CITY OF SACO

TECHNICAL DESIGN AND CONSTRUCTION STANDARDS MANUAL

FEBRUARY 4, 2021

ADOPTED BY CITY COUNCIL ON MARCH 22, 2021 Preamble

The Technical Design Standards Manual contained herein have been prepared by the City of Saco Department of Public Works (DPW) and the Water Resource Recovery Department (WRRD) pursuant to Articles 10 and 11 of the Subdivision Regulations following a public hearing of the Planning Board on [date].

The Technical Design Standards Manual contained herein may be periodically updated and\or amended by the DPW and WRRD as necessary to incorporate changes in City policies, practices and\or industry standards.

pg. 2 Table of Contents

ARTICLE DESCRIPTION PAGE

1 MUNICIPAL STREET, DRIVEWAY, CURB AND SIDEWALK STANDARDS 5

2 MUNICIPAL STORM DRAIN SYSTEM STANDARDS 27

3 MUNICIPAL STORMWATER MANAGEMENT SYSTEM STANDARDS 34

4 MUNICIPAL SANITARY SEWER SYSTEM STANDARDS 37

ATTACHMENTS Attachment A – Sample Record Tie Form

pg. 3 FIGURES

I.D. No. Figure Title 1 – 1 Typical Local Street Cross Section 1 – 2 Typical Arterial Street Cross Section 1 – 3 Typical Cul-De-Sac Layout 1 – 4 Public Road Hammer Head Turnaround (Option 1) 1 – 5 Public Road Hammer Head Turnaround (Option 2) 1 – 6 Typical Driveway Apron with Sidewalk & Esplanade 1 – 7 Typical Driveway Apron without Sidewalk 1 – 8 Typical Bituminous Sidewalk 1 – 9 Typical Concrete Sidewalk 1 – 10 Typical Brick Sidewalk 1 – 11 Typical Bituminous Curb 1 – 12 Typical Slipform Concrete Curb 1 – 13 Typical Vertical Granite Curb 1 – 14 Typical Sloped Granite Curb 1 – 15 Sidewalk Ramp Detectable Warning Panel 1 – 15A Perpendicular ADA Ramp Layout for Wide Sidewalk without Esplanade 1 – 15B Parallel ADA Ramp Layout for Narrow Sidewalk without Esplanade 1 – 15C Perpendicular ADA Ramp Layout for Narrow Sidewalk with Esplanade 1 – 16 Typical Crosswalk Striping Detail 1 – 17 Individual Mail Box Installation Detail 1 – 18 Centralized Mail Box Installation Detail

2 – 1 Typical Storm Drain Pipe Trench Detail 2 – 2 Typical Underdrain Detail 2 – 3 Typical Storm Drain Service Lateral Detail 2 – 4 Catch Basin Detail 2 – 5 Field Inlet Detail 2 – 6 Drain Manhole Detail 2 – 7 Large Drain Manhole or Catch Basin Detail 2 – 8 Riprap Inlet Apron Detail 2 – 9 Riprap Outlet Apron Detail

4 – 1 Typical Sewer Pipe Trench Detail 4 – 2 Typical Sewer Service Lateral Detail (Option 1) 4 – 3 Typical Sewer Service Lateral Detail (Option 2) 4 – 4 Sewer Manhole Detail 4 – 5 Sewer Manhole External Drop Detail 4 – 6 Sewer Manhole Internal Drop Detail

pg. 4 ARTICLE 1 – MUNICIPAL STREET, DRIVEWAY, CURB AND SIDEWALK STANDARDS

1.1 GENERAL 1.1.1 All streets intended for public acceptance shall be designed and constructed in accordance with the City standards as set forth in this manual, unless otherwise approved by the Department of Public Works.

1.2 STREET CLASSIFICATION 1.2.1 Streets shall be classified for the purpose of establishing the applicable design and construction standards according to the definitions below. The Public Works Director shall determine the classification in all doubtful cases.

Local Street – A local street is any street used solely for access to the abutting lots (2 to 100 dwellings). A minimum 50-foot wide right-of-way and a minimum 24-foot wide roadway pavement are required (Refer to Figure 1-1).

Arterial Street – An arterial street is any street that carries or is designed to carry through traffic between parts of Saco, other arterial streets in Saco, between Saco and other communities, or industrial zones. A 70-foot wide right-of-way and 34-foot wide roadway pavement are required (Refer to Figure 1-2).

1.3 HORIZONTAL ALIGNMENT OF STREETS 1.3.1 The horizontal alignment of all proposed streets shall conform to the following standards:  The centerline of the street shall be the centerline of the right-of-way.  The minimum centerline radii of curved streets shall conform to the design speeds for all classes of streets.  Horizontal curves shall have centerline radii of not less than 150 feet for local streets and 430 feet for arterial streets.  Minimum tangent length between reverse curves shall be 100 feet for local streets and 200 feet for arterial streets.  When two streets intersect, the angle of intersection shall be 90 degrees. A variation of 15 degrees may be approved by the City Engineer when necessitated by topography, safety considerations or other reasons.  Street Corner Radius. Property lines at intersections shall be rounded or cut back to provide for a minimum curb radius at the edge of the pavement of 20 feet for secondary streets and 30 feet for arterial streets. The distance between the edge of the pavement and the property line shall not be less than 10 feet.  Street intersections with more than four (4) legs shall be prohibited.  The minimum distance between intersections on any street shall be as follows unless the City Engineer determines that unique conditions of the site necessitate a lesser length. The distance between intersections shall be measured from the intersection of street centerlines at one intersection to the intersection of street centerlines at the other intersection.

pg. 5 Description Distance Private Road and Private Road Intersection 100 feet Private Road and Local Street Intersection 125 feet Private Road and Arterial Street Intersection 500 feet Local Street and Local Street Intersection 300 feet Local Street and Arterial Street Intersection 500 feet Arterial Street and Arterial Street Intersection 1,000 feet

1.4 DEAD END STREETS 1.4.1 A dead end street is defined as a street with only one access/egress point.

1.4.2 All dead-end streets shall provide for adequate turnaround at the end of the street in accordance with the requirements of the following options:

A. Cul-de-sac turnaround with the following radii: property line, 75 feet; outer edge of pavement, 64 feet. If a vegetated center is proposed, the inside radius of pavement shall be 40 feet, resulting in a 24-foot wide paved surface. The area of transition from street to cul- de-sac shall be designed with a turning radius of not less than 50 feet (Refer to Figure 1-3).

B. Hammerhead turnaround with 24-foot wide paved surface with perpendicular extensions ranging from 60-foot to 70-foot in length. The transition from street to turnaround shall be designed with a turning radius of not less than 20 feet (Refer to Figure 1-4 and 1-5).

1.4.3 Where a future street is projected beyond the turnaround, the turnaround shall be designed in such a relation to the projection of the right-of-way that the additional land used for the turnaround may be relinquished to the adjacent properties at the time the street is constructed over the projected route.

1.4.4 Where a circle is laid out as a permanent termination of a street, the entire area of the circle shall be a permanent part of the right-of-way. Where a circle is laid out over a projected right- of-way, the lot lines shall be laid out to the lines of the future projected route, but the additional areas used for the circle may not be included in the areas of the adjacent lots for the purpose of determining their conformity to the minimum requirements under the Zoning Ordinance of the City.

1.5 VERTICAL ALIGNMENT AND GRADES OF STREETS 1.5.1. The vertical alignment and grades for all street shall conform to the following standards:  The maximum centerline grade for local streets shall not exceed 8 percent.  The maximum centerline grade for arterial streets shall not exceed 6 percent.  The minimum centerline grade for all streets shall not be less than 1 percent.  The cross slope for local streets shall be 3/8-inch per foot. The cross slope for arterial streets shall be 1/4-inch per foot.  Cross slopes for sidewalks shall be 1/4-inch per foot, sloping down and away from the edge of right-of-way to the top of the curb at the street gutter line.  Where streets intersect, a minimum length of 75 feet of each street outside the streetway of the crossing street shall have no greater than 3 percent grade.

pg. 6 1.5.2 Where two adjacent street segments are proposed to have different straight line centerline finish grades, vertical curves shall be used to connect the adjacent street segments. Vertical curves shall be parabolic and tangent to each of the adjacent grades. The minimum vertical curve length, “L”, shall be calculated based on the following formula:

L = K × A

where “A” is the absolute value of the algebraic difference between the beginning grade and the ending grade of the vertical curve, with both grades expressed in percent, and “K” is a factor whose value depends on street design speed, which is related to street classification. The minimum design speeds, in miles per hour, for each of the street classifications are as follows:

Roadway Classification Minimum Design Speed Local Street 25 mph Arterial Street 35 mph

The K values corresponding to the minimum vertical curve lengths for the above street classifications and vertical curve types (sag curve or crest curve) are as follows:

Local Streets Crest Vertical Curves: K = 20 Sag Vertical Curves: K = 30

Arterial Streets Crest Vertical Curves: K = 50 Sag Vertical Curves: K = 50

1.6 SIGHT DISTANCE 1.6.1 Where driveways or new streets enter an existing street, vehicular sight distance shall conform to the requirements in the table below. For driveways frequently accessed by large vehicles, greater sight distance may be required according to MaineDOT guidelines.

Speed Limit Recommended Distance Minimum Required Distance (mph) (feet) (feet) 25 280 250 30 335 300 35 390 350 40 445 400 45 500 450 50 555 500 55 610 550

Sight distances shall be measured from the driver’s seat of a vehicle, a distance of 10 feet behind the edge of traveled way from a height of eye 3 ½ feet to an object 3 ½ feet above the pavement.

1.6.2 Preference shall be given to the recommended sight distance rather than the minimum; however, where it is impossible to meet the minimum sight distance standards, then the City pg. 7 Engineer may approve a maximum 30% reduction in the minimum sight line distances, provided the driveway or street is moved to the optimum position on the lot. The 30% reduction in minimum sight distances shall be consistent with the absolute minimum stopping sight distance requirements on wet pavement as established by MaineDOT.

1.7 TRAFFIC AND HIGHWAY ACCESS 1.7.1 Street Opening Permits for driveway curb cuts and approaches onto public roadways shall be granted in accordance with Chapter 186 of the City Code. Any proposed curb cut onto a public way shall be reviewed and approved by the Public Works Department as part of the Street Opening Permit process in accordance with the following standards and such other standards relating to drainage and traffic safety as the Department shall require: A. A permit shall be issued to a property owner for a driveway, entrance or approach not to exceed 33 feet for each 175 feet or less of frontage in the compact or built-up section.

B. A permit shall be issued for an additional driveway, entrance or approach, not to exceed 33 feet in width, to a property owner who has frontage of more than 175 feet on the compact or built-up section, provided that the driveways, entrances or approaches are separated by an island that shall not be less than 75 feet in width.

C. A permit shall be issued for an additional driveway, entrance or approach, not to exceed 20 feet in width, to a property owner who has frontage of more than 175 feet on the compact or built-up section, provided that the driveways, entrances or approaches are separated by an island that shall not be less than 35 feet in width.

D. For the purposes of this section, the words "compact or built-up section" are defined as stated in 23 M.R.S.A. § 2 as a section of roadway where structures are nearer than 200 feet apart for a 1/4 of a mile.

E. Notwithstanding Subsections A, B and C above, a permit for a second driveway entrance may be granted to the owner(s) of a two-family dwelling, if the lot and dwelling meet all of the following conditions: 1. The lot has at least 75 feet of frontage.

2. The lot is located on a street classified as a secondary street.

3. The building entrances, in the judgment of the Director of Public Works, are substantially at the opposite ends of the building as it parallels the street frontage where the driveways will be located.

4. The width of each driveway entrance does not exceed 16 feet.

5. An island width of 20 feet is maintained between the two driveway entrances

1.7.2 Sight distances for any driveway curb cut shall meet the requirements of Section 1.6.1 above.

1.7.3 Dead-end turnaround clearance for driveways In order to facilitate snow removal activities or safety, driveways shall be prohibited at the following locations: 1. Within the fillet radii, including an additional 10 feet beyond, on either side of the entrance or exit from a cul-de-sac (Refer to Figure 1-3 for driveway restrictions).

pg. 8 2. Directly off the end of the roadway pavement from any leg of a hammer head or within 10 feet of the end of pavement. In addition, driveways shall be prohibited within the fillet radii, including an additional 10 feet beyond (Refer to Figure 1-4 and Figure 1-5 for driveway restrictions).

1.7.4 Corner clearance for driveways Corner clearance is the minimum distance, measured parallel to a roadway, between the nearest curb, pavement or shoulder line of an intersecting public way and the nearest edge of a driveway entrance or exit, excluding its radii. The recommended corner clearance for entrances for unsignalized intersections is 100 feet with a minimum of 50 feet. The recommended corner clearance for signalized intersections is 125 feet with a minimum of 75 feet. Preference shall be given to the recommended corner clearance distances rather than the minimum; however, where the driveway is moved to the optimum position on the lot, and the City Engineer determines that an adequate level of traffic safety has been attained, then the City Engineer may approve a reduction in the corner clearance, but in no event shall it be less than the minimum corner clearances stipulated above.

1.7.5 Onsite Maneuvering for Multi-Family Residential, Commercial or Industrial sites The area within the site to which a driveway provides access shall be of sufficient size to allow all necessary functions for loading, unloading and parking maneuvers to be carried out on the site and completely outside of the public street right-of-way. Backing out of vehicles from the driveway is prohibited into the street right-of-way. The design vehicle used in the analysis shall be the predominant vehicle type anticipated to access the site. Vehicle circulation shall be completely contained within the facility, and vehicles located within one portion of the facility shall have access to all other portions without using the adjacent street system.

1.7.6 Number of driveways No more than two (2) driveways shall be permitted for ingress and egress purposes to any commercial, industrial or residential (with 10 or more parking spaces) site. A joint access driveway shall be considered as adequate access for any adjacent sites and shall be encouraged. An easement for joint access shall be required.

1.7.7 Auxiliary Lanes Ingress left-turn lanes requirements: A left-turn lane with appropriate storage and transition shall be provided where a submitted engineering analysis indicates a need.

Ingress right-turn lanes: For any site, a right-turn lane with appropriate storage and transition shall be provided where a submitted engineering analysis indicates a need.

1.8. DRIVEWAY APRONS 1.8.1 Driveway Apron Construction and Materials Any driveway, or section thereof, located within any public street right-of-way shall be designed and built with a paved driveway apron extending behind the edge of street (if there is no sidewalk) or back edge of sidewalk to prevent the street or sidewalk pavement from unraveling. The driveway apron grade shall be 1/4-inch per foot, sloping down away from the edge of right- of-way to the street gutter line. The driveway apron shall extend 5 feet from the edge or street (if no sidewalk) or 2 feet behind the back edge of sidewalk (Refer to Figures 1-6 and 1-7).

1.8.2 On-street parking shall be prohibited within 10 feet from the edge of a driveway. pg. 9 1.9. SIDEWALKS, CURBS AND CROSSWALKS 1.9.1 Sidewalk Construction and Materials Sidewalks shall be brick, concrete or hot mix asphalt (Refer to Figures 1-8 through 1-10). All new concrete sidewalks and driveway aprons that abut existing concrete sidewalks must be doweled in prior to pouring concrete.

