ENGINEERING DIVISION PUBLIC INFRASTRUCTURE AND …

ENGINEERING DIVISION 2000 N. CALHOUN ROAD BROOKFIELD, WI 53005-5095

PHONE: 262-787-3919 FAX: 262-782-1323

ENGINEERING DIVISION

PUBLIC INFRASTRUCTURE AND DEVELOPMENT HANDBOOK

Table of Contents

Section Title Page

I. Design Standards and Material Specifications A. Watermain I-2

B. Sanitary Sewer I-8

C. Storm Sewer and Stormwater Management Systems I-13

D. Roadways, Sidewalks and Pathways I-16

E. Grading I-18

F. Erosion Control I-19

II. Drafting Standards A. General II-2

B. Watermain II-3

C. Sanitary Sewer II-4

D. Storm Sewer and Stormwater Management Systems II-5

E. Roadways II-6

F. Grading & Erosion Control II-7

III. As-Built Standards

A. Public Infrastructure III-2

B. Grading & Drainage III-3

IV. Appendix

Standard Details (30 sheets, 29 details)

Stormwater Management Application Packet (10 sheets)

Example Design Sheets-Sanitary Sewer & Water Main (2 sheets)

Example As-builts-Sanitary Sewer, Water Main, & Storm Sewer (3 sheets)

Example As-builts- Commercial & Residential Grading (2 sheets)

Example Easement Exhibit (1 sheet)

Note: Technical changes to the Public Infrastructure and Development Handbook shall be provided to the Board of

Public Works and/or the Water and Sewer Board on a quarterly basis. Material changes affecting policy shall not be

made to the Handbook without concurrence from the appropriate Board in advance. Last Revised: June 5, 2007

Note: The City of Brookfield Design Standards and Material Specifications have been provided in an effort to assist with public and private infrastructure design. This section was intended to provide general guidance to the design engineer. The Engineer must also follow all applicable State of Wisconsin & Federal guidelines. The City of Brookfield Engineering Division reserves the right to alter or add requirements through the review process. Specific design questions not detailed in the following sections should be directed to the City Engineering Division (262-787-3919).

I-1

Section I - Design Standards and Material Specifications

Title Page A. Watermain I-2 B. Sanitary Sewer I-8 C. Storm Sewer and Stormwater Management Systems I-13 D. Roadways, Sidewalks, and Pathways I-16 E. Grading I-18 F. Erosion Control I-19

SECTION I - DESIGN STANDARDS AND MATERIAL SPECIFICATIONS

CITY OF BROOKFIELD I-2 ENGINEERING DIVISION

A. WATERMAIN_____________________________________________________

Design Standards 1. Water Mains shall typically be located 12 feet off the north and east right-of-way (R.O.W.)

lines, or as otherwise approved by the City Engineer. Where watermains are located outside the R.O.W. but contiguous to it, an easement will be required a distance of 15 feet on both sides of the centerline of the watermain, or to the right-of-way line, whichever is less. Where watermains are located on private property, not contiguous to R.O.W., a 30 foot easement will be required. All hydrants must be included in the right-of-way or in an easement and service valves must be placed at the edge of the right-of-way or at the easement line.

2. Minimum depth for watermains shall be 6 feet to the top of pipe from finished grade. 3. Water appurtenance locations shall be as follows:

1. Hydrants a. 5 feet off water main (Refer to Appendix- Standard Detail No. BRK.009,

BRK.009A) b. One at each intersection (5.0 feet from right-of-way line, away from

intersection) c. At far end of cul-de-sac d. Mid-block locations at lot line extended e. Maximum spacing shall be 500 feet in all cases (measured along the

watermain) f. All high points in water main installation shall be placed at hydrant locations

2. Valves a. At intersections adjoining street line extended toward intersection b. 5’ from hydrant tees (on the high side) c. On hydrant branches 30 inches from hydrant d. Maximum spacing shall be 800 feet in all cases e. Three valves shall be installed at all main crosses and two valves shall be

installed on all main tees, unless otherwise approved by the City Engineer. 3. Air Vents

a. At high points in line when no hydrant is present, minimum 2 inches in diameter. (Engineering approval required)

b. At ends of water laterals 4 inches in diameter and larger 4. Flushing Hydrants

a. At temporary ends of watermain, minimum 2 inches in diameter. 4. Elevations of water main shall refer to flowline or invert of pipe. 5. Minimum water main size shall be 8 inch diameter, 6 inch diameter for hydrant leads. 6. Installation of tracer wire - #10 gauge direct bury copper wire (coated) shall be taped to the

top of all PVC and HDPE water main. The copper wire shall be wrapped around the pipe at the beginning and at the end of the water main installation. The copper wire shall extend along the entire length of the pipe in a continuous fashion. Splices must be made using connectors approved by the Engineer, or by twisting the wires together a minimum of ten (10) turns. At all crosses and tees, the tracing wires running both directions shall be interconnected. The contractor shall properly tape all splices/inter-connects to provide proper water proof insulation. The wire shall extend along each hydrant lead to a tracer wire



access box located immediately behind each hydrant and shall run up into the tracer wire access box and connect to a stainless steel terminal bolt on the underside of the lid. The next run of tracer wire will connect to the second stainless steel terminal bolt on the underside of the lid, run down into the tracer wire access box, back along the hydrant lead and continue along the water main. Both wires in the access box shall have enough slack to allow for settlement, easy removal of the lid and future maintenance (restripping of the wire ends). Provide tracer wire access box by Valvco, inc. or equal. Tracer wire access box shall also include 2 inch diameter schedule 40 PVC pipe from a depth equal to the hydrant lead and extending halfway into the access box. Access box shall be set flush with final grade with 2 inch of adjustment available up and down. Any bare wire shall be covered with water proof insulation protector. The Contractor shall test all tracer wire for continuity in the presence of a City Inspector. All costs for the tracer wire along the water main shall be included in the unit bid prices for water main. All costs for the tracer wire access box and tracer wire along the hydrant leads shall be included in the unit bid price for hydrant assembly.

7. Single family residential services shall, at a minimum, be 1-1/4 inch HDPE pipe (larger sizes may be approved with Engineering Division approval).

8. Crushed stone backfill (as specified by the Wisconsin Standard Specifications for Sewer and Water Construction) is required under or within 5’ of pavement; otherwise approved spoil backfill.

