HomeMy WebLinkAboutInterlocal Agreements - 2016.08.31 - 31102
July 10, 2017
Michigan Department of State
Office of the Great Seal Richard H. Austin Building, 1st Floor
430 W. Allegan Lansing, MI 48918
Dear Office of the Great Seal:
On August 31, 2016 the Board of Commissioners for Oakland County entered into an agreement per MR #16184 – Board
of Commissioners – Pilot Local Road Improvement Program Fiscal Year 2016 Appropriation – Village of Milford – 2016 Village Program Repairing Asphalt and Concrete Streets – Project No. 2016-11.
As required by Urban Cooperation Act 7 of 1967 - MCL 124.510(4), a copy of the signed agreement with the County of
Oakland and the City of Wixom, and the authorizing Board of Commissioners Resolution are enclosed for filing by your office.
Send confirmation of receipt of this agreement to:
Mr. Joseph Rozell, Director of Elections
Oakland County Clerk/Register of Deeds County Service Center, Building #14 East
1200 N. Telegraph Rd. Pontiac, MI 48341
(Please include our Miscellaneous Resolution number on the confirmation of receipt letter for filing purposes.)
Contact our office at (248) 858-0564 if you have any questions regarding this matter.
Sincerely,
COUNTY OF OAKLAND
Joseph J. Rozell, CERA Director of Elections
Cc: Pat Davis, Corporation Counsel, Oakland County
Deanna Fett-Hylla, Corporation Counsel, Oakland County Shannon Miller, Deputy Clerk of the Board, Oakland County Road Commission
Deborah Frazer, Clerk, Village of Milford
Enclosures
1
SEPTEMBER 6, 2016 PAGE 1 -1
REGULAR COUNCIL MEETING
MILFORD CIVIC CENTER
Council President Jerry Aubry called the meeting to order in the Milford Civic Center at
7:30 p.m. Council President Jerry Aubry led the Pledge of Allegiance.
PRESENT Council President Jerry Aubry; Council members Elizabeth Heer,
James Kovach, Thomas Nader, David Pehrson and Kevin Ziegler
ABSENT Council member Jennifer Frankford
ALSO PRESENT Leann Kimberlin, Legal Counsel; Christian Wuerth, Village Manager;
Phil Weipert, Oakland County Commissioner
ATTENDANCE
CM-09-118-16 Pehrson moved, Ziegler seconded, to excuse absence of Jennifer
Frankford from August 15, 2016 Council meeting.
Roll Call Vote:
Ayes: Herr, Pehrson, Ziegler
Nays: Kovach, Nader, Aubry
Absent: Frankford
Motion FAILS
CM-09-119-16 Pehrson moved, Ziegler seconded, to excuse absence of David
Pehrson from August 15, 2016 Council Meeting.
Roll Call Vote:
Ayes: Herr, Pehrson, Ziegler
Nayes: Kovach, Nader, Aubry
Absent: Frankford
Motion FAILS
APPROVE CONSENT AGENDA
CM-09-120-16 Nader moved, Kovach seconded, to approve the September 6, 2016
consent agenda as presented. Motion CARRIED.
Minutes of the Regular Council Meeting 08/15/2016
Council Approval List of Direct Debits
Council Approval Payroll 08/24/16
Approve Expenditure for Well #3 Overhaul
1
2
SEPTEMBER 6, 2016 PAGE 1 - 2
Approve Purchase of Salt Spreader
Approve Sidewalk Program Construction Proposal
Sewer Use Requests - 2 taps
- 743 Hickory St., 713 Hickory St.
Transfers and Disbursements
General $ 108,557.52
Major Street Fund 4,909.61
Local Street Fund 13,305.03
Municipal Street Fund 51,157.60
Police Fund 21,656.08
DDA Fund 14,284.35
Senior Citizens Transportation 3,323.67
Water/Wastewater Fund 273,069.27
Escrow Fund 19,844 10
Total $ 510,107.23
APPROVE AGENDA AS PRESENTED
CM-09-121-16 Kovach moved, Nader seconded, to approve the September 6, 2016
agenda. Motion CARRIED.
NEW BUSINESS
Approve Local Road Improvement Matching Fund Pilot Program
Agreement with Oakland County
CM-09-122-16 Kovach moved, Pehrson seconded, to Approve Local Road
Improvement Matching Fund Pilot Program Agreement with Oakland
County. Motion CARRIED.
Phil Weipert, Oakland County Commissioner, introduced himself to the council and
elaborated on the differences and benefits of bi-county and tri-county road funding.
CALL TO THE PUBLIC
None this evening.
MANAGERS REPORT
Mr. Wuerth provided a one-year review of the Temporary Use Permit. To date, a total of 9
such permits have been issued, with only one location requesting more than one permit —
River's Edge Brewing Co. has been issued three (3) permits in the last year. He
recommended no change to the four events per year limit.
2
3
SEPTEMBER 6, 2016 PAGE 1 - 3
COUNCILMEMBER REMARKS
Kovach questioned the root causes for the increase in water bills this billing cycle. It was
noted that both the base rate and usage rate have increased, coupled with the drought-like
summer increasing usage all contributed to increase water bills. He also inquired about the
gas station bid opening. Mr. Wuerth stated bid information will be available next week.
Aubrey requested an update on the WWTP management transition. Mr. Wuerth stated it is
stable through the current construction, and that is an ongoing evolution.
ADJOURN
The meeting was adjourned at 7:45 p.m.
P.J. Andrews
Village of Milford
Administrative Assistant
3
Council 09/19/2016 Approval List Bills - Paid by Direct Debit
9/13/16 ADN 101-236-720 $1,578.79
9/15/16 DTE 101-690-820 1.70
592-535-923 69.20
9/19/16 DTE 101-446-820 581.33
101-690-921 264.51
246-896-982 242.14
207-301-923 143.71
TOTAL $ 2,881.38
4 4
Council Approval List - Payroll
9/7/2016
Direct Deposit $70,339.06
H S A $2,817.98
Federal W/H 34,623.50
ICMA $5,788.17
MERS ICMA $6,194.52
MESP $75.00
State W/H $0.00
Thin Blue Line $35.00
$119,873.23
5 5
Department of Public Services
Memo
To: Christian Wuerth
From: Robert E. Calley-Director of Public Services
CC: Penny Ray-Finance Director/Treasurer
Date: September 6, 2016
Re: Vehicle Sale
Included in the 2016-2017 Department of Public Service budget are funds to
purchase a new 2016 Fleet/Non-Retail 4x4 pick-up truck. We were considering
fixing the existing vehicle to use for ordinance. As we looked into this further we
found it not to be cost effective.
ACTION REQUESTED
To sell a 2006 GMC Sierra 4x2 via online auction.
6 6
7
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Pace Ileallifient
Thomas Lindberg —Chief of Police
INTER-OFFICE MEMO
TO: Thomas C. Lindberg, Chief of Police
FROM: Kevin Knauss, Sergeant
DATE: 09/08/2016
SUBJECT: Active Shooter Vest with Protective Armor Plates - Proposal
This proposal is a formal request to allocate funds from the forfeiture account to purchase "Active Shooter"
vests and protective armor plates for each of our MCOLES certified officers. These vests are vital for the
protection of officers from high powered rifle rounds if responding to an active killer incident or other "high
risk" deployment. This proposal includes the recommendation to purchase (20) Lightweight Critical Mission
Response Rig vests from Officer Safety Solutions in Carlsbad, California.
As a current member of the Oakland County Tactical Consortium (OakTac), the Milford Police Department
continues to provide annual Active Shooter Response Training to its officers. As a result, officers are
equipped with the tactical skills to effectively respond to an "active killing" event. This training has also
identified that the overwhelming majority of "active killers" employ rifles, LED's (improvised explosive
devices) and personal body armor during their attacks. In short, these actors are well armed and anticipate a
law enforcement response when conducting their attacks. Although Milford officers are provided bullet
resistant vests as part of their daily uniform, this equipment is not designed to offer protection against rifle
rounds or explosive devices. Without the enhanced protection offered by supplemental armored vests, officers
responding to an active killing incident are at a marked disadvantage to those they are charged to stop.
After researching several armor packages, I would recommend the Lightweight Critical Mission Response
Rig offered by Officer Safety Solutions, of Carlsbad, California. This package includes (1) quick release plate
carrier;(2) NIJ 0101.06 Ultra Lightweight Level III Stand Alone , Multi-flit " Certified " Polyethylene Armor
Plates; (1) triple rifle magazine pouch; (1) triple pistol magazine pouch; (1) OSS Trauma plate pack; and (2)
"POLICE" ID panels for the price of $699 per unit. The Level III plates provide ballistic protection from the
most popular modern rifle ammunition and represent the latest technology in the industry.
The Milford Police Department is seeking a total disbursement of $14,438.50 (shipping charge included) from
the department's Forfeiture Account for aforementioned equipment.
Please do not hesitate to contact me with any questions related to this matter.
Sgt Kevin nauss
7
1e32
IL FORS L FO
TO: Village Council
FROM: Christian Wuerth, Village Manager
DATE: September 14, 2016
SUBJECT: Additional Electric Service for Central Park Restrooms
In preparing for the installation of electrical service to the new restroom building in Central Park, it
was determined that a new transformer and panel, along with associated items, would need to be
installed to meet code requirements.
As these items were not originally anticipated, quotes were obtained from several local contractors,
with the lowest quote being from Landry Electric, who is the current electrical contractor for the
project. In order to complete this work, approval is needed for an additional $5,900, to cover the
additional labor and materials.
SUGGESTED RESOLUTION
To approve the additional electrical materials and labor for the Central Park Restroom project, in an
amount not to exceed $5,900 from Landry Electric.
8
Landry Electric
PO box 1625
Brighton, Mi. 48116 Date Estimate #
8/23/2016 13-386
9
Estimate
Name / Address
John Stewart Assoc.
1645 North Milford Rd.
Milford, Mi 48381
Project
Milford public haulm.
Description Qty Cost Total
Additional work required:
Service - Main service in mechanical building is 480v. This was
unknown and will require the following:
Installation of new transformer 480 volt to 120/240 volt secondary ,
75 kva
Installation of conduit and conductors to outside connection point
sufficient for 200 amp panel
Installation of new main breaker for main distribution panel to feed
bath house
Labor and Materials 5,900.00 5,900.00
Total $5,900.00
Customer Signature
9
09/14/2016 08:45 AM User: DEBBY DB: Milford GL Number GL Desc INVOICE GL DISTRIBUTION REPORT FOR VILLAGE OF MILFORD INVOICE ENTRY DATES 09/01/2016 - 09/14/2016 JOURNALIZED OPEN AND PAID BANK CODE: FLAGS - CHECK TYPE: PAPER CHECK COUNCIL MEETING 09/19/2016 Vendor Invoice Desc. Invoice Page: 1/5 Due Date Amount Check Fund 101 GENERAL FUND Dept 000 REVENUE 101-000-107.000 GASOLINE INVENTORY 101-000-264.000 WITHHELD UNION DUES 101-000-267.000 WITHHELD INSURANCE OAKLAND FUELS INC POLICE OFFICERS ASSOC PENN MUTUAL LIFE INSU 2063525,2063526 SEPT 2016 DUES SEP 2016 09/19/16 09/19/16 09/19/16 6,946.09 812.77 48.76 66874 66887 66878 101-000-270.000 FLEX PLAN WITHHOLDING PENNY RAY 9/2/16 09/02/16 175.00 66810 Total For Dept 000 REVENUE 7,982.62 Dept 210 ATTORNEY 101-210-804.000 LEGAL SERVICES PEPPER HAMILTON 10997936,1099793 09/19/16 201.88 66879 Total For Dept 210 ATTORNEY 201.88 Dept 214 CIVIC CENTER 101-214-757.000 OPERATING SUPPLIES CITY ELECTRIC SUPPLY BRI/063624 09/19/16 210.03 66837 101-214-757.000 OPERATING SUPPLIES GILL ROY'S HARDWARE S AUG 16 VILOO9 09/19/16 17.18 66850 101-214-775.000 UNIFORMS/MAT RENTAL DOMESTIC LINEN DPS 09-13-2016 09/19/16 148.50 66841 101-214-820.000 CONTRACT SERVICES FISH WINDOW CLEANING WINDOW CLEANING 2475-19820 09/12/16 65.00 66822 101-214-820.000 CONTRACT SERVICES LARDNER ELEVATOR CO. 177846 09/19/16 143.00 66860 101-214-820.000 CONTRACT SERVICES PM TECHNOLOGIES 96185, 96196 96201, 96187, 09/19/16 250.00 66886 101-214-927.000 SEWER & WATER MILFORD WATER DEPARTM MAY-AUG 2016 09/19/16 1,086.17 66866 101-214-982.000 CAPITAL OUTLAY OFFICE EXPRESS DOWN PAYMENT CONFERENCE ROOM FURNIT 09-08-2016 09/08/16 1,500.00 66817
Total For Dept 214 CIVIC CENTER 3,419.88
Dept 236 FRINGE BENEFITS
101-236-716.000 MEDIrAT INSURANCE ANN COLLINS RETIREE HFATTH CARE SEPTEMBER 2016 09/08/16 163.18 66816 101-236-716.000 MEDIrAT INSURANCE MICHAEL SODEN RETIREE HELATH CARE SEPTEMBER 2016 09/08/16 294.00 66818
Total For Dept 236 FRINGE BENEFITS 457.18
Dept 371 BUILDING DEPARTMENT
101-371-818.000 PART TIME INSPECTIONS KEN BORYCZ AUGUST 2016 09/06/16 1,708.55 66812
Total For Dept 371 BUILDING DEPARTMENT 1,708.55
Dept 428 ORDINANCE ENFORCEMENT
101-428-757.000 OPERATING SUPPLIES GILL ROY'S HARDWARE S AUG 16 VI1009 09/19/16 32.76 66850 101-428-775.000 UNIFORMS/MAT RENTAL STEPHANIE NICHOLLS UNIFORM PURCHASE 9-12-16 09/12/16 44.50 66824 101-428-873.000 CONFERENCE/WORKSHOPS MI ASSOC. OF CODE ENF STEPHANIE NICHOLLS 10/11/16 CONF 09/19/16 35.00 66867
Total For Dept 428 ORDINANCE ENFORCEMENT 112.26
Dept 441 DEPARTMENT OF PUBLIC SERVICES
101-441-757.000 OPERATING SUPPLIES GILL ROY'S HARDWARE S AUG 16 VILOO9 09/19/16 20.47 66850 101-441-757.000 OPERATING SUPPLIES MILFORD FEED 845941 09/19/16 26.00 66870 101-441-775.000 UNIFORMS/MAT RENTAL DOMESTIC LINEN DPS 09-13-2016 09/19/16 414.25 66841 101-441-927.000 SEWER & WATER MILFORD WATER DEPARTM MAY-AUG 2016 09/19/16 415.95 66666 101-441-931.000 BUILDING MAINTENANCE 13957 09/19/16 32.25 66846 FIVE STAR ACE
101-441-931.000 BUILDING MAINTENANCE
101-441-955.000 DOWNTOWN MAINTENANCE
GILL ROY'S HARDWARE S
GILL ROY'S HARDWARE S
AUG 16 VIL009
AUG 16 VIL009
09/19/16
09/19/16
4.99
96.14
66850
66850 101-441-955.000 DOWNTOWN MAINTENANCE ONE STOP LANDSCAPE SU 0644686, 206517, 2066322, 2067323 AUG 2016 09/19/16 34.75 66876
Total For Dept 441 DEPARTMENT OF PUBLIC SERVICES 1,044.80
Dept 446 STREET LIGHTING
101-446-820.000 CONTRACT SERVICES DTE ENERGY SEPTEMBER 19, 20 09/12/16 49.26 66821
Total For Dept 446 STREET LIGHTING 49.26
Dept 526 LANDFILL
101-526-804.000 LEGAL SERVICES PEPPER HAMILTON 10997936,1099793 09/19/16 252.35 66879 101-526-820.000 CONTRACT SERVICES AMEC FOSTER WHEELER H06101541 09/19/16 935.54 66829
01
1,187.89 Total For Dept 526 LANDFILL
Dept 531 REFUSE COLLECTION
101-531-820.000 CONTRACT SERVICES GREENLEAF COMPACTION, RI654151 09/19/16 885.00 66852 101-531-820.000 CONTRACT SERVICES RIZZO ENVIRONMENTAL S 142115 09/19/16 29,478.50 66888
Total For Dept 531 REFUSE COLLECTION 30,363.50 10
09/14/2016 08:45 AM User: DEBBY DB: Milford GL Number GL Desc INVOICE GL DISTRIBUTION REPORT FOR VILLAGE OF MILFORD INVOICE ENTRY DATES 09/01/2016 - 09/14/2016 JOURNALIZED OPEN AND PAID BANK CODE: FLAGS - CHECK TYPE: PAPER CHECK COUNCIL MEETING 09/19/2016 Vendor Invoice Desc. Invoice Page: 2/5 Due Date Amount Check Fund 101 GENERAL FUND Dept 553 FLEET MAINTENANCE 101-553-757.000 OPERATING SUPPLIES 101-553-757.000 OPERATING SUPPLIES 101-553-757.000 OPERATING SUPPLIES 101-553-775.000 UNIFORMS/MAT RENTAL 101-553-933.000 EQUIPMENT MAINTENANCE 101-553-933.000 EQUIPMENT MAINTENANCE 101-553-933.000 EQUIPMENT MAINTENANCE 101-553-933.000 EQUIPMENT MAINTENANCE 101-553-933.000 EQUIPMENT MAINTENANCE AIRGAS GREAT LAKES PETER'S TRUE VALUE HA UPS STORE DOMESTIC LINEN DPS RADER & SONS CO. FELDMAN CHEVROLET GREEN OAK TIRE, INC. INTERSTATE BATTERY SY SHULTS EQUIPMENT LLC 9938616947 09/19/16 K32894 09/19/16 08/31/16 09/19/16 09-13-2016 09/19/16 274195 09/19/16 J1363, AUG 2016 09/19/16 AUGUST 2016 09/19/16 91128527, 911294 09/19/16 102241-IN 09/19/16 289.64 10.68 12.96 78.00 7.70 991.69 59.00 503.75 344.78 Total For Dept 553 FLEET MAINTENANCE 2,298.20 Dept 690 PARKS AND
101-690-757.000
101-690-757.000
101-690-982.000
101-690-982.000
101-690-982.000
101-690-982.000
101-690-982.000
101-690-982.000
101-690-982.000
101-690-962.000
101-690-982.000
RECREATION
OPERATING SUPPLIES
OPERATING SUPPLIES
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
CAPITAL OUTLAY
MILFORD GLASS, INC.
ONE STOP LANDSCAPE SU
ARCHITECTURAL HARDWAR
CARTER LUMBER
HART CARPENTRY
JANETTE & SONS
LANDRY ELECTRIC
PIPE INC.