1.9.2 Sidewalk Design for Accessibility The minimum sidewalk width shall be 5 feet, including the pedestrian access route through driveway aprons. Where obstructions, such as utility poles, are located in sidewalks, a minimum clear path width of 5 feet shall be required between the obstruction and one edge of the sidewalk. The maximum allowed vertical level change at any point is 1/4-inch. A level change of 1/4-inch to 1/2-inch shall be formed with a beveled slope no steeper than 26.6 degrees (2:1). Level changes greater than 1/2-inch shall be designed as ramps. Sidewalks shall be designed with a running slope no greater than the adjacent street slope. Sidewalks shall be designed with a cross slope of 2%, including the pedestrian access route through driveway aprons. Accessible sidewalk ramps shall be required on all projects involving construction of new streets or new sidewalks and all projects involving major alteration, including repaving, of existing streets and sidewalks.

1.9.3 Sidewalk Ramp Design Ramps, flares, landings and approaches shall be designed as follows: A. Maximum ramp running slope shall be 8.33% for new construction. In retrofit situations, ramp slope may be between 8.33% to 10% for a rise of up to 6 inches and 10% to 12.5% for a rise of up to 3 inches. Ramp cross slope shall be 2% or less.

B. Minimum ramp width shall be 4 feet in new construction and 3 feet for retrofits.

C. Sidewalk ramps adjacent to all public streets shall be constructed with truncated dome detectable warning surface panels. The detectable warning panel shall be located so that the edge nearest the curb line is 6 inches minimum or 8 inches maximum from the curb line. The panel shall be oriented to the direction of travel as identified by the point of egress. The panel shall extend 24 inches minimum up the ramp in the direction of travel. The panel shall extend the full width of the ramp.

The tactile warning surface panel shall be cast-in-place (wet set) replaceable detectable warning plates (fiberglass reinforced composite material) manufactured by ADA Solutions, Inc. (Refer to Figure 1-11). The tactile warning surface shall be set in concrete panel extending a minimum of 6-inches beyond the extent of the tactile warning surface plate. The concrete panel shall meet the requirements for concrete sidewalks. The color of the tactile warning panels shall be Brick Red.

D. Flares shall be designed with a maximum slope of 10% provided that a landing area at least 48 inches by 48 inches is provided at the top of the ramp. If the landing area is less than 48 inches by 48 inches, the maximum slope of the flares shall be 8.33%.

E. Landings shall be at least 48 inches by 48 inches for new construction and at least 36 inches by 36 inches for retrofits. Landings shall be designed with slopes that are no greater than 2%. pg. 10 F. Approaches shall be designed with a cross slope no greater than 2% and a running slope that does not exceed the slope requirements for sidewalk ramps.

1.9.4 Sidewalk Ramp Location and Orientation Sidewalk ramps shall be designed as perpendicular ramps with the direction of travel on the ramp perpendicular to the curb line and parallel to the crosswalk. Where existing conditions (such as narrow right-of-way width) preclude such layouts, parallel ramps or diagonal ramps may be approved. Diagonal ramps are located in the middle of a section of circular curb at a corner, where the ramp is at an angle of about 45 degrees to one or two marked crosswalks. In such cases, the crosswalks shall be laid out to encompass a 48 inch by 48 inch landing and wheelchair maneuvering area at the base of the ramp in the street.

1.9.5 Crosswalks shall meet the requirements of The Manual on Uniform Traffic Control Devices (MUTCD), unless City standards specify a stricter measure. Public improvements may include but shall not be limited to any one or combination of the following: • Crosswalks; • Curb Bump Outs or Curb Extensions; • Pedestrian Crossing Signs (curbside, overhead or in the street); • Pedestrian Activated Yellow Flashing Warning Lights; and • Center Medians or Refuge Islands

1.9.6 Critical Physical Factors Walking Speed: • This factor is applicable at signalized intersections and affects the length of the pedestrian clearance (flashing “don’t walk”) interval. • Average walking speed is generally measured as 3.5 feet per second. In areas with elderly or young children pedestrians, a rate of 3 feet per second is appropriate.

Vehicular Sight Distance: • Sight distance shall be based on the posted speed plus 5 miles per hour or the 85th percentile travel speed as tabulated below:

Speed (mph) Stopping Sight Distance (feet) * 25 155 30 200 35 250 40 305 45 360 50 425

*Assumes level grade Source: AASHTO Policy reference 1, Exhibit 3-1 of that publication.

• Sight distance shall be based on a driver eye height of 3.5 feet and a pedestrian height of 2.0 feet.

pg. 11 1.9.7 Curb Materials Curb materials shall be bituminous, precast concrete, slip form concrete, or granite (Refer to Figures 1-12 through 1-15). New curb material on public roadways shall be slip-form concrete curb unless otherwise approved or directed by DPW.

1.9.8 Crosswalks on public streets shall be “piano key” or “block style” design with 24 inch wide solid white lines with 24 inch wide gaps installed perpendicular to the direction of pedestrian traffic (Refer to Figure 1-16). Paint, wherever used, shall meet Maine Department of Transportation (MaineDOT) specifications.

1.9.9 On-street parking shall be prohibited within 10 feet from the edge of any crosswalk and 30 feet from the edge of a crosswalk at a signalized intersection.

1.10 SURFACE MATERIALS AND AGGREGATES 1.10.1 Pavement, concrete and aggregate materials used in the construction of streets, sidewalks, curb and driveway aprons shall meet the requirements of the State of Maine Department of Transportation Standard Specifications, Revision of November 2014 with the following additions or modifications:

A. Aggregate Base Gravel (MaineDOT 703.06) Aggregate base – crushed gravel, type “A” shall not contain particles of rock which will not pass a 2-inch square mesh sieve. The gradation of the part that passes a 2-inch sieve shall meet the grading requirements of the following table:

Sieve Designation Percent by Weight Passing 1/2 inch 45 - 70 1/4 inch 30 - 55 No. 40 0 - 20 No. 200 0 - 6

“Crushed” shall be defined as consisting of rock particles with at least 50 percent of the portion retained on the 1/4-inch square mesh sieve, having a minimum of 2 fracture faces.

B. Aggregate Subbase Gravel (MaineDOT 703.06) Aggregate subbase – gravel, type “D” shall not contain particles of rock which will not pass a 4-inch square mesh sieve. The gradation of the part that passes a 3-inch sieve shall meet the grading requirements of the following table:

Sieve Designation Percent by Weight Passing 1/2 inch 35 - 80 1/4 inch 25 - 65 No. 40 0 - 30 No. 200 0 - 7

C. Common Borrow (MaineDOT 703.18) Common borrow shall not contain any particles of bituminous material.

pg. 12 D. Granular Borrow (MaineDOT 703.19) Granular borrow shall not contain any particles that will not pass a 3-inch square mesh sieve.

E. Gravel Borrow (MaineDOT 703.20) Gravel borrow shall not contain any particles that will not pass a 3-inch square mesh sieve.

F. Crushed Stone for Pipe Bedding and Underdrain (MaineDOT 703.31) Crushed stone shall be defined as rock of uniform quality and shall consist of clean, angular fragments of quarried rock, free from soft disintegrated pieces, vegetable matter, lumps or balls of clay, and other unsuitable substances.

1.10.2 Pavement Section Materials and Thickness All pavement materials and placement procedures shall conform with the requirements of Sections 403 and 702 of the MaineDOT Standard Specifications. Minimum thickness of materials after compaction for each roadway classification, sidewalk and driveway shall be as follows: Driveway and Street Materials Arterial Local Sidewalks Bituminous Wearing Course (9.5mm) 1 ¼” 1 ¼” Bituminous Wearing Course (12.5mm) 1 ½” Bituminous Binder Course (9.5mm) 1 ¼” Bituminous Binder Course (12.5mm) 2” Bituminous Binder Course (19mm) 4” Base Gravel 3” 3” 2” Subbase Gravel 21” 18” 12”

1.11 MAIL DELIVERY 1.11.1 Individual mailboxes installed within a public right-of-way shall be installed in accordance with Figure 1-17. Mailboxes shall be placed such that the face of the mailbox is located 6 to 8 inches away from the face of curb of edge of pavement; the incoming mail slot or door shall be a minimum of 42 inches above the ground. Mailbox posts should be buried less than 24 inches deep and made from wood no larger than 4 inches high by 4 inches wide.

1.11.2 Centralized mailboxes installed within the public right-of-way shall be placed at a location acceptable to DPW and avoid potential for vehicular conflict between vehicles entering/exiting the site from adjacent roadways. Typically, centralized mailboxes are located at least 100 feet from an intersection within the esplanade between the roadway curb and sidewalk. In areas without curbing, a 5-foot wide paved roadway apron expansion shall be provided between the edge of road and the centralized mailbox (Refer to Figures 1-18 and 1-19).

1.12 CONSTRUCTION STANDARDS 1.12.1 Site Preparation and Removals A. General This work includes all labor, material, and equipment required for clearing, grubbing, and removal, storage, and/or disposal of topsoil, paving, shrubbery, curbs, signs, or trees.

pg. 13 B. Pavement Removal 1. Complete Pavement Removal: When excavation within the public right-of-way is in a street, driveway or parking area, with a bituminous concrete surface, the existing pavement shall be neatly cut in a true straight line by paving saw or compressed air cutters satisfactory to the City Engineer. The pavement shall be removed in a manner that will not disturb or undermine adjacent pavement. No removed pavement material shall be used for backfill. Pavement shall be excavated separate from other excavation. Pavement at all driveways shall be cut in a neat straight line at the limit of work. A gravel shim shall be installed as necessary to prevent the edge of pavement from breaking.

2. Pavement Removal by Milling or Grinding: Removing of pavement surface shall be performed with a cold milling machine or power operated planer capable of removing the existing pavement to the required depth, width, grade and slope.

The milled surface shall have a uniform texture and provide acceptable ride ability for vehicles. Should resurfacing be delayed, or the resulting milled surface is unsatisfactory for any reason, bituminous leveling course may be required. The Contractor shall clean the milled surface and surrounding area of all loose material prior to use by traffic and placement of new bituminous pavement courses.

C. Curbing 1. Bituminous: Any bituminous curbing over an area to be excavated shall be cut at a point 2 feet back from the excavation area and shall be removed.

2. Slip Form Concrete: Any slip form concrete curbing over an area to be excavated shall be cut at a point 2 feet back from the excavation area and shall be removed.

3. Granite: Any granite curbing over an area to be excavated shall be removed in complete pieces and extending to a point at least 2 feet back from the excavation area. Cutting of existing granite curb pieces is not permitted. Granite curb shall be removed and stacked. The curb shall be protected from damage during the execution operation.

D. Sidewalks 1. Bituminous: Any bituminous sidewalk over an area to be excavated shall be cut and removed at a point 2 feet back from the excavation area.

2. Concrete: Any concrete sidewalk over an area to be excavated shall be removed at a point at least 2 feet back from the excavation area. The limit of concrete sidewalk removal shall be extended to the closest score or construction joint.

pg. 14 3. Brick: Any brick sidewalk over an area to be excavated shall be removed at a point 2 feet back from the excavation area.

E. Shrubs, Trees and Brush Trees within the excavation area shall be removed by standard cutting techniques, adhering to all safety standards, and the stumps shall be removed. The City Arborist shall review the limits of cutting prior to any work near trees. Brush and other surface vegetation shall be removed by standard cutting techniques. Cuttings and stumps shall be disposed at a licensed facility. Burning will not be permitted. All other trees shall be adequately protected throughout the work.

F. Fences, Marker Posts, Guardrails, Mail Boxes, Signs, and Other Surface Features Fences, marker posts, guardrails, mailboxes, signs and other surface features shall be carefully removed where required to facilitate excavation and preserved for replacement upon completion of construction. Objects removed will be replaced to original condition unless directed otherwise by the DPW.

G. Erosion Control Fences Prior to beginning excavation or land disturbance activities, erosion control fences shall be installed where necessary to control erosion.

1. Materials: The erosion control fence shall be a complete preassembled system including 3 foot filter fabric, 4-1/2 ft. hardwood posts, support netting of polypropylene and all installation hardware.

2. Installation:  Excavate a 6" x 6" trench where the fence is to be installed.  Unroll erosion control fence a section at a time and position the posts against the back (downstream) wall of the trench (net side away from direction of flow).  Drive the post into the ground until the netting is approximately 2 inches from the trench bottom.  Lay the toe-in flap of fabric onto the undisturbed bottom of the trench, backfill the trench and tamp the soil. Toe-in can also be accomplished by laying the fabric flap on undisturbed ground and piling and tamping fill at the base.

3. Removal: After the ground surface has been restored, cut the fabric flush with finish grade and remove the stakes.

1.12.2 Clearing and Grubbing: A. Clearing and grubbing of the roadway and sidewalk locations shall be done according to the width of the typical roadway section proposed, and shall include the removal of all stumps, brush, roots, boulders and similar materials as well as all trees which have not been marked for preservation. The contractor shall satisfactorily dispose of all trees, stumps, shrubs, roots, branches, dead wood, and other litter, in areas outside of the right-of-way at licensed disposal facility when required. The stumps of all trees, brush, and major roots shall be grubbed and removed in all excavation and under all embankments.

pg. 15 This work shall also include the preservation from injury to defacement of all vegetation and objects designated to remain.

B. All holes remaining after the grubbing operation in excavation areas where the depth of holes exceeds the depth of the proposed excavation shall be filled with acceptable material, moistened and properly compacted in layers to 95% optimum dry density. Any suitable material that can be used as top soil will be stockpiled or placed on designated slopes.

1.12.3 Excavation Prior to beginning of excavation, grading and trench operations in any area, all necessary clearing in that area shall have been completed.

Excavating operations shall be conducted so that material outside of the limits of work will not be disturbed.

Excavation shall consist of the removal, hauling, disposal, and compaction if required of all material encountered within the limits of construction. It shall include the removal and disposal of boulders, solid mortared stone masonry and concrete masonry and all soft and disintegrated rock, which can be removed with ordinary excavating machinery. It shall include grubbing that consists of the removal and disposal of all stumps, roots, bushes, grass, turf or other objectionable material.

It shall include muck excavation that shall consist of the removal and disposal of saturated or unsaturated mixtures of soils and organic matter not suitable for embankment foundation material regardless of moisture content. Muck shall be removed in such a manner to ensure its complete removal with no areas remaining or trapped below the embankment.

Suitable soil material taken from excavation shall be used in the formation of embankment, subgrade, and for backfilling trenches.

Any unsuitable soils that cannot be properly compacted and re-used during construction shall be disposed offsite by the Contractor.

The roadway excavation shall be maintained in such condition that the excavation will be well drained. Temporary drains, drainage ditches and culverts shall be constructed to intercept and divert water which may adversely affect the condition of the excavation and the prosecution of the work.

Excavation shall, in general, proceed in a direction upgrade. Subgrades shall be promptly graded and rolled to minimize absorption of water. Adjacent ditches shall be graded to the extent that puddles will not form. Grubbing areas which cannot be drained shall be promptly filled with approved excavation or borrow to such an elevation that surface drainage will effective.