9. Maintain a 6 inch minimum vertical separation with all sanitary and storm sewers when crossing over. Maintain an 18 inch minimum vertical separation with all sanitary and storm sewers when crossing under.

10. Permitting and Approvals- All public water main extensions must also be approved by the Wisconsin Department of Natural Resources. All submittals must be completed by the developer’s design engineer. (Please contact the City Engineering Division for fire flow tests, the minimum residential fire flow must be designed to be 1500 GPM at a calculated residual pressure of 20 PSI, the required flows for other uses must follow the current ISO fire flows and be approved by the Engineering Division). These submittals must first be transmitted to the City Engineering Division for review and approval; the City will then transmit the appropriate materials to the permitting agency.

Material Specifications - Watermain 1. Watermain Pipe

PVC shall be C-900, Class 150 (DR18) for 4 inch through 12 inch sizes. PVC shall be C-905, Class 150 (DR18) for sizes larger than 12 inch.

HDPE shall be AWWA C-906, DR 11, ductile iron pipe size (DIPS), high-density polyethylene (HDPE) water pipe for use as a fluid pressure conduit. HDPE pipe shall be made from virgin resins exhibiting a cell classification of PE 345444C as defined in ASTM D3350 with an established hydrostatic-design-basis of 1,600 psi for water at 73 degrees Fahrenheit. The resin shall be listed by the Plastic Pipe Institute (PPI) in its pipe-grade registry Technical Report (TR) 4, “Listing of Plastic Pipe Compounds.” Pipe shall be NSF listed by the manufacturer with the pipe bearing the “NSF” logo or mark. Pipe shall be marked as prescribed by AWWA C-906 and NSF. Pipe markings shall include nominal size, OD base (i.e. 12 inch ductile iron pipe sizing, DIPS) dimension ratio, pressure class, WPR, AWWA C-906, manufacturer’s name, manufacturer’s production code including day, month,



year extruded, and manufacturer’s plant and extrusion line. Pipe manufacturer shall have an approved in-house QA/QC program providing compliance to the testing specifications and requirements of AWWA C-906 and ISO 9001 certification.

Ductile Iron shall be Class 350 (cement lined), AWWA C-151 slip joint pipe with compression type push-on rubber gaskets conforming to AWWA C-111 (unless an alternate joint is approved by the City Engineer).

2. Joints

PVC pipe shall have push-on bell joints with rubber gasket.

HDPE pipe shall be joined by means of a zero leak-rate heat fusion or electrofusion butt joint and approved mechanical joints, meeting the specifications and requirements of AWWA C-906.

Ductile Iron shall be slip joint pipe with compression type push-on rubber gaskets conforming to AWWA C-111 (unless an alternate joint is approved by the City Engineer).

3. Fittings

Shall be Ductile Iron with mechanical joints conforming to Chapter 6.22.0 of the Standard Specifications, A.W.W.A. C-110 and C-111 with the exception of the manufacturer's design dimensions and thicknesses. Compact Ductile Iron fittings are allowed in accordance with Chapter 6.22.2 of the Standard Specifications.

HDPE mechanical joint adapters shall conform to AWWA C-906 for connections to dissimilar materials (PVC or ductile iron). A butt fused HDPE mechanical joint adapter with a stainless steel internal stiffener shall be used. The DR for any polyethylene fitting shall be 9 (unless otherwise approved by the City Engineer).

4. Services

Shall be 1-1/4 inch to 2 inch CTS C-901 SDR-9 HDPE Water Tube. On HDPE services, solid stainless steel insert sleeves should be included with the curb stop and corporation stop. Joints shall be with pack joint compression fittings as manufactured by Mueller, McDonald and Ford.

5. Corporation Stops For HDPE Water Tube

1” x 1-1/4”, 1-1/2”, 1-1/2” x 2” & 2” Shall be: Mueller H-15008

McDonald 4701BQ Ford F1000

6. Ground Key Stop Valve (Curb Stops)

1 ¼” x 1” x 1 ¼” Shall be: Mueller P-15155

McDonald 6104Q Ford B44-455M



1 ½” and 2” Shall be: McDonald 6104Q Ford B44-666M (1 ½”) Ford B44-777M (2”)

All with 2" Minneapolis thread.

7. Service Box (Curb Boxes)

For 1” Shall be: Mueller H-10300

McDonald 5614

For 1-1/2” and 2" Ball Valve Shall be: McDonald 5615 or equal

8. Service Saddles

Stainless steel clamp with rubber gasket and integral service outlet. Cascade Waterworks (CSC2 for 4"-10", CS22 for 12" & 16"), Smith-Blair (372 for 4”-12”), Power Seal or equal.

Service saddle required for all services 1-1/4” and larger (except saddle not required for 1-1/4” service if 1” x 1-1/4” corporation stop is used).

9. Gate Valves - A.W.W.A. Spec. C509

Shall be resilient wedge type for 4", 6", 8" or 10" American Flow Control, Series 2500, SS Bolts Clow F-6100, SS Bolts Mueller 2360-20, SS Bolts Kennedy Ken-seal, SS Bolts M&H, SS Bolts

All gate valves shall be furnished with a gate valve adaptor with gasket as manufactured by Adaptor, Inc. A valve extension stem is only required if the operating nut is 8 feet or more below finished grade. If a valve extension stem is required, the length shall be such that the top of the extension is within 8 feet of finished grade.

NOTE: Any R.W.G. valve used for cutting in must use a cutting tool that will develop a hole not less 1/2" smaller than the valve. (Any test plugs included on valves shall be replaced with stainless steel plugs.)

10. Butterfly Valves - A.W.W.A. Spec. C504

Shall be for 12" and larger, Clow , Pratt Groundhog, M&H 450 or Mueller Lineseal III. All butterfly valves shall have SS nuts and bolts.



All butterfly valves shall be furnished with a butterfly valve adaptor with gasket as manufactured by Adaptor, Inc. A valve extension stem is only required if the operating nut is 8 feet or more below finished grade. If a valve extension stem is required, the length shall be such that the top of the extension is within 8 feet of finished grade.