SMEDE-SON STEEL
JOHN STEWART ASSOCIAT
ZIMMERMAN MASONRY
WADE TRIM
31366
0644686, 206517, 2066322, 2067323 AUG 2016
THRU 8/23/16
248156547, 248156548, 248156549, 23 248156545
CENTRAL PARK RESTROOM 727
2728
11-0895
44738
1607-046925
BILLING SUMMARY 14908
CENTRAL PARK RESTROOMS 08/31/2016
Total For Dept 690 PARKS AND RECREATION
2006292
Total For Dept 801 PLANNING COMMISSION
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
25.00
210.00
11,792.30
11,433.11
4,680.00
18,000.00
7,148.96
12,600.00
214.65
5,580.00
10,642.50
82,326.52
800.00 66897
600.00
Dept 801 PLANNING COMMISSION
101-801-817.000 CONSULTANT
66827 66884 66895 66841 66832 66844 66851 66855 66889
66864
66876
66831
66835
66853
66857
66859
66885
66890
66893
66900
Dept 961 GENERAL ADMINISTRATION
101-961-728.000 OFFICE SUPPLIES
101-961-728.000 OFFICE SUPPLIES
101-961-853.000 TELEPHONE
101-961-853.000 TELEPHONE
STAPLES BUSINESS ADVA
UPS STORE
FRONTIER
FRONTIER
3312520495, 3312600829
08/31/16
8/1-8/31
9-26-16
09/19/16
09/19/16
09/02/16
09/12/16
105.98
9.50
318.43
67.11
66892
66895
66806
66823
Total For Dept 961 GENERAL ADMINISTRATION
501.02
Fund 202 MAJOR STREET FUND
Dept 442 STREET-STORM SEWERS
202-442-757.000 OPERATING SUPPLIES
Total For Fund 101 GENERAL FUND
132,453.56
IVERSON LUMBER CO. AUGUST 2016
Total For Dept 442 STREET-STORM SEWERS
86724
Total For Dept 445 STREET-MAINTENANCE
Total For Fund 202 MAJOR STREET FUND
09/19/16 38.40 66856
Dept 445 STREET-MAINTENANCE
202-445-757.000 OPERATING SUPPLIES
38.40
JOHN D. OSBORNE TRUCK 06/30/16 401.79 66901
401.79
Fund 203 LOO17 STREET FUND
Dept 444 STREET-SNOW & ICE
203-444-757.000 OPERATING SUPPLIES
440.19
LOWE'S HOME CENTERS, AUGUST 2016 09/19/16 38.74 66861
Total For Dept 444 STREET-SNOW & ICE
38.74
Dept 445 STREET-MAINTENANCE
11
203-445-757.000 OPERATING SUPPLIES JOHN D. OSBORNE TRUCK 86724 06/30/16 401.79 66901 203-445-820.000 CONTRACT SERVICES WOLVERING SFATCOATING 8660 09/19/16 28,744.48 66899
Dept 447 STREET CAPITAL IMPROVEMENTS
203-447-982.000 CAPITAL OUTLAY
Total For Dept 445 STREET-MAINTENANCE
29,146.27
MILFORD REDI MIX AUG 2016 09/19/16 1,206.50 66865 11
INVOICE GL DISTRIBUTION REPORT FOR VILLAGE OF MILFORD INVOICE ENTRY DATES 09/01/2016 - 09/14/2016 JOURNALIZED OPEN AND PAID BANK CODE: FLAGS - CHECK TYPE: PAPER CHECK COUNCIL MEETING 09/19/2016 Vendor Invoice Desc. 09/14/2016 08:45 AM User: DEBBY DB: Milford GL Number GL Desc Page: 3/5 Invoice Due Date Amount Check Fund 203 LOCAT STREET FUND Dept 447 STREET CAPITAL IMPROVEMENTS Total For Dept 447 STREET CAPITAL IMPROVEMENTS 1,206.50 Fund 204 MUNICIPAL STREET FUND Dept 447 STREET CAPITAL IMPROVEMENTS 204-447-982.002 CAPITAL IMPROVEMENTS MAJO MICHIGAN DEPT. OF TRA Total For Fund 203 LOCAL STREET FUND 30,391.51 591-8052589 09/19/16 318,893.49 66663 Total For Dept 447 STREET CAPITAL IMPROVEMENTS 318,893.49 Total For Fund 204 MUNICIPAL STREET FUND 318,693.49 Fund 207 POLICE FUND
Dept 301 POLICE DEPARTMENT
207-301-714.000 CLOTHING
207-301-714.000 CLOTHING
207-301-729.000 PRINTING
207-301-757.000 OPERATING SUPPLIES
207-301-757.000 OPERATING SUPPLIES
207-301-757.000 OPERATING SUPPLIES
207-301-757.000 OPERATING SUPPLIES
207-301-757.000 OPERATING SUPPLIES
207-301-820.000 CONTRACT SERVICES
207-301-823.000 CUSTODIAL SERVICE
207-301-823.000 CUSTODIAL SERVICE
207-301-823.000 CUSTODIAL SERVICE
207-301-853.000 TELEPHONE
207-301-863.000 VEHICLE MAINTENANCE
207-301-863.000 VEHICLE MAINTENANCE
207-301-927.000 SEWER & WATER
207-301-931.000 BUILDING MAINTENANCE
207-301-931.000 BUILDING MAINTENANCE
207-301-933.000 EQUIPMENT MAINTENANCE
207-301-960.000 EDUCATION/TRAINING
GALLS, AN ARAMARR CO.
UNITEX DIRECT 143570
THE DIGITAL DOCUMENT
DELORES DEMKO REIMBURSEMENT FOR OFFICE SUPPLIES
2 MOMS & A MOP
LAKESIDE FIRE SERVICE
MARLIN BUSINESS BANK
O'REILLY AUTO PARTS
TRANS UNION RISK & AL ONLINE INVESTIGATIVE SERVICES
2 MOMS & A MOP
DOMESTIC LINEN DPS
FISH WINDOW CLEANING
COMCAST CAGLEVISION
FELDMAN CHEVROLET
FELDMAN CHEVROLET
MILFORD WATER DEPARTM
J A CARNEY
I.T. RIGHT
BURWOOD BUSINESS MACH
STATE OF MICHIGAN
5977109 09/19/16
143268 09/19/16
1056094 09/19/16
SEPTEMBER 2, 201 09/12/16
38148 09/19/16
51714 09/19/16
14363515 09/19/16
4012279286 09/19/16
568889-2016 09/09/16
38148 09/19/16
09-13-2016 09/19/16
PD 9/8/16 09/19/16
DUE 9-22-16 09/19/16
J1363, AUG 2016 09/19/16
J54167 AUG 2016 09/19/16
MAY-AUG 2016 09/19/16
85609 09/19/16
20149251 09/19/16
INV2076 09/19/16
551-471723 09/19/16
269.50 66848
19.80 66894
120.00 66840
25.28 66820
60.00 66825
262.00 66858
54.95 66868
39.99 66873
1,327.00 66819
35.00 66825
87.36 66841
100.00 66845
185.96 66838
309.92 66844
121.45 66844
599.25 66866
660.00 66834
7,500.00 66854
50.08 66833
65.00 66869
11,892.54
11,892.54
Total For Dept 301 POLICE DEPARTMENT
Total For Fund 207 POLICE FUND
Fund 246 DOWNTOWN
Dept 896 DOWNTOWN
246-896-728.000
246-896-820.000
246-896-890.000
246-896-890.000
246-896-890.000
246-896-960.000
246-896-982.000
246-896-982.000
DEVELOPMENT AUTHORITY
DEVELOPMENT AUTHORITY
OFFICE SUPPLIES
CONTRACT SERVICES
BUSINESS RECRUITMENT/RETE
BUSINESS RECRUITMENT/RETE
BUSINESS RECRUITMENT/BETE
EDUCATION/TRAINING
CAPITAL OUTLAY
CAPITAL OUTLAY
CRAIN'S DETROIT BUSIN RENEW 1 YR SUBSCRIPTION
GARDEN MASTERS
2 STONES EVENTS
NINA & THE BUFFALO RI
STONE CLOVER
ANN BARNETTE MDA - GRAND HAVEN
ONE STOP LANDSCAPE SU 0644686, 206517, 2066322, 2067323
PANOURGLAS LAW FIRM
9-13-16
2345
CURRENTS, 9/17
CURRENTS 9/17
CURRENTS 9/17
09-06-2016
AUG 2016
1291
09/19/16 59.00
09/19/16 444.80
09/02/16 1,000.00
09/02/16 1,000.00
09/02/16 900.00
09/08/16 171.72
09/19/16 219.32
09/19/16 17.50
66839
66849
66805
66808
66811
66815
66876
66877
STATE OF MICHIGAN
GILL ROY'S HARDWARE S
UPS STORE
DOMESTIC LINEN
PM TECHNOLOGIES
CITY OF SOUTH LYON
09/02/16
09/19/16
09/19/16
09/19/16
09/19/16
09/19/16
Fund 592 WATER/WASTEWATER FUND
Dept 530 WATER DEPARTMENT
592-530-757.000 OPERATING SUPPLIES
592-530-757.000 OPERATING SUPPLIES
592-530-757.000 OPERATING SUPPLIES
592-530-775.000 UNIFORMS/MAT RENTAL
592-530-820.000 CONTRACT SERVICES
592-530-820.000 CONTRACT SERVICES
Total For Dept 896 DOWNTOWN DEVELOPMENT AUTHORITY
Total For Fund 246 DOWNTOWN DEVELOPMENT AUTHORITY
LEMARBE D3 TEST
AUG 16 VIL009
08/31/16
DPS 09-13-2016
96185, 96196 96201, 96187,
BACTERIA TESTING JULY 2016
3,812.34
3,812.34
70.00
2.99
25.00
31.50
750.00
195.00
66607
66850
66895
66841
661806
66891
12
Total For Dept 530 WATER DEPARTMENT 1,074.49 12
09/14/2016 08:45 AM User: DEBBY DB: Milford GL Number GL Desc INVOICE GL DISTRIBUTION REPORT FOR VILLAGE OF MILFORD INVOICE ENTRY DATES 09/01/2016 - 09/14/2016 JOURNALIZED OPEN AND PAID BANK CODE: FLAGS - CHECK TYPE: PAPER CHECK COUNCIL MEETING 09/19/2016 Vendor Invoice Desc. Page: 4/5 Invoice Due Date Amount Check Fund 592 WATER/WASTEWATER FUND Dept 535 SEWER DEPARTMENT 592-535-757.000 OPERATING SUPPLIES GILL ROY'S HARDWARE S AUG 16, MWW001 09/19/16 92.13 66850 592-535-757.000 OPERATING SUPPLIES LUBRICATION ENGINEERS 1E313636 09/19/16 1,935.04 66862 592-535-757.000 OPERATING SUPPLIES MOTOR CITY PIPE & SUP 190752 09/19/16 216.73 66871 592-535-757.000 OPERATING SUPPLIES USA BLUE BOOK 035491, 035987 046934 09/19/16 697.89 66896 592-535-760.000 OPERATING CHEMICALS ALEXANDER CHEMIcAI CO SLS 10049896 SLS 10049950 09/19/16 6,193.48 66628 592-535-775.000 UNIFORMS/MAT RENTAL DOMESTIC LINEN WWTP 9-13-16 09/19/16 251.35 66841 592-535-853.000 TELEPHONE FRONTIER ACCT 248-605-8502-101287-5 7/20-8/19 09/19/16 160.25 66847 592-535-921.000 ELECTRIC DTE ENERGY DUE 9/29/16 09/19/16 7,370.32 66842 592-535-931.000 BUILDING MAINTENANCE LOWE'S HOME CENTERS, AUGUST 2016 09/19/16 60.74 66861 592-535-933.000 EQUIPMENT MAINTENANCE ABM BUILDING SOLUTION 9862477 09/19/16 937.39 66826 592-535-933.000 EQUIPMENT MAINTENANCE CERTIFIED REDUCER REB 325272 09/19/16 2,475.35 66836 592-535-958.000 MEMBERSHIPS WATER ENVIRONMENT FE DON BOASE TOM MACKENZIE 09/19/16 344.00 66898 592-535-960.000 EDUCATION/TRAINING M.W.E.A. E17448 09/19/16 260.00 66872
592-535-982.000 CAPITAL OUTLAY E & L CONSTRUCTION GR APP. 10 09/19/16 543,613.68 66843
Total For Dept 535 SEWER DEPARTMENT 564,608.35
Dept 990 DEBT
592-990-995.186 INTEREST OAKLAND COUNTY TREASU WAS0000123 09/19/16 4,117.50 66875
Total For Dept 990 DEBT 4,117.50
Total For Fund 592 WATER/WASTEWATER FUND 569,800.34
Fund 701 ESCROW FUND
Dept 000 REVENUE
701-000-202.002 BUILDING BOND WASHOUT BRIAN & LAURA MUELLER BD BOND REFUND BB16-117 09/02/16 750.00 66809 701-000-202.002 BUILDING BOND WASHOUT ULTIMATE CARE AND MAI BD Bond Refund BB16-110 09/19/16 750.00 66680 701-000-202.002 BUILDING BOND WASHOUT BILLY'S ROOFING BD Bond Refund BB16-116 09/19/16 80.00 66881
701-000-202.002 BUILDING BOND WASHOUT P D ROOFING INC BD BOND REFUND, 312 N. MAIN BB16-107 09/19/16 100.00 66882 701-000-202.002 BUILDING BOND WASHOUT HERMANN CONSTRUCTION BD BOND REFUND, 429 STONEWOOD BB15-176 09/19/16 500.00 66883 701-000-202.002 BUILDING BOND WASHOUT HERMANN CONSTRUCTION BD BOND REFUND, 429 STONEWOOD 83316-013 09/19/16 1,000.00 66683 701-000-212.000 AMP SECURITY DEPOSIT AMERICAN CANCER SOCIE AMERICAN CANCER SOCIETY DEPOSIT REF 9-11-16 09/19/16 200.00 66830 701-000-227.000 DISTRICT COURT BONDS 52-1 DISTRICT COURT SINGH, MANINDIRJIT 16-8052 09/08/16 100.00 66813 701-000-227.000 DISTRICT COURT BONDS 52-1 DISTRICT COURT SCOTT, CHRISTY 14-6033 09/08/16 500.00 66814
Total For Dept 000 REVENUE 3,980.00
Total For Fund 701 ESCROW FUND 3,980.00
31 13
09/14/2016 08:45 AM User: DEBBY DB: Milford INVOICE GL DISTRIBUTION REPORT FOR VILLAGE OF MILFORD INVOICE ENTRY DATES 09/01/2016 - 09/14/2016 JOURNALIZED OPEN AND PAID BANK CODE: FLAGS - CHECK TYPE: PAPER CHECK COUNCIL MEETING 09/19/2016 Page: 5/5 GL Number GL Desc Vendor Invoice Desc. Invoice Due Date Amount Check Fund Totals: Fund 101 GENERAL FUND Fund 202 MAJOR STREET FUND Fund 203 LOCAT STREET FUND Fund 204 MUNICIPAL STREET FUND Fund 207 POLICE FUND Fund 246 DOWNTOWN DEVELOPMENT AUTHOR Fund 592 WATER/WASTEWATER FUND Fund 701 ESCROW FUND 132,453.56 440.19 30,391.51 318,893.49 11,892.54 3,812.34 569,800.34 3,980.00 Total For All Funds: 1,071,663.97
14 14
TO: Village Council
FROM: Christian Wuerth, Village Manager
DATE: September 12, 2016
SUBJECT: Water & Sewer Rate Policy
Annually, as part of the budget process, Village Council adopts a resolution establishing water and
sewer rates for the coming fiscal year. Existing practice has been for the new rates to become effective
for all invoices generated on or after the July 1 start of the fiscal year. As best we can determine based
upon a review of the files, this practice dates to the 1970s, and likely earlier. At the August 15, 2016
meeting Council discussed possible changes to this policy and requested additional information from
staff.
In reviewing the information related to this issue, the core issue is billing the effective rate based upon
the actual date of usage - which our current system does not allow. There are two potential solutions
to this issue - upgrading the meter reading infrastructure or adopting a new policy to prorate the
billing periods which overlap two different rate structures.
The majority of water meters currently in use within the Village require manual reading, and each of
the three billing sections take approximately 2 weeks to read and process. While these meters are not
yet obsolete, they are several generations behind the latest technologies and a vast majority of the
meters require Village staff to physically connect to the meter infrastructure to obtain a read.
Newer meter systems range from technologies that would simply require staff to drive by the meter to
technologies which would allow for remote meter reading from a central point. Either technology
could help to resolve the issue at hand, but both come at a cost - in excess of $1 million - in order to
fully deploy within the system. In speaking with our current meter provider, the meters with the
"drive-by" technology are fairly easily upgraded at a later date, if the Village opts to pursue a fixed read
system.
At this time, the Village already requires new water meter installations and replacements to utilize the
meters with the "drive-by" reading technology, which will ultimately allow for a shorter timeframe for
staff to read meters - freeing them up for additional tasks. These meters are able to be retrofitted in
the event the Village decides to pursue a fixed read system in the future. It may also be feasible to
replace the reading equipment on existing meters at a lower cost than a full replacement program.
In speaking with our software provider (BS&A), they can assist the Village in implementing a
mechanism to prorate future water bills. This would allow for the bills to be broken into periods
covering two different rate structures. Though this is not 100% accurate, it is reasonable, and outside
an initial learning curve, fairly easily implemented. After reviewing the available options, this is the
most cost-effective method of correcting the existing policy. I would request that Council provide
formal action on establishing a new policy of prorating water and sewer bills for the first billing cycle
following the effective date of new utility rates.
15
16
It is my recommendation that this policy change be made effective with the 2017-2018 Fiscal Year
Budget, as the current budget was adopted based upon the existing policy. A retroactive change would
require water and sewer rates to be adjusted upward in order to maintain a balanced FY2016-2017
Budget, as detailed in the attached memorandum for Treasurer/Finance Director Penny Ray. This is
based upon the fact that the water and sewer rates are calculated based upon necessary operations,
maintenance, and capital expenses for the fiscal year and the projected usage.
Another issue that arose during the prior discussion was whether or not the actual read dates could be
printed on future water/sewer bills. This change is easily made and will be implemented once we are
satisfied that the format is easily read by customers - no Council action is required.
SUGGESTED RESOLUTION
To adopt a policy directing that water and sewer utility bills be prorated for the first billing cycle
following the effective date of new utility rates, effective with the Fiscal Year 2017-2018 Budget.
16
VILLAGE OF MILFORD
17
1100 ATLANTIC STREET MILFORD, MICHIGAN 48381
MEMORANDUM
TO: Christian Wuerth, Village Manager
FROM: Penny Ray, Treasurer/Finance Director
DATE: September 2, 2016
RE: 2016-2017 Water/Wastewater Rates
In regards to the conversation regarding how we bill for water and sewer rate increases some
alternatives have been explored. One of the options was to prorate the bills and credit back the
difference between the old and new rates. The problem with this is that the rates for 16-17 have been
set based on the needs of the system so revenues need to be raised to meet those needs.
Rates are simply calculated by taking the cost of operating the water/sewer system and dividing that
number by the estimated number of gallons sold, the result is the cost per 1,000 gallons. I have
calculated what it would take to make up the difference if we were to credit back the difference in the
rates, the amounts vary based on the revenue needed.
