposed light pole layout and electric feed
	Match lines with stationing
	Intersection elevation for proper storm water drainage
	Benchmarks

	DESCRIPTION	REMARKS
L.	GENERAL PROFILE
	Existing centerline and proposed centerline profile
	Label proposed centerline grades (minimum grade 0.50%)
	Show all mainline existing utilities
	Existing and proposed grade elevations every 25' (existing elevation on bottom of sheet and proposed elevation on top of sheet. Note as to centerline or top of curb).
	Show and label all vertical curves (stations, elevations, length)
M.	STORM SEWER - PLAN
	Show and station, with offsets, the proposed storm sewers; manholes, laterals, catch basins, headwalls, etc.
	Label each pipe size and type
	Number storm manholes and catch basins
N.	STORM SEWER - PROFILE
	Show length of span, size, grade and class and/or type of proposed pipe
	Label existing pipe size and type
	Label existing and proposed storm water manholes, junctions boxes, catch basins, etc., and show centerline of streets and stations of each
	Show invert elevations of all pipe at manholes, headwalls, junction boxes, catch basins, etc.
	Show elevation on top of manhole or catch basin
	Number proposed storm manholes and catch basins
O.	WATER - PLAN
	Show and station, with offsets, the proposed waterline, laterals, deflection points, hydrants, valves, etc.
	Label pipe size, tees, crosses, etc.
	Station above items

	DESCRIPTION	REMARKS
P.	WATER - PROFILE
	Show length, size, depth and class and/or type of pipe
	Show deflection points
	Show stations and any critical elevations for above items
	Label minimum coverage of water main
Q.	SANITARY SEWER - PLAN
	Show sanitary sewers, manholes, laterals, cleanouts, etc. with station and offset labeled
	Label each pipe size
	Number of proposed sanitary manholes and cleanouts
R.	SANITARY SEWER - PROFILE
	Show length of span, size, grade and class and/or type of proposed pipe
	Show existing and proposed sanitary
	Show invert elevation of all pipe at manholes
	Show top elevations of manholes
	Number of proposed sanitary manholes and cleanouts
S.	CROSS-SECTIONS
	Cross-sections shall be at a scale of 1" = 5' horizontal, 1" = 5' vertical
	Cross-sections shall be every 50' and at other critical areas
	Show all existing utilities with labels
	Show all proposed utilities with labels
	Show all proposed and existing roadway sections with existing and proposed centerline elevations
	Cross-section at each drive and intersection roadway
T.	DETENTION BASIN
	Detailed site plan including inlet and outlet elevations, top of bank elevations and emergency overflow elevations
U.	OFF-SITE UTILITIES PLAN AND PROFILE
	Refer to Section (g)(3)H. Plan and Profile

(h) Record Drawing Requirements. At the completion of construction, the original shall be revised as necessary to provide “Record Drawings”. This work shall be done by the Developer/Owner’s Engineer, who was responsible for setting grades and staking for improvements. The “Record Drawings” shall include the following information:

(1) Location of all water and sanitary services as well as storm outlets, if provided.

(2) Final elevations and locations of the following:

A. Storm sewer inlets, outlets and manholes with all inverts.

B. Drainage swales, detention basins including structures with all elevations and capacity recalculated.

C. Sanitary sewer manholes, inverts, and lateral locations.

D. Curb, gutter, and centerline elevations at locations where they are ended for future roadway extensions.

(3) Location of any changes in street, water, sanitary, or storm from design to completed construction, (as-built).

(4) The original and computer drawings shall become the property of the Village of Ada.

1117.02 ROADWAYS.

All street design and layout shall follow the Village of Ada Construction Standards and Drawings; the ODOT Location and Design Manual, Volume One, Roadway Design, latest version; and AASHTO. The most restrictive shall apply as determined by the Village Engineer. These criteria cover design factors and provide guidelines for evaluations of plans and specifications by the political subdivisions having jurisdiction over the review of the plans and specifications. The design shall be consistent with the requirements of AASHTO and ODOT.

1117.03 STORM DRAINAGE.

(a) General. The following Design Criteria are summarized herein to establish practical uniform design of storm sewers for the Village of Ada. These criteria cover design factors and provide guidelines for evaluation of plans and specifications by the political subdivisions having jurisdiction over the review of plans and specifications. These design criteria are also intended to conform to the standard drawings for storm sewers. Storm sewer design should follow these criteria and the Ohio Department of Transportation Location and Design, Volume Two, Drainage Design.

(b) Definitions. Regardless of capitalization, definitions are standard.

(1) AASHTO means American Association of State Highway and Transportation Officials.

(2) ANSI means American National Standard Institute.

(3) APHA means American Public Health Association.

(4) ASCE means American Society of Civil Engineers.

(5) ASTM means American Society for Testing and Materials.

(6) AVERAGE DAILY FLOW means the total quantity of liquid tributary to a point divided by the number of days of flow measurement.

(7) AWWA means American Water Works Association

(8) BEDDING means the earth or other materials on which a pipe or conduit is supported.

(9) CATCH BASIN means a structure intended to collect surface runoff and direct it into the storm sewer system.

(10) COLLECTOR SEWER means a sewer normally less than 15” in diameter that receives wastewater from the sanitary laterals and transports it to the interceptor sewer.

(11) CORPORATION STOP means the fixture tapped into a water main to connect a service to the main.

(12) CRITICAL DEPTH means the depth at which point the control for determining the headwater for culvert changes.

(13) CROSS-CONNECTION means:

A. A physical connection through which a supply of potable water could be contaminated or polluted.

B. A connection between a supervised potable water supply and an unsupervised supply of unknown potability.

(14) CULVERT means a structure which allows surface runoff to flow through a roadway fill or similar obstruction of open flow. Culverts may be corrugated metal pipe, reinforced concrete, etc.

(15) CURB INLET means a specialized catch basin (see catch basin) designed to collect runoff from pavement with curbing.

(16) DESIGN STORM means the expected frequency of the storm for which the capacity of a structure will be equaled or exceeded. The capacity of a storm sewer designed for a 10-year design storm has a 1 in 10 chance of being equaled or exceeded in any given year.

(17) DETENTION/RETENTION. The term detention/retention basins refers to the use of a storm water storage facility which will store storm water and release it at a given rate. The objective of a detention/retention facility is to regulate the rate of runoff and control the peak discharges to reduce the impact on the downstream drainage system.

Type of Storm Water Storage Facilities:

A. Detention Basin or Dry Basin - Dry basins are surface storage areas created by constructing a typical excavated or embankment basin.

B. Retention Basins or Ponds - Retention basins are permanent ponds where additional storage capacity is provided above the normal water level.

C. Parking Lot Storage - Parking lot storage is a surface storage facility where an inlet is undersized causing shallow ponding to occur in specific graded areas of the parking lot.

D. Subsurface Storage - Subsurface storage is a structure constructed below grade for the specific purpose of detaining storm water runoff.

(18) DISCHARGE means the amount of flow carried by a culvert or storm sewer, normally measured in cubic feet per second.

(19) DRAINAGE AREA means the area, in acres, which drains to a particular catch basin, culvert, or similar structure.

(20) DROP MANHOLE means a manhole installed in a sewer where the elevation of the incoming sewer considerably exceeds that of the outgoing sewer; a vertical waterway outside the manhole is provided to divert the wastewater from the upper to the lower level so that it does not fall freely into the manhole except at peak rate of flow.

(21) EARTH-DISTURBING ACTIVITY means any grading, excavating, filling or other alteration of the earth’s surface where natural or manmade ground cover is destroyed and which may result in or contribute to erosion and sediment pollution.

(22) ENERGY GRADIENT means the slope of the energy line of a body of flowing water with reference to a datum plane.

(23) ENERGY GRADIENT LINE means the line representing the gradient which joins the elevation of the energy head.

(24) ENERGY HEAD means the height of the hydraulic grade line above the centerline of a conduit plus the velocity head of the mean velocity of the water in that section.

(25) ENERGY LINE means a line joining the elevation of the energy heads; a line drawn above the hydraulic grade line by a distance equivalent to the velocity head of the flowing water at each section along a stream, channel, or conduit.

(26) EROSION means:

A. The wearing away of the land surface by running water, wind, ice, or other geological agents, including such processes as gravitational creep.

B. Detachment and movement of soil or rock fragments by wind, water, ice, or gravity.

C. Erosion includes:

1. Accelerated erosion: Erosion much more rapid than normal, natural or geologic erosion, primarily as a result of the influence of the activities of man.

2. Floodplain erosion: Abrading and wearing away of the nearly level land situated on either side of a channel due to overflow flooding.

3. Gully erosion: The erosion process whereby water accumulates in narrow channels during and immediately after rainfall or snow or ice melt and actively removes the soil from this narrow area to considerable depths such that the channel would not be obliterated by normal smoothing or tillage operations.

4. Natural erosion (geological erosion): Wearing away of the earth’s surface by water, ice or other natural environmental conditions of climate, vegetation, etc., undisturbed by man.

5. Normal erosion: The gradual erosion of land used by man which does not greatly exceed natural erosion.

6. Rill erosion: An erosion process in which numerous small channels only several inches deep are formed; occurs mainly on recently disturbed soils.

7. Sheet erosion: The removal of a fairly uniform layer of soil from the land surface by wind or runoff water.

(27) EXFILTRATION means the quantity of wastewater which leaks to the surrounding ground through unintentional openings in a sewer. Also, the process whereby this leaking occurs.

(28) FIRE HYDRANT means a fixture installed throughout urban water distribution systems to provide water for the fire fighting needs.

(29) GRASSED WATERWAY means a broad or shallow natural course or constructed channel covered with erosion-resistant grasses or similar vegetative cover and used to conduct surface water.

(30) HEADWALL means a structure placed at the ends of a culvert to prevent movement of the culvert and reduce erosion.

(31) HEADWATER means the vertical distance from a culvert invert at the entrance to the water surface upstream from the culvert.

(32) HOUSE CONNECTION means the pipe carrying the wastewater from the building to a common sewer. Also called building sewer, house sewer, or sanitary lateral. The house connection begins at the outer face of the building wall.