11. Valve Boxes and Lids

Shall be: Tyler 6860 Star Pipe Products two-piece cast iron valve box with lid

12. Flush Valve Assembly

The following shall be required only if specifically included on the plans:

Plug & Air Vent for ends of mains and laterals - see File #43 Standard Specifications

Flushing Hydrant for ends of mains – Eclipse No. 2 Post Hydrant with stainless steel shaft by Kupferle or equal.

13. Air Release Assembly

For high points in mains, see File #42 Standard Specifications.

14. Hydrants Shall have: bronze on bronze seat bronze upper valve plate break away flange oil or grease reservoir coated elbow meets or exceeds A.W.W.A. C502 with a 5-1/2" valve, two 2-1/2" hose nozzles and one pumper nozzle with stainless steel bolts underground, and shall be: Clow Medallion, Mueller Centurian and Kennedy Guardian (with reservoir).

All parts used to modify hydrant must be from the original equipment manufacturer. The bars on all hydrants shall be 3/4" diameter.

15. Check Valve

Valmatic 1800 series globe style, 125 lb. class, with cast iron body, bronze plug and stainless steel spring.

16. Pressure Switch

Mercoid DA-31, 5-150 PSIG

17. Pressure Gauges Marshalltown Series 44K, 3-1/2" with phosphor bronze Bourdon tube, Gauge scales to be 0-150 PSI.



18. Ball Valves Nibco 590 Series ball valves, except for 1/4" valves which shall be Nibco 580 Series ball valves.

19. Meter Yoke

Ford Meter Box Co. Straight Line Yoke. Yoke to match owner's 5/8, 5/8 x 3/4 or 3/4 inch meter. Verify meter size.

20. Sampling Faucets

Chicago Faucet No. 4, chrome plated brass, 1/2 inch smooth end.

21. Tracer Wire Access Box Shall be Valvco, Inc. Access Box or equal

22. Tapping Sleeves

Tapping sleeves shall have a stainless steel body with removable bolts. The outlet, body, flange, bolts and nuts shall be 18-8 type 304 stainless steel. All welds are fully passivated to restore stainless characteristics. Flange shall conform to AWWA Standard C207, "Steel Pipe Flanges for Waterworks Service-Sizes 4 In. Through 144 In.", Class D ANSI 150 lb. with drilling recessed to accept standard tapping valves per MSS-SP 60. Bolt holes straddle pipe centerline. Shell gasket must seal the full circumference of the pipe. Flanged gasket shall be full faced, cut from 1/8 inch thick cloth inserted rubber sheet, boltholes prepunched, conforming to the requirements of ANSI B16.21.

Approved stainless steel tapping sleeve manufacturers/models:

Ford FTSS JCM 432 Power Seal 3490 Smith-Blair



B. SANITARY SEWER________________________________________________ Design Standards 1. Location & Depth

a. Sanitary sewers shall typically be located at the centerline of the street or easement b. Sewers in curved streets shall typically not be more than 10 feet from centerline c. Manholes shall be located at the centerline of street/easement d. Sewer depth shall be designed to accommodate gravity flow from the lowest part of all

buildings. Residential basements shall have an assumed minimum depth of 10 ft from finished floor elevation to the basement floor elevation. Also, 1.8 ft. should be used for the depth from the basement floor to the sewer lateral to accommodate for clearing the footing depth

2. Design Flow

a. Average residential sewer flows shall be 125 gallons per capita per day. Peak residential sewer flows shall include a peaking factor of 5, and an additional 85 gallons per capita per day for inflow and 85 gallons per day for infiltration (Total = 795 gal./capita/day).

b. The City of Brookfield maintains a standard loading for residential design flows. • 2.86 people per house • 2.5 people per unit

c. The capacity and velocity of sanitary sewers shall be determined using Manning’s Formula using a frictional coefficient of 0.013 for sanitary sewers

d. Sanitary sewer calculations must be submitted with proposed sanitary sewer plans

3. Sanitary Sewer Sizes and Slopes a. Residential: 8 in. (minimum) b. Sanitary sewers shall be sized to provide a minimum velocity of 2 ft/sec at 50 % full c. All sewers must be sized adequately to accommodate future tributary areas as directed by

City Engineer d. Public mains located within private property must be placed within an easement. See #8

below for requirements. e. Minimum Slopes:

• 8” = 0.40 % (dead end reach = 0.60 %) • 10” = 0.28 % (dead end reach = 0.40 %) • 12” = 0.22 % • 15” = 0.15 % • 18” = 0.12 % • 21” = 0.10 % • 24” = 0.08 % • Other sizes - Per Engineering Division

4. Sanitary Manholes

a. Sanitary manhole rims must be placed 2.0 ft. above the 100-yr floodplain elevation (FPE). When practicable, grade earth around manhole at 4H:1V slope.



b. Public manholes located within private property must be placed within an easement. See #8 below for requirements.

c. Elevations of sewer inverts shall refer to the flowline or invert of pipe in MH. d. Maximum distance between manholes shall be 400 ft. unless approved otherwise e. Drops in manhole (Angle measured between incoming and outgoing sewer pipe)

• Angle of 0 to 10 degrees = 0.10 ft drop • Angle of 10 to 30 degrees = 0.15 ft. drop • Angle greater than 30 degrees = 0.25 ft. drop • Maximum allowable drop in MH shall be 24 in. • Where drops exceed 24 inches an outside drop manhole shall be used (detail can be

found in the appendix) • Where different sized pipes meet in MH, 80 % flowlines shall match

f. Frames, Lids and Seals: • All sanitary sewer manholes shall have a heavy duty frame with solid, gasketed self-

sealing lid with concealed pick holes (see standard details and material specifications) • Sealed bolted-down lids/frames shall be required in floodplain areas • All sanitary sewer manholes shall utilize an external seal (see standard details and

material specifications) g. Chimney Height:

• Minimum Height = 6 Inches • Maximum Height = 22 Inches

5. Sanitary Sewer Laterals

a. A minimum 6 inch diameter sewer lateral shall be installed for residential use, larger sizes for different uses must be approved by the Engineering Division

b. Laterals shall be installed to the lot line/street right-of-way or the edge of the easement the sewer resides in

c. Laterals may not be connected to manholes except in cul-de-sac where necessary and approved by the City Engineer. Where laterals connect to manholes, the lateral shall extend to the flow line of the pipe or the bench shall be modified to include the lateral as a pipe.