Revised Rates: Current Rates:
Water Use 1.88 Water Use 1.91
Water Bond 2.40 Water Bond 2.42
Sewer Use 6.31 Sewer Use 6.41
*Sewer Bond 0.22 *Sewer Bond 0.22
By adjusting the rates we ensure that there is enough revenue to maintain a balanced budget.
*Sewer bond does not increase since the rate is the same as last year.
17
VILLAGE OF MILFORD
ORDINANCE NO. 231-203
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS AMENDMENT
AN ORDINANCE TO AMEND ARTICLE I, IN GENERAL, THROUGH ARTICLE XIII,
AS-BUILT DRAWINGS, PROCEDURES AND REQUIREMENTS, OF CHAPTER 38,
ENGINEERING DESIGN AND CONSTRUCTION STANDARDS, OF THE CODE OF
ORDINANCES FOR THE VILLAGE OF MILFORD, IN ORDER TO ADOPT THE
VILLAGE OF MILFORD ENGINEERING STANDARDS AND DESIGN
SPECIFICATIONS, AS AMENDED, AS THE MINIMUM ENGINEERING
REQUIREMENTS FOR THE DESIGN AND CONSTRUCTION OF SUBDIVISIONS,
SITE PLAN IMPROVEMENTS, UTILITY SYSTEMS AND ROADS LOCATED
WITHIN THE VILLAGE.
THE VILLAGE OF MILFORD ORDAINS:
Section 1. Amendment, Article I.
Section 38-1, Purpose, Section 38-2, Definitions, Section 38-4, General
procedures and requirements, Section 38-6, Standard details, Section 38-8, Inspections,
Section 38-10, Deposit and fees, and Section 38-11, Insurance and bond, of Article I, In
General, of Chapter 38, Engineering Design and Construction Standards, of the Code of
Ordinances for the Village of Milford, shall be amended to read as follows:
Sec. 38-1 Purpose.
The purpose of this chapter is to establish the minimum engineering requirements
for the design and construction of subdivisions, site plan improvements, utility systems,
and roads located within the Village through the adoption of the Village of Milford
Engineering Standards and Design Specifications, as may be amended. In the event
conflicts arise between the provisions of this Ordinance and the Engineering Standards
and Design Specifications, this Ordinance shall govern.
Sec. 38-2 Definitions.
The following words, terms, phrases and abbreviations, when used in this chapter,
shall have the meanings ascribed to them in this section and as set forth in the village
zoning ordinance, except where the context clearly indicates a different meaning:
AASHTO means the American Association of State Highway and Transportation
Officials.
18 18
19
ANSI means the American National Standards Institute.
ASTM means the American Society for Testing and Materials.
AWPVA means the American Water Works Association.
Easement means the right of an owner of property, by reason of such ownership, to use
the property of another for purposes of ingress, egress, utilities, drainage and similar uses.
Engineering Standards and Design Specifications means the engineering and
construction standards and design specifications, as approved by village council and
incorporated herein by reference, which establish minimum engineering requirements for
the design and construction of subdivisions, site plan improvements, utility systems and
roads located within the Village. The Engineering Standards and Design Specifications,
as may be revised and amended from time to time, shall be maintained in the village
clerk's office.
GLUMRB means the Recommended Standards for Sewage Works (Ten States Standards),
standards for use as a guide in the design and preparation of plans and specifications for
sewage works, prepared by the Standards Committee of the Great Lakes-Upper
Mississippi River Board of State Sanitary Engineers.
MDOT means the Michigan Department of Transportation.
MDPH means the Michigan Department of Public Health.
NCPI means the National Clay Pipe Institute.
RCOC means the Road Commission for Oakland County.
Standard detail drawings (SDD) means the village standard detail drawings for water
mains, storm sewers, sanitary sewers and road pavement adopted by village council
resolution. These standard detail drawings are set forth and included in the Engineering
Standards and Design Specifications.
Subdivision shall be equivalent to a subdivision as defined in the village subdivision
regulations. A site condominium consisting entirely of single-family detached
condominium units shall be equivalent to a subdivision as used in this chapter.
Village means the Village of Milford, Michigan, represented by the village manager.
Village engineer means the consulting engineers employed by the village.
Village manager means the person appointed by the village council in charge of the
villages administrative duties.
Engineering Design and Construction Standards 2
19
Sec. 38-4 General procedures and requirements.
(a) All construction shall be in compliance with the procedural and substantive
requirements of chapter 94, concerning zoning; chapter 74, concerning subdivisions and
land division; article V, chapter 42, concerning soil erosion control; article II, chapter 58,
concerning private roads; chapter 70, concerning sidewalk, driveway, drainage course and
right-of-way openings; the Subdivision Control Act of 1967, Act No. 288 of the Public
Acts of Michigan of 1967 (MCL 560.101 et seq.); the Condominium Act, Act No. 59 of
the Public Acts of Michigan of 1978 (MCL 559.101 et seq.), as amended; and all other
applicable statutes and ordinances, in addition to the requirements contained in this
chapter and the Engineering Standards and Design Specifications, as amended.
(b) Engineering drawings for proposed subdivision improvements, site plan
improvements, utility and road construction shall be approved by all jurisdictional
agencies and the village engineer prior to the beginning of construction. Prior to the start
of construction all site improvement related approvals and permits must be secured.
(c) A developer shall provide the village with necessary easements prior to
commencement of construction to allow maintenance of any water mains, sanitary sewers
or storm drains that are to be located on developed property and maintained by the
village. The form of such easements shall be subject to approval of the village engineer
and the village attorney. Sufficient evidence of title shall be provided by the grantor along
with the easement in the form of a policy of title insurance, acceptable to the village
attorney, to show that the grantor of the easement is the owner of the property. All parties
having a legal interest in the property shall execute and grant the easement. Easements
shall be of a minimum 20-foot width, unless a narrower width is approved by the village
engineer. The village engineer may approve a narrower width upon determination that
strict adherence to the 20-foot standard would result in undue hardship to the developer,
and that all necessary maintenance functions can be adequately and efficiently performed
within a narrower easement.
Sec. 38-6 Standard details.
All utilities described and contained in this chapter shall be constructed in
accordance with the village's standard details drawings as set forth and included in the
Engineering Standards and Design Specifications, copies of which shall be kept in the
office of the village clerk, available for inspection and distribution to the public.
Reproducible copies are available from the village engineer.
Sec. 38-8 Inspections.
Full-time or part-time inspection as determined by the village manager
and/or the village engineer shall be required during the construction of subdivisions, site
plan improvements and utility systems and roads located within the village. Such
20
Engineering Design and Construction Standards 3
20
21
construction and improvements shall include, but not be limited to, water mains, sanitary
sewers, storm sewers, stormwater holding facilities, street paving, driveway pavements
and pumping stations. Inspection personnel shall be provided by the village or the village
engineer. All estimated costs to be incurred for inspection review services must be paid
prior to the start of construction by the proprietor, owner or developer of the project to be
constructed. All costs incurred by the village for inspection shall be paid by the
proprietor, owner or developer prior to final acceptance of the project by the village.
(1) Three working days prior to beginning any work, the owner or his contractor must
notify the village or village engineer.
(2) It shall be the owner's responsibility to provide soil and material testing to ensure that
all construction methods and materials meet the requirements of this chapter. Such testing
will be performed by a qualified testing laboratory or registered professional engineer
acceptable to the village engineer. All testing shall be subject to the direction and review
of the village or village engineer.
(3) Failure by the owner or his contractors or agents to strictly adhere to this chapter, to
use good engineering judgment during any phase of the work, or to conduct the work in
accordance with the approved plans may cause the village engineer to consider the work
unacceptable.
Sec. 38-10 Deposit and fees.
At the time of submittal of plans and specifications and detailed estimate of cost
of the proposed subdivisions and project improvements, the proprietor shall deposit with
the village a fee for review of such, as estimated by the building department and village
engineer. Actual review costs incurred by the village will be deducted from the deposit. If
costs exceed the deposit amount, then the developer shall deposit additional funds. At the
completion of review, any surplus funds will be returned to the developer. Further, prior
to the construction of subdivision and project improvements, the proprietor shall provide
a deposit to be held in escrow by the village. This escrow deposit shall be made prior to
the commencement of any construction and no later than 24 hours prior to any
preconstruction meeting. The deposit amount shall be based upon the engineer's estimate
for the project, the amount and type of work involved and the typical production rates.
At the completion of the project, if the deposit made toward the cost of a total inspection
fee, as provided in this section, is not sufficient, then the contractor or owner shall pay
such additional amount as may be required to pay to the village for the total inspection
costs at the time when funds are depleted. If, at the completion of the project, it is
ascertained that the total inspection cost to the village was less than the amount deposited,
then the surplus shall be returned to the contractor or owner upon the final acceptance of
the project. The fees and charges contained in this section shall be in addition to those
charged for debt services, service charges, connection charges and other charges or fees
imposed for sanitary sewer and water supply.
Engineering Design and Construction Standards 4
21
Sec. 38-11 Insurance and bond.
(a) Prior to construction of subdivision and project improvements, the contractor
shall procure and maintain during the life of any contract or agreement for such
construction insurance protecting the village and village engineer from any claim for
damages, real, personal or otherwise, in such amounts and form as are established by
resolution of the village council.
(b) Prior to the acceptance of improvements by the village, a two-year maintenance bond
in the amount of 50 percent of the cost of the improvements shall be posted by the
proprietor or contractor.
Section 2. Amendment, Article II.
Section 38-41, General plan requirements, Section 38-44, Storm sewer plans, Section 38-
46, Sidewalk construction plans, of Article II, Plan Requirements for Utility, Paving, and
Grading Construction, of Chapter 38, Engineering Design and Construction Standards, of the
Code of Ordinances for the Village of Milford, shall be amended to read as follows:
Sec. 38-41 General plan requirements.
All plans for utility, paving and grading construction shall be submitted to the village for
approval. The plans and specifications shall be prepared under the supervision of a civil engineer
licensed in the state. Plans shall contain the signature and seal of that engineer. All elevations
shall be on USCGS datum. All sheets shall be 24 inches by 36 inches. The plans shall contain a
note requiring that all construction shall conform to village construction standards
(1) Title sheet requirements. The title sheet shall show:
a. Project title.
b. Location map with north indicator and graphic scale, drawn with appropriate scale
generally not greater than one inch equals 100 feet nor smaller than one inch equals
2,000 feet, showing locations of proposed utilities and relationship of general
project area to the surrounding area.
c. Overall layout of the complete pavement and utility system including manhole
numbers and direction of flow arrows on storm and/or sanitary sewer systems.
d. Index of plan sheets.
e. Symbol legend.
f. Name, address, and telephone number of proprietor.
g. Plan completion date with most recent revision dates.
h. A statement that the work shall conform to the village's standards and
specifications.
Engineering Design and Construction Standards 5
22 22
i. North arrow and scale.
j. MISS DIG note.
(2) Detail sheet requirements.
a. Detail sheets shall include specific and complete details for the utility appurtenances
and structures to be included with the utility construction and special, unusual, or
allied construction requirements. Detail sheets shall also include specific and
complete details for paving.
b. Scales utilized for special details shall be selected to clearly portray intended
construction and component or equipment arrangement. Scales used shall be clearly
identified.
c. Standard details shall include the SDD as provided by the village. A reproducible
drawing of these details may be obtained by contacting the village engineer and is
available for inspection at the office of the village clerk.
d. Standard detail drawings for the village consist of the following:
1. W-1 water main standard details
2. W-2 water main standard details
3. SA-1 sanitary sewer standard details
4. ST-1 storm sewer standard details
Sec. 38-44 Storm sewer plans.
Storm sewer plans shall contain a drainage plan delineating the area contributing to the
storm sewer system with a table of drainage calculations. Plan/profile sheets shall consist of a
plan view of the proposed construction plotted on the top portion of the sheet with a profile
view plotted directly below and aligned with the plan view. Scale of plan portion of sheet shall
be no smaller than one inch equals 50 feet, with scale of profile portion of sheet one inch
equals 50 feet horizontal and one inch equals five feet vertical. Manholes shall be identified by
numbers assigned consecutively and increasing in direction opposite to the direction of flow in
each sewer. Reference benchmarks established at intervals not greater than 1,200 feet and
convenient to the proposed construction, location, description and established elevation listed.
Generally, at least two benchmarks shall be noted on each sheet. Each plan/profile sheet shall
include a tabulated list of quantities appearing on that sheet.
(1) Plan portion. Plan portion of sheet shall contain at least but shall not be limited to
the following information:
a. Existing topography extending 100 feet past the site boundaries and all existing or
planned surface or underground improvements in streets or easements in which
sewer construction is proposed, and in contiguous areas if pertinent to design and
construction. Topography shall include existing elevation contours at a minimum
of two-foot intervals at USCGS datum.
b. Street names, street and easement widths, all other street and easement survey
information including deflections and curve data, subdivision or condominium
names, lot numbers and lot dimensions.
23
Engineering Design and Construction Standards 6
23
24
c. Location, length, size and direction of flow of each section of proposed sewer
between manholes.
d. Locations of all manholes and other sewer appurtenances and special structures.
These manholes and appurtenances shall be located by two-dimensional ties to
property lines or reference lines. Use of a coordinate system is also acceptable.
e. Sump pump leads, wye branches, or tee inlets to be constructed or installed
concurrently with sewer construction with locations at easement and/or property
lines. Length, size and end-of-lead invert elevations shall be shown on the plan
for each lead.
(2) Prqfile portion. Profile portion of sheet shall appear below the companion plan
portion, generally projected vertically, and shall show at least the following:
a. Size, slope, length, type and class of pipe, and controlling invert elevations for
each section of proposed sewer between manholes.
b. Limits of special backfill requirements.
c. Profile, over centerline of proposed sewer, of existing and finished ground and
pavement surfaces. Existing profiles obtained from actual field survey data.
Profiles obtained from aerial photographs will not be permitted.
d. Location of existing or proposed installations crossing the line of the sewer or
otherwise affecting sewer construction.
e. Location, by station, of every proposed manhole, with manhole number, invert
elevation of all inlet or outlet pipes, top of cover elevation and manhole type.
f. Hydraulic grade line for ten-year storms at each manhole.
g. Location, by station, of all building sewers, wye branches or tee inlets to be
constructed or installed concurrently with proposed sewer construction.
Plan requirements may be modified at the discretion of the village manager and or village
engineer in instances when the scope of work is considered to be minor.
Sec. 38-46 Sidewalk construction plans.
Sidewalk construction plans shall consist of a cover sheet showing a plan view of the
complete job, plan/profile sheets drawn to a scale no smaller than one inch equals 50 feet
horizontal and one inch equals five feet vertical, and standard detail sheets. Plan/profile sheets
shall consist of a plan view of the proposed construction plotted on the top portion of the sheet
with a profile view plotted directly below and aligned with the plan view. In addition:
(1) Profiles of existing centerline of the roadway, street right-of-way line and parallel
drainage facilities are to be provided; and the proposed profile along the street right-
of-way line shall be provided. The horizontal location of the centerline of each
driveway within the limits of construction shall also be delineated in the profile
view.
(2) The length of the frontage of each parcel of land abutting the proposed
improvement shall be dimensioned on the plans. Each such parcel shall be
identified by its subdivision or condominium name and lot number, or by its
Engineering Design and Construction Standards 7
24
permanent parcel number, as established and assigned by the county equalization
department, or street address number.
(3) Barrier-free ramps shall be designed at curbs in accordance with the current
Americans with Disabilities Act standards and requirements.
(4) The direction of drainage from each parcel shall be indicated by drainage arrows.
(5) For any straight run of a sidewalk, grades shall be given in percent, and the station
and length of each vertical curve shall be shown, with grade elevations computed
and stated for intervals not exceeding 50 feet.
(6) Reference benchmarks established at intervals not greater than 1,200 feet and
convenient to the proposed construction shall be noted on the plan/profile sheets
with identification, location, description and established elevation listed. Generally,
at least two benchmarks shall be noted on each sheet.
(7) Street names and widths, subdivision or condominium names, legend, list of
quantities and other pertinent information shall be shown on the plans.
Section 3. Amendment, Article III.
Section 38-76, Scope, Section 38-77, Fundamental requirements, Section 38-81, Pipe
bedding, Section 38-82, Concrete cradles, Section 38-83, Laying of pipe, Section 38-84,
Backfilling, Section 83-92, Bored and jacked casing, of Article III, General Construction
Standards for Water Mains, storm Sewers and Sanitary Sewers, of Chapter 38, Engineering
Design and Construction Standards, of the Code of Ordinances for the Village of Milford, shall
be amended to read as follows:
Sec. 38-76 Scope.
Standards and specifications contained in this article and in the Engineering Standards
and Design Specifications shall apply to the design and construction of all water mains, storm
sewers, sanitary sewers and related appurtenances constructed within the legal limits of the
village.
Sec. 38-77 Fundamental requirements.
(a) Site grading. In new developments, the entire site shall be positively graded to within
six inches of proposed finished grade prior to construction of any permanent
improvements other than permanent soil erosion and sedimentation control facilities.
(b) Cleanup. General cleanup, including completion of rough grading of backfilled trench
areas, shall continuously progress along with, and shall lag no further than 100 feet
behind, the pipe installation operations. Fine grading and restoration work not
dependent on weather or subject to seasonal limitations shall also progress
concurrently with, and shall lag no further than 500 feet behind, the pipe installation
operations.
(c) Pavement replacement, temporary. All pavement removed in crossing and/or
paralleling paved streets, alleys, drives and parking areas shall be temporarily
25
Engineering Design and Construction Standards 8
25
26
replaced by the contractor immediately following completion of backfilling
operations. Temporary pavements for streets and alleys shall conform in all respects,
other than time of placement, to the RCOC supplementary permit specifications for
underground construction. Temporary pavements for driveways, including
approaches and parking areas, shall consist of a minimum of three inches of
compacted cold patch asphalt over a minimum of seven inches of compacted MDOT
22A aggregate base. All temporary pavements, including those constructed for
streets, alleys, drives and parking areas, shall be maintained in good condition by the
contractor until the final pavement replacement is made.
(d) Trench enclosures. All trenches shall normally be backfilled at the end of the working
day. Only under special conditions and with the approval of the village engineer shall
trenches be left open overnight. Trenches which are allowed to be left open overnight
shall be completely enclosed with suitable fencing and lighted barricades. When the
trench contains water or when required by the village engineer, the exposed end of the
pipe shall be securely closed with a watertight plug. The end of the pipe shall be
properly staked with a two-inch by two-inch marker extending to within six inches of
the ground surface.
(e) Prohibition of salvaged materials. All sewer pipes, water mains, precast structures,
castings and appurtenances shall meet or exceed the specifications required in this
chapter. No secondhand or salvaged materials will be permitted.
(0 Abandoned utilities. All castings, hydrants, valves and similar items to be abandoned
shall become the property of the village department of public services and returned to
the village maintenance building.
(g) Staking requirements. All proposed utilities, appurtenances and roads shall be
properly staked for location and elevation prior to construction under the supervision
of a land surveyor or engineer licensed in the state. This information shall be provided
to the village engineer prior to the start of construction.