(33) HOUSE SEWER means a pipe conveying wastewater from a single building to a common sewer or point of immediate disposal. (See House Connection)

(34) INFILTRATION means the discharge of ground waters into sewers, through defects in pipe lines, joints, manholes, or other sewer structures.

(35) INFILTRATION/INFLOW means a combination of inflow wastewater volumes in sewer lines with no way to distinguish either of the two basic sources, and with the same effect as surcharging capacities of sewer systems and other sewer system facilities.

(36) INFLOW means the discharge of any kind of water into sewer lines from such sources as roof leaders, cellars, sump pumps and yard-area drains, foundation drains, commercial and industrial so-called “clean water” discharges, drains from springs and swampy areas, etc. It does not “infiltrate” into the system and is distinguished from such wastewater discharge, as previously defined.

(37) INLET CONTROL means a situation where the discharge capacity of a culvert is controlled at the culvert entrance by the depth of headwater and the entrance geometry, including the area, shape, and type of inlet edge.

(38) INTERCEPTOR SEWER means a sewer which receives the flow from collector sewers and conveys the wastewater to treatment facilities.

(39) JOINTS means he means of connecting sectional lengths of storm sewer pipe into a continuous sewer line using various types of jointing materials with various types of pipe formation.

(40) JURISDICTION means any governmental entity, such as town, village, county, sewer district, sanitary district or authority, or other multi-community agency which is responsible for and operates sewer systems, pumping facilities, regulator-overflow structures, and wastewater treatment works.

(41) MAIN means the large water-carrying pipe to which individual user services are connected. Mains are normally connected to each other in a grid-type system.

(42) MAIN SEWER means in larger systems, the principal sewer to which branch sewers and submains are tributary, are also called trunk sewer. In small systems, a sewer to which one or more branch sewers are tributary.

(43) MANHOLE means an opening in a sewer provided for the purpose of permitting a man to enter or have access to the sewer.

(44) MANNING ROUGHNESS COEFFICIENT means the roughness coefficient in the Manning Formula for determination of the discharge coefficient in the Chezy Formula.

(45) METER means the flow-measuring device installed at each service on a distribution system to measure the amount of water consumed by users at that service.

(46) NSF means the National Sanitation Foundation.

(47) NORMAL DEPTH means the depth at which water will flow in a pipe or channel by virtue of its slope and roughness, based on the Manning Formula.

(48) OEPA means the Ohio Environmental Protection Agency

(49) OUTLET CONTROL means a situation where the discharge capacity of a culvert is controlled by the barrel of the culvert, rather than the inlet.

(50) OVERFLOW means a pipe line or conduit device, together with an outlet pipe, which provides for the discharge of a portion of sewer flow into receiving water or other points of disposal.

(51) PEAK means the maximum quantity that occurs over a relatively short period of time. Also called peak demand, peak load.

(52) RAINFALL INTENSITY means the amount of rain falling over a specified period of time. Rainfall intensity is usually measured in inches per hour.

(53) RATIONAL METHOD means the method used to determine the amount of runoff from a specified area of known surface characteristics.

(54) RUNOFF COEFFICIENT means a coefficient used in the Rational Method to express the ratio of runoff to rainfall.

(55) SANITARY SEWER LATERAL means the sewer line extending from the public sewer to the nearest property line of the property to be served.

(56) SANITARY WASTEWATER means:

A. Domestic wastewater with storm and surface water excluded.

B. Wastewater discharging from the sanitary conveniences of dwellings (including apartment houses and hotels), office buildings, industrial plants, or institutions.

C. The water supply of a community after it has been used and discharged into a sewer.

D. See Ordinance 95-12 dated April 4, 1995 for further explanation.

(57) SEDIMENT means solid material both mineral and organic, that is in suspension, is being transported, or has been moved from its site of origin by wind, water, gravity, or ice, and has come to rest on the earth’s surface above or below sea level.

(58) SEDIMENT BASIN means barrier, dam, or other suitable detention facility built across an area of waterflow to settle and retain sediment carried by the runoff waters.

(59) SEDIMENT CONTROL PLAN means a written description, acceptable to the approving agency, of methods for controlling sediment pollution from accelerated erosion on a development area of five (5) or more contiguous acres or from erosion caused by accelerated runoff from a development area of five (5) or more contiguous acres.

(60) SEDIMENT POLLUTION means failure to use management or conservation practices to abate wind or water erosion of the soil or to abate the degradation of the waters of the state by soil sediment in conjunction with land grading, excavating, filling, or other soil-disturbing activities on land used or being developed for commercial, industrial, residential, or other purposes.

(61) SERVICE means the pipe carrying water to individual houses or other users on a distribution system.

(62) TAILWATER means the vertical distance from a culvert invert at the outlet to the water surface downstream from the culvert.

(63) TIME OF CONCENTRATION means the time for water to reach a certain point in the drainage area. In the case of gutter flow, the time of concentration includes the time to the gutter and the time of flow in the gutter to a specified point.

(c) Storm Sewer Design. An adequate storm drainage system shall be constructed for all proposed subdivisions. Natural drainage areas should be closely followed.

Outlets for the storm water runoff for development upstream of the proposed subdivision must be provided. All storm sewer calculations must be submitted to the Village before any approvals will be given.

Storm runoff from urban areas may constitute a large volume of flow. The Rational Method of estimating storm runoff shall be used. Once the runoff is determined, the Manning Formula shall be used to calculate the capacity of the storm sewer pipes . Storm sewer shall be designed based on the full flow capacity of all pipes being able to carry at least the runoff from a 10-year storm event.

Also, the Hydraulic Grade Line (HGL) should be checked to ensure that a 25-year storm event would not cause ponding water at catch basins and manholes.

The Rational method used to compute the runoff that reaches a storm sewer inlet consists of the following:

Q = CiA

Q = Peak rate of runoff in cubic feet per second (cfs)

C = A coefficient expressing the ratio of runoff

i = Intensity of rainfall, in inches per hour

A = Drainage area, in acres

TABLE 6.1

RUNOFF COEFFICIENT - C

Predominant Land Use

Business:
Downtown Area	.80
Neighborhood Area	.70
Residential:
Single-Family Areas	.40
Multi-Family Areas	.60
Industrial:
Light Areas	.70
Heavy Areas	.80
Parks, Cemeteries	.30
Playgrounds	.35
Railroad Yard Areas	.35
Row Crops or Open Land	.25

Surface Characteristics

Street:
Asphalt	.90
Concrete	.90
Drives and Walks	.90
Roofs	.85
Lawns
Flat - 2% or less	.25
Average - 2% to 7%	.35
Steep - 7% or greater	.40

Table 6.1

Lists values of “C” for several land uses and surface characteristics. If more than one land use is present in a particular drainage area, a weighted “C” should be computed to represent the site.

Figure 6.1

Time of Concentration Worksheet

(to be utilized when overland flow is less than 1,000 feet)

Figure 6.2

Time of Concentration Worksheet, Derived from TR-55

(to be utilized when overland flow is greater than 1,000 feet)

Project: By: Date:

Location: Checked: Date:

Circle one: Present Developed

Circle one: Tc Tt through subarea

NOTES: Space for as many as two segments per flow type can be used for each worksheet. Include a map, schematic, or description of flow segments.

Overland (Sheet) flow (Applicable as part of Tc computation only) Segment ID
1. Surface description: paved or unpaved
2. Manning’s roughness coeff., n (See Figure 6.3)
3. Flow length, L (total L 300 ft for unpaved, L 100 ft for paved) . . . . . . . . . . .ft
4. Two-yr 24-hr rainfall, P2 in	2.16		2.16
5. Land slope, s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .ft/ft
6. 0.007 (nL) 0.8 Tt = P20.5s0.4 Compute Tt . . . . . . . . . . . . . . . . . . . . . . . . .hr.		p l u s		e q u a l s
Shallow concentrated flow Segment ID
7. Surface description: paved or unpaved
8. Flow length, L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ft
9. Watercourse slope, s. . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ft/ft
10. Average velocity, Vunpaved = 16.1345(s)0.5, or Vpaved = 20.3282(s)0.5 ft/s
L 11. Tt = 3600 V Compute Tt hr		p l u s		e q u a l s
Channel flow Segment ID
12. Cross-sectional flow area, a . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ft2
13. Wetted perimeter, pw . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ft
14. a Hydraulic radius, r = pw Compute r . . . . . . . . . . . . . . . . . . . . . . . . . . ft
15. Channel slope, s . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ft/ft
16. Manning’s roughness coeff., n . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .

Channel flow (Cont)
1.49 r2/3s1/2 17. V = n Compute V . . . . . . . . . . . . . . . . . . . . . . ft/s
18. Flow length, L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ft
L 19. Tt = 3600 V Compute Tt . . . . . . . . . . . . . . . . . . . . . hr	p l u s	e q u a l s
20. Watershed or subarea Tc or Tt (add Tt in steps 6, 11, and 19) . . . . . . . . . . .hr

Figure 6.3

Surface Description	n1 Coeff.
Smooth surfaces (concrete, gravel or bare soil)	0.011
Fallow (no residue)	0.05
Cultivated Soils: Residue cover < = 20% Residue cover > = 20%	0.06 0.17
Grass: Short grass prairie Dense grasses2 Bermuda grass	0.15 0.24 0.41
Range (natural)	0.13
Woods:3 Light underbrush Dense underbrush	0.40 0.80
1 The n values are a composite of information compiled by Engman (1986). 2 Includes species such as weeping lovegrass, bluegrass, buffalo grass, blue grama grass and native grass mixtures. 3 When selecting n, consider cover to a height of about 0.1 ft. This is the only part of the plant cover that will obstruct sheet flow.

Source: TR-55, Urban Hydrology for Small Watersheds, U.S. Dept. of Agriculture, Soil Conservation Service, Engineering Division, June 1986.