d. A minimum slope of 2 % shall be used. Under special approval, City Engineer may authorize the use of 1 %

e. Existing laterals not used in development or redevelopment shall be abandoned at the main. Slurry or grout filling of laterals will be required where open cutting existing roadway is not practical. Existing laterals used in new developments or redevelopments must be televised and reviewed by Public Work Inspection prior to reconnection. Should defects or infiltration or inflow (I&I) exist, the City will require appropriate measures be taken which may include relay, lining, or grouting of the lateral.

f. Vertical risers shall be used where excessive drop occurs from the property line to the mainline. In general, the sanitary lateral should be placed at a depth between 10 to 13’ below finished grade at the property line or at a depth adequate to serve the lowest point of the building to be served. (see standard details and material specifications)

6. Force Main

a. Valve spacing shall be placed every 800 ft.



b. Minimum Design depth: 6 ft. from top of pipe to finished grade c. Tracer wire is required to be secured to the force main d. Minimum design velocity is 2 ft./sec., while maximum shall not exceed 10 ft./sec. e. Air release/vacuum valves and cleanouts must be incorporated into design layout

7. Lift Stations a. Lift Stations are to be avoided. b. Coordinate with Engineering Division for specific design requirements regarding sanitary

lift stations. 8. Easements

a. The City’s standard width for sanitary sewer easements is 30 ft. for a single utility, plus 10 ft. for each additional utility within the easement.

b. No structures or trees will be permitted to be placed in Municipal utility easements. Unless avoidable: shrubs, plantings, and shallow berms will be permitted in easement but not within a 5 foot radius of appurtenances. A written explanation of why landscaping or berming must be placed within easements needs to be submitted along with a signed encroachment agreement.

c. Grade changes within utility easements is not allowed without prior Engineering approval.

d. Written easement documents shall be executed & recorded for all easements depicted on CSM’s, plats and plans. The developer/owner shall provide the exhibit and legal description of the easement (see appendix); the City will prepare the actual easement document for signatures and recording.

e. Manholes located within private property should be placed within a paved surface where it is practical for easy inspection and cleaning.

9. Permitting and Approvals a. All public sanitary sewer extensions must also be approved by the Wisconsin Department

of Natural Resources, and in some cases other permitting agencies such as the Milwaukee Metropolitan Sewerage District. All submittals must be completed by the developer’s design engineer. These submittals must first be transmitted to the City Engineering Division for review and owner approval, the City will then transmit the appropriate materials to the permitting agency for their approval.

Any variation of the above standards must be approved by the City of Brookfield Engineering Division

Material Specifications – Sanitary Sewer 1. Sanitary Sewer Main All pipe used for public and private sanitary sewer shall be: PVC, ASTM D-3034, SDR 35 meeting the requirements of Section 8.10.0 of the Standard

Specifications for Sewer and Water Construction in Wisconsin (Standard Specifications)



2. Sanitary Sewer Laterals All pipe used for sanitary sewer laterals shall be: PVC, ASTM D-3034, SDR 35 meeting the requirements of Section 8.10.0 of the Standard

Specifications. Sanitary laterals shall be 6” in diameter. 3. Sanitary Force Main

All pipe used for sanitary force mains shall be: AWWA C-900 meeting the requirements of section 8.51.2 or HDPE, ASTM F-714, SDR 11 meeting the requirements of section 8.51.3

4. Sanitary Manholes

Sanitary manholes shall conform to the following: All manholes shall be precast reinforced concrete and have a minimum inside diameter of 48 inches. Minimum wall thickness shall be per Table No. 1 in File No. 12 of the Standard Specifications. Precast concrete manhole base, barrel risers, cone section and adjusting rings shall meet the requirements of ASTM C-478. Manhole external seals shall be provided for each manhole and shall be manufactured by Adaptor, Inc. Manholes shall be constructed per drawing BRk 11, 11A and 11B and vacuum tested in accordance with Section 3.7.6 of the Standard Specifications.

5. Bedding, Cover and Backfill Materials

Bedding, cover and backfill materials shall be as follows: Bedding and cover material shall conform to Table 32 of the Standard Specifications and shall be 3/8” crushed limestone with a minimum of 6 inches of bedding to a cover 12 inches above the crown of the pipe. Granular backfill shall conform to Section 8.43.4 of the Standard Specifications. Spoil backfill (may be used in locations settlement is not critical and approved by the City) shall conform to Section 8.43.5 of the Standard Specifications. Slurry backfill (where required by the City Engineer) shall conform to Section 8.43.9 of the Standard Specifications.

6. Fittings All fittings used for sanitary pipe and laterals shall be as follows: Fittings for sewer laterals shall be PVC, ASTM D-3034, SDR 35 and meet the requirements of Section 8.10.0 of the Standard Specifications. Couplings for connecting dissimilar pipe materials shall be non-shear coupling as manufactured by DFW/HPI or shall be made with a flexible mechanical compression joint coupling conforming to ASTM C-594 Type B with stainless steel bands and shear ring



conforming to ASTM A-167 as manufactured by Joints, Inc. (Calder) of Gardena, CA; Fernco Joint Sealer Co. of Ferndale, MI; or equal and in addition, using a transitional bushing conforming to ASTM C-594 Type B when pipe with different outside diameters are to be connected. Flexible saddles for connecting laterals to an existing sanitary sewer shall be as manufactured by NDS or approved equal.



C. Storm Sewer and Stormwater Management Systems___________________ Design Standards 1. Storm sewers shall be typically located 10 ft. to 12 ft. off the south or west right-of-way line

with sufficient manholes set behind the curb to allow connection of inlets to same. 2. Inlets shall not substitute as manholes. 3. Storm sewers to have a minimum cover of 18 inches. 4. Storm sewer elevations shall refer to the flowline or invert of the pipe. 5. Inlets at intersections shall be 1 ft. from the end of curb and gutter radius. 6. Inlet spacing – maximum of 300 feet from crest of hill or previous inlet structure so as to

limit the maximum travel distance to 300 feet. 7. Inlets shall be located on the upstream side of the radii, upstream of sidewalks/bikepaths, and

low points of an intersection. 8. Manhole spacing shall not exceed 400 feet. 9. Manholes located within private property should be placed within a paved surface where it is

practical for easy inspection and cleaning. 10. Storm sewer pipe shall be reinforced concrete pipe (RCP) Class III with a minimum diameter

of 12 inches. 11. The minimum design storm for all conduits shall be Southeastern Wisconsin Regional

Planning Commission (SEWRPC) 10-year, 24-hour event. Storm Sewer sizing calculations must be submitted with the Civil Design Plan set. (Note: Dead-low points may require dual inlets and/or grate capacity analysis.)