Sec. 38-81 Pipe bedding.
Pipe bedding is defined as that material placed from a minimum of four inches below the
pipe to 12 inches above the top of the pipe. It shall consist of stone or sand, as noted on the SDD.
The bedding shall be removed under each bell so that the pipe barrel will be uniformly supported
for its full length. The bedding material shall be placed and compacted uniformly on both sides
of the pipe to prevent lateral movement. Mechanical methods of tamping shall be used when it is
possible to do so without damaging the pipe. Bedding shall be placed in layers of six inches or
less as necessary to obtain thorough compaction around the pipe. In addition:
(1) If density tests become necessary to resolve a question of the sufficiency of
compaction of bedding material, the minimum acceptable density shall be considered
to be 95 percent of maximum density as determined by the AASHTO T180, method
D, modified proctor method.
(2) Bedding of pipe shall be in accordance with SDD.
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(3) Where unstable bottoms are encountered, the contractor shall provide a foundation
consisting of an approved graded and processed angular stone or gravel to act as an
impervious mat to prevent migration or vertical movement of unstable soils or
bedding materials. Where trench sheeting, plates or a trench box are used due to
severe ground conditions, all voids to the side and below the top of the pipe caused by
the sheeting, plates or box withdrawal shall be completely filled or the supports left in
place below the top of the pipe.
(4) Due to potential damage to exterior walls of PVC or composite pipe, particularly
under cold weather conditions if rocks, frozen material, or large objects strike the
pipe, the contractor shall carefully avoid dumping any materials other than approved
bedding stone on the pipe until 12 inches of cover is placed on it. Pipe walls and ends
shall also be protected from abrasion and damage during handling and shall be fully
inspected just prior to placing in the trench.
(5) Care shall be taken during bedding compaction to avoid distorting the shape of the
pipe or damaging its exterior wall. Mobile equipment shall not be used over the pipe
trench until 48 inches of cover has been placed and properly compacted.
(6) House connections shall be made to wye or tee fittings. Bedding for house connection
sewers shall be equal to that of the main sewer bedding. Risers in deep and unstable
trenches should be bedded in crushed, angular stone to avoid settlement. Concrete
shall not be used for bedding. End caps or plugs as recommended by pipe
manufacturer shall be braced or anchored to withstand air test pressures. Caps or
plugs shall not be chemically welded in place.
Sec. 38-82 Concrete cradles, shall be deleted in its entirety.
Sec. 38-83 Laying of pipe.
Laying of pipe shall conform to the following specifications:
(1) Handling material.
a. Proper and suitable tools and equipment for the safe and careful handling,
conveying and laying of the pipe shall be used. Care shall be taken to prevent
the coating of the ductile iron pipe from being damaged. Pipe, valves, hydrants
and fittings strung along the route shall be placed in such a manner that they will
not be submerged or collect water. Dropping of material directly from a truck or
platform is prohibited.
b. All pipe and castings shall be carefully examined for defects. Materials that are
found to be defective shall not be used and shall immediately be removed from
the site.
(2) Cleaning pipe and fittings.
a. All lumps, blisters and excess coal tar coating shall be removed from both the
bell and spigot ends of each length of pipe and each fitting. The outside of each
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spigot and the inside of each bell shall be wire-brushed and wiped clean, dry and
free from oil or grease immediately prior to installation. The inside of the pipe
shall be free of dirt and debris.
b. Any damage to the exterior pipe coating shall be repaired with an approved
coating before the pipe is laid.
(3) Laying pipe.
a. Each pipe shall be inspected for possible defects and compliance with the plans
before being placed in the trench. Joint surfaces shall be free of foreign matter.
b. Pipe laying operations shall follow immediately behind the excavation.
c. Pipe shall be laid upstream from the lower end of the sewer, with bell ends up
grade. The use of brick, lumps of clay, wood, etc., to level the pipe will not be
permitted. Pipe shall be pushed home and, if joints do not remain tightly closed
or construction is in saturated sand, a cable and winch, or other approved means,
shall be used to maintain a tight joint. Under no circumstances shall pipe be
dropped directly into the trench.
d. All pipe shall be laid to line and grade as called for on the plans. Each pipe as
laid shall be checked by the contractor. The trench shall be excavated to provide
equal clearance on both sides of the pipe. After the pipe is set, care shall be taken
in backfilling so as not to disturb its line or grade. As work progresses, the
interior of the pipe shall be thoroughly cleaned. At all times, the open ends of the
pipe shall be covered to prevent foreign matter from entering.
e. When the trench contains water, the exposed end of the pipe shall be closed with
a watertight plug. This provision shall apply during the noon hour as well as
overnight. If water is in the trench, the seal shall remain in place until the trench
is pumped completely dry.
(4) Cutting and handling of PVC pipe.
a. Cutting of pipe lengths, where required, shall be performed by the use of tools or
equipment that will provide a neat, perpendicular cut without damage to the
plastic. All burrs shall be removed by the use of a file, knife, or abrasive paper.
Spigot ends on cut pipe shall be beveled similar to factory beveling to prevent
gasket damage.
b. Bowing or warping of plastic pipe can occur with temperature fluctuations.
c. The contractor shall store and protect the pipe to minimize bowing. Nominal pipe
lengths of ten feet, 12 feet six inches, or 20 feet having deviations from straight
greater than one inch shall not be used.
(5) Cutting and handling of composite pipe.
a. Cutting of pipe lengths, where required, shall be performed by the use of tools or
equipment that will provide a neat, perpendicular cut without damage to the
plastic or the filler material.
b. Bowing or warping of ABS pipe can occur with temperature fluctuations. The
contractor shall store and protect the pipe to minimize bowing. Nominal pipe
lengths of 12 feet six inches having deviations from straight greater than one inch
shall not be used.
Sec 38-84 Backfilling.
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(a) Definitions. The following words, terms and phrases, when used in this section, shall
have the meanings ascribed to them in this subsection, except where the context
clearly indicates a different meaning:
Backfilling means the placement in the trench of approved material by an
acceptable method from the top of the bedding to proposed ground surface grade.
(b) Unsuitable material. All backfill material shall be free from cinders, ashes, refuse,
vegetation or organic matter, boulders, rocks or stones, blue or gray clay or other
material which, in the opinion of the village engineer, is unsuitable.
(c) Backfilling immediately after installation. Unless otherwise authorized by the village
engineer, all excavations shall be backfilled at least to a point one foot above the
pipe immediately after installation.
(d) Backfilling from one foot above top of pipe to grade.
(1) Backfilling to grade shall not fall more than 100 feet behind pipe laying unless
otherwise permitted by the village engineer. In locations where compaction of the
backfill to a specific density is not required by this chapter, backfill may, where
practicable, be machine placed. Excavated material, other than blue or gray clay,
shall be compacted by a small dozer in lifts of not over 12 inches loose measure
or in layers appropriate to the compaction technique used as approved by the
village engineer. Machine compaction of backfill is mandatory where large
volumes of backfill are involved.
(2) Settlement occurring in trenches within one year after completion of the work
shall be filled, regraded and restored with sod or topsoil, seed and mulch by the
contractor as determined by the village
(3) Settlement occurring in trenches under pavement within one year after completion
of the work shall be filled and pavement replaced by the contractor as determined
by the village.
(e) Backfill under streets, alleys, sidewalks, drives and parking areas. The trench
backfill under existing and proposed streets, alleys, sidewalks, drives and parking
areas shall be of granular material MDOT class II placed in layers and thoroughly
compacted. If density tests become necessary to resolve the question concerning
the compacting of backfill material, the minimum acceptable density shall be
considered to be 95 percent of maximum density as determined by the AASHTO
T180, method D, modified proctor method. The maximum thickness of each
layer shall generally be no greater than 15 inches and in all cases shall be of such
thickness that the equipment used will provide the required density for the full
depth of the backfill. This backfill shall include the area to the outside of
shoulders in ditch sections and three feet back of curb in curb sections, and
thence down on a ratio of one-to-one slope, unless otherwise required by the
governing agency having jurisdiction over the area affected. In all cases, this fill
shall be constructed to elevations determined by the proposed grade of the
surfacing. For sidewalks, the sand backfill shall be constructed to the original
sidewalk grade and maintained until the sidewalk is replaced. Streets, alleys,
sidewalks, drives and parking areas which are disturbed during the course of
construction shall be backfilled and restored to a usable condition as soon as such
crossing is made.
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(f) Backfilling in freezing weather At no time shall frozen materials be permitted for
use as backfill.
(g) Backfilling around structures. All backfill placed within three feet of manholes,
catchbasins, gate wells and other underground structures shall be approved sand,
placed in one-foot layers, and compacted. After the structure and/or exterior
masonry plaster has set up sufficiently to resist damage, backfilling shall be
performed in a manner that will not cause unequal pressure on the structure.
(h) Backfilling around fire hydrants. Backfill around fire hydrants shall be carefully
tamped in six-inch layers from the centerline of the lead main to a height one foot
below the finished grade. Care shall be taken to ensure that the hydrant remains
plumb during backfilling. Excavated material shall then be used to backfill to
grade.
Sec. 38-92 Bored and jacked casing.
Steel casings shall be bored and jacked in any areas considered to be detrimentally
affected by open cut construction in the opinion of the village engineer. The open cutting of
public paved roadways will not be permitted, except under extremely unusual situations and with
approval from the village engineer.
(1) Materials. See Engineering Standards and for required materials.
(2) Installation.
a. Casing pipe. Casing pipe shall be installed in a continuous auguring or mining
and jacking operation with the casing pipe installation following directly behind
the face of the excavation. Water shall not be introduced during the boring-
jacking operation.
b. Bulkheads. The ends of the casing pipe shall be closed with a masonry
bulkhead at least eight inches thick.
c. Minimum boring distances. All work shall be performed from boring and
jacking pits adequately sheeted to prevent damage to the roadway, railway, etc.
The minimum distance from the edge of the pavement to the trench or boring and
jacking pit for curb or guardrail sections, railway tracks, or two-lane highways
will vary from shoulder point to the toe of slope as shown on the plans or as
directed by the village engineer.
Section 4. Amendment, Article IV.
Section 38-116, Scope, Section 38-117, Compliance required, Section 38-118, Design
and construction standards, of Article IV, Water Mains, of Chapter 38, Engineering Design and
Construction Standards, of the Code of Ordinances for the Village of Milford, shall be amended
to read as follows:
Sec. 38-116 Scope.
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This article, in conjunction with the Engineering Standards and Design Specifications, as
revised, establish the minimum requirements for the design and construction of water distribution
systems located within the village.
Sec. 38-117 Compliance required.
All water mains and appurtenances proposed within the village shall be constructed in
accordance with the standards and specifications contained in this article and the Engineering
Standards and Design Specifications.
38-118 Design and construction standards.
(a) General requirements.
(1) Generally, the distribution system in all developments requiring more than 600
feet of water main shall have a minimum of two connections to a source of
supply and shall be a looped system. Water mains are to be looped whenever
possible. Water main systems shall incorporate minimum sizings as determined
by the village water distribution system master plan and other requirements as
determined by inclusion of the proposed project within the master plan computer
network model, as well as minimum/maximum flows and pressures as
determined by the village engineer. Water mains are required to be extended
along all road frontages abutting the proposed development.
(2) Generally, water mains shall be installed on the north or east side of all streets,
7.5 feet from the public right-of-way line, or easements exclusively reserved for
such use. Vertical separation shall be at least 18 inches between the water main
and other utilities. A minimum lateral separation of ten feet shall be maintained
between the water main and sanitary/storm sewers whenever possible.
(3) Within nonplatted projects, water mains shall be installed parallel to the property
lines or building lines, with clearance distances to allow for a 20-foot-wide
easement centered on the centerline of all water mains. All water mains on which
fire hydrants are located shall be located within dedicated easements or rights-of-
way and shall be dedicated to the village.
(4) Water main stubs shall be provided to property lines at locations designated by the
village engineer for future extension.
(5) The easement descriptions shall include hydrant leads and shall extend a minimum
of ten feet beyond the hydrant on any lead. The easement documents shall contain
a provision prohibiting the construction of or locating of any aboveground
structures within the limits of such easements.
(6) Water main stubs shall terminate with a hydrant, followed by a gate valve in well.
(7) Sand or other porous material approved by the village engineer shall be required
full depth of trenches under all driveways and parking areas (private or
commercial), streets, alleys and sidewalks.
(8) All water mains crossing paved public streets shall be bored and jacked unless
otherwise approved by the village.
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(9) For interior fire protection systems, a separate fire protection line shall be provided
in addition to a domestic service for each building. Individual shutoff valves shall
be provided within a public water main easement.
(10) No secondhand or salvaged materials or equipment will be permitted.
(b) Soil conditions.
(1) Where required by the village engineer, exploratory borings and laboratory tests
shall be provided by the developer. Boring locations shall be indicated on the
plans.
(2) Water main design, relative to pipe bedding and locations, shall reflect the proper
selection of materials and construction method compatible with the field
conditions. Areas which show unsatisfactory ground material for pipe bearing or
possible chemical deterioration due to soils shall be avoided, or the pipe shall be
suitably installed on adequately designed bedding and/or enclosed in protective
wrap or coating.
(c) Water mains.
(1) Generally.
a. Feeder mains 12 inches or larger in diameter shall be provided on major streets,
collector streets and elsewhere as design dictates and/or as provided by the water
distribution system master plan.
b. Water mains in new developments shall be installed from boundary to boundary in
abutting roads and interior streets, and at other locations as may be deemed
necessary by the village engineer for future extensions.
c. Main sizes within new developments shall be eight inches in diameter minimum,
and larger as design dictates, for residential and commercial developments. Water
mains of 12-inch diameter minimum size will be required for industrial
developments.
d. Hydrant leads shall not exceed 25 feet in length.
e. Profile views are required for 12-inch and larger water mains, for water mains
parallel to major and collector streets, at crossings with other utilities and for other
sizes when determined necessary by the village engineer.
E Water mains in cul-de-sacs and U-streets shall extend around proposed cul-de-sacs
and U-streets so that each lot has a public water main across the front.
g. Hydrants and valves shall be located on extensions of lot lines.
h. Minimum cover over mains and fire hydrant leads shall be 5.5 feet, including
crossings through ditch sections. When installed parallel to a ditch, mains shall
have 5.5 feet of cover minimum, as measured from the nearest point in the ditch
cross section. Water main crossings under streets, roads, alleys and other paved or
traveled areas shall have a minimum cover of 5.5 feet.
(2) Materials.
a. Piping. All water mains shall meet or exceed the specifications required in this
article and the Engineering Standards and Design Specifications. The materials
approved for use in water main pipes shall be ductile iron conforming to ANSI
A21.51 (AWWA C151), class 54, Pressure Class 350, or better.
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b. Marking. Ductile iron pipe shall be marked as required by ANSI A21.51 (AWWA
C151).
c. Ductile iron joints and fittings.
1. Push-on type joints, when specified, shall be in conformity with the current ANSI
A21.11 and shall be Tyton, Super Bell-Tite, or approved equal. The bulb or main
body portion of the gasket shall have a maximum compression set of 20 percent
after 22 hours at 158 degrees Fahrenheit as determined in accordance with ASTM
designation D-395, method B.
2. Mechanical type joints, when specified, shall be in conformity to the current ANSI
A21.11, Rubber Gasket Joints for Cast Iron Pressure Pipe and Pipe and Fittings.
The bolts shall be of the high strength, low alloy steel type.
3. Flanged joints shall conform to ANSI B16.1.
4. Bell and socket joints shall be Clow Bell Joint River Crossing Pipe, Uniflex, or
equivalent, as approved by the village engineer.
5. Fittings shall conform to ANSI A21.10 (AWWA C110).
d. Cement-mortar lining. Ductile iron pipe and fittings shall be lined with cement
mortar, twice the standard thickness, conforming to ANSI A21.4 (AWWA C104).
e. Pipe coating.
1. The inside and outside of all unlined pipes and the outside of all lined pipes shall
be covered with a uniform coating of coal tar varnish or hot applied enamel. The
coating materials shall be applied uniformly and shall be of a quality necessary to
provide a firm, tenacious and tough coating which will not sag or flow when
exposed to pipe temperatures of 140 degrees Fahrenheit, nor crack, peel or check
when pipe temperatures attain 20 degrees Fahrenheit.
2. Two coats of cold-applied coal tar base paint may be substituted for the hot-
applied enamel provided all other requirements of these standards are met.
3. These coatings after drying 48 hours shall have no deleterious effect upon the
quality, color, taste or odor of potable water.
(d) Valves.
(1) Generally.
a. A tapping sleeve, valve and well shall be provided at every connection to
existing mains unless otherwise approved by the village engineer. All such
connections provided shall not disrupt the existing water service.
b. In general, valves shall be arranged so that no single line failure will require
more than 800 feet of main, 24 homes, or 30 multiple units to be out of service.
On feeder mains, valves shall be spaced not more than one-quarter mile apart.
Valves shall be so arranged that any section can be isolated by closing not more
than four valves.
c. Valves shall generally be located far enough back from the intersection of street
right-of-way lines for the gate well structure to clear crosswalks, typically five
feet off intersecting right-of-way line.
(2) Pressure sustaining valves.
a. In systems where two or more pressure districts are to be connected, the plans
shall include a pressure sustaining valve separating the two districts as directed
by the village engineer.
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b. A line valve shall be installed separating two pressure districts.
c. Materials:
1. Gate valves: See Engineering Standards and Design Specifications.
2. Pressure sustaining valve: Clayton model 50 G-01, 150 class, manufactured
by the CAL-VAL Company or as may otherwise be specified by the village
engineer.
(e) Valve wells.
(1) Generally.
a. A valve well shall be provided for all line valves six inches and larger.
b. In no case shall a sewer be connected to a valve well for any purpose.
c. Bricks shall be thoroughly wetted and laid in a full bed of mortar. Plastering
shall be performed in conjunction with the laying of brick and block shall never
be more than six and two courses ahead of the exterior plaster, respectively.
d. All brick, block, mortar and concrete work shall be properly cured and protected
from freezing for a minimum of 48 hours. When the temperature is 40 degrees
Fahrenheit and below, brick, mortar and concrete shall be heated to a minimum
temperature of 60 degrees Fahrenheit.
e. Extension stems and stem guides shall be provided in each valve well wherein
the valve operating nut is further than five feet below the top of the valve well
cover. Extension stems shall extend to within five feet of the top-of-cover
elevation.
f. See Engineering Standards and Design Specifications for additional information.
(2) Materials.
a. Base structure: See SDD.
b. Precast reinforced concrete well sections: See SDD.
c. Brick shall, as a minimum, conform to ASTM C32, grade MS, or ASTM C55,
grade U-L.
d. Mortar for laying brick or pointing of joints and for plastering outside of
structures shall be composed of one part type II masonry cement and 2.5 parts
masonry sand.
e. Water for concrete and mortar shall be clean and fresh, free from oil, acids and
organic matter.
f. Manhole steps: See SDD.
g. Covers: See SDD.
h. Extension stems and stem guides shall be as manufactured by East Jordan Iron
Works, or approved equivalent.
i. Corporation stops: See Engineering Standards and Design Specifications.
j. Direct tapping of the water main is permitted unless otherwise directed by the
village engineer.
k. Radial concrete block shall conform to ASTM C139.