Table 6.2

Intensity – Duration – Frequency Table

Hours	Minutes	Return Frequency - Rainfall Intensity (in/hr)
Hours	Minutes	2-yr	5-yr	10-yr	25-yr	50-yr	100-yr
.08	5*	4.15	5.54	6.25	7.12	7.82	8.54
.17	10	3.35	4.51	5.08	5.87	6.20	6.97
.25	15	2.90	3.81	4.37	5.08	5.57	6.08
.33	20	2.50	3.29	3.81	4.46	4.80	5.36
.50	30	1.86	2.54	2.97	3.50	3.86	4.28
.75	45	1.40	1.88	2.20	2.60	2.88	3.22
1	60	1.12	1.52	1.78	2.10	2.34	2.61
2	120	0.68	0.91	1.08	1.27	1.42	1.55
3	180	0.50	0.675	0.80	0.94	1.05	1.16
6	360	0.30	0.40	0.48	0.56	0.62	0.68
12	720	0.16	0.23	0.27	0.37	0.36	0.39
24	1440	0.09	0.13	0.15	0.18	0.20	0.22

* Minimum time of concentration

** Interpolation is acceptable to obtain values not provided in the above table.

This can be used to determine values of “I” for several storm frequencies.

The Manning Formula, used to compute flow in open conduits, consists of the following:

Q = 1.486 R 2/3 S 1/2 A

Q = Flow in cubic feet per second (cfs)

n = Coefficient of conduit roughness (n = 0.013)

R = Hydraulic radius, ratio of flow area to wetted perimeter in feet

S = Channel or pipe slope, in feet per feet

A = Area of cross-section of flow in square feet

The design of storm sewers in the Village shall be outlined as follows:

A. Prepare a contour map of the drainage area including the surrounding area, drainage limits, and direction of surface flow.

B. Divide the area into the subareas tributary to the proposed sewer inlets. These inlets should be located at reversals of road grade from negative to positive and at street intersections. A maximum distance of 300’ between catch basins will be allowed along long street grades.

C. Determine the acreage and imperviousness of each area.

D. Calculate the required capacity of each inlet using the appropriate time of concentration, the tributary area, and the rational method.

E. Beginning at the highest elevation, compute the flow to be carried by each line. The time of concentration for each line other than the first in a series is the sum of the time of concentration to the inlet next upstream and the flow time in the connecting pipe. Where more than two (2) lines meet, the time of concentration to be used for the succeeding line is the longest time in the lines meeting. Each line will thus require calculation of time of concentration, tributary area (all upstream areas), and flow.

F. Select tentative pipe sizes and grades using the Manning Formula. Each line must be selected in order since the time of concentration for subsequent lines will be dependent upon the time of flow in all upstream lines.

G. Minimum cover requirements specified by ASTM specifications must be met.

H. Figure 6.5, Computation for Storm Sewer Design, may be used for storm sewer calculation.

Figure 6.4

(d) Minimum Diameter. The minimum diameter of storm sewer pipe shall be 12”. The diameter shall be increased as necessary according to the design analysis.

(e) Minimum Cover. The minimum cover over storm sewer pipe shall be 2’ unless otherwise approved by the Village Engineer. Cover is measured from the top of pipe to the finished grade directly above the pipe.

(f) Minimum Slope. The minimum recommended slope for storm sewers shall be 0.10’ per 100’, unless a greater slope is required to obtain the minimum mean velocity. Culverts may be installed on flatter grades as approved by the Engineer.

(g) Minimum Velocity. The absolute minimum mean velocity for all storm sewers shall be 2.0’ per second when flowing full based on Manning’s Formula using an “n” value of 0.013. Use of other ”n” values will be considered if deemed justifiable on the basis of extensive field data. The desirable minimum velocity is 3.0’ per second based on the same criteria.

(h) Maximum Velocity. The maximum velocity of all storm sewers shall be 10’ per second. If the velocity is greater than 10’ per second, provisions should be made to protect against displacement and erosion of the pipe.

(i) Maximum Headwater. The maximum allowable headwater depth for culverts shall be 2’ below pavement surfaces and/or finish floor elevations.

Figure 6.5

Computation for Storm Sewer Design

MANNING FORMULA: n Project: Date Sheet No.

Man-

hole No.

Begin/End

Sta.

“A”

“C”

“CA”

Sum

“CA”

“T”

Sum

“T”

“I”

“Q”

Disch

“Q”

Disch

“L”

FT.

Slope

Ft./Ft.

Pipe

Dia.

In.

“V”

FPS

CAP

CFS

Flow Line

Elev.

Inlet/

Outlet

(j) Manholes. Manholes shall be installed at the end of each line, at all changes in grade, size, alignment, and at all pipe intersections. Manholes shall be installed at distances not greater than 400’. Intervals of more than 400’ may be approved in sewers 42” and larger. Manholes may be either poured in place or precast concrete. Concrete construction shall conform to ASTM C-478.

The flow channel through manholes should be made to conform in shape, slope, and smoothness to that of the sewers.

All manhole covers shall be adjusted to grade by the use of no more than 12” of precast adjusting collars.

Manholes shall be consistent with those shown in the standard drawings.

(k) Manhole Minimum Diameter. Manholes shall be constructed large enough to allow access to all sewers. The minimum diameter of manholes shall be 48”. Where large sewers require the use of manholes diameters greater than 48”, the manhole shall be returned to the 48-inch diameter as soon as practical above the sewer crown. Manhole openings of 24” or larger are recommended for easy access with safety equipment and to facilitate maintenance.

(l) Catch Basins. Curb inlets shall be placed at all low points, points of change to a flatter street grade, the dead end of descending streets, and at the Point of Curvature and Point of Tangency of all intersection radius curves where the street grade descends toward the radius curve and at all intersections.

Under normal conditions, curb inlets shall be placed on both sides of the street at intervals indicated by the street grade. Approximate spacing ranges from 150’ to 300’ maximum under normal conditions.

Catch basins not placed in the street shall be selected and placed so that they blend with the surrounding and not appear unsightly.

Curb inlets shall be placed on the property lines if at all possible.

Catch basin types shall be consistent with the types shown in the standard drawings.

(m) Basis of Culvert Design. The basis of design for highway culverts shall be the Bureau of Roads Hydraulic Engineering Circular No. 5, “Hydraulic Charts for the Selection of Highway Culverts”. Design shall be based on a 25-year storm for full flow capacity and an overtopping capacity of at least a 100-year storm.

(n) Open Drainage Ditches. The basis of design for drainage ditches shall be the Manning Formula, as defined in subsection (c) hereof. Table 6.3 may be used to determine the value of “n”, Manning’s Roughness Coefficient, to be used in the calculations. These calculations of open ditch capacity should be provided to the reviewing agency along with the construction drawings.

TABLE 6.3

CHANNEL MATERIAL	n
Vitrified clay	0.014
Cast iron pipe	0.015
Smooth earth	0.018
Firm gravel	0.023
Corrugated metal pipe	0.022
Natural channels in good condition	0.025
Natural channels with stones and weeds	0.035
Very pool natural channels	0.060

(o) Channel Protection. Channel protection material shall be placed at pipe outlets and other areas of high velocity flow to prevent erosion. The type, location, and depth of the protective material shall be reviewed and approved by the Village.

(p) Storm Water Detention Basin/Retention Pond Size Requirements.

(1) It is recognized that the outlets for storm water runoff in the Village are very limited. These outlets do not have the capacity to receive and convey the increased runoff resulting from rapid development around the Village.

(2) Developer/Owners must participate in providing detention storage to eliminate the excessive runoff during heavy storm periods. Where impervious areas are planned or contemplated, it is the intent that detention be provided as required by the provisions hereinafter set forth. It is proposed that well maintained landscaped areas would be provided to act jointly as detention reservoirs and recreation facilities as aesthetic focal points in new developments. Other control methods to regulate the rate of storm water discharge which may be acceptable, include detention on parking lots, streets, lawns, underground storage, oversized storm sewers with restricted outlets, etc. However, these methods must be approved by Village officials.

(3) It is recognized that in order to better serve the long-range interests of the Village and the surrounding area, comprehensive basin-wide planning for runoff control should be formulated, adopted, and implemented. Comprehensive planning is far more beneficial than small, on-site detention areas, although on-site detention does provide protection and is acceptable for compliance.

(4) Normal detention of storm water shall be required for all developments and proposed development which would alter storm runoff as to flow, velocity or time of concentration. These basins are required to detain the peak post-developed runoff which exceeds the runoff created by a 5-year storm under predeveloped condition. The Village reserves the option to require more stringent detention requirements based upon the estimated capacity of the existing storm sewers. All calculations must be submitted to the Village for approval. Calculations must include a profile of the existing storm sewer from the proposed connection point to a point 500’ downstream or the first outfall structure nearest to or beyond the required 500’. The calculated full flow capacity of the existing storm water outfall shall also be provided.

(5) Design of storm water detention facilities shall be based on the following:

A. The Village suggests that runoffs and capacities are to be computed using the Rational Method and Manning Formula as determined in Section 600.03 of this document for areas less than 20 acres.

B. The release rate shall not be greater than the storm runoff created by the pre-developed site during a five-year frequency storm. The allowable outflow rate used in Figure 6.6 “Computation Worksheet for Detention Storage Using Rational Method” is derived using a C coefficient of 0.2 and a rainfall intensity of 3.81” based on 5 years with a duration of 15 minutes. Consideration may be given for different intensity and coefficient based on the situation.

C. Storage volume shall not be less than the storm runoff created by the post-developed site during a 100-year storm event. The storage volume may be computed by using Figure 6.6, “Computation Worksheet for Detention Storage Using Rational Method”.

The percentage of impervious area is used to calculate detention required. Generally 30% may be used for single-family residences, 50% for multi-family residences, 70% for industrial sites, and 90% for commercial property. If another percentage would be more appropriate for the individual site, the more appropriate number should be used.

The Runoff Coefficient C for various storm durations is given in Table 6.5 for each land use.

Table 6.5

Storm Duration td (hrs)	30% of Impervious Area	50% of Impervious Area	70% of Impervious Area	90% of Impervious Area
0.17	0.28	0.36	0.44	0.51
0.33	0.36	0.45	0.53	0.61
0.50	0.42	0.50	0.59	0.67
0.67	0.46	0.54	0.63	0.71
0.83	0.49	0.57	0.66	0.74
1.0	0.51	0.59	0.68	0.77
1.5	0.56	0.65	0.73	0.82
2.0	0.59	0.69	0.76	0.84
3.0	0.64	0.72	0.79	0.86

D. Outlet size shall be determined by using the orifice equation as defined by:

Q = CA 2gH

C = 0.6

A = Area in square feet

g = 32.2 ft./s2

H = height from the center of the pipe to the top of the water surface

E. Special detention consideration may be given by the Village Engineering Department for high impervious areas that are smaller than 2 acres in size.