12. Site design must provide an emergency overland flow path capable of handling SEWRPC’s 100-year, 24-hour storm event or greater.

13. The City of Brookfield Engineering Division requires designs for both minor and major storm events and requires all new developments to meet the following minimum standards:

A. Minor Storms (10-yr, 24-hr recurrence interval storm event) 1. Stormwater systems managing this storm event shall be designed to provide an

acceptable level of access to property and of traffic service. • Designed to provide two clear 10-foot lanes for moving traffic on existing

arterial streets, and one clear 10-foot lane for moving traffic on existing collector and land access streets.

• Flow of stormwater along and across the full pavement width of collector and land access streets shall be acceptable during storm events greater than the 10-year storm event. (When the street is an integral part of the system)

B. Major Storms (100-yr, 24-hr recurrence interval storm event) 1. Development of a stormwater system (pipe and/or overland flow) that manage

this storm are designed in order to prevent significant property damage and safety hazards.

14. All new and replacement bridges and culverts over waterways shall be designed according to the following:

1. SEWRPC’s 10-year, 24-hr storm event for minor and collector streets. 2. SEWRPC’s 50-year, 24-hr storm event for arterial streets and highways, other than

freeways and expressways. 3. SEWRPC’s 100-year, 24-hr storm event for freeways, expressways, and railways



15. Stormwater Management Designs should all follow City of Brookfield Title 14 requirements

and all applicable state requirements. MMSD requirements also apply to all areas within the MMSD sanitary sewer service boundary. A stormwater management application packet is included in the appendix. The application is required for most projects.

16. Where applicable, Designer shall submit to the City one copy of a Preliminary Stormwater Management Plan (SWMP). This report shall include the following items: a. Project overview / Executive Summary b. Name of the Owner/Developer c. Pre-development watershed description d. Post-development watershed description e. Method of Analysis f. Soil Type g. Curve Numbers h. Stormwater runoff quality with SLAMM analysis

• Sediment reduction of at least 80% must be demonstrated i. Construction Site Erosion & Sediment Controls (BMP’s) j. Summary table of Stormwater Calculations

� Pre-development (2, 10 & 100-yr, 24-hr events) � Post-development (2, 10 & 100-yr, 24-hr events)

k. Existing hydrology conditions map showing: � Existing topography contours (minimum 2’ interval) � Existing site � Drainage basins � Time of concentration paths � Curve numbers � Runoff volumes (Q) in cfs for the 2, 10 & 100-yr, 24-hr events

l. Proposed hydrology conditions map showing: � Proposed topography contours (minimum 2’ intervals) overlaid on existing � Proposed site plan/design � Drainage basins/subcatchments � Time of concentration paths � Curve numbers � Runoff volumes (Q) in cfs for the 2, 10 & 100-yr, 24-hr events

m. Stormwater Facility Maintenance Plan. Maintenance Plan shall include: i. Contact name

ii. Telephone number iii. Signature of Owner iv. Cleaning/maintenance methods v. Cleaning/maintenance schedule

n. Stormwater basin design o. Outlet control structure design

17. Upon City approval of the civil site design and SWMP, Designer shall provide the City with two (2) signed and sealed (by a P.E.) copies of the SWMP (seal to be affixed to cover/title page of report and Item 12 of SWMP Application).



18. Wet detention basins and infiltration devices shall not be located: a. Within the boundary of a recharge area to a wellhead identified in a wellhead area

protection plan b. Within 100 feet of a private well c. Within 100 feet of a transient, noncommunity public water system d. Within 1,200 feet of a well serving a public water system other than a transient

noncommunity system

17. Wet detention basins, where contamination of the groundwater is possible, should be lined with an impermeable liner.

18. Permitting and Approvals- Most stormwater management systems must also be approved by

the Wisconsin Department of Natural Resources, and in some cases other permitting agencies such as the Milwaukee Metropolitan Sewerage District. For MMSD (and occasionally other agencies) submittals, forms and plans must be completed by the developer’s design engineer. These submittals must first be transmitted to the City Engineering Division for review and owner approval, the City will then transmit the appropriate materials to the MMSD (occasionally other agencies) for their approval.



D. ROADWAYS, SIDEWALKS AND PATHWAYS Design Standards 1. Typical road section shall be as shown on the City Standard Cross-Section (City Standard

Plate Detail No. BRK.001) 2. Elevations shall refer to finished grade (minimum grade of all streets shall be 0.500%) 3. Centerline radius shall be not less than 200 ft. A smaller radius may be considered by the

City Engineer if traffic calming efforts are deemed necessary to the project. 4. Minimum radius (measured at back of curb) shall be 25 ft., curb shall be placed from PC to

PT at all new or redeveloped intersections. 5. Longitudinal grades of City owned roadways shall not exceed 10% on local roads and 6% on

secondary and major streets. Longitudinal grades shall not be less that 0.5%. 6. Cross slope shall be 2% for traveled lanes, and shall not exceed 4% for shoulders and parking

lanes. 7. Tapers shall be designed in accordance with latest version of the MUTCD based on design

speeds. 8. Major streets shall have a right-of way width of not less than 120 feet, a 48 ft. pavement

width, separated by a 24 ft. median strip, and a pavement consisting of a minimum of 8 in. crushed stone base course and 8 in. Portland cement concrete surface or 6 inches of asphalt concrete pavement over a 10 in. stone base subject to paragraph 15.

9. Secondary streets shall have a right-of-way width of not less than 90 ft., a pavement width of 52 ft. and a pavement consisting of a minimum of 8 in. crushed stone base course and a 6 in. bituminous concrete surface or an 8 in. Portland cement concrete surface with 6 in. stone base course subject to paragraph 15.

10. Local streets shall have a right-of-way width of not less than 60 ft. and a pavement consisting of a minimum of 8 in. stone base and a 5-1/2 in. asphaltic concrete pavement or a 6 in. stone base with a 7 in. non-reinforced concrete pavement subject to paragraph 15. The pavement shall be 34 ft. for collector streets and 22 ft. for minor streets, except that minor streets in industrial subdivisions shall be a minimum of 30 ft. wide and shall be constructed in accordance with secondary street specifications.