(f) Fire hydrants and appurtenances.
(1) Generally.
a. Fire department connections shall be located and be visible on a street front or in
a location approved by the fire department. Such connection shall be located so
that immediate access can be made by the firefighters and fire apparatus.
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Obstructions such as fences, bushes, trees, walls or other similar objects shall not
be permitted for new or existing installations.
b. In single-family residential areas, hydrants shall be spaced approximately 500 feet
apart so that all structures are within a 250-foot radius of a hydrant. It is
recommended that a hydrant be located at every intersection on the same comer
with the street sign.
c. Hydrants shall be spaced approximately 300 feet apart on line in commercial,
industrial and multiple-family residential areas and meet the following
requirements:
1. In general, no part of a building shall be more than 300 feet from a fire hydrant
as measured by the unobstructed hose length.
2. The village engineer shall approve final locations of all hydrants, subject to
review by the fire chief.
3. Spacing of hydrants around commercial and/or manufacturing establishments
shall be considered as individual cases and shall be determined by consultation
with the fire chief.
4. Fire hydrants located within parking areas shall be protected by a minimum six-
inch curb, standard guardposts or other acceptable method. Guardpost
specification: four-inch steel pipe, eight feet in length, installed four feet below
grade, pipe filled with concrete.
5. The nozzle outlets shall be 18 inches above finish grade. In all cases, the
visibility of the hydrant shall be considered. No parking shall be allowed within
15 feet of a hydrant.
6. Spacing between hydrants and valve wells shall be sufficient to facilitate ditch
grading.
7. Additional hydrants may be required depending on the specific hazard or use to
protect the structure.
8. A hydrant shall be installed at the end of every dead-end main. A one-inch
corporation stop with ten feet, plus or minus, of copper attached shall be
provided adjacent to the hydrant for the purpose of obtaining water samples
when the nearest valve well is more than one pipe length away.
9. In general, hydrants shall be located in the road right-of-way not more than ten
feet from back of curb or edge of pavement. The maximum distance to a
hydrant from the centerline of the right-of-way of streets or roads having one-
half right-of-way width greater than 40 feet, or from the centerline of the
nearest roadway in the case of a divided highway, shall be 30 feet. The location
of hydrants with respect to the right-of-way line shall generally be 7.5 feet from
the side lot lines extended.
10. A six-inch gate valve with a three-piece cast iron valve box (5.25-inch
diameter screw shaft) shall be placed at each hydrant; see SDD.
d. The five-inch Storz adaptor shall face the street centerline unless otherwise
directed by the fire chief.
e. All hydrants shall be accessible by a roadway capable of supporting fire apparatus
and equipment weighing up to 25 tons.
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f. All grade, facing and vertical alignment adjustment of hydrants shall be completed
prior to pressure testing.
g. All hydrants shall be cleaned and painted with a rust inhibitive, oil base paint such
as Rustoleum or village engineer approved equal to the village color code prior to
acceptance.
h. Prior to acceptance, the lubricant reservoirs in all hydrants having such
construction shall be filled with a lubricant acceptable to the state department of
public health and recommended by the hydrant manufacturer.
i. Fire hydrant location is important when sprinklers and standpipe systems are
installed and distance between the hydrant and the siamese will need approval of
the fire department. Siamese connection must be visible, readily accessible and
properly identified.
j. Fire lanes shall be designated by the fire chief when it is deemed necessary.
k. If a new building is more than 175 feet from a public fire hydrant, a fire hydrant,
if required, shall be provided ten to 15 feet off the right side of the drive entrance
or as recommended by the fire chief.
1. Where valves and hydrants are adjacent to a ditch, the ditch shall be enclosed with
a culvert crossing.
(2) Materials.
a. Hydrants: See Engineering Standards and Design Specifications for approved
hydrant materials.
b. Valve boxes shall be East Jordan Iron Works figure E-3002, or approved
equivalent.
(g) Thrust blocks. See SDD for thrust block specifications.
(h) Utility crossings.
(1) A minimum of 18 inches of clearance shall be provided between the water main and
any existing underground utility unless otherwise required by the village engineer;
see SDD.
(2) Whenever a main is installed under any existing utility line such as gas, buried electric
power, telephone line, sewer or water, provision shall be made to properly support or
distribute any concentrated load to avoid settlement and possible failure of the lower
main. Such provisions shall consist of concrete bedding of the main, complete
concrete encasement, or some other method as shown on the plans.
(i) Special crossings.
(1) Railroad crossings. Water main shall be installed at railroad crossings within an
encasement pipe specified by the railroad. Details shall include encasement pipe
thickness and diameter, water main bedding, and complete pressure grouting with a
flowable fill as approved by the village engineer, of the encased water main.
(2) Stream crossings. Ball joint river pipe shall be used at stream crossings unless
otherwise approved by the village.
(j) Water services. All water services shall be seamless copper tubing designated as type K
and shall conform to ASTM B-88. Fittings and threads shall be in accordance with ASTM
B62 and AWWA C800. Water services shall extend to within five feet of the building.
(1) The basis of design for size shall be considered using a flow rate of 20 gallons per
minute per residential dwelling unit. The basis of size other than for residential use
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shall be determined by the developer's engineer and submitted for approval by the
village prior to submittal of final plans. Minimum size of service shall be one inch.
Service connections must be made to a village owned and maintained water main.
Service shutoff valves must be located within a dedicated easement or street right-
of-way, generally at the property line.
(2) Water leads shall be less than 100 feet in length and, for multiple type uses, the
following minimum sizes shall apply:
Number of units
per building
Water service size
(inches)
4 15 1.5
16-31 2
32 and over 3 (ductile iron)
Section 5. Amendment, Article V.
Section 38-151, Scope, Section 38-153, Compliance required, Section 38-154, Design
and construction standards, Section 38-156, Manhole casting adjustments, Section 38-157,
Acceptance test, of Article V, Sanitary Sewers, of Chapter 38, Engineering Design and
Construction Standards, of the Code of Ordinances for the Village of Milford, shall be amended
to read as follows:
Sec. 38-151 Scope.
This article, in conjunction with the Engineering Standards and Design Specifications,
establishes the minimum requirements for the design and construction of sanitary sewer systems
located within the village.
Sec. 38-153 Compliance required.
All sanitary sewers proposed within the village shall be constructed in accordance with
the standards and specifications contained in this article and the Engineering Standards and
Design Specifications.
Sec. 38-154 Design and construction standards.
(a) Location of sanitary sewers.
(1) In streets. Sanitary sewers shall generally be located on opposite sides of streets
from water mains, generally being 7.5 feet off the southerly and westerly street
right-of-way lines.
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(2) in easements. Easements for sanitary sewers shall have a minimum width of 25
feet, centered upon the sewer. Such easements shall be deeded or dedicated to the
village with restrictions against use or occupation of easements by the property
owners and/or by other utilities in any manner which would restrict sewer
maintenance or repair operations.
a. Stubs for possible extensions shall be provided to the property lines at locations
designated by the village engineer.
b. Within unplatted projects, sewers shall be installed parallel to the property lines,
or building lines, with clearance distances to accommodate the full width of the
proposed easement.
(b) Sewer capacity.
(1) Tributary area. Sanitary sewers shall be designed to serve all natural tributary
areas, anticipating full development of such areas, with due consideration given to
topography, established zoning and the village's adopted master land use plan.
(2) Population. For design purposes, population shall be based on a minimum of 3.26
persons per detached single-family home site, and 2.5 persons for each multiple-
family dwelling unit. Submissions for review shall include a tabulation of
occupancy (usage) types and the conversion of these into terms of equivalent
single-family units. The area of the site, in acres, may be used to calculate dwelling
units based on density allowed in the village zoning ordinance. The village's table
of unit factors shall be used to convert the different usage types to equivalent
single-family units.
(3) Sewage quantities for pipe design.
a. For service areas with design populations of 500 or less, sewer design capacity
shall be 400 gallons per capita per day, as specified under the ten state standards
of GLUMRB.
b. For service areas with design populations greater than 500 but less than 28,400,
sewer design capacity shall be based on the following formula:
18 +
Q = 100 4 + \IP
Where:
Design capacity in gallons per capita per day.
Design population expressed in thousands.
c. For service areas with design populations exceeding 28,400, sewer design capacity
shall be 250 gallons per capita per day, as specified by GLUMRB.
(c) Minimum pipe size. Minimum pipe size for sanitary sewers shall be eight inches
nominal internal diameter. Sewers shall not be oversized in order to lower pipe
slopes unless it can be shown that they will flow at least one-half full during peak
flows.
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(d) Hydraulics. Hydraulic requirements for sanitary sewers shall be as follows:
(1) Calculations. Calculations shall utilize Manning's formula, where "n" is
appropriate to the pipe material used.
(2) Minimum and maximum velocities. Minimum design velocity shall be two feet per
second, and maximum design velocity shall be ten feet per second, with the pipe
flowing full. The slope of the sewer between the last two manholes at the upper
end of any lateral shall be increased to six-tenths of one percent or greater to
obtain cleaning velocity. Whenever sufficient grade is available, one percent
minimum slope shall be utilized on lateral sewer lines.
(3) Allowable pipe slopes. Allowable pipe slopes are as follows:
Pipe diameter
(inches)
Minimum slope
(feet per 100 feet)
Maximum slope
(feet per 100 feet)
8 0.40 8.00
10 0.28 7.00
12 0.22 5.30
15 0.15 3.90
18 0.12 2.90
21 0.10 2.32
24 0.080 1.92
27 0.067 1.64
30 0.058 1.44
36 0.046 1.12
(4) Allowances for changes in pipe size. Maximum flow velocity for full pipe flow shall
be maintained by continuity of the eight-tenths diameter depth above invert for pipe
size increases.
(5) Allowance for direction changes. Provide a drop of one-tenth foot in the downstream
sewer invert for direction changes in excess of 30 degrees to compensate for velocity
head loss of the incoming flow.
(e) Allowable types of pipe and pipe joints. The following types of pipe are allowed in cases
where residential use will be served by the sanitary sewer. If the sewer serves commercial
and/or industrial uses only extra strength clay pipe will be permitted.
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(1) Reinforced concrete sewer pipe. Reinforced concrete sewer pipe shall conform to the
requirements of ASTM C76, class IV. Joints shall conform to the requirements of
ASTM C443, Joints for Circular Concrete Sewer and Culvert Pipe, Using Rubber
Gaskets, with the exception that gasket material shall be synthetic rubber only and
shall conform to the requirements of ASTM C361. Joints in concrete pipe having a
diameter of 30 inches or larger shall be pointed on the inside with mortar after
backfilling has been completed.
(2) Ductile iron pipe.
a. Ductile iron pipe shall conform to the current requirements of ANSI A21.51,
class 54 or Pressure Class 350, or better.
b. Mechanical type joints, when specified, shall conform to the current ANSI A21.11,
Rubber Gasket Joints for Cast-iron Pressure Pipe and Pipe and Fittings. The bolts
shall be of the high strength, low alloy steel type.
c. Push-on type joints, when specified, shall conform to the current ANSI A21.11, and
shall be Tyton, Super Bell-Tite, or approved equal. The bulb or main body portion
of the gasket shall have a maximum compression set of 20 percent after 22 hours at
158 degrees Fahrenheit as determined in accordance with ASTM D395, method B.
(3) Polyvinyl chloride (PVC) pipe.
a. PVC pipe and fittings for 6-inch through 15-inch diameter shall be as described
under ASTM designation D 3034 SDR 26, Standard Specification for Polyvinyl
Chloride Sewer Pipe and Fittings. PVC pipe and fittings for 18-inch through 27-
inch diameter shall be ASTM F 679 SDR 35.
b. Joints for pipe and fittings shall be of the elastomeric gasket push-on type. Such
joints shall conform to ASTM designation D 3212 and the pipe manufacturer shall
file with the village a copy of certified test results of its jointing system prior to
use. Gasket joints shall be installed in accordance with procedures specified by the
pipe manufacturer. Care should be taken to ensure all joints being pushed to the
full home position and held tightly in the home position during any grade or line
adjustments.
(4) ABS composite sewer pipe.
a. ABS composite pipe and fittings shall be as described under ASTM designation D
2680, Standard Specification for Acrylonitrile-Butadiene-Styrene (ABS) Composite
Sewer Pipeline.
b. Solid wall ABS pipe for six-inch house connection sewers shall be SDR 35
conforming to ASTM designation D 2751 SDR 23.5, Standard Specification for
Acrylonitrile-Butadiene-Styrene (ABS) Sewer Pipe and Fittings. Solid wall pipe
shall be installed in accordance with the requirements outlined below.
c. Pipe shall have a home mark. Pipe with an absence of filler material at the ends
greater than one-fourth-inch deep shall be subject to rejection or acceptable repair.
d. Joints shall be chemically welded in accordance with the manufacturer's
recommendation. Additionally, all exposed ends of the pipe shall be fully and
thoroughly coated with plastic jointing cement prior to making joint to seal ends to
eliminate the possibility of false low pressure air tests. Care shall be taken to ensure
all joints being pushed to the full home position and held tightly in the home position
during any grade or line adjustments. Pipe shall be rotated during joint insertion to
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ensure a complete spread of jointing cement. ABS plastic cement primer and ABS
plastic pipe cement shall arrive at the job site in sealed and labeled containers.
Johnny mops or similar swab type applicators shall be used to apply primer and
cement. Opened containers in the trench shall be protected from dirt, water and other
contaminants.
(5) Permitted class of pipe. For any class of pipe, a higher strength or greater thickness of
pipe may be substituted for the minimum strength or minimum thickness of pipe
specified for that class of pipe.
(6) Pipe markings. All sanitary sewer pipe shall have the class and date of manufacture
conspicuously marked on each length by the manufacturer. In addition, the lot number
shall similarly be marked on all reinforced concrete pipe.
(7) Force mains (sanitary sewer pressure pipe). Force mains shall be ductile iron or
polyvinyl chloride (PVC) piping systems.
a. Ductile iron pipe shall conform to the requirements stated in subsection (e)(3) of
this section.
b. Rigid polyvinyl chloride bell and spigot type pressure pipe and couplings
conforming to ASTM D3034, latest revision, with an SDR no greater than 21.
Spigot end of pipe shall be marked to visually determine when the spigot is fully
sealed in the bell of the adjoining pipe. Joints shall be push on, conforming to
AWWA C111(ANSI 21.11).
(0 Depth of sewers.
(1) Minimum depth. Unless otherwise approved, no sanitary sewer shall have less than
four feet of cover. In general, sanitary sewers shall have a minimum of eight feet of
cover below finished road surface grade. The minimum depth of force mains shall be
five feet.
(2) Depth below building grade. Unless otherwise approved, the top of any sanitary sewer
shall be at least nine feet below finished grade elevation at the building setback line of
each fronting property which the sewer is designed to serve.
(g) Building sewers.
(1)
Connections.
a. Connections shall be made directly to the sewer with a service saddle unless
otherwise permitted by the village engineer. If a connection to an existing manhole
is permitted, a proper channel shall be constructed within the existing manhole or
other structure at which the connection is to be made to direct the flow to the
existing outlet in a manner which will tend to create the least amount of turbulence.
Any portion of the existing structure which would interfere with such construction
shall be removed.
b. Connections made into a manhole 18 inches or more above the invert shall be
diverted down to within 18 inches of the manhole bottom to allow entrance into the
manhole for inspection or repair of the manhole or the building sewer lead.
c. When connections are made with sewers or drains carrying fluids, special care must
be taken that no part of the work is built underwater. A flume or dam must be
installed and pumping maintained, if necessary, and the new work kept dry until
completed and any concrete or mortar has set.
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d. Wherever existing manhole structures or sewer pipes are to be tapped, holes shall be
drilled at four inches center-to-center around the periphery of any proposed pipe
opening to create a plane of weakness before breaking out the section. The pipe (stub
or saddle) to be placed in the opening shall be cut flush with the inside wall of such
structure. Voids outside the pipe barrel, placed in the pipe opening, shall be sealed
with an approved nonshrinking grout. A concrete collar shall then be poured 12
inches thick around the pipe and extended a minimum 12 inches beyond the outside
wall surface of the manhole with the remainder of the pipe cradled in concrete.
(2) Inclusion with sewer construction. Unless otherwise approved, construction of house
leads from the public sewer to the easement and/or property line for each fronting
parcel which the sewer is designed to serve shall be included with the construction of
each sanitary sewer.
(3) Wyes and tees. Where the construction of building sewers to the property line is not
required concurrently with the sanitary sewer construction, a wye branch or tee inlet
with riser is required. Such tee, wye or riser shall be provided with a watertight
stopper or plug with type of joint used for the sewer pipe and shall be installed for
every lot or building site which the sewer is designed to serve. Such tee, wye or riser
and end of building sewer shall be marked with a two-inch by two-inch (nominal
dimension) hardwood marker to six inches below the ground surface.
(4) Risers. Building sewer risers shall be installed to a depth of ten feet below finished
ground elevation, unless otherwise authorized by the village. All risers that are
installed without building leads shall include an approved stopper.
(5) Size and length. Minimum size for building sewers shall be six-inch nominal internal
diameter. Maximum length of building sewers shall be 200 feet unless otherwise
approved by the village engineer.
(6) Minimum slope. Minimum slope for building sewers shall be one-eighth inch per foot
(one percent), with one-fourth inch per foot (two percent) preferred.
(7) Connection branches. All connection branches in the sewer pipe shall be securely and
completely fastened to or formed in the wall of the pipe during manufacture. All pipes
containing such connection branches shall be installed with the main sewer. Wyes for
vacant property shall be installed opposite the center of the frontage unless otherwise
indicated. All wyes that are installed with building sewers shall include an approved
stopper
(8) Size and slope. Building sewers shall be a nominal six inches inside diameter and
shall be the same strength as the sewer to which they connect. Building sewers shall
be installed with a minimum slope of one-eighth inch per foot (one percent), preferred
one-fourth inch per foot, to a depth of ten feet below finished surface elevation, where
possible, unless otherwise directed by the village engineer.
(9) Ends; marking. The ends of building sewers shall terminate with an approved stopper
at the property line or easement line, whichever is farther. The ends shall be marked
with a two-inch by two-inch hardwood stake placed vertically from the pipe invert to
two feet above the ground surface. The portion above ground shall be painted with an
approved phosphorescent paint.
(h) Manholes.
(1) Locations.
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a. Manholes shall be constructed at every change in sewer grade, alignment and pipe
size, and at the end of each sewer line. Maximum distance between manholes shall
be 300 feet for sewers 36 inches and smaller in diameter.
b. Monitoring manholes shall be placed on all industrial building sewers located in an
easement or the public road right-of-way.
(2) Construction. Manholes shall be constructed of precast reinforced concrete sections;
see SDD. The following conditions must also be adhered to:
a. Pipe shall not extend into a manhole beyond the inside face of the manhole wall.