An emergency overflow from the basin to a major storm system must be provided to protect the facility and adjacent properties. The designer should investigate the capacity of the downstream drainage facilities to determine if they will be adequate to handle the design flow from this particular development. If the downstream facilities are inadequate, it may be necessary to provide on-site retention or ponding basins to limit the flow to an amount which the downstream system can accept.

Figure 6.6

Computation Worksheet for Detention Storage Using

Rational Method

Project Information

Project

Designer

Determination of Allowable Outflow Rate

Watershed Area (A) acres

Allowable Outflow Rate (O) cfs

Storm Duration td (hrs)	Runoff Coefficient C % Impervious	Rainfall Intensity i (inches/hr)	Post Inflow Rate (100 year) I (td) (CiA) (cfs)	Pre Allowable Outflow Rate (5 year) O (.2)(3.56)(A) (cfs)	Storage Rate I (td)-O (cfs)	Required Storage [I(td)-O]td/12 (acre-ft)
0.17		6.97
0.33		5.36
0.50		4.28
0.67		3.58
0.83		3.05
1.0		2.61
1.5		2.01
2.0		1.55
3.0		1.16

(q) Detention Basin/Retention Pond Guidelines.

(1) Recommendations for dry detention basins.

A. Where water quality during dry weather periods in a small basin would be a potential problem due to lack of adequate dry weather flow, direct pollution from surface water runoff, or high nutrients in the flow; the basin should be designed to remain dry except when in flood use.

B. Dry detention basins shall be designed to minimize the wetness of the bottom so that water does not remain standing in the bottom; thereby harboring insects and limiting the potential use of the basin. This shall be accomplished by means of a concrete low flow channel between inlet and outlet structures. Minimum slope shall be no less than 0.4 %. A possible alternative upon Village approval to a concrete low flow channel would be an underdrain. In this case, a minimum of 1% slope shall exist between inlet and outlet structures and the surface above the underdrain shall be grass sod.

C. The detention basin should be designed to have a multi-purpose function. Recreational facilities, aesthetic qualities, etc,. as well as flood water storage should be considered in planning the basin.

D. Side slopes shall be 3 to 1 or flatter.

E. There shall be a minimum of a 3’ berm at 2 % between right-of-way and top basin slopes.

(2) Recommendations for basins containing permanent water.

A. In order to provide better management for water quality, retention basins containing permanent lakes should have a water area of at least one-half acre. The lake area should be an average depth of 5’ to inhibit weed and insect growth, and should have no extension shallow areas. A system to augment storm flows into the lake with water from other sources should be provide to enhance the water quality, if necessary. These systems would include the use of public water supplies or wells on site.

B. In excavated lakes, the underwater side slopes in the lake should be stable.

C. A safety ledge 4’ to 6’ in width is recommended and should be installed in all lakes approximately 18” to 24” below the permanent water level to provide a footing if people fall into the water. In addition, there shall be a minimum of a 5’ berm at 2 % slope beginning at least 1’ above normal pond elevation. The slope between two (2) ledges should be stable and of a material which will prevent erosion due to wave action (see Figure 6.7). Walkways consisting of a non-erosive material should be provided in areas where extensive population use tramples growth. One area in particular would be along the shoreline of a heavily fished lake. Side slopes above the berm shall be 3 to 1 or flatter.

D. Side slopes of the pool shall be 2 to 1 or flatter.

E. To obtain additional recreational benefits from developed water areas and provide for insect control, ponds may be stocked with fish. For best results, stocking should follow recommendations for warm water sport fishing by the Ohio Department of Natural Resources, Division of Wildlife, or similar organizations.

F. Periodic maintenance will be required in lakes to control weed and larval growth. The basin should also be designed to provide for the easy removal of sediment which will accumulate in the lake during periods of basin operation. A means of maintaining the designed water level of the lake during prolonged periods of dry weather is also recommended. One suggested method is to have a water hydrant near the pond site.

G. No rubble or construction refuse shall be disposed of at any time.

H. No pond with a permanent water elevation shall be placed within one mile of a runway approach or landing approach to an airport.

(3) Recommendations common to either dry detention basins or retention basins with permanent water.

A. A 20-foot-wide Village easement shall be provided for access to all storm water storage ponds.

B. All basins shall have an emergency overflow.

C. All excavated spoils should be spread so as to provide for aesthetic and recreational features such as sledding hills, sports fields, etc. Slopes of 4 horizontal to 1 vertical are recommended except where recreation uses call for steeper slopes. Even these features should have a slope no greater than 3 horizontal to 12 vertical for safety, minimal erosion, stability, and ease of maintenance.

D. When conduits are used for the outlet of the reservoir, they shall be protected by bar screens as approved by the Village or other suitable provisions so that debris or similar trash will not interfere with the operation of the basin.

E. Safety screens should also be provided for any pipe or opening to prevent children or large animals from crawling into the structures. For safety, a suggested maximum opening is 6”.

F. Grass or other suitable vegetative cover should be maintained throughout the entire reservoir area. Grass should be cut regularly no less than five times a year.

G. Debris and trash removal and other necessary maintenance should be performed after each storm to assure continued operation in conformance to the design.

(4) Inspection of basins.

A. Record drawings will be required for all basins to assure compliance with all applicable requirements.

B. The Village may inspect all private detention basins and if problems exist, report these to the owner. The owner shall be given a reasonable amount of time to correct the problem, weather permitting.

C. The Village shall perform such work as it deems necessary and charge owner if the owner fails to correct the problem.

(5) Detention basin ownership.

A. Detention basin maintenance and ownership shall remain private unless the Village accepts ownership through approval by the Village Council.

B. Owners will be responsible for routine maintenance of the development detention basin located on their lots. Grass mowing, ornamental landscaping, and fencing are considered routine maintenance. No activity which will interrupt the operation of the detention basin will be allowed. No accessory buildings or gardens will be permitted. The Village will be responsible for major erosion control and fixed structures such as piping, manholes, and inlets. This statement shall be added to each deed of transfer.

(r) Pump Station Design for Storm Water Detention Basin/Retention Pond Guidelines.

Unique considerations must be recognized during pump station design and selection of the pumping equipment for storm water detention basins/retention ponds. The maximum water level of a pond often may be at the same elevation as the discharge pipe for the pumps. The discharge elevation depends on the elevation of the receiving stream. Since the pump station wet well is an extension of the pond, the static head for the pumps is a variable that depends on the pond level. The maximum static head is usually the depth of the pond. During a high pond level condition, little static head is available and it is difficult to select a pump capable of handling the desired flow under a small head condition. This problem can be compounded by the fact that during the low water level condition, a considerable static head may need to be overcome.

Several approaches can be used to select a viable pump curve and pump for these unusual hydraulic conditions. First, the system curve for all the variables must be defined. The shape (curvature) of the system curve with increased flow rate is the dynamic head loss. This loss depends on the size, length, and type of piping and losses associated with valves and fittings. The static head that the pump must overcome is the difference between the freefall pumped discharge elevation and the elevation of water in the wet well. The static head also is a variable, and both the "high wet well" and "low wet well" system curves must be plotted. Once the system curves are defined (total head loss versus flow), they illustrate the losses used to select the best fitting pump curve.

It often is difficult to find a pump curve that stays within its hydraulic envelope for all flow and head conditions. Therefore, it may be necessary to adjust the discharge piping geometry to gain additional static head.

The design engineer should check with the pump manufacturer to make certain that the reversal of water through the pump will not damage the pump or motor, if applicable.

The forcemain also can be designed to function as a flow control orifice. The forcemain's size and/or length (usually in the horizontal run) can be selected so that sufficient dynamic head is generated at the maximum discharge flow.

If two or more pumps are connected to this common forcemain, the flow and head conditions must be checked for all pumping combinations.

(EDITOR'S NOTE: See Code Book for Figure 6.7)

If a gravity feed pipe from the storm pond to the pump station wet well is present, it may be possible to size this inlet conduit under a fully submerged condition. This sizing will control the rate of inflow into the pump station. The rate of inflow should be equal to the desired maximum pumping rate, and the dynamic losses attributed to the inlet conduit (in feet of head) must be equal to the static head required for pumping. For example, under the maximum pumping (but limiting) flow rate, assume that 4’ of static head must be maintained between the pumped discharge elevation and the wet well surface water. Therefore, the inlet conduit to the pump station must function as a control orifice to generate the 4’ of losses. As the pond water level decreases, the water level in the wet well also will decrease. However, as the static head for the pumps increase, the pumping rate will decrease as governed by the pump curve. The pumping rate will continue to decrease until the pond is emptied. This is advantageous because the overall discharge to the stream is extended over a greater time.

The inlet pipe also could be downsized for its entire length or a restrictor could be placed into the inlet where the line enters the wet well. However, an undersized inlet line or restrictor could be plugged by leaves or debris. The design engineer should be cautious when using this design option.

(s) Site Grading.

(1) Site grading plan. Site grading plans shall be prepared with 1’ existing and proposed contours showing all lots or lots having proper drainage. Site grading plans for developments shall also have proposed building pad elevations to ensure proper drainage of the development. Individual site plans within a development must conform to the subdivision drainage site plan.

(2) Cuts and fills. No land shall be graded, cut, or filled so as to create a slope exceeding a vertical rise of 1’ for each 2½’ of horizontal distance between abutting lots, unless a retaining wall of sufficient height and thickness is provided to retain the graded bank. Major cuts, excavation, grading, and filling, where the same material changes the site and its relationship with surrounding areas, shall not be permitted as such excavation, grading, and filling will result in a slope exceeding a vertical rise of 1’ for each 2½’ of horizontal distance between abutting lots or between adjoining tracts of land, except where adequate provision is made to prevent slides and erosion by cribbing and retain walls.