11. Cul-de-sacs shall meet the requirements for a minor street and shall provide a turnaround of 120 ft. in diameter right-of-way, of which 80 ft. in diameter shall be paved.

12. Pathways shall be 6 feet or 8 feet wide 5 inch thick concrete cross-section. Configuration will vary for each development, but the preferred design will have a 2% cross-slope on the pathway draining to a 4% cross-slope with an eight foot terrace area draining off the back of curb.

13. Pathways may need to be within an easement from time to time. The easement required will contain a minimum of one foot on both sides of the pathway. An easement exhibit with legal description must be prepared by the developer and submitted to the City for review and preparation of easement documents.

14. Cross sections may be required in some instances. 15. Perform and submit an engineering analysis on the pavement cross-section that is suitable for

the soil and loading conditions for which the pavement will be used. 16. Horizontal Curves. A minimum sight distance with clear visibility, measured along the

centerline, shall be provided of at least three hundred feet (300) on major streets, two



hundred feet (200) on secondary streets and one hundred twenty feet (120) on all other streets.

17. Vertical Curves. All changes in street grades shall be connected by vertical curves of a minimum length equivalent to thirty (30) times the algebraic difference in the rate of grade for major streets and secondary streets and twenty (20) times this minimum length for all other streets.

18. Tangents. A tangent of at least one hundred (100) feet long shall be introduced between reverse curves on major and collector streets.

Material Specifications- Roadways & Pathways Contact the City’s Engineering Division Roadway Engineer for Current Specifications. 262-787-3919



E. GRADING ________________________________________________________

Design Standards

1. Use existing drainage channels wherever possible. 2. Grades shall be established to avoid erosion, flooding of structures or public infrastructure,

and nuisance ponding of water. 3. Plan View (The information under this heading shall be shown within the

boundaries of the development and a minimum of 200’ adjacent where necessitated by the development.)- NOTE: A draft grading plan is required prior to Pla n Commission approvals for most projects (this requirement may be waived by the City Engineer on a case by case basis). Items d, f, & g are not required for most draft grading plans.

a. Existing contour lines shall be shown in light or dashed lines with elevation shown in light numbers.

b. Proposed contour lines where different from existing shall be shown in bold solid lines with bold elevation numbers.

c. Proposed building elevations (yard grade at front entrance) shall be indicated at the building setback line. For exposed or partially exposed basements – yard grade at rear shall also be indicated on plans.

d. Proposed finished elevations to 0.1 of a foot at all lot corners, at setback line plus twenty feet along lot lines, and other points deemed necessary should be shown.

e. Spot grades on pavement areas, walks, ditchlines, swales, berms, property corner elevations.

f. Finished street centerline elevations shall be indicated at 100’ stations, all intersections, cul-de-sacs and other changes in slope. (Stationing should match the centerline stationing of the utility plans.)

g. Channel or swale flow-lines shall be indicated every 50’ within public land or easement.

h. Existing and proposed storm sewer utilities, rims, inverts and sizes i. Ponds, spillways and outlet elevations j. Top and bottom of retaining wall elevations shown k. Other information pertinent to grading shall be shown and labeled. l. Drainage & other pertinent easements shall be shown on plans. m. Any other information pertinent to grading, such as wetland limits, 100-year surface

water elevations, two foot above 100 yr floodplain within area shown or within 200’ adjacent shall be indicated on plans.

4. An as-built grading plan is required for all commercial and residential site development. Refer to Section III for requirements.



F. EROSION CONTROL_______________________________________________

Design Standards 1. Provide best management practices for erosion control using Wisconsing Department of

Natural Resources (WDNR) Construction Site Erosion and Sediment Control Standards and all other applicable WDNR requirements.

2. Plan shall represent adjacent site conditions for a minimum of 200’. 3. Erosion control plan should be overlaid on the site grading plan on a separate sheet. 4. A safe overland flow path is to be provided from all areas of the site to be captured in

accordance with the stormwater management plan during all phases of construction. 5. Plan View

a. Existing contour lines should be shown in light or dashed lines with elevation labels (2’ max interval)

b. Proposed contour lines should be shown where different from existing in bold lines with elevation labels (2’ max interval)

c. Topsoil stockpiles to be shown and circled with silt fence d. Plan should include a construction phasing schedule e. Plan should include the following note on the construction phasing schedule: All

exposed soil areas not disturbed for up to seven days must be immediately restored with seed and mulch.

f. Temporary Erosion Control devices shown and labeled � Inlet baskets � Silt Fence � Erosion bales � Temporary ditch checks (straw bales, rolls, or silt fence) � Temporary seeding and mulching � Temporary settling basin � Dewatering basin � Gravel construction entrance / Stone tracking mat

g. Permanent Erosion Control devices shown and labeled � Sod � Rip Rap � Permanent seeding and mulching � Permanent sediment basin

Note: The City of Brookfield Plan Standards have been provided in an effort to assist with public and private infrastructure design. This section was intended to provide general guidance to the design engineer. The City of Brookfield Engineering Division reserves the right to alter or add requirements through the review process. Specific questions not detailed in the following sections should be directed to the City Engineering Division (262-787-3919).

II-1

Section II - Drafting Standards

Title Page A. General II-2 B. Watermain II-3 C. Sanitary Sewer II-4 D. Storm Sewer and Stormwater Management Systems II-5 E. Roadways II-6 E. Grading & Erosion Control II-7_

SECTION II – DRAFTING STANDARDS

II-2

A. GENERAL_____________________________________________________ 1. Plans shall be prepared on sheets measuring 34 inches across and 22 inches high, unless otherwise

specified under plan preparation standards. 2. Title blocks conforming to the City Standard shall be located in the lower right hand corner of the

plan view and readable from the 34 inch side of the sheet. Location of limits of improvement shall be given by distance and direction from the centerline of the nearest cross street. (Title Block – City Standard Plate No. BRK.019)

3. Seal and signature of the registered Professional Engineer who prepared the plans shall be affixed immediately to the left of the title block.

4. Profile view shall be located below the plan view on plan-profile drawings, and the two views should be in alignment vertically.