If, due to unusual circumstances, drainage by gravity cannot be accomplished, pumping may be required on a 24 hour a day continuous basis.

When excavating results in a subgrade of unsuitable soil, the City Engineer may require the removal of unsuitable material and backfill with approved material.

pg. 16 1.12.4 Subgrade Preparation Unless otherwise provided, the subgrade shall be brought to a condition of uniform stability and compaction for the full width of the roadway by grading and rolling operation and shall be maintained to a tolerance not above or 3 inches below the required grade and cross section. The surface shall be compacted to uniform density and stability and graded to the extent that puddles water will not form. Any additional material required as a result of low subgrade shall be furnished and placed by the Contractor.

The required compaction shall be the same as specified for embankments. When the subgrade occurs in cuts, the required compaction shall apply to a depth of 6 inches below subgrade unless other specified.

The Contractor shall protect the subgrade from damage. Ditches and drains along the roadway shall be maintained to effectively drain the subgrade. In no case shall vehicles be allowed to travel in a single track and form ruts. No material shall be deposited on a subgrade until the subgrade has been approved by the City Engineer.

A. The roadway shall be excavated to a depth below the established finished grade as shown on the plans or the Typical Roadway Cross Sections.

B. The conditions of the sub-grade surface at the bottom of the excavation shall be inspected by the city inspector, and if, in his opinion, such conditions are wet or spongy or otherwise unsatisfactory due to the presence of unsuitable materials such as organic soils and some types of clay, the bottom shall be excavated below the sub-grade to a depth determined by the representative to be sufficient to ensure removal of all such unsuitable material.

C. If any portion of the roadway location is required to be excavated below the designed surface of the sub-grade, the space so excavated shall be filled with clean, bank gravel, or such other suitable material such as shattered ledge. The top 6 inches of sub-grade shall contain no stones greater than six inches in diameter. The roadway location shall then be graded and rolled so as to form the surface of the sub-grade shaped to conform with the proposed roadway section.

D. All ledge, boulders, and large stones located within the full cross section of the roadway shall be cleared to the minimum depth required below the established finish grade.

E. All drainage and sewer pipes, culverts, catch basins and manholes, and all utility pipes, conduits and appurtenances to be placed under the roadway and sidewalk locations shall be installed and properly backfilled prior to construction of the roadway and sidewalk.

F. When required, sub-drains shall be installed at additional locations as directed by DPW.

1.12.5 Embankment Embankment construction shall consist of suitable soil materials obtained from excavation or borrow, thoroughly compacted to produce a stabilized embankment, in accordance with the design lines and grades. When it is determined that insufficient suitable materials are available from excavation, then offsite borrow material shall be used in accordance with 1.12.6.

pg. 17 Layers of suitable materials shall start at the deepest portion of the fill and as placement progresses, layers shall be constructed approximately horizontal. Earth embankments shall be placed and compacted in uniform layers, not exceeding 12 inches in depth (loose measure) spread and leveled over the entire width of the embankment. Construction equipment shall be routed uniformly over the entire surface of each layer. With approval, embankment lift layers may be increased to a maximum thickness of 24 inches, loose measure, providing the specified compaction requirements are obtained by the Contractor.

Clayey embankment soils shall be compacted by use of sheeps foot or tamping type rolling having a maximum weight on each tamp, under working conditions, of 250 psi of cross-sectional bearing area. Sand and gravel embankment soils shall be compacted by a vibratory type compaction equipment. Water shall be added or removed, if necessary, in order to obtain required compaction. Where placing layers at the specified thickness is not feasible, such as filling in water or swampy ground, the initial layer of embankment may be constructed in one layer to an elevation where bridging will be accomplished.

Each layer of embankment material shall be thoroughly compacted to not less than 92 percent of the maximum density of the material in accordance with AASHTO T180, Method C or D, correcting for oversize particles according to AASHTO T224, except mixtures may have 40 percent or less retained on the ¾ inch sieve.

Frozen material shall not be placed in the core embankments areas. The construction of embankments may continue during cold weather only when all frozen material in the top of the core embankment or the existing ground is moved to the waste area before placing additional material. Compaction shall be in accordance with the specified method stated above for embankment construction. When the prevailing temperatures are below 30°F, all material used in embankment construction shall have a moisture content, at the time of compaction, equal to or less than the optimum moisture content.

The degree of finish for grading ditches and slopes, both fill slopes and cut slopes, shall be that obtainable from machine operations. Ditches shall be constructed to within 1 inch above or below the design grade, but in no case shall the ditch be finished in a condition that will not allow the proper flow of water without ponding.

Roadway embankments shall be evenly graded and pitched at a slope of not greater than three (3) horizontal to one (1) vertical. Where steeper slopes are required in ledge or environmentally sensitive areas, then steeper slopes may be permitted by the City Engineer with the inclusion of guardrails or other safety considerations.

1.12.6 Borrow Material Borrow shall consist of approved material required for the construction of embankment or subgrade. Material that cannot be obtained on site from excavation must consist of earth, suitable for embankment construction. It shall be free from frozen material, perishable rubbish, peat, and other unsuitable material.

The moisture content shall be sufficient to provide the required compaction and stable embankment. In no case shall the moisture content exceed 4 percent above optimum.

pg. 18 The optimum moisture content shall be determined in accordance with AASHTO T180, Method C or D.

1.12.7 Trench Excavation Upon removal of surface materials as specified in Section 1.12.1, earth material shall be removed to the depth required for facility installation, or to the surface of solid rock which cannot be removed by standard excavating equipment, whichever is first encountered.

Trenches shall be excavated of all materials except solid rock, to the depths and widths indicated on the Plans. Excavation below grades indicated shall be accomplished only upon authorization of the City Engineer. Any such excavation accomplished without such authorization shall be refilled with heavy gravel, thoroughly compacted.

When, in the opinion of the City Engineer, damage to existing trees, which are to be protected, may result from mechanized excavation methods, such excavation shall be accomplished by hand methods within the limits designated by the City Engineer. All necessary precautions shall be taken to protect tree roots during trench excavation operation and throughout the time they are exposed to insure against loss of the trees.

Within street limits and other areas in close proximity to buildings or other facilities, the trench widths shall be strictly limited to the maximum widths shown on the Plans. The Excavating Contractor shall design, furnish, put in place and maintain, at his own expense, such sheeting, bracing, trench shields or other facilities necessary to support the sides of the trench to prevent any movement which could in any way injure adjacent utilities, buildings, pipe lines, or other structures, or delay the work, or endanger workmen or bystanders. At all times the installation of such bracing, sheeting, or other protective facilities shall be sufficient to assure the safety of all workmen and any others in the vicinity of the work site. All trenching procedures, including sheeting, bracing, and other protective facilities shall be accomplished in full compliance with local, State, and Federal Safety Standards, including the latest requirements of the Occupational Health and Safety Act. The Excavating Contractor is solely responsible for accomplishing the excavation in a safe manner in compliance with all appropriate safety requirements. Sheeting, bracing, or other protective facilities shall be removed upon completion of the pipeline installation, unless such removal will endanger the work installed or adjacent structures or facilities. As soon as withdrawn, the voids left shall be carefully filled with sand and compacted. Any sheeting or bracing left in place shall be cut at least 2 feet below the finished grade of paving.

In all rear areas where there are no buildings, utilities, or other facilities that dictate a narrow trench, the side of the trench may be sloped back to secure a safe excavation. Such sloping will be accomplished in strict accordance with appropriate safety standards as designated above. The Excavating Contractor shall be solely responsible for the stability of any sloped trench sections.

If a stable trench cannot be achieved by sloping, then sheeting, bracing, trench shields, or other protective devices in compliance with all safety standards shall be installed as described above. Such sloping must be compatible with the right-of-way limits. In no case shall work or equipment extend beyond the limits unless the Excavating Contractor makes prior specific arrangements with adjacent property owners.

pg. 19 1.12.8 Excavation for Structures Earth shall be excavated to the depths and sections required for installation of all catch basins, manholes, or other appurtenant facilities. Care shall be taken that the foundation areas of structures are not excavated below grade or are disturbed so as to lessen their bearing capacity. Should the foundation areas be disturbed, additional excavation shall be made to undisturbed soil, and heavy gravel shall be placed and compacted to secure a stable foundation pad.

All excavations for structures shall be sheeted, braced, sloped, or otherwise protected in the same manner and meeting the safety requirements and conditions specified above under Section 1.12.7.

1.12.9 Rock Excavation A. Where rock is encountered in excavations, it shall be removed so that none protrudes into the roadway subgrade or within 6 inches of the pipe when installed to correct line and grade.

B. Bituminous and Portland Cement Concrete Pavements shall not be considered as rock.

C. Blasting shall be performed only after obtaining a Blasting Permit from the Saco Code Enforcement Office and compliance with Chapter 71 – Blasting of the City Code, including conducting a Pre-Blast Survey as outlined in Chapter 71 of the City Code.

D. All blasting shall be performed in accordance with all pertinent provisions of the "Manual of Accident Prevention in Construction" issued by the Associated General Contractors of America, Inc., of the "Construction Safety Rules and Regulations, as adopted by the State Board of Construction Safety, Augusta, Maine, and Maine Department of Transportation "Standard Specifications" Section 107.12, Use of Explosives.

E. Drilling equipment will be equipped with suitable dust control apparatus which must be kept in repair and used during all drilling operations.

F. Care shall be taken that undrained pockets will not be left in the surface of the rock remaining. The space between the rock remaining and the normal subgrade shown on the plans shall be backfilled with the designated aggregate subbase or aggregate base, pulverized rock or the approved material. Fine grading at the normal subgrade line will be required unless aggregate subbase or aggregate base material is used.

G. Ditches in rock cuts shall be constructed with no protrusions of rock above the flow line of the ditch. The space between the rock remaining and the finished surface of the ditch shall be backfilled with broken rock.

H. For earth and rock backslopes designated to be constructed on a 2 horizontal to 1 vertical slope or flatter, the slope shall be uniformly finished to within 6 inches above or 6 inches below the lines designated, but in no case shall projections of rock extend over 6 inches above the actual finished surface of the slope as constructed. Rock backslopes designated to be constructed on a 3 horizontal to 1 vertical slope shall be excavated at least to a vertical plane.

pg. 20 1.12.10 Maintenance of Excavations Excavations shall be properly maintained while they are open and exposed. Sufficient suitable barricades, warning lights, flood lights, signs, etc., to protect life and property shall be installed and maintained at all times until the excavation has been backfilled and graded to a safe and satisfactory condition.

1.12.11 Removal of Water Adequate provisions shall be provided to maintain all facilities necessary for water control, including, but not limited to ditching, piping, pumping, bailing, and well pointing. The excavations shall be kept clear of ground water, surface water, seepage, sewer, or storm water during the progress of the work and until the finished work is safe from damage.

All water pumped or drained from the work shall be disposed of in a suitable manner without undue interference with other work, damage to pavements, other surfaces or property, and to minimize siltation to existing water courses.

1.12.12 Maintenance of Existing Flows The existing sewer and drain systems must be kept in operation throughout this project. Wherever the excavation exposes or disturbs an existing sewer or drain, the Contractor shall make provisions for maintaining such flows until the excavation and other work is completed. At no time shall raw sewage be allowed to flow on the ground surface, or to stand in the excavation.

1.12.13 Test Pit Excavation Where necessary and where further directed by the Engineer, test pit excavations shall be performed to expose existing facilities to allow the Engineer to obtain measurements or elevations. Extreme care must be taken to protect any existing utilities or structures so uncovered. All safety requirements under Section 1.12.7 shall apply to test pit excavation. Upon completion of necessary measurements, the test pit shall be backfilled and surface restored.

1.12.14 Offsite Waste or Disposal Areas It shall be the responsibility of the Contractor to obtain necessary permits and approvals from all pertinent State and Federal agencies and from the local Municipality prior to the establishment of offsite waste or disposal areas. In addition, written permission of the property owners shall be obtained by the Contractor, including permission to dispose of in the area, with a copy to be provided to the City Engineer.

1.12.15 Gravel Aggregate Materials Gravel shall consist of hard, durable stone and coarse sand, free from frozen lumps, frost, loam, and clay, uniformly graded and containing no stone having any dimension greater than 3 inches. Samples of the gravel to be used shall be tested for gradation by sieve analysis and the rolled gravel tested for compaction. All such tests shall be made at the expense of the developer.

The grading of sizes and material shall be such that the gravel may be thoroughly consolidated. After the roadway subgrade has been graded and properly compacted, the gravel for the base and subbase shall be spread in layers not exceeding six inches in thickness, each thoroughly watered and compacted true to lines and grades to not less than 95 percent of the maximum dry density, in accordance with AASHTO procedure T-180, Method C or D. The gravel materials pg. 21 shall be formed as shown on the proposed Roadway Cross Section. Any depression that appears during or after rolling shall be filled with gravel and the area rerolled until the surface is true and even.

Aggregate base and subbase courses may be placed upon frozen surfaces when such surfaces have been properly constructed. The material as spread shall be well mixed with no pockets of either fine or coarse material. Segregation of large and fine particles will not be allowed.

If the top of any layer becomes contaminated by degradation of the aggregate or addition of foreign material, the contaminated material shall be removed and replaced with specified material.

All layers of aggregate subbase course shall be compacted to the required density immediately after placing. As soon as the compaction of any layer has been completed, the next layer shall be placed unless otherwise authorized. The Contractor shall bear full responsibility for and make all necessary repairs to the subbase course and the subgrade until the full depth of the subbase course is placed and compacted.

The top of any aggregate base or subbase course layer shall be scarified and loosened for a minimum depth of 1 inch immediately prior to the placing of the next layer of aggregate base or subbase. This scarifying shall be considered incidental to placing the course, and no separate payment will be made.

The surface of each layer shall be maintained during compaction operations in such a manner that a uniform texture is produced and the aggregate firmly keyed. The moisture content of the material shall be maintained at the proper percent to attain the required compaction and stability.

The completed surface of the subbase and/or base course shall be shaped and maintained to a tolerance, above or below the required cross-sectional shape, of 3/8 inch.

1.12.16 Hot Bituminous Pavement All pavement materials and placement procedures shall conform with the requirements of Sections 403 and 702 of the MaineDOT Standard Specifications, latest edition.

No roadway pavement shall be placed before April 15th or after October 15th for top coat or November 15th for binder without written permission of the Director of Public Works. Air temperature shall be no lower than 35 degrees F. (binder course) and 50 degrees F. (wearing course) without written permission of DPW.

The binder pavement course shall set after application for one full winter before the wearing surface pavement course is placed.

Where new pavement placed joins an existing pavement, the existing pavement shall be cut along a smooth line and to a neat, even, vertical joint. Beyond the limit of the vertical cut joint, the existing pavement surface shall be milled to a minimum depth of 1-1/4-inch for a minimum width of 1 foot to receive the final wearing pavement surface and avoid a continuous vertical joint between the existing and new pavement courses.

pg. 22 1.12.17 Curbing A. Granite Curb, Tip down Sections and Transition Sections. 1. Materials: New granite curb along roadway gutter lines shall be 5-inch wide Type 1 vertical granite curb, with a thermal finish. Cul-de-sac islands, traffic islands, and medians, around which Type 5 sloped granite edging shall be installed.