(3) Compaction of fill. All fill shall be compacted to a density of 90% or greater. Inspection of fill shall be conducted by the Village Engineer.

(4) Retaining walls. Retaining walls may be required whenever topographic conditions warrant or where necessary to retain fill or cut slopes within the right-of-way. Such improvements shall require the approval of the Village Engineer.

(5) Filling of existing areas. No existing area shall be filled or graded to adversely affect adjoining properties as determined by the Village Engineer.

(t) Responsibility for Maintenance of Private Storm Water Facilities and Drainage on Private Property.

(1) Any owner or possessor of private property upon which storm water drainage facilities, whether man-made or natural, exist for the purpose of collecting, conveying, retaining, or detaining storm water within that property and which are not public facilities, shall be responsible for the maintenance of these facilities to ensure proper operation.

(2) The Village shall not be responsible for resolving drainage problems on private property where such problems pose a nuisance, do not impact the operation of the overall storm water management system of the Village, or do not involve the function of public facilities. Private property owners bear the responsibility to remedy these types of problems.

(3) The Village may cooperate with private property owners to extend public facilities of the storm water management system to the private property, to enable the resolution of these drainage problems if the Village Council decides that suitable resources are available, the project can be accommodated within the context of the Village’s overall Capital Improvement Plan, and the Village Engineer determines that the Village’s storm water management system is capable of handling any additional flows that may be placed in the system as a result of implementing the proposed solution.

(u) Runoff from Upstream Drainage Areas. The runoff from drainage areas upstream of the proposed development or improvement must be provided with an unobstructed outlet and an emergency overflow. The outlet should provide the capacity needed to carry the runoff from a 5-year storm in its existing land use condition.

(v) Runoff from Contiguous Properties. All site drainage shall be contained on-site. No land altering activity shall disperse runoff into areas adjacent to the area experiencing development.

(w) Soil Sediment Pollution Control Regulations.

(1) Purpose. The purpose of the regulation is to prevent the undue polluting of public waters by sediment from accelerated soil erosion and accelerated storm water runoff caused by earth-disturbing urban areas. Control of such pollution will promote and maintain the health, safety and general well-being of all life and inhabitants herein the Village.

(2) Scope. This shall apply to earth-disturbing activities on areas of land used or being developed for commercial, industrial, residential, recreational, public service or other non-farm purposes which are within the Village unless otherwise excluded within or unless expressly excluded by state law.

(3) Disclaimer of liability. Neither submission of a plan under provisions of this article nor compliance with provisions of these regulations shall relieve any person from responsibility for damage to any person or property otherwise imposed by law, nor imposed any liability upon the Village or its appointed representative for damage to any person or property.

(4) Severability. If any clause, section, or provision of this resolution is declared invalid or unconstitutional by a court of competent jurisdiction, validity of the remainder shall not be affected thereby.

(5) Requirements. No person shall cause or allow earth-disturbing activities on a development area except in compliance with the standards and criteria and the applicable item listed below:

A. When a proposed development area consists of five (5) or more acres and earth-disturbing activities are proposed for the whole area or any part thereof, the responsible person shall develop and submit for approval a sediment control plan prior to any earth-disturbing activity. Such a plan must contain sediment pollution control practices so that compliance with other provisions of this resolution will be achieved during and after development. Such a plan shall include specific requirements established by regulation.

B. When a proposed development area involves less than five (5) acres, it is not necessary to submit a sediment control plan; however, the responsible person must comply with the other provisions of these regulations. All earth-disturbing activities shall be subject to surveillance and site investigation to determine compliance with the standards and regulations.

(6) Standards and criteria. In order to control sediment pollution of water resources, the owner or person responsible for the development area shall use conservation planning and practices to maintain the level of conservation established by one or more of the following standards:

A. Timing of Sediment-Trapping Practices. Sediment control practices shall be functional throughout earth-disturbing activity. Settling facilities, perimeter controls, and other practices intended to trap sediment shall be implemented as the first step of grading and within seven (7) days from the start of earth disturbing activities. They shall continue to function until the upslope developed area is restabilized.

B. Stabilization of Denuded Areas. Denuded areas shall have soil stabilization applied within seven (7) days if they are to remain dormant for more than forty-five (45) days. Permanent or temporary soil stabilization shall be applied to denuded areas within seven (7) days after final grade is reached on any portion of the site, and shall also be applied within seven (7) days to denuded areas which may not be final grade, but will remain dormant (undisturbed) for longer than forty-five (45) days.

C. Settling Facilities. Concentrated storm water runoff from denuded areas shall pass through a sediment-settling facility. The facility’s storage capacity shall be 67 cubic yards per acre of drainage area.

D. Sediment Barriers. Sheet flow runoff denuded areas shall be filtered or diverted to a settling facility. Sediment barriers such as sediment fence or diversions to settling facilities shall protect adjacent properties and water resources from sediment transported by sheet flow.

E. Storm Sewer Inlet Protection. All storm sewer inlets which accept water runoff from the development shall be protected so that sediment-laden water from soils that are not permanently stabilized will not enter the storm sewer system without first being filtered or otherwise treated to remove sediment, unless the storm sewer system drains to a settling facility.

F. Working in Crossing Streams.

1. Streams including bed and banks shall be restabilized immediately after in-channel work is completed, interrupted, or stopped. To the extent practicable, construction vehicles shall be kept out of streams. Where in-channel work is necessary, precautions shall be taken to stabilize the work area during construction to minimize erosion.

2. If a live (wet) stream must be crossed by construction vehicles regularly during construction, a temporary stream crossing shall be provided.

G. Construction Access Routes. Measures shall be taken to prevent soil transport onto surfaces where runoff is not checked by sediment controls, or onto public roads.

H. Sloughing and Dumping.

1. No soil, rock, debris, or any other material shall be dumped or placed into a water resource or into such proximity that it may readily slough, slip, or erode into a water resource unless such dumping, or placing is authorized by the approving agency, and, when applicable, the U.S. Army Corps of Engineers, for such purposes, including but not limited to, constructing bridges, culverts, and erosion control structures.

2. Unstable soils prone to slipping or land sliding shall not be graded, excavated, filled or have loads imposed upon them unless the work is done in accordance with a qualified professional engineer’s recommendations to correct, eliminate, or adequately address the problems.

I. Cut and Fill Slopes. Cut and fill slopes shall be designed and constructed in a manner which will minimize erosion. Consideration shall be given to the length and steepness of the slope, soil type, upslope drainage area, groundwater conditions, and slope stabilization.

J. Stabilization of Outfalls and Channels. Outfalls and constructed or modified channels shall be designed and constructed to withstand the expected velocity of flow from a post-development, 10-year frequency storm.

K. Establishment of Permanent Vegetation. A permanent vegetative cover shall be established on denuded areas not otherwise permanently stabilized.

L. Disposition of Temporary Practices. All temporary erosion and sediment control practices shall be disposed of within thirty (30) days after final site stabilization is achieved or after the temporary practices are no longer needed, unless otherwise authorized by the approving agency. Trapped sediment shall be permanently stabilized to prevent further erosion.

M. Maintenance. All temporary and permanent erosion and sediment control practices shall be designed and constructed to minimize maintenance requirements. They shall be maintained and repaired as needed to assure continued performance of their intended function. The person or entity responsible for the continued maintenance of permanent erosion controls shall be identified to the satisfaction of the approving agency.

The standards are general guidelines and shall not limit the right of the approving agency to impose additional, more stringent requirements, nor shall the standards limit the right of the approving agency to waive individual requirements.

Erosion and sediment control practices used to satisfy the standards shall meet the specifications in the current edition of water management and sediment control for urbanizing areas (Soil Conservation Service, Ohio).

(7) Maintenance. The property owner shall assume responsibility for maintenance of structures and other facilities designed to control erosion.

(x) Railroad and Highway Crossing. When boring is required, the casing pipe shall be designed to meet the requirements of the local authority having jurisdiction and in compliance with the Village of Ada Construction Standards and Drawings. The size of the casing pipe shall be at least 4” greater than the largest outside diameter of the sewer pipe, joints, or couplings.

1117.04 WATER DISTRIBUTION.

(a) General. The following Design Criteria are summarized herein to establish practical, uniform design of water distribution systems for the Village of Ada. These criteria cover design factors and provides guidelines for evaluation of plans and specifications by the political subdivision having jurisdiction over the review of plans and specifications. These Design Criteria are also intended to conform to the standard drawings for water systems.

(b) Definitions. Regardless of capitalization, definitions are standard.

(1) NSF means National Sanitation Foundation.

(2) ANSI means American National Standards Institute.

(3) ASTM means American Society for Testing and Materials.

(4) AWWA means American Water Works Association.

(5) BEDDING means the earth or other materials on which a pipe or conduit is supported.

(6) CROSS-CONNECTION means:

(1) A physical connection through which a supply of potable water could be contaminated or polluted.

(2) A connection between a supervised potable water supply and an unsupervised supply of unknown portability.

(7) FIRE HYDRANT means a fixture installed throughout urban water distribution systems to provide water for the fire fighting needs.

(8) MAIN means the large water-carrying pipe to which individual user services are connected. Mains are normally connected to each other in a grid type system.

(9) METER means the flow measuring device installed at each service on a distribution system to measure the amount of water consumed by users at that service.

(10) SERVICE means the pipe carrying water to individual houses or other users on a distribution system.

(11) CORPORATION STOP means the fixture tapped into a water main to connect a service to the main.

(c) Basis of Design. The basis of design for water distribution systems shall be the Hazen-Williams Equation, an empirical formula for estimating pipe flow:

V = 1.318CR 0.63 S 0.54

V = Velocity in feet per second

C = Roughness Coefficient

R = Hydraulic Radius (pipe diameter in feet for pipes flowing full) in feet

S = Head loss per unit length of pipe

Distribution systems shall be designed for the estimated maximum day rate of flow, or the fire flow plus the estimated average day rate of flow, whichever is more demanding.

(d) Minimum Pressure. The minimum allowable pressure in the water distribution system, at times of no fires, shall be 50 pounds per square inch in all mains, and 8 pounds per square inch at the most remote house fixture in the system. The minimum fire flow for design purposes shall be 600 gallons per minute at a residual pressure of 20 pounds per square inch.