5. North direction shall be at the top or to the right of the sheet and indicated by an arrow and the letter “N”.

6. Stationing shall be at 100’ intervals from South to North or West to East and shall be indicated on plan and profile. The stationing will start at an even station and at a centerline intersection of two streets. Every 100’ station shall be noted.

7. Date of drawing and dates of all revisions shall be shown. 8. All plans shall read from the bottom (34 inch side) and the right side of the plan, unless the streets

shown enter the main street of the plan at an angle that dictates it to be read from the left. 9. All existing and proposed right-of-way and lot lines to be shown with a solid line; only future right-

of-way and lot lines to be shown dashed. 10. All proposed improvements shall be drawn with bold lines. 11. Plans shall be drafted with AutoCAD (most current version or as approved by City Engineer). 12. Plan View

a. Lot, block, street, property or subdivision, ¼ section and easement lines shall be shown. b. Lot and block numbers, subdivision name and addresses, property owner name, tax key

numbers, shall be shown, if known. c. If the plan is in an existing subdivision or in a street or easement through or adjacent to

unplatted lands, the property owners’ name, address, and tax key are to be shown. The names, addresses, and tax keys can be obtained at the City Assessor’s office.

d. Lot or property frontage, street width and easement dimensions shall be indicated (existing and proposed).

e. Street names shall be shown. f. Street centerline shall be indicated.

13. Profile View a. Elevations shall be based on the UGVD29 datum and given to the nearest 0.01 feet. b. The benchmarks used shall be indicated on the plans. c. To convert to UGVD29 datum from old City datum use 580.50.


II-3

B. WATERMAIN____________________________________________________

1. Scale of plans shall be 1” = 50’ horizontal and 1” = 5’ vertical. 2. Water main system plan to be 200 scale only (drawing size not to exceed 22” x 34”). 3. Plan View

a. Pipe diameter, fitting center-to-center length, and lateral spacing shall be dimensioned. b. Elevations of the center of hydrant nozzle shall be indicated. c. Existing underground improvements shall be indicated and the size labeled. d. Existing surface improvements shall be indicated with solid light lines and labeled. e. Proposed underground improvements shall be indicated and the size labeled. f. Existing and proposed pavement shall be shown and the name labeled.

4. Profile View a. Draw pipe as two solid lines, indicating crown and flowline of pipe. b. Flowline elevations shall be shown at fittings and breaks in grade. c. Grades shall be indicated in percent slope, to the nearest 0.001%. d. Pipe diameter and fitting center-to-center length shall be dimensioned. e. Pipe type and class shown. f. Fitting elevations must be labeled. g. Crushed stone and spoil backfill limits shall be dimensioned and labeled. h. Existing or proposed grade above water main shall be drawn and labeled. i. Crossings with existing or proposed underground improvements shall be drawn with the name,

diameter, elevation, and station indicated. j. Concrete cradles shall be drawn where storm sewer crosses above.


II-4

C. SANITARY SEWER________________________________________________

1. Scale of plans shall be 1” = 50’ horizontal and 1’ = 5’ vertical. 2. Stationing shall begin at downstream manhole (when sanitary is the only utility on the plan and when

sanitary is in an easement.) 3. Sanitary system plan to be 100 scale or larger. Consultant must use the City system plans for

approval submittal (drawing size not to exceed 22” x 34”). 4. Plan View

a. Pipe diameter, manhole center-to-center length, and lateral spacing shall be dimensioned. b. Existing underground improvements shall be indicated and the size labeled. c. Existing surface improvements shall be indicated with solid light lines and labeled. d. Proposed underground improvements shall be indicated and the size labeled. e. Existing and proposed pavement shall be shown and the name labeled.

5. Profile View a. Draw pipe as two solid lines, indicating crown and flowline of pipe. b. Flowline elevations shall be shown at manholes. c. Grades shall be indicated in percent slope, to the nearest 0.001%. d. Pipe diameter, manhole center-to-center length and riser length shall be dimensioned. e. Sewer pipe strength shall be labeled. f. Elevations of manhole rim shall be indicated. g. Crushed stone and spoil backfill limits shall be dimensioned and labeled. h. Existing or proposed grade above sewer shall be drawn and labeled. i. Crossings with existing or proposed underground improvements shall be drawn with the name,

diameter, elevation, and station indicated.


II-5

D. STORM SEWER/STORMWATER MANAGEMENT____________________

1. Scale of plans shall be 1” = 40’ horizontal and 1” = 4’ vertical. 2. Storm system plan to be 200 scale or larger. (Drawing size not to exceed 22” x 34”) 3. Plan View

a. Pipe diameter, lengths, center-to-center of manholes, and/or inlets shall be dimensioned. b. Existing underground improvements shall be indicated and the size labeled. c. Existing surface improvements shall be indicated with solid light lines and labeled. d. Proposed underground improvements shall be indicated and the size labeled. e. Existing and proposed pavement shall be shown and the name labeled.

4. Profile View a. Draw pipe as two solid lines, indicating crown and flowline of pipe. b. Flowline elevations shall be shown at manholes and inlets. c. Slope shall be indicated in percent slope, to the nearest 0.001%. d. Pipe diameter and manhole center-to-center length shall be dimensioned. e. Sewer pipe strength shall be labeled. f. Elevations of manhole rim and inlet gutter shall be indicated. g. Granular material backfill shall be dimensioned and labeled. Unlabeled sections shall require

excavated material. h. Concrete cradles shall be required where other proposed utilities cross under storm sewers, when

minimum clearance can’t be maintained or when soil conditions dictate usage. i. Crossings with existing or proposed underground improvements shall be drawn with the name,

diameter, elevations and station indicated. j. Grade profiles shall be shown at proposed/existing centerlines and the proposed/existing grade

above the proposed utility.


II-6

E. ROADWAYS____________________________________________________ 1. Scale of plans shall be 1” = 40’ horizontal and 1” = 4’ vertical. 2. Plan View

a. Stations shall be indicated by tick marks along the centerline and every 100’ station shall be labeled. Elevations shall also be given at intersections, PT, & PC.

b. Curb radii shall be dimensioned to the face of the curb – 25’ radius minimum. (Back of curb radius 24.50’)

c. Flange lines and back-of-curb lines shall be drawn. (When proposed on the plan, these lines shall be drawn bold. Proposed, future, and existing curbs shall be labeled as such.)

d. Flange elevations shall be indicated at all curved curb and gutter sections, cul-de-sacs and warped pavement sections from beginning to end and not farther apart than 25’.

e. Grades shall be given in plus or minus to the nearest 0.001%. f. Vertical curves must meet or exceed K values. g. Existing underground improvements shall be indicated and the size labeled. h. Proposed underground improvements shall be indicated and the size labeled.