2. Installation: The curb stone shall be set on a compacted foundation so that the front top arris line conforms to the lines and grades required. The foundation shall be prepared in advance of setting the stone by grading the proper elevation and shaping to conform as closely as possible to the shape of the bottom of the stone. The required spacing between stones shall be assured by the use of an approved spacing device to provide an open joint between stones of at least 1/4 inch and no greater than 5/8 inch.

Work associated with resetting of granite curb shall include cutting of existing curb pieces to form tip downs, etc. The Contractor shall also be responsible for replacing any existing granite curb that is damaged as a result of his work in removing, storing, cutting or resetting.

3. Backfilling: All remaining space under the curb shall be filled with approved material and thoroughly hand tamped so the stones will have a firm uniform bearing on the foundation for the entire length and width. Any remaining excavated areas surrounding the curb shall be filled to the required grade with approved materials. This material shall be placed in layers not exceeding 8 inches in depth, loose measure and thoroughly tamped.

In areas where granite curb is not adjacent to a sidewalk, concrete shall be used as backfill 12 inches behind the curb for the height of the granite curb. Concrete mix shall have a minimum of 3,000 psi.

When backfill material infiltrates through the joints between the stones, small amounts of joint mortar or other approved material shall be placed in the back portion of the joint to prevent such infiltrating.

a. Protection: The curb shall be protected and kept in good condition. All exposed surfaces smeared or discolored shall be cleaned and restored to a satisfactory condition or the curb stone removed and replaced.

b. Curb Inlets: Curb placed adjacent to curb inlets shall be installed with steel dowels cemented into each stone with epoxy grout as shown on the Standard detail plans.

The epoxy grout shall be used in accordance with the manufacturer's instructions. The grout shall be forced into the hole, after which the dowel shall be coated with grout for one-half its length and inserted into the grout filled hole. The hole shall be completely filled with grout around the dowel. All tools and containers must be clean before using.

4. Acceptance: Curb may be accepted or rejected on the basis of appearance in regard to texture and/or alignment. All damaged curb shall be removed and replaced at the Contractor’s expense pg. 23 B. Bituminous Curb 1. Preparation of base: Prior to placing the curb, the foundation shall be uniformly painted with tack coat as specified under Section 409 of the MaineDOT Standard Specifications.

2. Placing: The curb shall be placed by an approved power operated extruding type machine. A tight bond shall be obtained between the base and the curb. The Engineer may permit the placing of curbing by other than mechanical curb placing machines when short sections or sections with short radii are required. The resulting curbing shall conform in all respects to the curbing produced by the machine.

3. Acceptance: Curb may be accepted or rejected on the basis of appearance in regard to texture and/or alignment. All damaged curb shall be removed and replaced at the Contractor’s expense.

C. Slip-Form Concrete Curb 1. Preparation of Base: Prior to placing the curb, the foundation shall be uniformly painted with epoxy adhesive material.

2. Materials: All materials for slip-form concrete curb shall meet the same requirements for concrete curb under Section 502.05 of the MaineDOT Standard Specifications. This includes a minimum compression strength of 4,000 psi, fiber reinforced.

3. Placing: Concrete may be placed with an approved slip-form machine that will produce a finished product according to the design specified in the plans and will meet the same standards set for cast-in-place curbing. For cold weather slip-forming, the outside temperature must be at least 36ºF (2.2ºC) and rising. The curb shall be placed on a firm, uniform bearing surface, shall conform to the section profile specified in the plans and shall match the appropriate grade. Proper curing shall be insured through the use of a curing compound spray that meets ASTM specifications. Expansion joints shall be provided at ends of curve radii or wherever the curb meets rigid structures such as building foundations or fire hydrants. Contraction joints will be placed at 10-foot intervals using sawing methods, which cut 1-3” into the concrete. Joints shall be constructed perpendicular to the subgrade and match other joints in roadways, sidewalks or other structures when applicable. Backfilling shall conform to Section 609.06 (b) of the of the MaineDOT specifications.

4. Protection: Slip-form curbing must be adequately protected after placement. The concrete shall be allowed to cure for at least 72 hours. During cold weather conditions, when temperatures drop below the required temperature of 36ºF (2.2ºC) after placement, curbing shall be protected by concrete blankets or a combination of plastic sheeting and straw. After any placement of slip-form curbing, regardless of weather conditions, the placed curbing shall be adequately protected by traffic control devices and flagging as necessary.

5. Acceptance: Curb may be accepted or rejected on the basis of appearance in regard to texture and/or alignment. All damaged curb shall be removed and replaced at the Contractor’s expense.

pg. 24 1.12.18 Sidewalks A. Bituminous Sidewalks 1. Excavation: Excavation shall be made to the required depth and width. The foundation shall be shaped and compacted to a firm even surface conforming to the section shown on the plan. All soft and yielding material shall be removed and replaced with acceptable material.

2. Subbase and Base Course: Subbase and base course material shall be placed as shown on the plans and each layer thoroughly compacted.

B. Placing Bituminous Sidewalk Material: Bituminous sidewalk material shall be placed on the compacted base course in two courses to provide the required depth when rolled. Compaction shall be by a power roller having a minimum total weight of 2,000 pounds with a minimum of 65 pounds per inch of width of the drive roll or by satisfactory power vibratory compaction equipment. In areas inaccessible to other equipment, hand tamping will be permitted. In any case the bituminous sidewalk material shall be uniformly compacted.

C. Concrete Sidewalks 1. Excavation: Excavation shall be made to the required depth and width. The foundation shall be shaped and compacted to a firm even surface conforming to the section shown on the plan. All soft and yielding material shall be removed and replaced with acceptable material.

2. Subbase and Base Course: Subbase and base course material shall be placed as shown on the plans and each layer thoroughly compacted.

3. Forms: Forms shall be of wood or metal and shall extend for the full depth of the concrete. All forms shall be true, free from warp and of sufficient strength to resist the pressure of the concrete without springing. Bracing and staking of forms shall be such that the forms remain in both horizontal and vertical alignment until their removal.

4. Placing Concrete: The foundation shall be thoroughly moistened immediately prior to placing the concrete. The proportioning, mixing and placing of the concrete shall be in accordance with the requirements of Section 502 of the MaineDOT Standard Specifications – Structural Concrete.

5. Finishing: The surface shall be finished with a wooden float that shall be moved in a circular motion to produce a shell-like pattern. No plastering of the surface with mortar will be permitted. All outside edges of the slab and all joints shall be rounded with a ¼ inch radius edging tool.

6. Joints: Slabs shall be placed alternately and the joints coated with an approved bituminous material before placing the adjacent slab. When a concrete sidewalk is constructed adjacent to a curb, building, retaining wall or other fixed structure, a 1/4- inch thick pre-formed joint filler shall be used between the slab and the structure.

7. Curing: Concrete shall be cured for at least 72 hours. Curing shall be by moist burlap or mats, white pigmented curing compound or by other approved methods. During the pg. 25 curing period, all traffic, both pedestrian and vehicular, shall be excluded. Vehicular traffic shall be excluded for such additional time as may be directed.

D. Brick Sidewalks 1. Excavation: Excavation shall be made to the required depth and width. The foundation shall be shaped and compacted to a firm even surface conforming to the section shown on the plan. All soft and yielding material shall be removed and replaced with acceptable material.

2. Subbase and Base Course: Subbase and base course material shall be placed as shown on the plans and each layer thoroughly compacted.

3. Bituminous Pavement Base Material: Bituminous pavement base material shall be placed on the compacted base course prior to placement of sand-cement bedding material. The bituminous base material shall be compacted with a power roller having a minimum total weight of 2,000 pounds with a minimum of 65 pounds per inch of width of the drive roll or by satisfactory power vibratory compaction equipment. In areas inaccessible to other equipment, hand tamping will be permitted. In any case the bituminous sidewalk material shall be uniformly compacted.

4. Sand Cement Bed Material: Sand-cement bedding material shall consist of sand and Portland Cement in the proportion of 1 part cement and 4 parts clean mason sand by weight, mixed dry until the mass is of a uniform color. The sand-cement bed material shall be placed and shaped upon the prepared bituminous pavement course with a uniform thickness of 1-inch.

5. Brick Sidewalk Material: Brick sidewalks shall consist of a 50/50 mix of Harborline Brick Cumberland Blend and Harborline Brick Garden Blend as manufactured by Genest Concrete or approved equal.

6. Brick Sidewalk Surface Placement: Brick pavers shall be paid in successive courses. Each brick shall be laid true and even and brought to grade by use of wooden mallets or similar tools. No course shall deviate from a straight line more than 2 inches in 30 feet. Brick laying shall take place in continuous sequence and shall follow the completion of the sand-cement bedding within 50 feet. Cutting of bricks shall be accomplished with a mason’s saw using a diamond blade

7. Finishing: Immediately after placement of brick, the brick surface shall be swept and inspected. Any imperfect brick shall be lifted out and reset.

END OF ARTICLE 1

pg. 26 ARTICLE 2 – MUNICIPAL STORM DRAIN SYSTEM STANDARDS

2.1 GENERAL 2.1.1 All storm drain main extensions or replacements, including appurtenance structures, intended for public acceptance shall be designed and constructed in accordance with the City standards as set forth in this manual, unless otherwise approved by the Department of Public Works.

2.1.2 The introduction of contaminated water to the municipal storm drain system is prohibited in accordance with Chapter 176, Part 4 of the City Code. Permitted discharges to the municipal storm drain system shall include runoff from rain or melting snow that flows across the ground surface as sheet flow, shallow concentrated flow or in drainage ways. The creation, initiation, origination or maintenance of the following non-stormwater discharges to the municipal storm drain system is allowed: A. Landscape irrigation, lawn watering runoff, and irrigation water; B. Flows from uncontaminated springs, diverted stream flows, riparian habitats and wetlands; C. Rising groundwater; D. Uncontaminated ground water infiltration (as defined at 40 CFR 35.2005[20]); E. Uncontaminated pumped ground water; F. Air conditioning and compressor condensate; G. Uncontaminated water from foundation crawl space pumps and footings drains; H. Residual street wash water (where spills/leaks of toxic or hazardous materials have not occurred, unless all spilled material has been removed and detergents are not used); I. Hydrant flushing and firefighting activity runoff; J. Water line flushing and discharges from potable water resources; K. Individual residential car washing; and L. Dechlorinated swimming pool discharges

2.1.3 Permits to connect and discharge to the municipal storm drain system are required and shall be obtained through the City’s DPW. For private site developments, the responsibility for adequate drainage shall rest with the developer. This shall include connection with existing drainage facilities, if any, provided by the City. When private drains are connected to the municipal drainage system, the private developer shall be responsible to repair any damage to the existing municipal system as a result of the connection work.

2.1.4 Stormwater quantity (peak flow) analysis shall be prepared by a licensed professional engineer. The design of piped or open channel systems shall be based on the 50-year, 24-hour storm without overloading or flooding beyond channel limits.

2.1.5 Storm drain system design drawings shall be prepared as follows: A. Storm drain system drawings submitted shall be at a scale of 1 inch = 40 feet for horizontal profile and plan, and 1 inch = 4 feet for the vertical profile. Details shall be drawn at a scale of 1/4-inch = 1 foot or 1/2-inch = 1 foot and elevations based on NAVD1988 vertical datum.

B. Public roadways with closed storm drain system shall be designed as follows: 1. Catch basins shall be located on both sides of the roadway on continuous grades at intervals of not more than 300 feet; at all low points; and at the corners' low points as may be required. Intervals of less than 300 feet may be required on steep grades. Catch basins shall not be located within residential driveway aprons nor within cross walks. pg. 27 2. Catch basins and drain manholes shall have an inside diameter of not less than 4 feet at a point 2-1/2 feet below the bottom of the frame.

3. Catch basins shall provide a minimum two-foot sump measured from the invert of the outlet pipe.

4. All storm drains beneath the public roadway shall be provided with a minimum 3-foot depth of cover, unless otherwise approved by DPW.

5. All culverts beneath the public roadway shall be provided with a minimum 2-foot depth of cover, unless otherwise approved by DPW.

6. Underdrains with positive outlets shall be provided along each curb line unless otherwise approved by DPW after inspecting the subgrade conditions at the time of construction.

7. Service laterals for building foundation drains, etc. shall be connected into the main line storm drain system via a pre-formed tee.

C. Public roadways with open drainage systems shall be designed as follows: 1. Open drainage swales along the sides of public roadways shall have a minimum depth of 3-foot and be sufficient to accommodate driveway culverts with a minimum 1-foot depth of cover over the top of the driveway culvert.

2. All culverts beneath the public roadway shall be provided with a minimum 2-foot depth of cover, unless otherwise approved by DPW.

2.1.6 Submittals: All shop drawings or material submittals shall be furnished to the City at the request of the DPW. Approval of such submittal by the City shall not release the permittee from responsibility for deviations from these standard specifications, or for errors in submittal drawings, information, schedules, quantities, dimensions, and installation requirements, except when such deviations are clearly identified as part of the submittal and specifically approved by the City.

2.1.7 Record Ties: The permitted shall maintain a record of all service lead locations and locations of buried fittings, etc., within the public right-of-way. The locations shall be recorded by 3 ties from fixed permanent points and recorded on the forms appended to this section. The record ties shall be clearly legible. One paper copy and one pdf electronic copy of the record ties shall be submitted to the City Engineer. A sample record tie form is provided as Attachment A.

2.1.8 Record Drawings: The City shall be provided with one paper copy, one pdf electronic copy and one digital (AutoCAD) set of the record drawings revised to indicate “as-built” conditions. The drawings shall indicate the following as a minimum: A. Storm drain main, underdrain, catch basin and manhole locations.

B. Appurtenant structure rim and pipe invert elevations.

pg. 28 C. Service lateral tee locations.

D. Service lateral locations and elevations at the property line.

E. Identify Tax Map, Lot Number, and Street Number for each service lateral in accordance with the latest records available at the City Tax Assessor’s office.

F. All crossing utilities.

G. Record drawings shall be as per paragraph 2.1.5.A.

2.2 APPURTENANT STRUCTURES 2.2.1. All catch basins and storm drain manholes shall be pre-cast concrete constructed in conformance with Figures 2-4 and 2-5.

2.2.2. Storm drain manhole channels shall be epoxy coated, precast concrete construction, unless otherwise approved by DPW.

2.2.3. Service laterals shall not be connected into catch basins or roadway underdrain system, unless otherwise approved by DPW.

2.3 STORM DRAIN PIPE, CULVERTS AND LATERALS 2.3.1. The minimum storm drain main and culvert pipe size shall be 12-inch diameter. The minimum storm drain lateral pipe size shall be 6-inch diameter.