(e) Maximum Velocity. The maximum velocity of the water in the system shall be 10’ per second.

(f) Water Mains. The value of C to be used in the Hazen-Williams Equation shall be C=140. The minimum size of water mains shall be 6” diameter. Dead-ending mains shall be minimized by looping of all mains. Where dead-ends occur, they should be provided with a fire hydrant for flushing purposes.

The minimum depth of water mains shall be 4’ 6” from the top of the pipe to the finished grade elevation. The maximum depth of water mains shall be 5’ and 6” from the top of the main to the finished grade elevation, except where utilities must be underpassed or as directed by the Village.

(g) Water Service Lines. The value of C to be used in the Hazen-Williams Equation shall be C = 130. The minimum diameter of service lines shall be ¾”, unless the distance from the main to the meter exceeds 120’, where the minimum service line diameter shall be 1 inch. Table 1 lists required minimum service sizes as determined by residential population. Fire hydrant services shall have a minimum diameter of 6”, but shall be no larger than the water main. For all ¾” services, a corporation stop shall be installed on the main at a 45° angle above horizontal. For services larger than 2”, a tapping sleeve and valve must be installed. Table 2 shows the maximum size of service taps allowed for various sizes of water mains.

TABLE 1

MINIMUM SIZE -- WATER SERVICES AND METERS

RESIDENTIAL AREAS

No. of Families	Service Size (inches)	Meter Size (inches)
1	3/4	5/8 x 3/4
2-5	1	1
6-8	1-1/2	1-1/2
9-12	2	1-1/2
13-20	2	2
21-50	4	3
51-115	4	4

TABLE 2

MAXIMUM SIZE - WATER SERVICE TAPS

Pipe Diameter (inches)	6	8	10	12
Tap Sizes (inches)	1	1-1/4	1-1/2	2

The minimum depth of service lines shall be 3’ 6” from the top of the line to the finished grade elevation. The maximum depth of service lines shall be 5’ from the top of the line to the finished grade elevation, except where utilities must be underpassed.

A curb stop and curb box shall be installed between the curb and sidewalk for each house and apartment unit unless otherwise approved the Village. The curb stop box shall be plumbed and centered over the curb stop and shall be free of debris. House service installations shall conform to the standard drawings.

(h) Restraining and Concrete Blocking for Water Mains. All water main bends of more than 5° shall be securely blocked against movement by using concrete blocking placed against undisturbed earth. Dimensions and quantities of blocking shall be as shown on the standard drawings. All mechanical bends, tees, etc. shall be restrained using mechanical restraining joints.

(i) Fire Hydrants. Fire hydrants shall be placed at all intersections and never more than 500’ apart.

Fire hydrants shall be installed with a break flange located approximately 2” above the ground level to protect-against flooding in case of impact to hydrant. Fire hydrants shall be consistent with the standard drawings.

A valve must be installed on all fire hydrant service lines. All connections between the main and the hydrant shall be restrained by anchoring pipe, tie bolts or retainer glands.

(j) Meter Installation. Meter installation for individual services shall be consistent with the standard drawings. Table 8.1 lists required meter sizes as determined by Maximum Flow Demand for Commercial-Industrial applications. Meters must be installed prior to connecting the service to the main and before service starts. No common meters will be approved. All meters must have remote readers.

TABLE 8.1

METER SIZE FOR COMMERCIAL-INDUSTRIAL APPLICATIONS

Maximum Flow Demand (GPM)	Meter Size (inches)
20	5/8 x 3/4
30	3/4
50	1
100	1-1/2
160	2
320	3
500	4
1000	6

(k) Valves. Valves shall be located at all branches of a cross and tee- intersections, and at intervals not to exceed 500’ in residential districts and 500’ in commercial and industrial districts.

(l) Backflow Prevention. All commercial, industrial and other OEPA required users shall provide adequate backflow prevention between the public water system and the customer’s system. These devices shall be approved by OEPA and the Village of Ada prior to installation. These devices shall be tested and inspected annually. These devices shall be repaired or replaced if they do not meet the testing requirements. An annual report shall be submitted to the Village detailing the testing procedures and results.

1117.05 SANITARY SEWERS.

(a) General. The following design criteria is summarized herein to establish practical, uniform design of sanitary sewers within the Village of Ada, Ohio. These criteria cover design factors and approved guidelines for evaluation of plans and specifications by the political subdivisions having jurisdiction over the review of plans and specifications. These design factors are consistent with the requirements of the OEPA. If these design criteria should conflict in the future with the requirements of the OEPA, these criteria shall be modified to conform to their requirements. These design criteria are also intended to conform to the standard drawings for sanitary sewers.

(b) Definitions. Regardless of capitalization, definitions are standard.

(1) ANSI means American National Standard Institute.

(2) APHA means American Public Health Association.

(3) ASCE means American Society of Civil Engineers.

(4) ASTM means American Society for Testing and Materials.

(5) AVERAGE DAILY FLOW means the total quantity of liquid tributary to a point divided by the number of days of flow measurement.

(6) AWWA means American Water Works Association.

(7) BEDDING means the earth or other materials on which a pipe or conduit is supported.

(8) CROSS CONNECTION means:

A. A physical connection through which a supply of potable water could be contaminated or polluted.

B. A connection between a supervised potable water supply and an unsupervised supply of unknown potability.

(9) COLLECTOR SEWER means a sewer normally less than 15” in diameter that receives wastewater from the sanitary laterals and transports it to the interceptor sewer.

(10) COMBINED SEWER means a sewer intended to receive both wastewater and storm or surface water.

(11) DROP MANHOLE means a manhole installed in a sewer where the elevation of the incoming sewer considerably exceeds that of the outgoing sewer; a vertical waterway outside the manhole is provided to divert the wastewater from the upper to the lower level so that it does not fall freely into the manhole except at peak rate of flow.

(12) ENERGY GRADIENT means the slope of the energy line of a body of flowing water with reference to a datum plane.

(13) ENERGY GRADIENT LINE means the line representing the gradient which joins the elevation of the energy head.

(14) ENERGY HEAD means the height of the hydraulic grade line above the centerline of a conduit plus the velocity head of the mean velocity of the water in that section.

(15) ENERGY LINE means a line joining the elevation of the energy heads; a line drawn above the hydraulic grade line by a distance equivalent to the velocity head of the flowing water at each section along a stream, channel or conduit.

(16) EXFILTRATION means the quantity of wastewater which leaks to the surrounding ground through unintentional openings in a sewer. Also, the process whereby this leaking occurs.

(17) HOUSE CONNECTION means the pipe carrying the wastewater from the building to a common sewer. Also called building sewer, house sewer or sanitary lateral. The house connection begins at the outer face of the building wall.

(18) HOUSE DRAIN means that part of the lowest horizontal piping of a drainage system which receives the discharge from soil, water, and other drainage pipes inside the walls of the building and convey it to the house connection (house sewer). Also called the building drain.

(19) HOUSE SEWER means a pipe conveying wastewater from a single building to a common sewer or point of immediate disposal. See house connection.

(20) INFILTRATION means the discharge of ground waters into sewers, through defects in pipe lines, joints, manholes or other sewer structures.

(21) INFLOW means the discharge of any kind of water into sewer lines from such sources as roof leaders, cellars, sump pumps and yard-area drains, foundation drains, commercial and industrial so-called “clean water” discharges, drains from springs and swampy areas, etc. It does not “infiltrate” into the system and is distinguished from such wastewater discharge, as previously defined.

(22) INFILTRATION/INFLOW means a combination of inflow wastewater volumes in sewer lines with no way to distinguish either of the two basic sources, and with the same effect as surcharging capacities of sewer systems and other sewer system facilities.

(23) INTERCEPTOR SEWER means a sewer which receives the flow from collector sewers and conveys the wastewater to treatment facilities.

(24) JOINTS means the means of connecting sectional lengths of sewer pipe into a continuous sewer line using various types of jointing materials with various types of pipe formations that make possible the jointing of the sections of the pipe into a continuous collecting sewer line. The number of joints depends on the lengths of the pipe sections used in the specific sewer construction work.

(25) JURISDICTION means any governmental entity, such as city, town, village, county, sewer district, sanitary district or authority, or other multi-community agency which is responsible for and operates sewer systems, pumping facilities, regulator-overflow structures, and wastewater treatment works.

(26) MAIN SEWER means in larger systems, the principal sewer to which branch sewers and submains are tributary, also called the trunk sewer. In small systems, a sewer to which one or more branch sewers are tributary.

(27) MANHOLE means an opening in a sewer provided for the purpose of permitting a man to enter or have access to the sewer.

(28) MANNING ROUGHNESS COEFFICIENT means the roughness coefficient in the Chezy formula.

(29) OEPA means the Ohio Environmental Protection Agency.

(30) OVERFLOW means a pipe line or conduit device, together with an outlet pipe, which provides for the discharge of a portion of sewer flow into receiving water or other points of disposal.

(31) PEAK means the maximum quantity that occurs over a relatively short period of time. Also called peak demand, peak load.

(32) SANITARY WASTEWATER means:

A. Domestic wastewater with storm and surface water excluded.

B. Wastewater discharging from the sanitary conveniences of dwellings (including apartment houses and hotels), office buildings, industrial plants, or institutions.

C. The water supply of a community after it has been used and discharged into a sewer.

D. See Ordinance 78-1 dated July 18, 1978 for further explanation.

(c) Basis of Design. The basis of design shall be the Manning Formula. This is used to calculate the capacity of a pipe flowing full:

Q= 1.486 R2/3 S1/2 A

Q = Flow in cfs

A = Area of cross-section - square feet

n = Coefficient of roughness (n = 0.013)

R = Hydraulic Radius - feet

S = Slope in ft/ft

(d) Maximum Depth of Flow. Recommended design practices limit the depth of flow in a sanitary sewer. The maximum depth of flow should be equal to or less than 0.8 of the diameter of the pipe.

(e) Average Daily Flow. The average daily flow shall be 100 gallons per capita per day. This includes normal infiltration.

(f) Population Density. The average household consists of four (4) persons. Therefore, for design purposes, there would be four (4) capita per equivalent single family dwelling.