Field cutting of pipe to be used at manholes shall be done in a neat, workmanlike
manner, using methods approved by the village engineer. Exposed ends of
reinforcing steel shall be cut flush with the pipe end.
b. Concrete placed inside precast flexible joint manholes to form the channel through
the manhole shall not be placed between the pipe and the opening in the manhole
base section so as to interfere in any way with the flexibility of the joint.
c. Manhole assembly shall be in strict accordance with the manufacturer's
recommendations. Particular care shall be taken to keep foreign materials from
interfering with proper joint assembly. The bell and spigot surfaces shall be wiped
clean. The surfaces (bell, spigot, synthetic rubber 0-ring gasket) shall then be coated
with a lubricating material to overcome the friction resistance when setting the
precast sections home.
d. Manhole structures which are to be left open overnight shall be securely enclosed
with suitable fencing and have adequate lighted barricades.
e. All manholes shall be supported on a firm, stable foundation. The foundation shall
remain stable during backfilling and subsequent operations.
(3) Drop manholes. A drop manhole shall be constructed whenever an inlet sewer pipe
enters a manhole at an invert elevation 18 inches or more above the invert elevation
of the outlet sewer pipe. Drops between 6 inches and 18 inches will not be permitted.
(4) Stubs. Where future connections to a manhole are anticipated, stubs or blind drop
connections with watertight plugs shall be provided.
(5) Bulkheads. Where sanitary sewers tap into existing manholes, a six-inch masonry
bulkhead shall be constructed in the sewer to prevent flow into the existing system
from the new system.
(6) Materials and appurtenances. All materials contained in these specifications shall
conform to the requirements of section 5.14.02, MDOT Standards for Construction,
and Oakland County Department of Public Works Standards and Specifications for
Sanitary Sewer Construction, except as otherwise specified by the village.
(i) Special structures and appurtenances.
(1) Preliminary plans. Preliminary plans for special structures and appurtenances required
for sanitary sewer systems shall be submitted to the village for review and comment
prior to their inclusion in the construction drawings.
(2) Inverted siphons. Inverted siphon design shall provide at least two independent
parallel pipes, with a minimum diameter of six inches each, sized to secure an average
velocity of flow of at least three feet per second for average flows.
(3) Pumping stations. Sewage pumping stations shall have at least two pumps or ejectors,
each sized to handle maximum design flow. For three or more pumps or ejectors,
Engineering Design and Construction Standards 26
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sizing of units shall be such that design flows can be handled with the largest unit out
of service. Design features shall conform to the ten states standards of GLUMRB.
Pump station design shall also conform to other requirements as determined by the
village engineer. When all pumps are operating, the pumping station shall not
discharge flows which exceed the capacity of any downstream sewers. Force mains
shall be provided with automatic air release valves in wells at all main high points of
the type approved by the village engineer. Cleanouts shall be placed at locations
designated by the village engineer. The contractor will supply a portable emergency
power source which will become the property of the village if the village maintains
the pumping station.
Sec. 38-156 Manhole casting adjustments.
Adjustments to manhole castings shall be accomplished prior to final acceptance by using
precast concrete adjustment rings bolted to the cone section of the manhole with synthetic rubber
0-ring gaskets compressed between each adjacent ring or injection molded high density
polyethylene adjustment rings.
Sec. 38-157 Acceptance test.
All sanitary sewer systems shall be subjected to and must successfully pass a preliminary
infiltration, air or exfiltration test, or a combination thereof, in accordance with the requirements
of this section prior to scheduling a final acceptance test of the system by the department of
public services or village engineer. Removal of the bulkhead as required in section 38-154(h)(5)
shall not proceed without approval of the department of public services or village engineer. All
final acceptance tests shall be witnessed by the department of public services or the village
engineer.
(1) Infiltration test.
a. All sewers over 24 inches in diameter and all smaller sewers where the
groundwater level is more than seven feet above the top of the sewer shall be
subjected to an infiltration test.
b. Maximum allowable infiltration shall not exceed 200 gallons per inch of diameter
per mile of pipe per 24 hours for the overall project. All sewers being tested by the
infiltration method shall be allowed to stabilize for a period of 24 hours with the test
bulkhead in place.
(2) Exfrltr•ation test or air test. All sewers of 24 inches in diameter or less where the
groundwater level is seven feet or less above the top of the sewer shall be subjected to
either exfiltration tests or air tests as determined by the village engineer.
a. Exfiltration test
1. For the purpose of exfiltration testing, the internal water level shall be equal to
the external water level plus four feet as measured from the top of the highest pipe
in the system being tested. This could be either a house lead or a lateral. However,
the maximum total height of water above the invert of the pipe at the lower end
shall not exceed 16 feet. A prospective test that would exceed this 16-foot limit
should not be taken. The line under construction can be broken down into smaller
sections so that the maximum head of 16 feet will not be exceeded.
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2. The actual exfiltration of leakage from the sewer line can be measured by
recording the volume of water lost over a given period of time in a standpipe or
pipes connected in the upstream and/or downstream manhole, or the upstream
manhole can be used provided the test water level is below the bottom on the
tapered section. It may be necessary to add a measured amount of water during the
testing time interval to maintain water in the standpipe at the specified level so that
the total volume of water lost would be based upon the amount of water added and
the difference in elevation of water at the end of the testing converted to gallons.
When the standpipe method is used, the time interval to record the difference in
elevation of the water surface shall be a minimum of 15 minutes. When the
upstream manhole method is used, the time interval shall be a minimum of two
hours.
3. A minimum of four hours should elapse after the test section is filled with water to
permit the escape of trapped air and to allow for maximum absorption. After such
absorption and escape of air has taken place, water should be added to the specified
test level, and the test begun.
4. The maximum exfiltration rate shall be 200 gallons per inch diameter of pipe per
mile of pipe per 24 hours.
b. Air test. The procedure for air testing of sewers shall be as follows:
1. The sewer line shall be tested in increments between manholes. The line shall be
cleaned and plugged at each manhole. Such plugs shall be designed to hold against the
test pressure and shall provide an airtight seal. One of the plugs shall have an orifice
through which air can be introduced into the sewer.
2. An air supply line shall be connected to the orifice. The air supply line shall be fitted
with suitable control valves and a pressure gauge for continually measuring the air
pressure in the sewer. The pressure gauge shall have a minimum diameter of 3.5 inches
and a range of zero to ten pounds per square inch gauge. The gauge shall have
minimum divisions of one-tenth pound per square inch gauge and an accuracy of plus
or minus 0.04 pound per square inch gauge.
3. The sewer shall be pressurized for four pounds per square inch gauge greater than the
greatest back pressure caused by groundwater over the top of the sewer pipe. At least
two minutes shall be allowed for the air pressure to stabilize between 3.5 and four
pounds per square inch gauge. If necessary, air shall be added to the sewer to maintain
a pressure of 3.5 pounds per square inch gauge or greater.
4. After the stabilization period, the air supply control valve shall be closed so that no
more air will enter the sewer. The sewer air pressure shall be noted and timing for the
test begun. The test shall not begin if the air pressure is less than 3.5 pounds per square
inch gauge, or such other pressure as is necessary to compensate for groundwater level.
5. The time required for the air pressure to decrease one pound per square inch gauge
during the test shall not be less than the time shown in air test tables as developed by
the NCPI.
6. Manholes on sewers to be subjected to air tests shall be provided with a one-half-inch
diameter galvanized, capped test pipe installed through the manhole wall and
extending three inches into the manhole at an elevation equal to the top of the sewer
pipe. Prior to the air test, the groundwater elevation shall be determined as follows:
Engineering Design and Construction Standards 28
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i. The test pipe in the downstream manhole shall be cleared by blowing air through it.
ii. A length of clear plastic tubing shall then be attached to the end of the test pipe and
extended vertically upward to or near the top of the manhole.
iii. Groundwater will enter and rise in the tubing to the elevation of the groundwater
level at the manhole and will be readily visible.
The air test pressure shall be adjusted (one foot water equal to 0.433 psi) to compensate
for the maximum groundwater level above the top of the sewer pipe to be tested. After all
tests are performed and the sewer is ready for final acceptance, the test pipe shall be
plugged in an acceptable manner.
(3) Test results.
a. If a sewer fails to pass any of the previously described tests, the contractor shall
determine the location of the leaks, repair them, and retest the sewer. The tests shall
be repeated until satisfactory results are obtained. Repair procedures must be
approved and inspected by the village engineer.
b. All visible leaks and cracks shall be repaired regardless of test results.
(4) Safety precautions. The air test can be hazardous under certain conditions. It is
extremely important that all air plugs be properly secured and that care be exercised
during the test and in the removal of plugs. A 15-inch plug with 4.5 pounds per square
inch applied to it exerts almost 800 pounds of force. This is an example of the potential
hazard that exists if plugs are not correctly relieved of air pressure before being
removed. As a safety precaution, it is suggested that pressurizing equipment be
provided with a ten psi pressure relief device to reduce hazards and to avoid over-
pressurization and damaging of any sewer lines. No person shall be allowed in
manholes during air testing.
(5) Televised inspection. All sanitary sewer inspections shall be televised with test results
approved by the village engineer prior to placing the sewer in service.
(6) Force main testing.
a. No sanitary sewer pumping system shall be put into service until all pressure piping
(force main) has undergone a satisfactory hydrostatic pressure test witnessed by the
village engineer.
b. Before applying the specified test pressure, all air shall be expelled from the pipe. The
contractor shall furnish proper appliances and facilities for testing and draining the
main without injury to the work and surrounding territory.
c. The contractor shall be responsible for furnishing, and for the cost of, all water required
for pressure testing. He shall test by filling the main with clean water under a
minimum hydrostatic pressure of 100 pounds per square inch. In no case shall the
leakage in any stretch of pipe being tested exceed the 11 U.S. gallons per inch diameter
of main per mile of pipe (0.0001736 multiplied by diameter (inches) multiplied by pipe
length (feet) in a two-hour period.
d. The contractor shall pressure test sections of force main as directed by the village
engineer. Pressure testing shall be made in increments of 2,000 feet or less unless
otherwise authorized by the village engineer, and then only the allowable leakage for
2,000 feet will be permitted.
(7) Test observations. All final acceptance tests shall be witnessed by representatives of the
village engineer or the department of public services.
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Section 6. Amendment, Article VI.
Section 38-181, Scope, Section 38-182, Compliance required, Section 38-184, Design
and construction standards, of Article VI, Storm Sewers, of Chapter 38, Engineering Design and
Construction Standards, of the Code of Ordinances for the Village of Milford, shall be amended
to read as follows:
Sec. 38-181 Scope.
This article, in conjunction with the Engineering Standards and Design Specifications,
establishes the minimum requirements for the design and construction of storm sewer systems
within the village.
Sec. 38-182 Compliance required.
All storm sewers proposed within the village shall be constructed in accordance with the
standards and specifications contained in this article and the Engineering Standards and Design
Specifications.
Sec. 38-184. - Design and construction standards.
(a) General requirements.
(1) In streets. Storm sewers shall generally be located on the same sides of streets as
water mains, and generally five feet off the right-of-way, in an easement along lot
frontages, on the northerly and easterly side of the street. All sewers shall be
dimensioned to the right-of-way, property lines or other suitable means of locating
the sewer.
(2) In easements. Easements for sewers shall have a minimum width of 20 feet. The
utility shall be centered in the easement unless otherwise permitted by the village
engineer. Such easements shall be deeded or dedicated to the village with
restrictions against use or occupation of easements by the property owners and/or
by other utilities in any manner which would restrict sewer maintenance or repair
operations.
a. Easements for possible extensions shall be provided to the property lines at
locations designated by the village engineer.
b. Sewers shall, whenever feasible, be constructed not closer than ten feet to any
building.
c. Easements shall be provided for all drainage ditches and storm sewers located
within a subdivision.
d. Drainage and storm sewer easements shall be provided where off-site drainage
enters onto the lot or parcel to be developed.
e. Easements shall be provided in size and location in accordance with the village
stormwater management plan.
f. Drainage easements shall be provided at the location of and of the design width
required for the 100-year overflow drainage way outside of public rights-of-way.
47
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(3) Discharge of storm sewers. Storm sewers shall not be permitted to discharge directly
into a pond or the Huron River unless no wetland area owned by the developer exists
in the vicinity for the storm drain effluent.
(b) Sewer capacity.
(I) Tributary area. Sewers shall be designed to serve all natural tributary areas and areas
designated in the village stormwater management plan with due consideration given
to the topography, established zoning and the adopted village master land use plan
and the capacity of the stormwater outlet proposed to be used. Discharge must not be
diverted onto abutting properties without necessary easements. The outlet must be in
accordance with the existing natural drainage courses in the area. Provision for
detention/retention of stormwaters where required must be included in the storm
drainage system as described in this article.
(2) Hydrologic considerations. In general:
a. The stormwater disposal system shall utilize a piping system designed for a ten-
year rainfall event. The rational formula shall be utilized to determine flows to be
accommodated using a ten-year curve (I=175/(T+25)) for rainfall. Initial time of
concentration shall be 20 minutes maximum.
b. Runoff coefficients shall be determined for each individual drainage area and
calculations for each drainage area must be submitted as part of the design
computations. Coefficient design determinations shall be based upon the following
minimum coefficients:
Agricultural, C=0.25.
Pavement and buildings, C=0.95.
(3) Hydraulics.
a. Pipe sizes.
1. Minimum pipe sizes for storm sewers receiving surface runoff shall be 12-inch
nominal internal diameter. Minimum pipe sizes for rear yard storm sewers
receiving sump pump discharge shall be eight-inch nominal internal diameter
2. Pipe sizes shall not decrease going downstream unless specifically approved by
the village engineer.
Trunk sewers shall be sized as design dictates with allowance for extensions.
b. Pipe slopes. Allowable pipeso es (n=0.013) shall be as follows:
Pipe diameter
(inches)
Minimum slope
(feet per 100 feet)
10 0.42
12 0.32
15 0,24
18 0.18
21 0.14
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24 0.12
27 0.10
30 0.09
36 0.067
42 0.054
48 0.045
54 0.038
60 0.034
Generally, all catch basin and inlet leads shall have a minimum of one percent slope.
c. Minimum and maximum velocities. Minimum design velocity shall be 2.5 feet per
second with pipe flowing full. Maximum design velocity shall be eight feet per
second.
d. Calculations. Manning's formula shall be used for hydraulic calculations.
Allowances for head losses through manholes shall be provided.
1. Allowances for changes in pipe size: The hydraulic gradient shall be maintained
by matching the 0.80-diameter depth above invert for pipe size increases.
2. Allowance for direction changes: Provide a drop of 0.10 foot in the downstream
sewer invert for direction changes in excess of 30 degrees to compensate for the
hydraulic head losses.
e. Surcharging. Surcharging under design conditions is allowed. However, the
hydraulic gradient should be at least two feet below any structure cover elevations.
Submerged storm sewers. Submerged storm sewers shall not be permitted unless
specifically approved by the village engineer.
(c) Minimum depth of sewers. Unless specifically approved otherwise by the village
engineer, no sewer shall have less than three feet of cover.
(d) Plunge pools. Whenever differences in manhole pipe invert elevations exceed two feet,
the manhole shall be provided with a plunge pool (sump) to prevent channel erosion.
Plunge pools shall generally be two feet in depth.
(e) Manholes, inlets and catchbasins.
(1) Manhole locations. Manholes shall be constructed at every change in sewer grade,
alignment, pipe size and at the junction of sewer lines. Generally, manholes shall be
placed not more than 300 feet apart. Generally, manholes should be placed at street
intersections. Manholes shall be provided where catchbasin and inlet leads are to be
connected to the sewer, unless expressly waived by the village engineer for a specific
location.
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(2) Catchbasin and inlet locations. Catchbasins and inlets shall be located using the
following design criteria:
a. So that the flows to be accommodated do not exceed the intake capacity of the
cover. The intake capacity of the cover is assumed to be 0.011 cubic feet per second per square
inch of opening.
b. At all low points in gutters, swales and ditches.
c. At the upstream curb return, if more than 200 feet downstream of high point in
gutter or of intercepting structure.
d. At maximum intervals of 500 feet along a continuous slope.
e. Inlets shall only be allowed in pavement areas, and then only as a high end
structure and when followed by a catchbasin within 50 feet of the inlet.
f. End sections may be used as a ditch inflow device when followed within 50 feet by
a catchbasin. Field catchbasins shall be provided at the low point of all swales and
ditches so as to prevent a concentrated flow of stormwater onto a paved surface
such as streets, driveways, parking lots, etc.
g. In rear yard drainage systems (subdivision) no more than four lots shall drain into a
single structure.
(3) Stubs. Where future connections to a manhole are anticipated, stubs with watertight
bulkheads shall be provided.
(4) Manholes, catchbasins and inlets.
a. Manhole, catchbasins and inlets, see SDD.
b. Manhole steps, see SDD.
c. Pipe shall not extend into a manhole beyond the inside face of the manhole wall.
Field cutting of pipe to be used at manholes shall be done in a neat, workmanlike
manner, using methods approved by the village engineer. Exposed ends of
reinforcing steel shall be cut flush with the pipe end.
d. The joint between a precast riser section and the base of the structure or the top of
a brick or concrete radial block riser section shall be set in a full bed of mortar.
Similarly, the joint between a precast eccentric cone section and the top of a brick
or concrete radial block riser section shall be set in a full bed of mortar.
e. Brick and radial block used shall be laid in a full bed of mortar and shall be
plastered on the outside with at least one-half inch of mortar in a manner that will
completely seal the structure. Plastering shall be performed in conjunction with
the laying of brick or block. The laying of block shall never be more than two
courses ahead of the exterior plaster. The laying of brick shall never be more than
six courses ahead of the exterior plaster.
f. All precast sections shall be set in a full bed of mortar.
g. All brick, block, mortar and concrete work shall be properly cured and protected
from freezing for a minimum of 48 hours. When the temperature is 40 degrees
Fahrenheit and below, brick, block, mortar and concrete shall be heated to a
minimum temperature of 60 degrees Fahrenheit.
h. After the concrete and/or plaster has set up sufficiently to avoid damage,
backfilling shall be done in a manner that will not cause unequal pressure on the
structure.
(5) Sewer pipe materials.
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a. Sewer pipe, including catchbasin and inlet leads, shall conform to the following
specifications:
1. Reinforced concrete sewer pipe, ASTM C76 class IV pipe.
2. All catchbasin leads and inlet leads shall be a minimum of ASTM C76 class IV
pipe.
b. All pipe shall have class, lot number and date of manufacture conspicuously
marked on each length by the manufacturer.
c. All concrete pipe located under and within five feet of a roadway shall be class
IV or better with premium joints.