2.3.2. The minimum storm drain pipe slopes shall be designed to provide full flow velocities of not less than 3 fps based upon Manning’s formula using an “n” value of 0.13; however, minimum slopes may only be used if absolutely necessary because of grade restrictions. Greater slopes that achieve full flow velocities greater than 3 fps are preferred. In addition, the maximum slope of the storm drain pipes at outfall locations shall be designed to provide full flow velocities of not greater than 10 fps. A summary of the minimum and maximum design slopes is provided in the table below:

Storm Drain Size Minimum Slope Preferred Min. Slope Maximum Slope (ft/ft) (ft/ft) (ft/ft) 12” 0.0044 0.0050 0.050 15” 0.0033 0.0045 0.036 18” 0.0026 0.0040 0.029 24” 0.0018 0.0030 0.020 30” 0.0013 0.0025 0.014 36” 0.0010 0.0020 0.010

2.3.3. The minimum depth of cover over the storm drain main shall be 3 feet. In areas where the depth of cover is less than 3 feet, then 2 inches of rigid insulation shall be placed over the top of the pipe bedding.

2.3.4. Adequate provisions for energy dissipation shall be provided at the outlets of all storm drain pipes, which may require the use of drop manholes on steep embankment slopes.

pg. 29 2.4 STORMDRAIN SERVICE LATERALS 2.4.1. Minimum stormdrain service lateral size shall be 4-inch in diameter for the portion of stormdrain lateral within the public right-of-way. The portion of the stormdrain lateral within the public right-of-way shall be non-pressurized. Connection of pressurized lines to the 4-inch stormdrain service lateral shall occur outside of the public right-of-way.

2.4.2. An accurate location of the service lateral shall be provided in accordance with paragraphs 2.1.7 and 2.1.8. The location of the service lateral stub for future connection shall be physically marked in the field by the placement of a 2”x4” wooden stake placed at the end of the lateral end-cap and extending 1-foot above finished grade. Each wooden stake shall be painted with a fluorescent paint and marked as storm with the depth indicated from grade to end-cap.

2.5 CONSTRUCTION STANDARDS 2.5.1. Pipelines A. Storm drain pipe materials shall be one of the following: 1. Polyvinyl Chloride: Polyvinyl Chloride Pipe (PVC): Pipe and fittings shall comply with ASTM D 3034, rated SDR 35. Pipe shall be continually marked with manufacturer’s name, pipe size, cell classification, SDR rating, and ASTM D 3034 classification. Pipe joints shall be integrally molded bell ends in accordance with ASTM D 3034, Table 2, with factory supplied elastomeric gaskets and lubricant. PVC shall not be used for any drainage pipe which will permanently exposed to sunlight.

2. Reinforced Concrete Pipe (RCP): Comply with requirements of ASTM C 76, Class III unless another class type is indicated on Drawings, installed with flexible plastic (Bitumen) gaskets at all joints. Gaskets shall comply with AASHTO M-198 75I, Type B, and shall be installed in strict accordance with pipe manufacturers’ recommendations.

3. Corrugated Polyethylene Pipe (CPP), Smooth Interior: Pipe and fittings shall comply with AASHTO Designations M294 and M252. Pipe must be installed in accordance with manufacturer’s installation guidelines for culvert or other heavy-duty drainage applications. Acceptable manufacturers include Advanced Drainage Systems, Inc. (ADS) N-12 and Hancor, Inc. (HiQ smooth interior). CPP pipe shall have silt-tight joint connections, unless otherwise approved by DPW.

4. Underdrains Pipe: Shall be perforated Polyvinyl Chloride (PVC) or Corrugated Polyethylene Pipe (CPP) underdrain pipe with gasketed joints and fittings shall comply with the requirements of ASTM F 758. Holes shall be 120 degrees double row, 1/4-inch diameter at 3-1/4 inch spacing. Underdrain pipe with a filter fabric sleeve shall not be acceptable. Pipe shall be continually marked with manufacturer's name, pipe size, cell classification.

5. Filter Fabric shall be one of the following or approved equal: a) Mirafi 140 N b) Phillips 66 Supac 4NP c) Dupont Typar 3341

B. Installation: 1. All pipes shall be laid straight, true to line and grade as shown on the approved plan. Installed grades shall be within the tolerance of plus or minus 0.02 feet from theoretical pg. 30 computed grades. Alignment shall be within a tolerance of plus or minus 0.04 feet. Pipe grade shall be defined as the invert elevation of the pipe. Pipe not meeting the grade tolerance or of poor alignment shall be corrected as determined by DPW. Each section of pipe shall have a full, firm bedding throughout its length.

2. No pipe laying will be allowed to begin at any point other than a manhole or other appurtenance without the expressed consent of the Engineer. The interior of each length of pipe will be swabbed and wiped clean before laying the next length. No length of pipe shall be laid until the previous length has had sufficient fine material placed and tamped about it to secure it firmly in place to avoid any disturbance. Bell ends shall be laid uphill. Whenever the work is stopped temporarily, or for any reason whatsoever, the end of the pipe shall be carefully protected against dirt, water, or other extraneous material.

3. As the pipe is installed, the space outside and around the pipe shall be backfilled with suitable pipe bedding materials (Refer to Figure 2-1). The backfill shall be deposited in layers not over 6 inches in depth to a point one foot over the pipe and each layer thoroughly compacted mechanically or by other approved methods and tools. Machine backfilling shall not be allowed without approval of the DPW. Minimum covering of all pipe shall be not less than 36 inches.

4. The pipe shall be cut as necessary for appurtenances. In general, the pipe material shall be cut by using a saw or milling process, approved by the pipe manufacturer and not by using any impact device, such as a hammer and chisel, to break the pipe. The pipe shall be cut, not broken. The cut end of the pipe shall be square to the axis of the pipe and any rough edges ground smooth.

5. Clean interior of all pipe thoroughly before installation. When work is not in progress, open ends of pipe shall be closed securely to prevent entrance of trench water, dirt, or other substances.

6. All joints shall be made in a dry trench in accordance with the manufacturer's recommendations.

7. Underdrains shall be bedded in washed 3/4-inch crushed stone and encapsulated with filter fabric in accordance with Figure 2-2.

C. Service Laterals: 1. All drain service lateral connections shall be connected to the storm drain main by means of a pre-formed wye or tee wye specially manufactured for the purpose (Refer to Figure 2-3), unless otherwise approved by DPW. The connection shall be made in a manner that does not protrude into the storm drain main. Fittings shall be of the same or compatible material and strength class as that of the adjoining storm drain pipe. Service leads shall be a minimum size of 4-inch diameter within the public right-of-way. Service fittings shall be long radius or a combination of bends. 90 bends shall not be used.

pg. 31 2. The use of cored tee connections (Inserta Tee) with watertight service fittings shall not be allowed on new main line construction and shall only be allowed for service connections into existing utility lines, if approved by the DPW.

3. Service laterals shall extend from the storm drain main to the right-of-way. The ends of the service leads shall be capped for future use or reconnected to the existing service.

4. Installation of new drain laterals into existing storm drain pipes shall be performed in accordance with the requirements above, including the use of solid sleeve couplings. The use of Fernco couplings shall not be allowed, unless otherwise approved by DPW.

D. Repairs to Existing Utility Lines: 1. When existing municipal sewer, storm drain, or conduit pipes are damaged or broken during construction, the damaged or broken portion shall be removed and replaced with a pipe of the same size and material, designed to serve the same function as the existing pipe or conduit. Connections shall be made to damaged pipe with Fernco or Dresser couplings to the complete satisfaction of the DPW.

2. Repairs to private utilities shall meet the requirements of the utility companies.

3. Backfilling will not be permitted until repairs have been completed to the satisfaction of the DPW or the utility companies.

2.5.2. Appurtenant Structures A. Materials: 1. Manhole and catch basin structures shall be precast reinforced concrete conforming to ASTM Specification C478. Precast items shall be designed for an H-20 highway loading and withstand an external equivalent fluid pressure of 120 lb/cf and an internal equivalent fluid pressure of 65 lb/cf. The fluid pressure shall be assumed to act from the base elevation of the structure to the proposed finish grade of the structure. Precast sections shall be installed with a flexible plastic gasket equal to or better than "Ram- Nek" as manufactured by K.T. Snyder Co., Houston, Texas, or sections may be fabricated to accept Tylox "0" rubber gaskets as manufactured by Hamilton Kent Manufacturing Co., Kent, Ohio. The outside of the brick work required to bring the rim to grade shall be plastered with at least 3/8" mortar, thoroughly troweled to leave a smooth waterproof exterior surface.

2. Manhole and catch basin bases shall be placed on a well-compacted layer of crushed stone. A minimum of 4-1/2 inches shall be allowed between pipe invert and inside bottom of base for manholes to allow for construction of precast concrete channel inverts. Prior to ordering precast structures, all angles between incoming pipes are to be field checked to incorporate possible line changes required in the field layout.

3. Jointing system for pipe entering or leaving structures shall be a flexible manhole sleeve cast in the base. A stainless steel pipe clamp shall be used to fix the pipe into the sleeve. All materials shall meet or exceed rubber quality standards of ASTM C-443 and C-361.

B. Installation: 1. All structures shall be set level on compacted material. pg. 32 2. Manhole channels shall be precast concrete constructed in accordance with horizontal pipe alignments shown on the approved plans. The sides shall be raised from the spring line perpendicular to the height of the crown of the pipe. Where changes in directions are made at manholes, the invert shall be shaped with as great a radius as possible. The channel invert shall be carefully constructed to provide a smooth surface.

2.5.3. Castings A. Frame castings for catch basins and manholes shall be set in full mortar beds of red brick, type 2H backer type with a minimum of one course and a maximum of three courses of brick. Manhole castings shall be set flush with the designed finish grade of the pavement. Catch basin grates shall be depressed one inch from the finished gutter grade. Bicycle-safe grates shall be used.

B. Storm drain manhole frames and covers shall be at least Class 25 conforming to the ASTM Standard Specifications for Gray Iron Castings, Designation A-48-64. Manhole frame and covers shall be non-perforated with a minimum clear opening of 24-inches in diameter, weighing approximately 450 pounds and shall the word “DRAIN” cast in. Sewer brick or precast concrete riser rings shall be used to adjust manhole castings to grade. The grade adjustment between the top of the precast concrete manhole structure and bottom of manhole frame shall range from 3-inch minimum to 12-inch maximum.

C. Catch basin frames and grates shall be at least Class 25 conforming to the ASTM Standard Specifications for Gray Iron Castings, Designation A-48-64. Catch basin frame and grates shall be 24-inch by 24-inch square, weighing approximately 450 pounds and shall by bicycle safe. Sewer brick or precast concrete riser rings shall be used to adjust castings to grade. The grade adjustment between the top of the precast concrete manhole structure and bottom of catch basin frame shall range from 3-inch minimum to 12-inch maximum.

D. Before being shipped from the foundry, castings shall be given two coats of coal-tar-pitch varnish, applied in a satisfactory manner so as to make a smooth coating, tough, tenacious, and not brittle or brittle with any tendency to scale off.

2.5.4. Mortar A. Mortar used to adjust castings to grade shall consist of the following materials and proportions by volume: 1 part of Portland cement; 1/4 part lime hydrate; and 3 parts sand.

B. For precast reinforced concrete manholes, mortar for invert construction shall consist of the following materials and proportions by volume: 1 part Portland cement and 2 parts sand. Quantity of water in mixture shall be sufficient to produce a stiff, workable mortar, but in no case shall exceed 5-1/2 gallons of water per sack of cement.

2.5.5. Insulation: Insulation shall be Styrofoam SM or TG as manufactured by the Dow Chemical Company or equal. Insulation shall have a K factor of 0.20 @ 75 degrees by ASTM C518-70, 2-1b. Density by ASTM C303-56, compressive strength of 30-1b. by ASTM D1621-64 and a water absorption of less than 0.05 ASTM C272-53 and meet Federal Specification HH1524B Type II, Class B

END OF ARTICLE 2 pg. 33 ARTICLE 3 – MUNICIPAL STORMWATER MANAGEMENT SYSTEM STANDARDS

3.1 GENERAL 3.1.1 The goal of the City’s Stormwater Management Program is to address the effects of development on both the quantity and quality of stormwater runoff in order to protect and improve water quality and meet Clean Water Act requirements. The stormwater management system design standards support the review criteria contained in the City’s Site Plan and Subdivision Review Ordinances as well as Chapter 176 of the City Code with respect to regulations governing non-stormwater discharges and Post-Construction Stormwater Management Plans within the City. All stormwater management systems shall be designed and constructed in accordance with the City standards as set forth in this manual, unless otherwise approved by the Department of Public Works.

3.1.2 Projects Requiring State Permits The City of Saco has delegated authority from the Maine DEP to review projects that require a Stormwater Permit pursuant to 38 M.R.S.A. §420-D (Stormwater Management Law) and projects that require a Site Location of Development Act Permit pursuant to 38 M.R.S.A §481- 490. The City’s applicability requirements for all development within the City, supersede the applicability thresholds specified within the Chapter 500 Rules.

3.1.3 Development within Urban Impaired Stream Watershed Goosefare Brook is designated by the Maine DEP as an urban impaired stream. All new development or redevelopment projects within the Goosefare Brook watershed, except single and two-family homes that are not part of an approved Subdivision, are required to comply with the Urban Impaired Stream Standard pursuant to Maine DEP Chapter 500 if the projects are located within the direct watershed of an urban impaired stream and result in either: A. Creating one or more acres of disturbed area (This provision also applies to projects disturbing less than one acre if the construction activity is part of a larger common plan or development or sale that would disturb one or more acres) or;

B. Creating ten thousand (10,000) square feet or more of new or redeveloped impervious area.

The City of Saco has an approved Compensation Fee Utilization Plan (CFUP) and can therefore receive in-lieu fee payments to meet the Urban Impaired Stream Standards pursuant to Maine DEP Chapter 501 Rules.

3.1.4 Stormwater Runoff A. In general, surface water runoff shall be minimized, and it shall be the responsibility of the person developing the land to demonstrate that the work will not have an adverse impact on abutting or downstream properties. Sites shall be designed to minimize the amount of impervious area with a focus on reducing vehicle areas, including parking, drives aisles, and service areas.

B. The volume of stormwater discharged from any parcel shall be minimized through the use of on-site infiltration, detention, or retention to the extent practical. When stormwater must be discharged from a parcel, the preferred method is to discharge into the natural drainage system. Discharge of stormwater to the City’s Municipal Separated Storm Sewer pg. 34 System (MS4) shall be allowed only when on-site retention and/or discharge to the natural system is not practical.

C. Infiltration, detention, or retention of stormwater shall assure that the Total Maximum Daily Loads (TMDLs) that have been established by the U.S. Environmental Protection Agency for various waterbodies in the City will be met to the extent practical. The disposal of stormwater shall not constitute a threat to public health, safety and welfare and shall not degrade the quality of surface water or groundwater below city, state or federal standards.

D. The City is a regulated community under the National Pollutant Discharge Elimination System (NPDES) MS4 Program; therefore, provisions for stormwater runoff management are required for all new development or redevelopment projects (Site Plan and Subdivision) that result in one or more acres of disturbed area. In determining if the threshold has been met, all disturbed area created after December 27, 2006 (original effective date of this provision) shall be included in this total. This provision also applies to projects disturbing less than one acre, if the construction activity is part of a larger common plan or development or sale that would disturb one or more acre. This provision does not apply to any new development or redevelopment on a parcel that is part of a site plan or subdivision previously approved by the Planning Department that has a compliant Post-Construction Stormwater Management Plan with sufficient capacity to accept and treat increases in stormwater discharges associated with the project in accordance with the current provisions of Section 12 – Stormwater and Erosion Control of the City’s Zoning Ordinance.