(g) Peak Design Flow. Sanitary sewers shall be designed on a peak design flow basis using one of the following methods:

(1) The ratio of peak average flow (ADF).

(2) Values established from the infiltration/inflow study approved by the OEPA.

(3) Values obtained from the flow records of a similar facility over a period of time sufficient to establish with a reasonable degree of reliability the relationship between average dry weather flow and peak design flow.

(4) Peak flows as determined by the Great Lakes Upper Mississippi River Board (GLUMRB) (Ten States Standards), latest version.

Use of other values for peak design flow will be considered if justified on the basis of extensive documentation.

SUGGESTED SEWAGE FLOW GUIDE

ESTIMATED SEWAGE FLOW (ADF)

WASTEWATER SOURCE	GALLONS PER DAY	LITERS PER DAY
Airports
Per Employee	20	76
Per Passenger	5	19
Apartment
One Bedroom	250	947
Two Bedrooms	300	1-137
Three Bedrooms	350	1-326
Assembly Halls
Per seat	2	8
Bowling Alleys (no food service)
Per lane	75	284
Camps
Individual bath units - per units	50	189
Central Bathhouse - per person	35	133
Car Wash (per car, no recycling)	80	304
Churches
Small - per sanctuary seat	3-5	11-19
Large with kitchen-per sanctuary seat	5-7	19-27
Country Clubs (including food service)
Per member	50	189
Dance Halls
Per person	2	9
Factories
No showers - per employee	25	95
With showers - per employee	35	133
Family Dwellings
Per person	100	379
*Food Service Operations
Ordinary Restaurant (not 24 hours ) per seat	35	133
24-hour Restaurant	50	189
*The listed estimated sewage flows are to be used for the design of sewers and should not be used for the design of treatment units.
Banquet Rooms - per seat	5	19
Restaurant along freeway - per seat	100	379
Tavern (very little food service) per seat	35	133
Curb Service (drive in) - per car space	50	189
Vending Machine Restaurants - per seat	35	133
Highway Rest Areas
Per Car	1-9	4-34
Hospitals
No resident personnel - per bed	300	1,137
Institutions
Residents - per bed	100	379
Laundries
Coin operated - per machine (Standard size machine)	400	1,137
Motels
Per Unit	100	379
Nursing and Rest Homes
Per patient	150	568
Per resident employee	100	379
Office Buildings
(exclusive of cafeteria or kitchen) Per employee per shift	20	76
Parks
With toilet facility - per person	5	19
With showers, bathhouse toilets - per person	10	38
Schools
Elementary (not incl. showers or cafeteria) - per pupil	10	38
High and Junior High (not including showers or cafeteria) per pupil	15	57
Add for cafeteria - per pupil	5	19
Add for showers - per pupil	5	19
Service Stations
First Bay	1,000	3,789
Each additional bay	500	1,895
Shopping Centers
(without food service or laundries) -per area of floor space	0.2 per sq. ft.	8 per sq. meter
Stores
Per toilet per shift	400	1,516
Swimming Pool
(average with hot water shower) per swimmer (design load)	3-5	11-19
Theaters
Drive-In Movies - per car space	5	19
Movie - per seat	5	19
Trailer Parks
Per trailer space	300	1,137
Travel Trailer Dumping Stations
At service Station	Consult District Office of OEPA
Travel Trailer Parks and Camps
- Per trailer or tent space	125	474
Vacation Cottage
- Per person	50	189
Youth and Recreation Camps
- Per person	50	189

(h) Minimum Velocity. All sanitary sewers shall be designed to give a mean velocity of at least 2.0’ per second, when flowing full, based on Manning’s Formula using an “n” value of 0.013. Use of other “n” values will be considered, if deemed justifiable, on the basis of extensive field data.

(i) Maximum Velocity. The maximum velocity shall be 15’ per second. If the velocity is greater than 15’ per second, provisions should be made to protect against displacement.

(j) Minimum Grades. All sanitary sewers shall be designed to give a mean velocity of at least 2.0’ per second when flowing full based on Manning’s Formula. Values of “n” to be used with the Manning Formula vary from 0.010 to 0.015 with 0.013 recommended. Use of “n” values other than 0.013 may be considered if justified. Use of formulas other than Manning’s Formula may be accepted. If plans are recommended for approval with a slope less than the minimum, the consulting Engineer must show justification for the recommendation and obtain approval from OEPA. See Table 9.1.

TABLE 9.1

REQUIRED MINIMUM SLOPE

Based on “n” Value of 0.013

Sewer Sizes - 8 through 36 inches

Sewer Size	Minimum Slope in Feet Per 100 Feet
8	0.40
10	0.28
12	0.22
15	0.15
18	0.12
21	0.10
24	0.08
27	0.067
30	0.058
36	0.046

(k) Sanitary Sewers. In general, the minimum size of sanitary sewers shall be 8”. However, 6-inch sanitary sewers may be used as private lateral sewers for apartments, camps, schools, restaurants, and other semi-public operations, provided their hydraulic capacity is not exceeded because of short run-off periods (high peak flows).

The lateral connections shall be premium joint construction and should be made of the same material as the street sewer whenever possible to minimize infiltration from the connection between the street main and house lateral. When joint material and/or dimensions are not compatible, a commercial adapter shall be provided.

(l) House Laterals. Four inch sewer pipe may be used for house connections. The cover over the lateral coming out of the house shall be a minimum 3’ depth. The house connections shall be of premium joint construction and made of PVC schedule 40 pipe or SDR 35. Cleanouts are required outside all structures or units. In multi-tenant buildings, individual services shall be provided to a common pipe, then to the main. Individual meters shall be used for separate sanitary sewers. When joint material and/or dimensions are not compatible, a commercial adapter shall be provided. A copy of an ordinance or regulation requiring this type of construction must be on file with OEPA district office or submitted with all sewer plans to receive approval.

(m) Invert Drop in Manhole. When a smaller sewer discharges into a larger one, the invert of the larger sewer should be lowered sufficiently to maintain the same energy gradient. An approximate method for securing this result is to place the 0.8 depth point of both sewers at the same elevation or matching the top elevation of the pipes. When a larger sewer discharges into a smaller, the invert of the smaller should not be raised to maintain the same energy gradient.

(n) Illegal Connections. Roof drains, foundation drains, sump pumps, yard drains and all other clear water connections to the sanitary sewer are prohibited.

There shall be no physical connection between a public or private potable water supply system and a sewer or appurtenances thereto which would permit the passage of any sewage or polluted water into the potable supply.

(o) Horizontal Separation. If possible, sanitary sewers and sewage forcemains should be laid with at least a 10’ horizontal separation from any water main.

(p) Vertical Separation. Sewers (or sewage forcemain) may be laid closer than 10’ to a water main if it is laid in a separate trench and elevation of the crown of the sewer (or sewer forcemain) is at least 18” below the bottom of the water main. If it is impossible to maintain the 18” vertical separation when the sewer is laid closer than 10’ to the water main, the sanitary sewer should be constructed of (or encased in) water main type materials which will withstand a 50 psi water pressure test.

If a sewage forcemain is laid closer than 10’ to a water main, in no case should the sewage forcemain be laid such that the crown of the sewage forcemain is less than 18” below the water main.

(q) Crossing Utilities. Whenever a sanitary sewer and water main must cross, the sewer shall be laid at such an elevation that the crown of the sewer is at least 18” below the bottom of the water main. If it is absolutely impossible to maintain the 18” vertical separation, the sanitary sewer should be constructed of (or encased in) water main type material which will withstand a 50 psi water pressure test for a distance of 10’ on both sides of the water main.

Whenever a sewage forcemain and water main must cross, the sewage forcemain is at least 18” below the bottom of the water main.

(r) Parallel Installation. Sanitary sewers and manholes should be laid with at least 10’, measured from edge to edge, horizontal separation from any water main. If separation can not be maintained, the sanitary sewer shall be constructed to water main standards.

(s) Manholes. Manholes shall be installed at the end of each line, at all changes in grade, size, alignment, and at all pipe intersections. Manholes shall be installed at a distance not greater than 400’. Greater spacing may be allowed in larger sewers and in those carrying a settled effluent.

Manholes may be either poured in place or pre-cast concrete. Concrete construction shall conform to ASTM C-478 with joints between sections conforming to ASTMC-443.

The minimum diameter of manholes shall be 48”.

The flow channel through manholes should be made to conform in shape, slope, and smoothness to that of the sewers.

All manhole covers shall be adjusted to grade by the use of no more than 12” of pre-cast concrete adjusting collars. In areas outside the pavement, the manhole casting should be adjusted so that the top is slightly above grade to prevent the entrance of the surface water.

(t) Manhole Minimum Diameter. Manholes shall be constructed large enough to allow access to the sewer. The minimum diameter of manholes shall be 48”. Where manhole diameters of greater than 48” are used to accommodate the sewer pipes, the manhole shall be returned to 48” diameter as soon as practical above the sewer crown. Manhole openings 24” or larger are recommended for easier access with safety equipment to facilitate maintenance.

(u) Manhole Water Tightness. Manholes shall be constructed to permit casting adjustments by use of cast-in-place or pre-cast concrete adjusting collars not to exceed 12” in height. Solid manhole covers shall be used in all pavement locations. In other areas, the manhole casting shall be adjusted so the top of the manhole cover is slightly above grade to prevent the entrance of the surface water. In areas subject to flooding, secured watertight and solid manhole covers should be used. All manhole covers, seating frames, and adapter rings shall be machined to a firm and even bearing to provide a true fit into the frames. Manholes shall be installed with chimney seals and water tight dishes.

Inlet and outlet pipes should be joined to the manhole with a gasketed and/or flexible watertight connection meeting ASTM Specification C-443. Where three or more manholes in sequence are to be constructed with solid, watertight covers, adequate ventilation shall be provided.

(v) Flow Channel. The invert of the lowest pipe entering manhole shall be at least 3” (75 mm) above the top of the base slab so that the sewer flow channel maybe installed and shaped. The flow channel through manholes should be made to conform in shape, slope, and smoothness to that of the sewers.