(6) Sewer joints including catchbasins and inlet leads.
a. Concrete pipe under proposed or existing pavement as well as surcharged or
submerged pipe shall have modified grooved joints with approved ring gaskets
(premium joints). All other concrete pipe may have tongue and groove joints with an
approved cold-applied bituminous pipe joint sealer (DeWitts no. 10). Pipe sizes 36
inches in diameter and over shall be inside cement pointed.
b. Premium joints shall conform to the requirements of ASTM C443, with the
following stipulations and exceptions:
1. Gaskets shall be synthetic rubber only. Natural rubber gaskets are not acceptable.
2. Gaskets shall conform to the requirements of ASTM C361.
3. Pipe sizes 36 inches in diameter and over shall be inside cement pointed.
(7) Manhole, catchbasin and inlet materials and appurtenances.
a. Precast reinforced concrete sections shall conform to ASTM C478.
b. Water for concrete and mortar shall be clean and fresh, free from oil, acids and
organic matter.
c. Mortar for laying brick and block, pointing of joints, and plastering outside of
structures shall be composed of one part type II masonry cement and 2.5 parts
masonry sand. No lime shall be used in the mortar.
d. Manhole steps, see SDD.
e. Casting frames and covers, see SDD.
(8) Ditches.
a. Ditch design shall include maximum side slopes of one on four. Side slopes of one
on three may be utilized where sufficient hardship can be demonstrated, subject to
approval of the village engineer. Minimum ditch slope shall be one-half of one
percent. All ditches to a maximum of three percent slope shall be provided with
topsoil, seed and mulch. Slopes greater than three percent shall be sodded. Ditch
slopes over five percent shall be paved. The above erosion measures must be
installed to the hydraulic grade line for a five-year storm.
b. Maximum ditch depths in subdivisions shall not exceed two feet.
c. Improved open drains may only be permitted upon special circumstances, with the
approval of the village engineer.
d. Open drains shall have an approved slope protection or energy dissipater grouted at
areas subject to possible erosion and at other locations as required by the village
engineer.
(f) Pipe end treatment.
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(1) The inlet end of culverts and storm drains shall have a properly designed inlet
structure, i.e., headwall or flared end section, approved by the village engineer.
(2) Culverts and storm drain outlets shall have headwalls or flared end sections with
necessary erosion control, i.e., grouted concrete riprap or energy dissipater, as
required by the village engineer.
(3) Grouted concrete riprap or interlocking concrete pavers is required at all pipe outlet
points other than structures. The minimum width of the riprap shall be twice the
outside diameter of the pipe. The minimum length of the riprap shall be three times
the outside diameter of the pipe, plus one additional foot under the end of the pipe
outlet. Where the discharge point is on a slope, the riprap shall extend from the
bottom of slope to the pipe invert as determined by the village engineer. Two types of
riprap may be used:
a. Field stone or broken concrete of four-inch minimum thickness and one square foot
minimum area; broken concrete or stone shall be mortared to form a monolithic
slab with a minimum thickness of six inches; or
b. Poured MDOT 30P or 30M concrete of four-inch minimum thickness scored at a
maximum of two-foot intervals. A two-foot-deep poured concrete header shall be
installed at the outer edges.
(g) Special structures and appurtenances. Preliminary plans for special structures and
appurtenances required for sewer systems shall be submitted to the village for review
and comment prior to their inclusion in the construction drawings.
(1) Storm drainage house leads. In all new buildings with footing drains, and all buildings
remodeled to include footing drains, there shall be installed a sump pump and a storm
drainage house lead. The sump discharge must be directed outside the building, and shall
not be connected to a floor drain, wash tub, or any other drain connected to the sanitary
sewer. For new developments, the leads shall be connected to the enclosed storm sewer
system constructed for the development. For individual buildings where there is no new
storm sewer, the storm lead may be connected to an accessible catch basin, wetland, or
drainage course, subject to the approval of the village, provided these outlets are
immediately adjacent to the property being developed. Otherwise, the leads shall
discharge onto the ground at least ten feet from the building in such a manner that the
water does not migrate off the subject premises. In no instances shall the sump discharge
be directed into the right-of-way, onto adjacent property, or into the sanitary sewer.
(1) House lead pipe requirements. Service leads provided for footing drain discharge
shall consist of schedule 40 polyvinyl chloride (PVC) pipe. Minimum pipe diameter
shall be four inches. Minimum pipe slope shall be one percent.
(2) Collector pipe requirements. Storm sewer piping which only collects waters
discharged from footing drains shall consist of ASTM C14XM concrete pipe, Armco
Truss pipe meeting ASTM D2680-72 specifications for acrylonitrile-butadiene-
styrene (ABS) or solid wall PVC pipe meeting ASTM D 3034 SDR 35. Minimum
earthcover over pipe shall be two feet. Minimum pipe slope shall be one-half of one
percent. Pipe diameter shall not be less than eight inches.
A waiver of these requirements may be requested from the village engineer if suitable soil
conditions on site can be demonstrated by the developer.
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(i) Leaching basins. Leaching basins may be utilized only when the following conditions
exist:
(1) No adequate storm sewer, open ditch or road drain is available for stormwater
disposal.
(2) Soil composition and groundwater table is suitable for percolation.
(3) Total area of site shall be one acre or less. Consideration will be given for the
utilization of leaching basins for sites larger than one acre, provided that soil
conditions are optimum. Optimum soil condition is defined as soil composed entirely
of coarse sand, gravel or a coarse sand and gravel mixture.
(4) Generally, the drainage area to each leaching basin shall be one-fifth acre or less.
However, for sites larger than one acre, consideration will be given to larger drainage
areas.
(5) The leaching basin shall be at least 1,000 gallons in volume with openings in the
bottom and sides. The basin shall be bedded in 10-A washed stone with a minimum
thickness of 12 inches at the bottom and along all sides.
(6) Leaching basins which incorporate a sump with six-inch open joint finger drain tile or
perforated pipe may be considered acceptable in pavement areas.
0) Connections.
(1) A proper channel shall be constructed within any existing manhole or other structure
to which a connection is to be made to direct the flow to the existing outlet in a
manner which will tend to create the least amount of turbulence. Any portion of the
existing structure which would interfere with such construction shall be removed.
(2) When connections are made with sewers or drains carrying water, special care must be
taken that no part of the work is built under water. A flume or dam must be installed
and pumping maintained, if necessary, and the new work kept dry until completed and
any concrete or mortar has set.
Section 7. Amendment, Article VII.
Section 38-212, Required, Section 38-213, Detention facilities, Section 38-214, Retention
facilities, of Article VII, Stormwater Holding Facilities, of Chapter 38, Engineering Design and
Construction Standards, of the Code of Ordinances for the Village of Milford, shall be amended
to read as follows:
Sec. 38-212 Required.
All new and redevelopment projects shall provide an on-site stormwater holding facility
in accordance with the village stormwater management plan and/or the Oakland County Water
Resources Commissioner's (WRC) Standards, or a temporary stormwater holding facility when
dictated by downstream capacity.
Sec. 38-213 Detention facilities.
(a) All detention facilities shall also include the following:
(1) A sediment forebay, or equivalent structure, designed to capture the runoff from a
one year storm is required for all sites. The forebay should be a separate cell from
the main detention basin and designed such that it will dewater within 48 hours.
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The volume of detention within the forebay, above any proposed permanent pool
of water, can be considered when calculating total detention volume required for a
site.
(2) A manufactured storm water treatment system may be used in lieu of a sediment
forebay.
(3) Green infrastructure or low impact development techniques may be used in lieu of a
sediment forebay.
(b) Allowable discharge rate. For new development where on-site detention is required,
the outflow to an existing drainage course shall be determined according to the
current Oakland County Water Resource Commission standards. The village and the
county encourage the use of Best Management Practices (BMPs), such as those listed
in the SEMCOG Low Impact Design Manual for Michigan (LID Manual), as revised,
to help pretreat and infiltrate stmmwater and aid in achieving the calculated allowable
discharge rate.
(c) Types of detention facilities. The following types of detention facilities will be
permitted in the village:
(1) Basin detention (pond is permitted upon recommendation by the village engineer);
(2) Parking lot detention;
(3) Rooftop detention;
(4) Other methods of stotmwater detention may be considered under special
circumstances.
(d) Basin detention.
(1) All detention ponds must be capable of complete dewatering by gravity. Only
under special circumstances will a pump discharge be allowed to dewater a
detention facility and then only upon approval by the village engineer with the
knowledge and approval of the village manager.
(2) Detention volume is defined as the volume of detention provided above the invert
of the lowest outflow pipe. Detention volume must be provided for all on-site
acreage. Off-site acreage originally draining across the proposed development will
be allowed to pass unrestricted, but must either be intercepted and routed through
the project's storm drainage system or otherwise be handled in a manner
satisfactory to the village engineer and village attorney.
(3) All detention basins must have a provision for overflow set at the high water level
capable of passing a 100-year storm. A spillway is an acceptable overflow
provision with an outlet located so as not to cause potential hardships to adjacent
property. If possible any spillway overflow must flow into a recognized natural
drainage course. All spillways shall have a hard surface consisting of concrete,
asphalt or grouted riprap, unless otherwise approved by the village engineer.
(4) Minimum bottom of basin slopes shall be one percent. This requirement may be
waived if another alternative to complete dewatering of the basin is presented and
approved by the village engineer.
(5) One foot of freeboard shall be provided above the design high water elevations.
(6) Maximum side slopes shall be one vertical to four horizontal. Anything greater
shall require approval of the village engineer and shall be fenced.
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(7) The volume of stormwater detention shall be computed by the Oakland County
Water Resources Commissioner's design procedure for a one hundred-year
frequency storm.
(8) If interconnected multiple basins are involved in the overall storm system,
including both on-site and off-site basins, a detailed hydraulic analysis of the
basins must be reviewed and approved by the village engineer.
(e) Parking lot detention.
(1) Parking lot detention of stormwater will be permitted provided it does not
adversely affect the functioning of the facility or business which it serves or create
a public nuisance.
(2) The required storage volume shall be determined in the same manner as it is done
for basin detention.
(3) The discharge from the parking lot may be controlled by means of restricted inlets.
(4) Where applicable, storage depths of up to nine inches will be permitted in parking
areas.
(5) Overflow route shall be provided with at least four-tenths of one foot freeboard
provided.
(0 A forebay must be installed at all incoming discharge points to the basin. The purpose
of the forebay is to capture sediment in one area and prevent sediment buildup in the
main basin. The forebay shall be a separate basin, which can be formed within the
main basin by creating a separation with an earthen berm, gabion wall, riprap berm or
rock or concrete retaining wall. A manufactured storm water treatment system or green
infrastructure techniques may be used in lieu of a sediment forebay.
(1) The sediment forebay shall be sized to accommodate a one-year storm event. The
village shall use the method of design presented in the Oakland County Water
Resources Commissioner's Engineering Design Standards to verify the forebay
design calculations
(2) The forebay may be included as part of the total required basin volume, above any
permanent pool of water. The forebay cannot be included as available storage if it
remains full of water.
(3) The side slopes cannot exceed one foot vertical to four feet horizontal.
(4) The forebay should have a sump a minimum of two feet deep to capture sediment
and prevent resuspension of sediment. The bottom of the basin should slope
toward the sump area to capture the sediment.
(5) The outlet shall be designed to capture the one-year storm event and dewater the
basin within 48 hours. An outlet structure with restricted discharge may also be
used within the separation.
(6) An outlet (overflow) spillway should be constructed on the separation which
allows water to exit the forebay at non-erosive velocities.
(7) An access road should be provided for forebay maintenance. An access road is
required for all facilities that will be established as a chapter 18, county drain.
(8) The forebay should also have a fixed sediment depth marker to measure the
amount of sediment that has accumulated. The sediment should be removed when
half of the sediment storage capacity has filled in.
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(g) Manufactured storm water treatment systems. Manufactured storm water treatment
systems may be used in lieu of a sediment forebay. These devices are used to remove
sediment and other particulate matter from storm water runoff. Stormceptor and
Vortechs are two brand name devices for such purposes. The Oakland County Water
Resources Commissioner does not specify either of the brand name devices be used
for a project, unless the project will be ultimately operated and maintained by this
office. Other similar devices may be substituted providing that proper supporting data
is submitted to this office for review. The supporting data must indicate that the
system meets the removal standards referenced herein.
(1) Manufactured treatment systems must be installed upstream of the storm water
detention system. If the site is not required to provide storm water detention, a
manufactured treatment system must be installed upstream of the connection to
the ultimate outlet location.
(2) The system must treat up to the peak flow rate for the ten-year storm event.
(3) The system must remove a minimum of 80 percent of the total suspended solids
(TSS), based on a 75-micron particle size.
(4) The system must remove 90 percent of the floatable free oil.
(h) Innovative BMP's non-traditional storm drainage facilities that improve the quality
and reduce the quantity of storm water runoff are encouraged as long as the required
detention volume and allowable outflow are achieved. Complete details and
specifications for the proposed storm drainage facilities must be submitted. There
should be sufficient information provided such that a comprehensive review can be
performed. Each case will be evaluated on a site-specific basis. These innovative
BMPs may include, but are not limited to, those low-impact development techniques
outlined in the Low Impact Development Manual for Michigan.
Sec. 38-214 Retention facilities.
(a) Retention ponds which are not to be used for aesthetic, agricultural or consumptive
reasons but serve the sole purpose of collecting storm runoff will be permitted only if
no drains or natural drainage course for discharging of a detention pond are
reasonably available to the developer. Such use of retention ponds shall be considered
a temporary measure or last resort to be discontinued as soon as a drain becomes
available to the development.
(b) Retention pond sizing shall be based on soil conditions and shall be sized to
accommodate back-to-back 100-year storm volumes.
(c) Retention basin volume shall not include volume below the average or existing
groundwater table. A comprehensive soil investigation including determination of
groundwater levels shall be furnished for all retention basins.
(d) All requirements governing detention ponds, unless specifically revised or waived by
the village engineer, shall be applicable to retention ponds.
(e) Maximum side slopes of retention ponds shall be one vertical to four horizontal.
Anything greater shall require approval of the village engineer and shall be fenced.
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Section 8. Amendment, Article VIII.
Section 38-246, Scope, Section 38-247, Compliance required, Section 38-249, Design
and construction standards, of Article VIII, Grading and Surface Drainage, of Chapter 38,
Engineering Design and Construction Standards, of the Code of Ordinances for the Village of
Milford, shall be amended to read as follows:
Sec. 38-246 Scope.
This article, in conjunction with the Engineering Standards and Design Specifications,
establishes the minimum requirements for design of grading and surface drainage in subdivisions
and all developments within the village.
Sec. 38-247 Compliance required.
All grading and surface drainage proposed within the village shall be constructed in
accordance with the standards and specifications contained in this article and the Engineering
Standards and Design Specifications.
Sec. 38-249 Design and construction standards.
(a) Drainage pattern.
(1) In general, each residential lot shall drain from the front of the house to the road
and from the rear of the house to the rear of the lot.
(2) Whenever a lot is graded toward the rear, a drainage structure must be provided on
the lot or immediately across the rear lot line on the adjacent lot to receive surface
runoff. Standard catchbasins or special rear yard inlets may be used for this
purpose,
(3) Drainage within a subdivision which crosses adjacent lots due to topography is
permitted.
(4) Drainage for subdivisions and individual site developments must be self-contained
so that drainage across adjacent subdivisions and individual site developments is
avoided, unless easements are provided for that purpose.
(5) Drainage for lots must be directed to either the side lot lines, rear lot line, front
yard line, or a swale located eight feet from the house.
(6) Parking lot and/or site drainage for commercial and industrial sites will not be
permitted onto the right-of-way without approval of the village engineer or
department of public service director. An on-site storm drainage system or storm
drainage facility must be provided.
(b) Minimum slopes.
(1) Minimum ground slope for any part of the site, except for the protective slope
around the building, shall be one percent (one-eighth inch per foot).
(2) Minimum swale slopes along the side property lines, the rear property line and the
swale located eight feet behind the building shall be one percent (one-eighth inch
per foot).
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(3) The finish building grade, defined as the ground surface elevation at the building
exterior, shall be established and maintained at an elevation that will provide a
minimum five percent slope away from the building for a minimum distance of ten
feet, with the balance of the site graded to provide positive drainage from that point
(minimum one percent slope).
(c) Maximum slope. Generally, the maximum ground slope for any part of the site shall be
25 percent (one vertical to four horizontal).
(d) Landscape berms. The maximum side slope of landscape berms shall be 33 percent
(one vertical to three horizontal). If a berm is used for all or part of a buffer zone, all
required plant material shall be placed on the top and side slope facing the exterior of
the site.
(e) Additional requirements.
(1) The high point of the swale located eight feet from a building shall be a minimum
of one-half of one foot below the proposed finished ground elevation of the house.
(2) Generally, a building shall not be set below the crown of the road on which it
fronts.
(3) A minimum of six-tenths of one foot of vertical drop shall be provided from the
front (and side on corner lots) property line to the top of curb.
Section 9. Amendment, Article IX.
Section 38-276, Scope, Section 38-278, Compliance required, Section 38-279, Design
and construction standards, of Article IX, Streets, of Chapter 38, Engineering Design and
Construction Standards, of the Code of Ordinances for the Village of Milford, shall be amended
to read as follows:
Sec. 38-276 Scope.
This article, in conjunction with the Engineering Standards and Design Specifications,
establishes the minimum requirements for the design and construction of streets, public or
private, within the village.
Sec. 38-278 Compliance required.
All street pavements proposed within the village shall be constructed in accordance with
the standards and specifications contained in this article and the Engineering Standards and
Design Specifications.
Sec. 38-279 Design and construction standards.
(a) All construction methods, equipment, materials and standard details shall be in
accordance with the RCOC and MDOT standards and specifications, as supplemented
by this article and the Engineering Standards and Design Specifications. In the case of
conflict between these standards and the village standards, the village standards shall
govern. Copies of the RCOC and MDOT standards and specifications can be reviewed
at the village clerk's office.
(b) Soil borings shall be made at maximum intervals of every 250 feet along the
centerline of the proposed road. The borings shall be made by an approved drilling
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company, and shall be to a minimum depth of five feet below the proposed centerline
elevation. The log of these borings shall be submitted, in duplicate, with the paving
plans and specifications.
(c)The following table sets forth minimum requirements for street right-of-way widths,
pavement widths and pavement thicknesses.
Table 1. Street Right-of-Way (R.O.W.) Width, Pavement Width and Pavement
Thicknesses
The following minimum right-of-way widths, pavement widths and pavement
thicknesses shall be required:
Engineer's new Table must be inserted here, table below is for reference only.
The following minimum right-of-way widths, pavement widths and pavement thicknesses
shall be required:
Pavement thickness (4)
Street type
R.O.W. width
(feet)
Pavement width,
back
of curb to back of
curb
(feet)
Conc. pvmt.
(inches)
Bit. pvmt.,
full depth
(inches)
Major
per Village
Master Plan -Special design considerations-
Collector
Per Village
Master Plan
Local (residential)
public (1, 7) 60 26 8 4
Local (residential)
private (1, 7) 60 (easement) 26 8 4
Boulevard
100 27(5)
Special Design Special Design
Engineering Design and Construction Standards 42
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Pavement thickness (4)
Street type
R.O.W. width
(feet)
Pavement width,
back
of curb to back of
curb
(feet)
Conc. pvmt.