3. Profile View a. All stations shall coincide with accented vertical lines. b. Proposed finished centerline grade shall be drawn as a heavy line, when built on plan. c. Existing centerline grade. d. Proposed elevations and stationing shall be given at each station, at intersections, street lines

extended and at ¼ points along vertical and horizontal curves (and the P.C., P.T. & P.I’s) e. Grades shall be specified in plus or minus percent to the nearest 0.001%.


II-7

F. GRADING & EROSION CONTROL__________________________________ 1. The name of the landscape architect and/or professional engineer who prepared the plans shall be

shown. 2. Scale of the plans shall be 1” = 100’ for master plan and 1” = 50’ for individual plan sheets. 3. Plan View (The information under this heading shall be shown within the boundaries of the development and

a minimum of 200’ adjacent where necessitated by the development.) a. Existing contour lines shall be shown in light or dashed lines with elevation shown in light

numbers. b. Proposed contour lines where different from existing shall be shown in bold solid lines with bold

elevation numbers. c. Proposed building elevations (yard grade at front entrance) shall be indicated at the building

setback line. For exposed or partially exposed basements – yard grade at rear shall also be indicated on plans.

d. Finished street centerline elevations shall be indicated at 100’ stations, all intersections, cul-de-sacs and other changes in slope. (Stationing should match the centerline stationing of the utility plans.)

e. Channel or swale flow-lines shall be indicated every 50’ within public land or easement. f. Other information pertinent to grading shall be shown and labeled. g. Drainage easements shall be shown on plans. h. 100-year surface water elevations within area shown shall be indicated on plans.

Note: The City of Brookfield As-Built Plan Standards have been provided in an effort to assist with As-built Preparation. This section was intended to provide general guidance to the design engineer. The City of Brookfield Engineering Division reserves the right to alter or add requirements through the review process. Specific questions not detailed in the following sections should be directed to the City Engineering Division (262-787-3919).

III-1

Section III – As-Built Standards

Title Page A. Public Infrastructure III-2 B. Grading & Drainage III-3

SECTION III – AS-BUILT PLAN STANDARDS

III-2

A. PUBLIC INFRASTRUCTURE _______________________________________

1. Developer to supply City of Brookfield with as-builts complying with the City of Brookfield

Municipal Code. 2. Provide in draft form for review. Upon approval, paper copies and digital format (Current version of

AutoCAD or as approved by the City Engineering Division) shall be submitted. 3. Valve cards shall also be provided for all main line and hydrant valves. See example in index. Blank

cards may be obtained from the Engineering Division. 4. For the City of Brookfield as-builts, the consultant may use the construction plan but only as-built the

plan view. The following must be shown in addition to what is shown on the construction plan: a. In title block: date as-built, contractor’s name, inspector’s name, as-built by _________, and year

installed. b. For sanitary: rim and inverts for every manhole, distances between manholes and laterals, laterals

to laterals, plus overall distance manhole to manhole with slope. c. For sanitary: Size of sewers shown bold. Lateral lengths with elevation or depths – measured or

calculated and stated so, at property line or end of lateral. In large bold letters and numbers in the upper left-hand corner of drawing, list size of sewer, material used and note showing laterals have inspection tees (ref: as-built of ___ PVC, ASTM, DR sanitary sewer)

d. For water main: distances between all fittings, all fittings called out, size of watermain shown bold. Ties from fixed points (i.e.: manholes, building corners, etc.) to lateral connection at main line should be shown and easy to find. In upper left-hand corner in large bold letters and numbers, list size of water main, and material used. (ref: as-built of ___ PVC, AWWA, C-900, DR 18)

e. For storm sewer: rim and inverts for every manhole, distances between manholes and laterals, laterals to laterals, plus overall distance manhole to manhole with slope. Size of sewers shown bold. Lateral lengths with elevation or depths – measured or calculated and stated so, at property line or end of lateral. In large bold letters and numbers in the upper left-hand corner of drawing, list size of sewer, material used (ref: as-built of ___ RCP, storm sewer)

5. For sanitary as-builts for the Milwaukee Metropolitan Sewerage District – As-built plans must comply with MMSD Standards.

6. As-built quantity boxes should be updated from the plan quantities to reflect the final quantities. 7. All references to “proposed” on as-builts shall be removed. 8. Private mains shall be inspected, documented and as-built drawings provided to the City in

accordance with the requirements listed above.

SECTION III – AS-BUILT PLAN STANDARDS

III-3

B. GRADING & DRAINAGE _______________________________________

1. Developer may use the construction plan. The following must be shown in addition to what is shown on the construction plan. a. Must be stamped by an R.L.S. or P.E. and signed. b. As-built spot grades and 1 foot or 2 foot contours shall be shown in bold. c. Date of survey data collection should be given. d. Proposed spot grades and 1 foot or 2 foot contours shall be shown in light or dashed lines. e. As-built building and pavement elevations. f. For storm sewer and stormwater management structures: as-built rim and invert grades (including

outlet control structures), pipe lengths, sizes, etc. g. All retention, detention, and swales shall be shown in detail. h. All other features deemed pertinent such as modified floodplain or sensitive grading required per

the plans shall be shown. i. City may require more information if spot grades do not allow for proper review or field visit

shows potential issues.

Note: The City of Brookfield Engineering Division reserves the right to alter standards or add

requirements through the review process. Specific questions not detailed in the following

sections should be directed to the City Engineering Division (262-782-9650).

IV-1

Section IV - Appendix

Title ________

Standard Details (30 sheets, 29 details)

Stormwater Management Application Packet (10 sheets)

Example Design Sheets-Sanitary Sewer & Water Main (2 sheets)

Example As-builts-Sanitary Sewer, Water Main, & Storm Sewer (3 sheets)

Example As-builts- Commercial & Residential Grading (2 sheets)

Example Easement Exhibit (1 sheet)____________________

Documents

ENGINEERING DIVISION PUBLIC INFRASTRUCTURE AND …