E. Projects resulting in one or more acre of disturbed area shall be subject to the requirements of the Maine General Construction Permit (MGCP); Maine State Stormwater Management Law, 38 MRSA § 420D and the latest revision of the “Stormwater Management Rules” Chapters 500, 501 and 502; and the requirements of Sections 1202 – Stormwater Runoff Management, 1203 – Stormwater Quantity and Quality Control and 1204 – Post-Construction Stormwater Management Plan of the City’s Zoning Ordinance. Where the standards or provisions of such stormwater rules conflict with City ordinances, the stricter (more protective) standard shall apply.

F. Smaller projects resulting in less than one acre of disturbed area but more than 10,000 square feet of new or redeveloped impervious area are subject to the requirements of Section 1205 – Drainage Plan of the City’s Zoning Ordinance.

3.1.5 Stormwater quantity (peak flow) analysis, where required by City Ordinance, shall be prepared by a licensed professional engineer based upon the requirements of Maine DEP Chapter 500 using TR-55 “Urban Hydrology for Small Watersheds” as prepared by the U.S.D.A Natural Resources Conservation Service, with the following exceptions: A. The stormwater analysis shall be performed for the 2, 10, 25 and 50-year, 24-hour design storm frequencies. The 100-year, 24-hour design storm event shall be required for the design of major stream crossings with tributary watershed areas greater than 100 acres.

B. The design of piped or open channel systems must be based on the 50-year, 24-hour storm without overloading or flooding beyond channel limits.

pg. 35 C. Runoff from the project may not flood the primary access road to the project and any public roads bordering the project as a result of the 50-year storm event, or 100-year storm event for major stream crossings.

3.1.6 Stormwater quality control, where required by City Ordinance, shall be based upon the requirements of the Maine DEP Chapter 500 and designed by a licensed professional engineer in accordance with the Maine DEP Stormwater BMP Manual (Volumes I and III), latest revisions.

3.1.7 Developments that are not required to provide stormwater quantity and quality control by City Ordinance are encouraged to incorporate Low-Impact Development (LID) measures or stormwater quality treatment techniques in their design to the maximum extent practicable. LID measures shall be designed in accordance with the Maine DEP Stormwater BMP Manual (Volume III), Chapter 10, latest revisions.

END OF ARTICLE 3

pg. 36 ARTICLE 4 – SANITARY SEWER SYSTEM STANDARDS

4.1 GENERAL 4.1.1 All sanitary sewer main extensions or replacements (public or private), including appurtenance structures and sewer service laterals intended for connection into the municipal sewer system, shall be designed and constructed in accordance with the City standards as set forth in this article, unless otherwise approved by the Department of Public Works (DPW).

4.1.2 The introduction of non-contaminated water such as rain water; non-contact cooling water; groundwater from foundation drains and sump pumps; surface drains; or any other sources of inflow shall not be allowed to discharge into the municipal sewer system, unless otherwise approved by DPW and Water Resource Recovery Department (WRRD).

4.1.3 DPW shall be responsible for televising all new sewer main construction for acceptability as soon as backfilling has been completed and suitable access is available. The City will invoice permittees for televising efforts for new sewer extensions associated with private development. Within public right-of-way areas, the televising inspection and completion of any identified remedial corrective work shall be completed and approved by DPW prior to placement of any binder pavement.

4.1.4 Permits to connect and discharge to the municipal sewer system are required and shall be obtained through the City’s DPW or Code Enforcement Offices.

4.1.5 The City of Saco recognizes the use of TR-16 “Guidelines for the Design of Wastewater Treatment Works” as prepared by the New England Interstate Water Pollution Control Commission, 2011 Edition as Revised in 2016 (available online at https://neiwpcc.org/learning- center/tr-16-guides-design-wastewater-treatment-works/) for the design, construction and testing of sanitary sewer systems, with the following exceptions: A. Sewer drawings submitted shall be at a scale of 1 inch = 40 feet for horizontal profile and plan, and 1 inch = 4 feet for the vertical profile. Details shall be drawn at a scale of 1/4-inch = 1 foot or 1/2-inch = 1 foot and elevations based on NAVD1988 vertical datum.

B. For new sewer planning, average flows shall be calculated based on 185 gallons per equivalent residential dwelling unit (EDU) per day including infiltration.

C. Determination of peaking factors for application to average design flows shall be taken from Figure 2-1 of TR-16; however, for average flows less than 0.1 mgd the curve shall be extrapolated in a straight line.

D. Typical manhole spacing shall be at 300 feet; however, a maximum spacing of 400 feet is permissible with approval from the City Engineer.

4.1.6 Submittals: All shop drawings or material submittals shall be furnished to the City at the request of the DPW or WRRD. Approval of such submittal by the City shall not release the permittee from responsibility for deviations from these standard specifications, or for errors in submittal drawings, information, schedules, quantities, dimensions, and installation requirements, except when such deviations are clearly identified as part of the submittal and specifically approved by the City.

pg. 37 4.1.7 Record Ties: The permitted shall maintain a record of all service lead locations and locations of buried fittings, etc., within the public right-of-way. The locations shall be recorded by 3 ties from fixed permanent points and recorded on the forms appended to this section. The record ties shall be clearly legible. One paper copy and one pdf electronic copy of the record ties shall be submitted to the City Engineer. A sample record tie form is provided as Attachment A.

4.1.8 Record Drawings: The City shall be provided with one paper copy, one pdf electronic copy and one digital (AutoCAD) set of the record drawings revised to indicate “as-built” conditions. The drawings shall indicate the following as a minimum: A. Sewer main and manhole locations. B. Invert elevations. C. House service tee locations. D. House service locations and elevations at the property line. E. Identify Tax Map, Lot Number, and Street Number for each house service in accordance with the latest records available at the City Tax Assessor’s office. F. All crossing utilities. G. Record drawings shall be as per paragraph 4.1.5.A.

4.2 APPURTENANT STRUCTURES 4.2.1. All sewer manholes shall be pre-cast concrete constructed in conformance with Figure 4-4. When constructing sewer manhole channels, if the mathematical difference between the outlet pipe invert and any influent pipe invert is greater than 2 feet, then an external drop manhole shall be constructed in accordance with Figure 4-5. Internal drop connections are not permitted unless otherwise approved by DPW. If approved, manholes with internal drops shall have a minimum internal diameter of 5 feet with an internal drop constructed in accordance with Figure 4-6.

4.2.2. Manhole channels shall be epoxy coated precast concrete construction, unless otherwise approved by DPW.

4.2.3. Service laterals shall not be connected into sewer manholes, unless otherwise approved by DPW.

4.3 SEWER MAINS 4.3.1. The minimum sewer main pipe size shall be 8 inch diameter.

4.3.2. The minimum sewer main pipe slopes shall be designed to provide full flow velocities of not less than 2 fps based upon Manning’s formula using an “n” value of 0.13; however, minimum slopes may only be used if absolutely necessary because of grade restrictions. Greater slopes that achieve full flow velocities of 3 fps are preferred. In addition, the maximum slope of sewer pipes shall be designed to provide full flow velocities of not greater than 12 fps. A summary of the minimum and maximum design slopes is provided in the table below:

Sewer Size Minimum Slope (ft/ft) Preferred Min. Slope (ft/ft) Maximum Slope (ft/ft) 8” 0.0040 0.0075 0.120 10” 0.0028 0.0055 0.089 12” 0.0022 0.0045 0.070

pg. 38 4.3.3. The minimum depth of cover over the sewer main shall be 4 feet. In areas where the depth of cover is less than 5 feet, then 2 inches of rigid insulation shall be placed over the top of the pipe bedding.

4.4 SEWER SERVICE LATERALS 2.4.3. Minimum sewer service lateral size shall be 6-inch in diameter for the portion of sewer lateral within the public right-of-way. A clean-out shall be installed at the edge of the public right-of- way on residential sewer service laterals to allow maintenance access by the City (Refer to Figures 4-2 and 4-3). Sewer service lateral size on private property may be reduced to 4-inch in diameter. Provisions for a sampling manhole may be required by the WRRD for commercial sewer service laterals.

2.4.4. An accurate location of the service lateral shall be provided in accordance with paragraphs 4.1.7 and 4.1.8. The location of the service lateral stub for future connection shall be physically marked in the field by the placement of a 2”x4” wooden stake placed at the end of the lateral end-cap and extending 1-foot above finished grade. Each wooden stake shall be painted with a fluorescent paint and marked as sewer with the depth indicated from grade to end-cap.

4.5 CONSTRUCTION STANDARDS 4.5.1 Pipelines A. Pipe materials shall be one of the following: 1. Polyvinyl Chloride: Polyvinyl Chloride Pipe (PVC): Pipe and fittings shall comply with ASTM D 3034, rated SDR 35. Pipe shall be continually marked with manufacturer’s name, pipe size, cell classification, SDR rating, and ASTM D 3034 classification. Pipe joints shall be integrally molded bell ends in accordance with ASTM D 3034, Table 2, with factory supplied elastomeric gaskets and lubricant.

2. Ductile Iron Pipe: Ductile Iron Pipe for gravity sewer shall meet the requirements of ANSI A21.51 (AWWA C151) Pipe shall have a 1/16-inch thick cement lining manufactured in accordance with ANSI A21.4 (AWWA C104). Joints shall be either bell type or mechanical type. The thickness class shall be a minimum of 52.

Mechanical Type - Mechanical joint pipe shall be joined by employing tapered rubber or armored gaskets forced home into a tapered groove by a cast iron follower. Bolts and nuts shall be of high strength cast iron and all nuts shall be pulled up using a torque wrench which will not permit unequal stresses in the bolts. Torque shall not exceed the recommendations of the manufacturer of the pipe and bolts for the various sizes. Joints shall conform to the AWWA Specification recommendations.

Bell Type - Joints shall be rubber gasket type. Male end of adjoining pipe shall be beveled in accordance with the manufacturer's recommendations.

B. Installation: 1. All pipes shall be laid straight, true to line and grade as shown on the approved plan. Installed grades shall be within the tolerance of plus or minus 0.02 feet from theoretical computed grades. Alignment shall be within a tolerance of plus or minus 0.04 feet. Pipe grade shall be defined as the invert elevation of the pipe. Pipe not meeting the grade tolerance or of poor alignment shall be corrected as determined by DPW. Each section of pipe shall have a full, firm bedding throughout its length. pg. 39 2. No pipe laying will be allowed to begin at any point other than a manhole or other appurtenance without the expressed consent of the Engineer. The interior of each length of pipe will be swabbed and wiped clean before laying the next length. No length of pipe shall be laid until the previous length has had sufficient fine material placed and tamped about it to secure it firmly in place to avoid any disturbance. Bell ends shall be laid uphill. Whenever the work is stopped temporarily, or for any reason whatsoever, the end of the pipe shall be carefully protected against dirt, water, or other extraneous material.

3. As the pipe is installed, the space outside and around the pipe shall be backfilled with suitable pipe bedding materials (Refer to Figure 4-1). The backfill shall be deposited in layers not over 6 inches in depth to a point one foot over the pipe and each layer thoroughly compacted mechanically or by other approved methods and tools. Machine backfilling shall not be allowed without approval of the DPW.

4. The pipe shall be cut as necessary for appurtenances. In general, the pipe material shall be cut by using a saw or milling process, approved by the pipe manufacturer and not by using any impact device, such as a hammer and chisel, to break the pipe. The pipe shall be cut, not broken. The cut end of the pipe shall be square to the axis of the pipe and any rough edges ground smooth.

5. Clean interior of all pipe thoroughly before installation. When work is not in progress, open ends of pipe shall be closed securely to prevent entrance of trench water, dirt, or other substances.

6. All joints shall be made in a dry trench in accordance with the manufacturer's recommendations.

C. Service Laterals: 1. All sewer service lateral connections shall be connected to the sewer main by means of a pre-formed wye or tee wye specially manufactured for the purpose, unless otherwise approved by DPW. The connection shall be made in a manner that does not protrude into the sewer main. Fittings shall be of the same or compatible material and strength class as that of the adjoining sewer. Service leads shall be a minimum size of 6-inch diameter within the public right-of-way. Service fittings shall be long radius or a combination of bends. 90 bends shall not be used.

2. The use of cored tee connections (Inserta Tee) with watertight service fittings shall not be allowed on new main line construction and shall only be allowed for service connections into existing utility lines, if approved by the DPW.

3. Service laterals shall extend from the main sewer to the right-of-way. The ends of the service leads shall be provided with a clean-out and then capped or reconnected to the existing service.

4. Installation of new sewer laterals into existing sewer mains shall be performed in accordance with the requirements above, including the use of solid sleeve couplings. The use of Fernco couplings shall not be allowed, unless otherwise approved by DPW. pg. 40 D. Repairs to Existing Utility Lines: 1. When existing municipal sewer, storm drain, or conduit pipes are damaged or broken during construction, the damaged or broken portion shall be removed and replaced with a pipe of the same size and material, designed to serve the same function as the existing pipe or conduit. Connections shall be made to damaged pipe with solid sleeve couplings unless otherwise approved by DPW.

2. Repairs to private utilities shall meet the requirements of the utility companies.

3. Backfilling will not be permitted until repairs have been completed to the satisfaction of the DPW or the utility companies.

E. Testing: Testing shall be conducted at all times in the presence of the DPW inspecting engineer. Testing of a section of sanitary sewer pipe between manholes shall be performed using the below stated equipment according to stated procedures and under the supervision of the inspecting Engineer. 1. Pneumatic plugs shall have a sealing length equal to or greater than the diameter of the pipe to be inspected.

2. Pneumatic plugs shall resist internal test pressures without requiring external bracing or blocking.

3. All air used shall pass through a single control panel.

4. Three (3) individual hoses shall be used for the following connections: a. From control panel to pneumatic plugs for inflation. b. From control panel to sealed line for introducing the low pressure air. c. From sealed line to control panel for continually monitoring the air pressure rise in the sealed line.

Procedures: All pneumatic plugs shall be seal tested before being used in the actual test installation. One (1) length of pipe shall be laid on the ground and sealed at both ends with the pneumatic plugs to be checked. Air shall be introduced into the plugs to 25 psig. The sealed pipe shall be pressurized to 5 psig. The plugs shall hold against the pressure without bracing and without movement of the plugs out of the pipe.

After a manhole to manhole reach of pipe has been backfilled and cleaned, and the pneumatic plugs are checked by the above procedure, the plugs shall be placed in the line at each manhole and inflated to 25 psig. Low pressure reaches 4 psig greater than the average back pressure of any ground water that may be over the pipe. At least two minutes shall be allowed for the air pressure to stabilize.