(inches)
Bit. pvmt.,
Rill depth
(inches)
(collector) Considerations Considerations
Boulevard
(local) 86 24 (5) 8 4
60 22 (6) 8 4
Industrial,
commercial 70 (2) 36 8 4
Industrial,
commercial and
office
(private) 60 (easement) 36 8 4
Marginal access
residential 30 (3) 22 8 4
Cul-de-sac, local
residential 60 (radius) 47 (radius) 8 4
Cul-de-sac,
industrial,
commercial and
70 (radius) 56 (radius) 8 4
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Pavement thickness (4)
Street type
R.O.W. width
(feet)
Pavement width,
back
of curb to back of
curb
(feet)
Conc. pvmt.
(inches)
Bit. pvmt.,
full depth
(inches)
office
Cul-de-sac, local
residential, parkway 60(radius) 47 (radius) 8 4
Parkway
45 feet
R.O.W. width
24' pavement width
(back of curb to
back of curb) 8 4
Notes:
(1) Includes site condominiums, detached cluster housing, and attached condominiums or
cluster housing of three or less units.
(2) Industrial, commercial and office street R.O.W. widths may be reduced to 60 feet with
two five-foot easements, subject to the review and approval of the village engineer.
(3) No marginal access street shall extend more than 220 feet in length unless the street
ends in a T-turnaround. When a T-turnaround is required it shall be constructed with
the same street width, composition and right-of-way standards as the street. The
length of the T-turnaround shall not be less than 90 feet and shall be posted as a no
parking zone to allow permanent access for emergency vehicles. The village engineer
may approve an alternative design that the engineer believes provides the same level
of safety and purpose of a T-tumaround.
(4) Alternate designs for pavement cross sections that provide equal or greater structural
capacity and longevity will be considered by the village engineer if adequate
engineering data is furnished for analysis. Thickness shown is based on clay subsoil.
(5) Two lanes of traffic in each direction with parking prohibited.
(6) One lane of traffic and one parking lane permitted in each direction.
(7) Existing local residential streets both public and private are permitted to have a 24-
foot pavement width excluding curb and gutter. Good cause must be shown and the
change must be approved by the village council and village engineer.
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Regardless of design, edge drain will be required as determined by the village engineer.
Design requirements may be increased due to existing conditions encountered in the field
as determined by the village engineer.
(d) It is recommended that a systematic procedure of construction be followed in order to
better coordinate the efforts of the village engineer and the owner or his agents. A
progress schedule must be approved by the village engineer before beginning
construction.
(e) It is required that all proposed public and private underground utilities adjacent to or in the
street right-of-way be installed prior to the paving of the roadway.
(f) Concrete and bituminous paving will not be allowed between November 1 and the
following May 1 without special permission from the village engineer, request and
response to be in writing.
(g) Deferment for placement of bituminous aggregate surface courses for a period of one year
from the time of construction of the base course is permitted. Deferment for placement of
bituminous aggregate surface course for a period longer than one year may be granted by
the village upon approval and recommendation by the department of public services or
the village engineer. However, the time period beyond one year will only be extended
until 90 percent of the lots have been developed. Any extension of placement of
bituminous aggregate surface course will require placement of a security deposit by the
developer acceptable to the village.
(h) Residential and industrial subdivision streets shall be surfaced with bituminous pavement
or Portland cement concrete pavement, curbed with Portland cement concrete curb and
gutter sections, and provided with enclosed storm drainage systems.
(i) The requirements of this section may be modified for residential lot developments
(subdivisions, lot splits and detached condominiums) to permit open roadside ditches if
the following conditions are met:
(1) Each lot must have a gross area not less than one-half acre.
(2) Each lot must have a frontage of not less than 120 feet.
(3) Each lot must have a depth not less than the lot width, nor greater than three times the
lot width.
(4) No lot shall be partitioned or divided if such partitioning or dividing would produce
lots having less than the minimum width and area stipulated in this section.
(5) No water, other than natural surface stormwater, shall be allowed to enter such open
roadside ditches. Basement sump water, for example, shall not be discharged into
open roadside ditches. Footing drain discharge shall be in accordance with section 38-
184, pertaining to storm drainage house leads.
(6) Discharge of storm drainage into an open roadside ditch shall be in accordance with
storm drainage design standards as set forth in this chapter.
(7) The natural groundwater table must be below the bottom of all ditches.
(8) Designs for subdivision streets with open roadside ditches shall conform to the
requirements of the RCOC standards and specifications.
(j) The right-of-way widths set forth in table 1 shall generally govern; however, if the village
determines that additional right-of-way is required for proper construction because of
special circumstances, which shall include but not be limited to requirements for
horizontal sight distances, grading operations, location of open channels, permanent
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structures occupying portions of the right-of-way, or for a street that is not so designated
but which may function as a collector or major street, such facts will be made known to
the proprietor after a review of the plans by the planning commission, the village council,
or the village engineer.
(k) The proprietor's engineer shall submit acceptable soil investigation analysis so that the
village engineer may determine the additional need for undergrading, base material,
subbase material, subgrade treatment, and any other special design requirements that the
village engineer may deem necessary to ensure the integrity and design life of the street
pavement.
(1) Refer to articles VI and VIII of this chapter for standards for storm sewers and drainage,
and Section VI of the Engineering Standards and Design Specifications.
Section 10. Amendment, Article X.
Section 38-306, Scope, Section 38-308, Residential driveway approaches, Section 38-
309, Design and construction standards for industrial, commercial, office or multiple-family
residential developments, of Article X, Parking Lot and Driveway Pavement, of Chapter 38,
Engineering Design and Construction Standards, of the Code of Ordinances for the Village of
Milford, shall be amended to read as follows:
Sec. 38-306 Scope.
This article, in conjunction with the Engineering Standards and Design Specifications,
establishes the minimum requirements for the design and construction of parking lots and
driveways in all developments in which off-street parking is required in accordance with the
village zoning ordinance, as amended.
Sec. 38-308 Residential driveway approaches.
(a) See chapter 70, pertaining to streets, sidewalks and other public places, for
requirements for construction of driveways.
(b) Construction of a new or reconstructed driveway approach connecting to an existing
village street or private road shall be allowed only after a permit has been issued from
the village.
(c) Driveway approaches that will serve a single-family dwelling shall be constructed in
accordance with the standard details and specifications as provided by the village.
Sec. 38-309 Design and construction standards for industrial, commercial, office
or multiple-family residential developments.
(a) Plan requirements. All site plans proposing the construction of driveway approaches,
driveways and vehicular parking areas shall provide but not be limited to the
following dimensions and features:
(1) Complete parking spaces, maneuvering lanes and driveways.
(2) Typical dimensions and angles of parking spaces, maneuvering lanes and
driveways.
(3) Radii of driveway returns and all other points of curvature.
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(4) Proposed and existing parking lot and driveway grades and elevations.
(5) Driveway and parking lot cross sectional view of the pavement structure, including
subbase, base and surfacing.
(6) Existing and proposed drainage structures and controls shall include:
a. Size of driveway culvert (diameter and length);
b. Type of culvert;
c. Type of culvert end treatment;
d. Grade of culvert;
e. Direction of surface water flow by the use of flow arrows;
f. Method of surface water disposal on all pavement areas;
g. Location of drainage structures and piping;
h. Structure details and any other applicable details;
i. Delineation of areas contributing surface waters to each structure or stormwater
outlet point;
j. A benchmark located within 100 feet of the site based on a USCGS datum.
(7) Proposed and existing elevations shall be shown on the plan at all radii points,
finish grade at the corners of all buildings, at 50-foot intervals along the edge of the
pavement, and at 50-foot intervals along the line of surface flow. Proposed
elevation contours at two-foot intervals shall be provided if requested by the
village engineer.
(8) Drive widths, as follows:
Table 2. Drive Widths (a)
Maximum width
(feet)
Minimum width
(feet)
Thickness
(inches)
Residential 18 12 6
Office 26(b) 12 (one-way) 6 (c)
Commercial 24(b) 12 (one-way) 8 (c)
Industrial 36 15 (one-way) 8 (c)
Notes:
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a. Drive locations and interior parking lot drive lanes must conform to the off-street parking
layout of the village zoning ordinance.
b. Maximum width may be increased to 36 feet for three-lane driveways.
c. Approach thickness dimensions are for concrete drives; asphalt drives for other than
single-family residential must be approved by the village engineer. Concrete must be air-
entrained and reach a minimum of 3,500 psi in 28 days. Driveway and parking lot thickness
for office, commercial and industrial uses must be approved by the village engineer.
(b) Design standards.
(1) Driveway and parking lot surfacing requirements. The entire parking area, including
parking spaces and maneuvering lanes, is required to be hard surfaced.
(2) Subgrade requirements.
a. All pavement surfaces must be supported upon a prepared subgrade that has been
compacted to at least 95 percent of maximum unit weight in accordance with MDOT
standards. When unstable subgrade materials, i.e., peat, muck, marl, wet clays, etc., are
encountered, excavation and removal of such unstable materials and replacement to plan
subgrade with approved materials compacted in place shall be required. Approved
materials shall include slag, crushed stone, gravel, coarse sand, or other materials
approved by the village engineer.
b. Should it be found that the excavation, removal and replacement of unstable subgrade
material is impractical due to excessive depths, alternate pavement structure designs
must be submitted to and approved by the village engineer prior to pavement
installation.
(3) Pavement layout and schematics. Parking spaces, maneuvering lanes and driveways shall
conform in size and configuration to the requirements of the village zoning ordinance, as
amended. No parking areas shall be permitted in the future road right-of-way as
designated in the village master land use plan.
(4) Drainage and grading requirements.
a. Pavement grading.
1. Generally, the minimum pavement slopes shall be one percent. Lesser slopes may be
used if existing topography prohibits a one percent slope and only upon approval by
the village engineer.
2. Maximum driveway slopes shall be ten percent.
3. Maximum parking lot slopes shall be five percent unless otherwise approved by the
village engineer.
4. All driveway approaches to a roadway shall not exceed five percent for a distance of
25 feet (minimum) from the edge of the roadway.
b. Drainage.
1. All paved areas shall be drained to dispose of all surface waters accumulated in the
parking area in a manner which will preclude unrestricted drainage of water onto
adjacent property unless otherwise approved by the village engineer.
2. The disposal of stormwaters from all paved surfaces shall conform to the requirements
of articles VI, VII and VIII of this chapter and Sections IV and VIII of the Engineering
Standards and Design Specifications for the design and construction standards for storm
sewers and grading.
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3. The discharge of stormwaters onto private property is not permitted unless an easement
to do so is received from the affected property owners.
Section 11. Amendment, Article XI.
Section 38-338, Design and construction standards, of Article XI, Bicycle Paths, of
Chapter 38, Engineering Design and Construction Standards, of the Code of Ordinances for the
Village of Milford, shall be amended to read as follows:
Sec. 38-338 Design and construction standards.
Bicycle paths are to be constructed of bituminous pavement or Portland cement concrete
pavement, where pathways will extend existing concrete walks. They shall be constructed in
accordance with AASHTO guidelines and the standard details and specifications as provided by
the village. In addition:
(1) Minimum bicycle path widths shall be eight feet, and a three-foot clear zone on each
side shall be provided. Sharp grade transitions, trees, signs and other fixed objects in
the clear zone shall not be permitted.
(2) Bicycle paths are to be generally located with a minimum offset from the road surface
of 12 feet. Lesser distances may be allowed along curbed streets or when approaching
intersections of streets to provide a safe alignment for crossing at the intersection.
(3) Bicycle paths will generally follow the longitudinal slope of the existing ground, with
adjustments in grade provided for intersecting drives and streets.
(4) The maximum grade of a bicycle path shall be eight percent for 100 feet.
(5) Bicycle paths will be sloped one-fourth inch per foot toward the street, unless existing
surface drainage requires reversal of the pathway slope.
(6) For minimum required horizontal and vertical clearances, see the Engineering
Standards and Design Specifications.
(7) Barrier-free ramps shall be constructed at curbs in accordance with standard details
and specifications as provided by the village and in accordance with the Americans
with Disabilities Act (ADA) standards and requirements.
(8) Bicycle paths shall be constructed across the frontage or throughout a project as
determined by the village engineer, unless specifically waived by the planning
commission and/or village council.
Section 12. Amendment, Article XII.
Section 38-361, Scope; construction permit, Section 38-362, Plans and specifications, of
Article XII, Sidewalks, of Chapter 38, Engineering Design and Construction Standards, of the
Code of Ordinances for the Village of Milford, shall be amended to read as follows:
Sec. 38-361 Scope; construction permit.
(a) This article, in conjunction with the Engineering Standards and Design Specifications,
establishes requirements for the design and construction of sidewalks as required in
chapter 70. Sidewalks shall be placed across the frontage of all proposed projects and
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as determined by the village engineer unless waived by the planning commission and
the village council.
(b) A permit from the village shall be required to construct a sidewalk in the right-of-way.
Sec. 38-362 Plans and specifications.
The plans and specifications for sidewalk construction shall be prepared under the
supervision of a civil engineer registered in the state, and each sheet of the plans shall have
imprinted thereon the seal of that engineer.
(1) Plans shall consist of a cover sheet allowing a plan view of the complete job, split
plan and profile sheets drawn to a scale of one inch equals 50 feet horizontal and one
inch equals five feet vertical, and standard detail sheets. Profiles of existing centerline
of the roadway, street right-of-way line and parallel drainage facilities are to be
provided. In addition, the proposed profile along the street right-of-way line shall be
provided. The horizontal location of the centerline of each driveway within the limits
of construction shall also be delineated in the profile view. Sheet size shall be 24
inches by 36 inches.
(2) The length of the frontage of each parcel of land abutting the proposed improvement
shall be dimensioned on the plans. Each such parcel shall be identified by its
subdivision or condominium name and lot number, or by its permanent parcel
number, as established and assigned by the county equalization department, and street
address number.
(3) Barrier-free ramps shall be constructed at curbs in accordance with standard details
and specifications as provided by the village and in accordance with the Americans
with Disabilities Act (ADA) standards and requirements.
(4) The direction of drainage from each parcel shall be indicated by drainage arrows.
(5) For any straight run of a sidewalk, grades shall be given in percent, and the station and
length of each vertical curve shall be shown, with grade elevations computed and
stated for intervals not exceeding 50 feet.
(6) Elevations shall be on USCGS datum. Benchmarks shall be shown at least every
1,200 feet. Street names and widths, subdivision or condominium names, legend, list
of quantities and other pertinent information shall be shown on the plans.
(7) The plans shall contain a note requiring that all construction shall conform to the
village's construction standards.
(8) Some or all plan requirements may be waived or modified at the direction of the
village manager.
Section 13. Amendment, Article XIII.
Section 38-392, Submission to village, Section 38-394, Plan criteria, of Article XIII, As-
Built Drawings, Procedures and Requirements, of Chapter 38, Engineering Design and
Construction Standards, of the Code of Ordinances for the Village of Milford, shall be amended
to read as follows:
Sec. 38-392 Submission to village.
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Two bond sets of as-built drawings shall be initially submitted for review and comment.
Upon the approval of the as-built drawings by the village engineer, two complete sets of
reproducible bond drawings, together with two digital copies, including both AutoCAD and pdf,
shall be submitted to the village.
Sec. 38-394 Plan criteria.
As-built drawings shall contain all the information shown on the approved construction
drawings with the addition of but not limited to the following information:
(1) Sanitary sewers and storm sewers.
a. Plan location of all sewers with respect to property and right-of-way lines.
b. A minimum of three tie-downs (dimensions) to all force main bends, manholes,
cleanouts, etc.
c. Length of sewer as measured from center of manhole to center of manhole; this
information should be shown on both plan and profile.
d. Length of stubs and manholes.
e. The following as-built elevations on USCGS datum:
1. Manhole, inlet and catchbasin covers;
2. Invert elevations of pipes within each manhole;
3. Changes in percents between manholes.
f. List of material used for construction. Example: Manholes: Precast, concrete
specialties, press wedge flexjoint. Pipe: Eight-inch V.C.P. Clow No Bel six-inch
V.C.P. Logan 0-Ring.
g. Any changes in pipe and manhole locations of more than ten feet shall be redrawn
on the plan and profile. The original plan locations of these facilities should be
crossed out on the plans.
h. Any changes to the total quantities shall be lined out and the correct as-built
quantity indicated.
i. The following as-built information for all sanitary service leads:
1. Station of wye;
2. Length of lead;
3. Length of riser;
4. Tie from nearest manhole to end of lead.
(2) Retention and detention ponds.
a. As-built drawing of pond.
b. The following as-built elevations on USCGS datum:
1. Overflow spillway;
2. Inlet and outlet pipe inverts;
3. Outlet structure cover;
4. Outlet and inlet ditch elevations;
5. Bottom and top of bank slopes.
c. A statement of final computed volume of the pond as measured from high water
elevation to the invert of the outlet pipe.
(3) Roadways.
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a. Top of curb elevations on USCGS datum, at high and low points. Edge of pavement
elevations shall be provided in the case of open ditch road designs.
b. As-built profiles for any changes in road design.
(4) Water mains.
a. Plan location of all water mains with respect to property lines.
b. Rim (cover) elevations on gatewells, USCGS datum.
c. Fire hydrant bury line elevations, USCGS datum.
d. Distances between gatewells, fittings and fire hydrants.
e. Type of materials used in construction.
f. Any changes in pipe and structure locations exceeding five feet shall be redrawn on the
plan. The original plan locations of these facilities shall be crossed out on the plan.
g. Any changes to the total quantities shall be lined out and the correct as-built quantity
indicated.
(5) Floodways. As-built ground elevations of all areas located within a floodway.
Section 14. Repealer.
This Ordinance hereby repeals any ordinances in conflict herewith.
Section 15. Savings Clause.
That nothing in this Ordinance hereby adopted be construed to affect any just or legal right
or remedy of any character nor shall any just or legal right or remedy of any character be lost,
impaired or affected by this Ordinance.
Section 16. Severability.
The various parts, Sections and clauses of this Ordinance are declared to be severable. If
any part, sentence, paragraph, Section or clause is adjudged unconstitutional or invalid by a court
of competent jurisdiction, the remainder of the Ordinance shall not be affected.
Section 17. Adoption and Effective Date.
This Ordinance is hereby declared to have been adopted by the Village Council for the
Village of Milford at a meeting thereof duly called and held on the day of
2016, and ordered to be given effect as mandated by Charter and statute.
Jerry Aubry, Village President
Deborah Frazer, Village Clerk
Introduction:
Adoption:
Published:
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Effective Date:
CERTIFICATION OF CLERK
I hereby certify that the foregoing is a true and complete copy of an Ordinance adopted by
the Village Council for the Village of Milford on
which was a regular meeting. I further certify that at
said meeting there were present the following Council Members:
I thither certify that the adoption of said Ordinance was moved by Council Member
and supported by the following Council Members:
I further certify that the following Council Members:
voted for the adoption of said Ordinance and that the following Council Members voted against
the adoption of said Ordinance:
I further certify that the following Council Member(s):
abstained from voting.
I hereby certify that said Ordinance has been recorded in the Ordinance Book in said Village and
that such recording has been authorized by the signature of the Village President and Village
Clerk.
Deborah Frazer, Village Clerk
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