Cut pipe shall not extend beyond the inside face of the manhole wall. Concrete placed inside the manhole to form the channel through the manhole shall not be placed between the pipe and the opening so as to interfere in any way with the flexibility of the joint.

(w) Drop Manholes. Drop manholes shall be used when the invert of the inflow sewer is 2.0’ or higher than the manhole invert. When this difference of elevation is less than 2.0’, the manhole invert shall be filled and channeled to prevent solids deposition.

Due to the unequal earth pressure that would result from the backfilling operation in the vicinity of the manhole, the entire outside drop connection shall be encased in concrete.

Drop manholes shall be constructed with outside drop connection, except where such connections is not practical. Inside drop connection to be used only with the approval of the Village of Ada. Minimum diameter for inside drop shall be 5’ inside the diameter. Manholes located in isolated areas should be provided with bolted covers for safety and to discourage vandalism.

(x) Test Inspection. The leakage and deflection tests are to be carried out by the contractor and witnessed and certified by the Village officials and/or their representative.

All pipe which does not meet the testing requirements must be repaired and retested until it meets the requirements.

(y) Railroad and Highway Crossings. When boring is required, the casing pipe shall be designed to meet the requirements of the local authority having jurisdiction and in compliance with the Village of Ada Construction Standards and Drawings. The size of the casing pipe shall be at least 4” greater than the largest outside diameter of the sewer pipe, joints or couplings.

(z) Stream Crossings.

(1) Location of sewers in streams.

A. Cover depth. The top of all sewers entering or crossing streams shall be at a sufficient depth below the natural bottom of the stream bed to protect the sewer line. In general, the following cover requirements must be met:

1. One foot of cover where the sewer is located in rock.

2. Three feet of cover in other material. In major streams, more than 3’ of cover may be required.

3. In paved stream channels, the top of the sewer line should be placed below the bottom of the channel pavement.

Less cover will be approved only if the proposed sewer crossing will not interfere with the future improvements to the stream channel. Reasons for requesting less cover shall be provided in the project proposal.

B. Horizontal Location. Sewers located along streams shall be located outside of the stream bed and sufficiently removed therefrom to provide for future possible stream widening and to prevent pollution by siltation during construction.

C. Structures. The sewer outfall, headwalls, manholes, gate boxes, or other structures shall be located so they do not interfere with the free discharge of flow through the stream.

D. Alignment. Sewer crossing streams should be designed to cross the stream as nearly perpendicular to the stream flow as possible and shall be free from change in grade. Sewer systems shall be designed to minimize the number of stream crossings.

(2) Construction.

A. Materials. Sewers entering or crossing streams shall be constructed of ductile iron pipe with mechanical joints; otherwise they shall be constructed so they will remain watertight and free from changes in alignment or grades. Material used to backfill the trench shall be stone, course aggregate, washed gravel or other materials which will not readily erode, cause siltation, damage pipe during placement or corrode the pipe.

B. Siltation and Erosion. Construction methods that will minimize siltation and erosion shall be employed. The design engineer shall include in the project specifications the method(s) to be employed in the construction of sewers in or near streams. Such methods shall provide adequate control of siltation and erosion by limiting unnecessary excavation, disturbing or uprooting trees and vegetation, dumping of soil or debris, or pumping silt-laden water into the stream. Specifications shall require that cleanup, grading, seeding, and planting or restoration of all work areas shall begin immediately. Exposed areas shall not remain unprotected for more than seven days.

(aa) Sewage Pumping Stations.

(1) General.

A. When sewage pump stations are required, they shall be designed and installed per the following standards:

1. Great Lakes Upper Mississippi River Board (GLUMRB) (Ten States Standards) “Recommended Standards for Wastewater Facilities”, latest version.

2. Ohio Environmental Protection Agency’s latest requirements.

3. Village of Ada Design Criteria and Standard Construction Drawings.

4. All other applicable codes and regulations.

B. Flooding. The wastewater pumping station structures and electrical and mechanical equipment shall be protected from physical damage by the 100-year flood. Wastewater pumping stations should remain fully operational and accessible during the 25-year flood. Regulations of state and federal agencies regarding flood plain obstructions shall be followed.

C. Grit. No individual residence or common residence grinder pumps will be permitted. Gravity sewers outletting into a common pump station will be required.

(2) Pump station type and standard requirements. Listed below are the standard requirements for pump stations in the Village of Ada. However, it is realized that certain situations may require other types of pump stations. It is highly recommended that early preliminary pumping station plans be submitted to the Village for their approval prior to beginning final engineering.

A. Type. Submersible Pump Stations with separate wet well and valve chamber is preferred by the Village.

B. Pump Type. Submersible pumps manufactured by Gorman-Rupp capable of pumping raw, unscreened sewage, 3-inch spherical solids and stringy materials typical of domestic sewage will be required. Multiple pumps shall be provided.

C. Electrical Installation.

1. All electrical installations and components shall be designed and installed per the National Electric Code (NEC) and all other electrical codes.

2. All equipment and components shall be housed in NEMA 4X stainless steel enclosures.

3. Controls and other equipment shall be Cutler-Hammer, or equivalent, as approved by the Engineer.

4. The cabinet shall be provided with a removable backplate on which all the components shall be mounted, with the exception of the H-O-A switches. The pump run lights shall be located on the outside door of the enclosure.

5. The pump control panel shall contain a circuit breaker, magnetic starter, hand-and-off-auto-selector-switch, run light, and seal leak indicating light for each pump.

6. There shall be furnished atop the control panel enclosure, a high water alarm flashing red light.

D. Liquid Level Control. The pumps are to be controlled by four mercury float switches, with brackets fastened inside the wet well.

E. Alarm Appurtenances.

1. Alarm signal shall be initiated by liquid level control system which shall be connected to a telemetering alarm system.

2. Power failure relay: Provide relay with N.O. contacts for hook up to a telephone line to be de-energized and contacts closed when power to station is interrupted.

3. High wet well level alarm: Provide high water alarm for hook up to the telemetering system.

F. Guide System.

1. System Design.

a. Permit removal of pumping units for inspection or service without dewatering wet well or interrupting operation of other pump equipment.

b. Pumps, when lowered into place, to be automatically connected to discharge piping with positive seal.

c. Incorporate fabricated aluminum access frame with provisions for mounting guide rails and hooks to retain pump cables.

2. Guide Rails. Two lengths of stainless steel pipe with pilots; 2-inch Schedule 40, stainless steel (304) size per pump manufacturer’s recommendation. Top and bottom pilots shall be Class 30 cast iron with flake glass/polyester coating.

3. Pump Guides.

a. Fabricated from bronze for spark proof operation.

b. Attached to pump volute with 316 stainless steel hex head cap screws.

4. Lift Chain. Lift chain shall be 304 stainless steel, size to support pump with a 4 to 1 safety factor.

G. Wet Well Structure.

1. The wet well shall be constructed of precast concrete sections conforming to ASTM C-478.

2. Wet Well Access. The door shall be of aluminum construction and have a handle, latch in the open position, and have a hasp for padlock. Surface shall be non-skid, diamond tread.

3. Vent. A vent with screen shall be installed in the top slab.

4. Hoist Stand. A hoist stand to fit existing pump hoist shall be mounted to the top slab to assure easy pump removal.

H. Piping and Valves.

1. Materials. All piping and fittings beginning after the hydraulic sealing flange unit shall be 4-inch diameter ductile iron pipe with flanged joints. Pipe joints shall be flanged and conform with ANSI Specification A21.10 (AWWA C110) for cast iron pipe flanges and flanged fittings, Class 125.

2. Valves.

a. Check valves to be 4” with outside lever and weight. Valves to be rated for 175 psi water working pressure and 350 psi hydrostatic test pressure.

b. Eccentric plug valve to be 4”, specifically designed for sewage applications with 100% port opening. Valve to have cast iron with Buna-N rubber coating to minimize wear and corrosion. Seat rings to seal at 175 psi. Valves to have flanged ends (ANSI B16.1) and nut operator.

c. A guide disconnect assembly as shown on the plans shall be installed in the valve pit.

(bb) Forcemains.

(1) Velocity and diameter. At design pumping rates, a cleansing velocity of at least 2’ per second should be maintained. The minimum forcemain diameter for raw wastewater shall be 4”.

(2) Air and vacuum relief valve. An air relief valve shall be placed at high points in the forcemain to prevent air locking. Vacuum relief valves may be necessary to relieve negative pressures on forcemains. The forcemain configuration and head conditions should be evaluated as to the need for and placement of vacuum relief valves. Forcemains shall be installed to keep high points and low points to a minimum.

(3) Termination. Forcemains should enter the gravity sewer system at a point not more than 2’ above the flow line of the receiving manhole.

(4) Pipe and design pressure. Pipe and joints shall be equal to water main strength material suitable for design conditions. The forcemain, reaction blocking and station piping shall be designed to withstand water hammer pressures and associated cyclic reversal of stresses that are expected with the cycling of wastewater pump stations.

(5) Design friction losses. Friction losses through forcemains shall be based on the Hazen and Williams formula or other acceptable methods. When the Hazen and Williams formula is used, the value of “C” shall be 100 for unlined iron or steel pipe for design. For other smooth pipe materials such as PVC, lined ductile iron, etc., a higher “C” value not to exceed 120 may be allowed for design.

(6) Identification. Where forcemains are constructed of material which might cause the forcemain to be confused with potable water mains, the forcemain shall be appropriately identified.

(7) Leakage testing. Leakage tests shall be required per the water main testing requirements as shown in the Village of Ada Standard Construction Drawings.

(8) Cleaning of the forcemain. All forcemains shall include sealed cleanouts for cleaning purposes at a maximum spacing of 600’.

Disclaimer: This Code of Ordinances and/or any other documents that appear on this site may not reflect the most current legislation adopted by the Municipality. American Legal Publishing provides these documents for informational purposes only. These documents should not be relied upon as the definitive authority for local legislation. Additionally, the formatting and pagination of the posted documents varies from the formatting and pagination of the official copy. The official printed copy of a Code of Ordinances should be consulted prior to any action being taken. For further information regarding the official version of any of this Code of Ordinances or other documents posted on this site, please contact the Municipality directly or contact American Legal Publishing toll-free at 800-445-5588.

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