After the stabilization period (3.5 psig minimum pressure in the pipe), the air hose from the control panel to the air supply shall be disconnected. The portion of line being tested shall be termed "acceptable" if the time required in minutes for the pressure to decrease from 3.5 to 2.5 psig (greater than the average back pressure of any ground water that may be over the pipe) shall not be less than the time shown for the given diameters in the following table:

pg. 41 Minimum Allowable Minutes Pipe Diameter To Decrease From In Inches 3.5 - 2.5 psig Pressure 4 2.0 6 3.0 8 4.0 10 5.0 12 6.0 15 7.5 18 9.0 21 10.5

In areas where ground water is known to exist, install a 1/2-inch diameter capped pipe nipple, approximately 10 inches long, through the manhole wall on top of one of the sewer lines entering the manhole. This shall be done at the time the sewer line is installed. Immediately prior to the performance of the Line Acceptance Test, the ground water shall be determined by removing the pipe cap, blowing air through the pipe nipple into the ground so as to clear it, and then connecting a clear plastic tube to the nipple. The hose shall be held vertically, and a measurement of the height in feet shall be divided by 2.3 to establish the pounds of pressure that will be added to all readings. (For example, if the height of water is 11-1/2 feet, then the added pressure will be 5 psig, and the 2.5 psig to 7.5 psig. The allowable drop of one pound and the timing remain the same.)

If installation fails to meet the above requirements for the air test, then corrections shall be made to the pipeline until an acceptable test is achieved.

Testing of each section of sewer installed shall include the portions of service laterals connections that were installed and capped.

Where ground water is confirmed to be high, the DPW may elect to accept infiltration measurements in lieu of air testing.

4.5.2 Appurtenant Structures A. Materials: 1. Manhole structures shall be precast reinforced concrete conforming to ASTM Specification C478. Precast items shall be designed for an H-20 highway loading and withstand an external equivalent fluid pressure of 120 lb/cf and an internal equivalent fluid pressure of 65 lb/cf. The fluid pressure shall be assumed to act from the base elevation of the structure to the proposed finish grade of the structure. Precast sections shall be installed with a flexible plastic gasket equal to or better than "Ram-Nek" as manufactured by K.T. Snyder Co., Houston, Texas, or sections may be fabricated to accept Tylox "0" rubber gaskets as manufactured by Hamilton Kent Manufacturing Co., Kent, Ohio. The outside of the brick work required to bring the rim to grade shall be plastered with at least 3/8 inches of mortar, thoroughly troweled to leave a smooth waterproof exterior surface.

2. Manhole bases shall be placed on a well-compacted layer of crushed stone. A minimum of 4-1/2 inches shall be allowed between pipe invert and inside bottom of base for pg. 42 construction of precast concrete, epoxy coated channel inverts. Where precast bases are used for drop manholes, a 6 inch concrete slab is to be placed under the base section large enough to receive the concrete encased drop pipes. Provide suitable ties between manhole sections and drop pipe encasements. Prior to ordering precast manhole bases, all angles between incoming pipes are to be field checked to incorporate possible line changes required in the field layout.

3. Jointing system for pipe entering or leaving manholes shall be a flexible manhole sleeve cast in the base. A stainless steel pipe clamp shall be used to fix the pipe into the sleeve. All materials shall meet or exceed rubber quality standards of ASTM C-443 and C-361.

B. Installation: 1. All manholes structures shall be set level on compacted material.

2. Manhole channels shall be precast concrete, epoxy coated constructed in accordance with horizontal pipe alignments shown on the approved plans. The sides shall be raised from the spring line perpendicular to the height of the crown of the pipe. Where changes in directions are made at manholes, the invert shall be shaped with as great a radius as possible. The channel invert shall be carefully constructed to provide a smooth surface.

C. Testing: Testing shall be conducted at all times in the presence of the DPW inspecting engineer. All sewer manholes and, at the option of the DPW inspecting engineer, wet wells and other appurtenant structures shall be tested as to water tightness using either of the following methods: 1. Water Test: The inlet and outlet of the manhole structure shall be plugged by watertight plugs and the manhole shall be filled with water. The water shall remain for sufficient time for the absorption into the concrete pipe to have been substantially completed. The amount of water loss from the manhole shall then be determined. The rate shall not exceed 5 gallons per hour. Obvious leaks shall be repaired by excavating outside the structure, if required.

2. Vacuum: Vacuum testing shall be performed in the following manner:

The manhole’s precast concrete structure sections shall be fully assembled, including all pipe connections into the structure. The manhole shall be in its final location and shall not have been backfilled prior to the performance of the test.

All lift holes shall be plugged with a non-shrinking mortar.

The seal between the manhole sections shall be in accordance with ASTM C923.

Pipe openings shall be plugged, taking care to securely brace the plugs and the pipe.

pg. 43 With the vacuum tester set in place: a. Inflate the compression band to affect a seal between the vacuum base and the structure. b. Connect the vacuum pump to the outlet port with the valve open. c. Draw a vacuum to 10 inches of Hg. and close the valve.

The test shall pass if the vacuum remains at 10 inches Hg. or drops to 9 inches Hg. in a time greater than one minute. If the manhole fails the initial test, corrections shall be made to locate the leak and make proper repairs. Leaks may be filled with a wet slurry of accepted quick setting material.

Any appurtenant structure which shows obvious infiltration, whether tested or not, shall be sealed to eliminate said infiltration.

4.5.3 Castings A. Sewer manhole frames and covers shall be at least Class 25 conforming to the ASTM Standard Specifications for Gray Iron Castings, Designation A-48-64. Manhole frame and covers shall be non-perforated with a minimum clear opening of 24-inches in diameter, weighing approximately 450 pounds and shall the word “SEWER” cast in. Sewer brick or precast concrete riser rings shall be used to adjust manhole castings to grade. The grade adjustment between the top of the precast concrete manhole structure and bottom of manhole frame shall range from 3-inches minimum to 12-inches maximum.

B. Before being shipped from the foundry, castings shall be given two coats of coal-tar-pitch varnish, applied in a satisfactory manner so as to make a smooth coating, tough, tenacious, and not brittle or brittle with any tendency to scale off.

4.5.4 Mortar A. Mortar used to adjust rims and covers for manholes shall consist of the following materials and proportions by volume: 1 part of Portland cement; 1/4 part lime hydrate; and 3 parts sand.

B. For precast reinforced concrete manholes, mortar for invert construction shall consist of the following materials and proportions by volume: 1 part Portland cement and 2 parts sand. Quantity of water in mixture shall be sufficient to produce a stiff, workable mortar, but in no case shall exceed 5-1/2 gallons of water per sack of cement.

4.5.5 Insulation: A. Insulation shall be Styrofoam SM or TG as manufactured by the Dow Chemical Company or equal. Insulation shall have a K factor of 0.20 @ 75 degrees by ASTM C518-70, 2-1b. Density by ASTM C303-56, compressive strength of 30-1b. by ASTM D1621-64 and a water absorption of less than 0.05 ASTM C272-53 and meet Federal Specification HH1524B Type II, Class B.

END OF ARTICLE 4

pg. 44 ATTACHMENT A SAMPLE RECORD TIE FORM STORM OR SANITARY SEWER SERVICE LOCATION

Date Installed: City of:

Type/Size of Service Pipe: Street:

Connection at Sewer Main: Dwelling No:

Depth, end of Service Pipe: Occupant:

Length of Service Pipe Laid: Owner:

Measured, Located by:

Contractor:

Location Diagram (Provide 3 Ties to Permanent Objects)

Remarks

pg. 45 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 2:34 PM

SL SL 50' WIDE RIGHT-OF-WAY

ROADWAY CONSTRUCTION BASELINE 25'-0" 25'-0"

5'-0" 5'-0" 5'-0" 8' ESPLANADE 12'-0" 12'-0" ESPLANADE SIDEWALK 3'

3:1 TYP. CURB (TYP.) CURB (TYP.) 3:1 TYP.

SLOPE 1 STREET RIGHT-OF-WAY STREET RIGHT-OF-WAY 4"/FT 1 (TYP.) SLOPE 4"/FT (TYP.) 3 3 8"/FT 8"/FT 3:1 TYP.

3:1 TYP.

18" 18"

4" LOAM, SEED & MULCH

6" UNDERDRAIN 12" TYP.

1 1 4" HOT BIT. SURFACE PAVEMENT, MDOT 9.5mm 4" LOAM, SEED 2" HOT BIT. BINDER PAVEMENT, MDOT 12.5mm & MULCH 3" AGGREGATE BASE COURSE, MDOT TYPE A GRAVEL

18" AGGREGATE SUBBASE COURSE, MDOT TYPE D GRAVEL (MAXIMUM 4" STONE SIZE) SCALE: NOT TO SCALE

CITY OF SACO PROJECT: TYPICAL FIGURE 300 MAIN STREET CITY OF SACO LOCAL STREET SACO, MAINE 04072 TECHNICAL STANDARDS CROSS SECTION 1-1 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 2:33 PM

SL SL 70' WIDE RIGHT-OF-WAY

ROADWAY CONSTRUCTION BASELINE 35'-0" 35'-0"

5'-0" 10'-0" 10'-0" 5'-0" 3' SIDEWALK ESPLANADE 17'-0" 17'-0" ESPLANADE SIDEWALK 3'

3:1 TYP. CURB (TYP.) CURB (TYP.) 3:1 TYP. STREET RIGHT-OF-WAY STREET RIGHT-OF-WAY SLOPE 1 " 1 4 /FT (TYP.) SLOPE 4"/FT (TYP.) 1 1 4"/FT 4"/FT 3:1 TYP.

3:1 TYP.

18" 18"

4" LOAM, SEED 4" LOAM, SEED & MULCH & MULCH UNDERDRAIN 12" SYSTEM (TYP.) TYP.

1 1 2" HOT BIT. SURFACE PAVEMENT, MDOT 12.5mm

4" HOT BIT. BINDER PAVEMENT, MDOT 19mm

3" AGGREGATE BASE COURSE, MDOT TYPE A GRAVEL

21" AGGREGATE SUBBASE COURSE, MDOT TYPE D GRAVEL (MAXIMUM 4" STONE SIZE) SCALE: NOT TO SCALE

CITY OF SACO PROJECT: TYPICAL FIGURE 300 MAIN STREET CITY OF SACO ARTERIAL STREET SACO, MAINE 04072 TECHNICAL STANDARDS CROSS SECTION 1-2 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 2:54 PM

RESIDENTIAL DRIVEWAYS R.O.W. PROHIBITED IN THIS AREA (TYP.)

10'

RP

R.O.W. 75' R 30' R

13' 10'

50' R

EDGE OF PAVEMENT RP 12'

CENTER OF ROAD 64' R 12'

EDGE OF PAVEMENT RP

50' R 13'

10' 40' R EDGE OF PAVEMENT 30' R R.O.W.

RP

10'

RESIDENTIAL DRIVEWAYS EDGE OF PROHIBITED IN THIS AREA (TYP.) PAVEMENT

R.O.W.

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO CUL-DE-SAC LAYOUT SACO, MAINE 04072 TECHNICAL STANDARDS 1-3 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 3:06 PM

10' 60' MIN. / 70' MAX. 60' MIN. / 70' MAX. 10'

10' 40' MIN. 40' MIN. 10' 13' 50' WIDE R.O.W. 12'

CENTER OF TURNAROUND 12'

RP RP

10' 10' 10' 10' 13' 20' R 20' R

10' R 10' R RP RP 10' 10' EDGE OF PAVEMENT EDGE OF PAVEMENT CENTER OF ROAD R.O.W. R.O.W.

RESIDENTIAL DRIVEWAYS RESIDENTIAL DRIVEWAYS PROHIBITED IN THIS AREA PROHIBITED IN THIS AREA (TYPICAL) (TYPICAL) 13' 12' 12' 13'

50' WIDE R.O.W.

CITY OF SACO PROJECT: PUBLIC ROAD HAMMER HEADFIGURE 300 MAIN STREET CITY OF SACO TURNAROUND SACO, MAINE 04072 TECHNICAL STANDARDS (OPTION 1) 1-4 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 3:06 PM

60' MIN. / 70' MAX. 10'

R.O.W.

10' 13'

EDGE OF PAVEMENT 50' WIDE R.O.W. 12'

CENTER OF ROAD 12'

RP RP EDGE OF PAVEMENT 13'

10' 10' 10' 60' MIN. - 70' MAX. 20' R 20' R

R.O.W. 10' R 10' R RP RP 35' MIN. 45' MAX. 10' 10' CENTER OF TURNAROUND 10' 10'

RESIDENTIAL DRIVEWAYS PROHIBITED IN THIS AREA 10' (TYPICAL)

13' 12' 12' 13'

50' WIDE R.O.W.

CITY OF SACO PROJECT: PUBLIC ROAD HAMMER HEADFIGURE 300 MAIN STREET CITY OF SACO TURNAROUND SACO, MAINE 04072 TECHNICAL STANDARDS (OPTION 2) 1-5 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 3:44 PM 3.5" ABOVE GUTTERLINE 8.5" ABOVE GUTTERLINE 8.5" ABOVE GUTTERLINE 3.5" ABOVE GUTTERLINE 3.5" ABOVE GUTTERLINE 8.5" ABOVE GUTTERLINE SLOPE VARIES

R.O.W. 2' 2' SECTION VIEW SIDEWALK SIDEWALK PLAN VIEW

1/4" PER FOOT 1/4" PER FOOT 1/4" PER FOOT 1/4" PER FOOT PER 1/4" DRIVEWAY APRON SLOPE SLOPE 5' 5' 18" SUBBASE GRAVEL, MaineDOT TYPE D 1 3" BASE GRAVEL, MaineDOT TYPE A 2" BITUMINOUS PAVEMENT, 12.5 mm 1 4 " BITUMINOUS PAVEMENT, 9.5 mm ESPLANADE ESPLANADE 5' 5'

GUTTERLINE 1" LIP 6" CURB REVEAL 4' MIN. 3' 12' TYP. (VARIES) 3' 4' MIN. CURB FINISHED STREET TIP DOWN TIP DOWN

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: TYPICAL FIGURE 300 MAIN STREET CITY OF SACO DRIVEWAY APRON WITH SACO, MAINE 04072 TECHNICAL STANDARDS SIDEWALK & ESPLANADE 1-6 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 3:44 PM 1.75" ABOVE GUTTERLINE 1.75" ABOVE GUTTERLINE 1.75" ABOVE GUTTERLINE

R.O.W. SECTION VIEW PLAN VIEW

1/4" PER FOOT 1/4" PER FOOT PER 1/4" DRIVEWAY APRON 18" SUBBASE GRAVEL, MaineDOT TYPE D 1 3" BASE GRAVEL, MaineDOT TYPE A 2" BITUMINOUS PAVEMENT, 12.5 mm 1 4 " BITUMINOUS PAVEMENT, 9.5 mm 5' 5'

GUTTERLINE 1" LIP 4' MIN. 3' 12' TYP. (VARIES) 3' 4' MIN. FINISHED STREET CURB TIP DOWN TIP DOWN

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: TYPICAL FIGURE 300 MAIN STREET CITY OF SACO DRIVEWAY APRON SACO, MAINE 04072 TECHNICAL STANDARDS WITHOUT SIDEWALK 1-7 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 5:29 PM

SIDEWALK WIDTH VARIES (5' MIN.) 6" CURB 1/4" PER FOOT

6" LOAM, SEED & MULCH

1 1 4" BITUMINOUS CONCRETE SURFACE PAVEMENT, 9.5mm 1 1 4" BITUMINOUS CONCRETE BINDER PAVEMENT, 9.5mm 2" CRUSHED BASE GRAVEL, MDOT TYPE A ROADWAY 12" AGGREGATE SUBBASE GRAVEL, MDOT TYPE D PAVEMENT (MAXIMUM 4" STONE SIZE) SECTION

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO BITUMINOUS SIDEWALK SACO, MAINE 04072 TECHNICAL STANDARDS 1-8 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 5:29 PM

SIDEWALK WIDTH VARIES (5' MIN.) WWM 6x6 + 10x10 MATCH EXISTING GRADE OR BUILDING CURB FACE. AT BUILDING, INSTALL EXPANSION JOINT ALONG INTERFACE. 1/4" PER FOOT 6"

5" CONCRETE SIDEWALK

7" BASE GRAVEL MDOT TYPE A

ROADWAY PAVEMENT SECTION

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO CONCRETE SIDEWALK SACO, MAINE 04072 TECHNICAL STANDARDS 1-9 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 3:39 PM

50 / 50 MIX OF HARBORLINE BRICK CUMBERLAND BLEND AND HARBORLINE BRICK GARDEN BLEND AS MANUFACTURED BY GENEST CONCRETE OR APPROVED EQUAL 1/8" MAX. SAND-CEMENT FILLED JOINTS

SIDEWALK PLANTED OR WIDTH VARIES GRASSED AREA (5' MIN.) CURB 2" 1 4" PER FOOT

1" MAX. SAND BEDDING COURSE, TYP. ASTM C33 ROADWAY PAVEMENT SECTION 1 1 4" BITUMINOUS CONCRETE SURFACE PAVEMENT, 9.5mm, COMPACTED SUBGRADE

1 1 4" BITUMINOUS CONCRETE BINDER PAVEMENT, 9.5mm, 2" CRUSHED BASE GRAVEL, MDOT TYPE A POLYETHYLENE EDGE RESTRAINT W/ GALV. OR S.S. STAKES, TYP., SPACED 12" AGGREGATE SUBBASE GRAVEL, PER MFR. RECOMMENDATION. MDOT TYPE D (MAXIMUM 4" STONE SIZE) 6" LOAM SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO BRICK SIDEWALK SACO, MAINE 04072 TECHNICAL STANDARDS 1-10 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 5:28 PM

7'-0" SIDEWALK AREAS

4'-0" NON SIDEWALK AREAS

GUTTER GRADE " 2 1 1

18" END TRANSITION CURB 9" MIN. 9"

1 3/16"

2"R

BITUMINOUS SURFACE COURSE " 2 1 7 " 2 1 2

BITUMINOUS BINDER COURSE

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO BITUMINOUS CURB SACO, MAINE 04072 TECHNICAL STANDARDS 1-11 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/15/2020 5:41 PM

7'-0" SIDEWALK AREAS

4'-0" NON SIDEWALK AREAS " 2

1 GUTTER 1 GRADE 18" 10" 8" 2"R END TRANSITION CURB

1 "R 3 4 3 16"

BITUMINOUS SURFACE COURSE " 2 1 7 "

1 2 4"R 1 EPOXY 2 ADHESIVE BITUMINOUS BINDER COURSE

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO SLIPFORM CONCRETE CURB SACO, MAINE 04072 TECHNICAL STANDARDS 1-12 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/16/2020 11:01 AM

VERTICAL GRANITE CURB 12" 5" 12" WITH 6" REVEAL LOAM & SEED OR SIDEWALK BITUMINOUS SURFACE (REFER TO PLAN VIEWS) COURSE BITUMINOUS BINDER COURSE 15" - 17" 6" MIN.

SEE PAVEMENT SECTION CONCRETE BACKFILL CONCRETE IF NO SIDEWALK BACKFILL 1 3 2" MIN. SUBBASE GRAVEL MDOT TYPE D

NOTES: 1. VERTICAL GRANITE CURB TO MEET MDOT STANDARD SPECIFICATIONS. 2. REFER TO PLANS FOR LOCATIONS OF GRANITE CURBS. 3. JOINTS SHALL BE MORTARED. 1 5 4. JOINT SEPARATION SHALL BE 4" AND 8". 5. MAX. LENGTH OF STRAIGHT CURB STONES = 8'; MIN. LENGTH = 3'. 6. CIRCULAR CURB REQUIRED FOR RADIUS LESS THAN 50'.

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO VERTICAL GRANITE CURB SACO, MAINE 04072 TECHNICAL STANDARDS 1-13 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 6/16/2020 11:01 AM

6" 5"-8" SLOPE VARIES SLOPED GRANITE CURB SLOPE (MDOT STANDARD) 6" VARIES 1:1 SLOPE CONCRETE BACKFILL

6" MIN.

PAVEMENT 12"±1/2" SECTION CRUSHED GRAVEL CONCRETE BACKFILL

RADIUS FOR STONES MAXIMUM NOTES WITH SQUARE JOINTS LENGTH 1. ADJOINING STONES OF STRAIGHT CURB LAID ON CURVES SHALL 10'-28' 1'-6" HAVE THE SAME OR APPROXIMATELY THE SAME LENGTH. 29'-41' 2' 42'-55' 3' 2. MINIMUM LENGTH OF STRAIGHT CURB STONES = 18" 56'-68' 4' 3. MAXIMUM LENGTH OF STRAIGHT CURB STONES = 8' 69'-82' 5' 83'-96' 6' 4. MAXIMUM LENGTH OF STRAIGHT CURB STONES LAID ON CURVES - 97'-110' 7' SEE CHART. NOT TO BE USED FOR RADIUS LESS THAN 10'. OVER 110' 8' 1 5. GROUT OR CAULK ALL CURB JOINTS OVER 4" IN WIDTH. 6. INSTALL STRIP OF FILTER FABRIC BEHIND EACH CURB JOINT.

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO SLOPED GRANITE CURB SACO, MAINE 04072 TECHNICAL STANDARDS 1-14 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 3:43 PM

COMPOSITE WET SET (REPLACEABLE) DETECTABLE NOTES: WARNING PANELS SET IN WET CONCRETE PER 1. COMPOSITE WET SET (REPLACEABLE) DETECTABLE WARNING PANELS SHALL BE AS MANUFACTURER'S INSTRUCTIONS MANUFACTURED BY ADA SOLUTIONS, INC. (WWW.ADATILE.COM), OR APPROVED EQUAL.

CAST IN PLACE CONCRETE 2. CAST IN PLACE CONCRETE SHALL MEET SPECIFICATIONS FOR MAINE D.O.T. CLASS A STRUCTURAL CONCRETE, MINIMUM COMPRESSIVE STRENGTH 4,000 PSI.THE CONCRETE

4" SHALL BE SEALED PRIOR TO SETTING PANELS. THE EXPOSED CONCRETE BORDER SHALL RECEIVE A GROOVED EDGE BETWEEN THE PANEL AND CONCRETE, ALONG WITH A UNIFORM BROOM FINISH PERPENDICULAR TO THE FLOW OF PEDESTRIAN TRAFFIC.

3. TRUNCATED DOMES SHALL BE ALIGNED IN ROWS, PARALLEL AND PERPENDICULAR TO

24" MINIMUM THE PREDOMINANT DIRECTION OF TRAVEL. TRUNCATED DOME BRICKS AND GRANITE PAVERS ARE NOT ALLOWED.

4. FOR ALL DETECTABLE WARNING PANELS, BRICK RED (#20109) PANELS SHALL BE USED. FOLLOW MANUFACTURER'S INSTRUCTIONS FOR INSTALLATION.

5. SIZE: THE DETECTABLE WARNING PANEL(S) SHALL EXTEND 24 INCHES MINIMUM IN THE DIRECTION OF TRAVEL AND THE FULL WIDTH OF THE CURB RAMP, LANDING, OR BLENDED TRANSITION TO THE STREET. 6. ORIENTATION: THE DETECTABLE WARNING PANEL SHALL BE LOCATED SO THAT THE

4" EDGE NEAREST THE CURB LINE IS 6 INCHES MINIMUM AND 8 INCHES MAXIMUM FROM THE CURB LINE. THE PANEL SHALL BE ORIENTED TO THE DIRECTION OF TRAVEL AS IDENTIFIED BY THE POINT OF EGRESS. 4" 48" MINIMUM 4"

PLAN VIEW 60.0° 5"

R=0.250" CAST IN PLACE 10" COMPACTED HEX HEAD BOLTS CONCRETE AGGREGATE BASE GRAVEL, & WASHER 4-PL SECTION VIEW MDOT 703.06 TYPE A BOLT DETAIL SCALE: NOT TO SCALE

CITY OF SACO PROJECT: SIDEWALK RAMP FIGURE 300 MAIN STREET CITY OF SACO DETECTABLE WARNING SACO, MAINE 04072 TECHNICAL STANDARDS PANEL 1-15 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 3:56 PM

APPROACH LANDING 4' MIN. APPROACH SIDEWALK SIDEWALK DETECTABLE WARNING AREA

RAMP

FLARE 2' FLARE

6" FROM FACE OF CURB

CURB, 6" REVEAL (TYP.) 5'-0" MIN. CURB, 6" REVEAL (TYP.) TIPDOWN - 7'-0" MIN. OPENING TIPDOWN - 7'-0" MIN.

NOTES: 1. ALL RAMPS SHALL COMPLY WITH ADA STANDARDS.

2. CURB ADJACENT TO ADA RAMP OPENING SHALL BE FLUSH WITH STREET. DESIGN ELEMENT SLOPE IN DIRECTION OF TRAVEL CROSS SLOPE APPROACH 8.33% MAXIMUM 2% LANDING 2% 2% RAMP 8.33% MAXIMUM MATCH STREET GRADE FLARE 10% MAX. AT CURB FACE - SIDEWALK MATCH STREET GRADE 2%

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: PERPENDICULAR ADA RAMPFIGURE 300 MAIN STREET CITY OF SACO LAYOUT FOR WIDE SIDEWALK SACO, MAINE 04072 TECHNICAL STANDARDS WITHOUT ESPLANADE 1-15A U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 3:57 PM

DETECTABLE WARNING AREA 5' WIDE SIDEWALK 5' WIDE SIDEWALK SLOPE 2% SLOPE 2% RAMP LANDING RAMP SLOPE 2%

SLOPE SLOPE

8.33% 2' 8.33%

6" FROM FACE OF CURB CURB, 5'-0" MIN. CURB, 6" REVEAL (TYP.) TIPDOWN - 7'-0" MIN. OPENING TIPDOWN - 7'-0" MIN. 6" REVEAL (TYP.)

NOTES: 1. ALL RAMPS SHALL COMPLY WITH ADA STANDARDS.

2. CURB ADJACENT TO ADA RAMP OPENING SHALL BE FLUSH WITH STREET.

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: PARALLEL ADA RAMP LAYOUTFIGURE 300 MAIN STREET CITY OF SACO FOR NARROW SIDEWALK SACO, MAINE 04072 TECHNICAL STANDARDS WITHOUT ESPLANADE 1-15B U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 3:57 PM 5' WIDE SIDEWALK

RAMP RAMP 5' WIDE SIDEWALK LANDING (IF NEEDED) (IF NEEDED) SLOPE SLOPE 8.33% SLOPE 8.33% 2%

DETECTABLE WARNING AREA

RAMP ESPLANADE ESPLANADE 8.33% SLOPE 2'

6" FROM FACE OF CURB CURB, 5'-0" MIN. CURB, 6" REVEAL (TYP.) TIPDOWN - 4'-0" MIN. OPENING TIPDOWN - 4'-0" MIN. 6" REVEAL (TYP.)

NOTES: 1. ALL RAMPS SHALL COMPLY WITH ADA STANDARDS.

2. CURB ADJACENT TO ADA RAMP OPENING SHALL BE FLUSH WITH STREET.

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: PERPENDICULAR ADA RAMPFIGURE 300 MAIN STREET CITY OF SACO LAYOUT FOR NARROW SACO, MAINE 04072 TECHNICAL STANDARDS SIDEWALK WITH ESPLANADE1-15C U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 1:54 PM

SIDEWALK ADA RAMP CURB

WHITE REFLECTIVE TRAFFIC PAINT. PAINT TO MEET THE STANDARDS OF AASHTO M248 TYPE F, FAST DRY TRAFFIC PAINT. GLASS BEADS SHALL CONFORM TO AASHTO M247, TYPE F. 2' (TYP.) LOCAL OR ARTERIAL STREET 2' (TYP.)

WIDTH VARIES (6' MIN. - 10' MAX.)

CURB SIDEWALK 6" MIN. ADA RAMP 6" MIN.

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL CROSSWALK 300 MAIN STREET CITY OF SACO STRIPING DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 1-16 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 2:27 PM

ROADWAY SURFACE

6" TO 8" 42" TO 45" 24"

CURB LINE OR EDGE OF PAVEMENT

30" TYP.

NOTES: 1. A SINGLE POST SHALL BE PROVIDED FOR EACH MAIL BOX.

2. POST SHALL BE 4" x 4" SQUARE OR 5" DIAMETER ROUND PRESSURE-TREATED WOOD.

3. POSTS SHALL NOT BE SPACED CLOSER THAN 2'-6" APART.

4. POSTS SHALL NOT BE PLACED CLOSER THAN 100' FROM AN INTERSECTING LOCAL ROAD AND 200' FROM AN INTERSECTING ARTERIAL ROAD.

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: INDIVIDUAL MAIL BOX 300 MAIN STREET CITY OF SACO INSTALLATION DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 1-17 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 7/13/2020 3:00 PM

ESPLANADE

10'R

SIDEWALK

ROADWAY 20'R

CENTRALIZED MAIL BOX WITH CONCRETE PAD CENTRALIZED ROADWAY MAIL BOX WITH CONCRETE PAD 30'

CURB

20'R

10'R

5' 100' MIN. TO ROADWAY INTERSECTION

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: CENTRALIZED MAIL BOX 300 MAIN STREET CITY OF SACO INSTALLATION DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 1-18 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/2/2020 11:12 AM

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL STORM DRAIN 300 MAIN STREET CITY OF SACO PIPE TRENCH DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-1 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 10/13/2020 3:59 PM

PAVED AREAS NON-PAVED AREAS

* BITUMINOUS CONCRETE 4" LOAM, SEED AND MULCH PAVEMENT (WHERE REQUIRED)

* BASE GRAVEL

BACKFILL WITH SELECT FREE-DRAINING * SUBBASE GRAVEL MATERIAL, DEPTH VARIES 12" MINIMUM OVERLAP OF FILTER FABRIC BACKFILL WITH SELECT FREE-DRAINING MATERIAL 3 4" CRUSHED STONE 6" 6" PERFORATED PVC UNDERDRAIN, INSTALL WITH HOLES FACING DOWN, CAP OPEN ENDS 6" FILTER FABRIC TO BE MIRAFI 140N OR * SEE PAVEMENT TYPICAL 18" MIN. EQUAL SECTION FOR MATERIAL AND THICKNESS

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL 300 MAIN STREET CITY OF SACO UNDERDRAIN DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-2 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/6/2020 8:54 AM

2" x 4" WITNESS STAKE WHERE SERVICE LEAD IS TO BE CAPPED. MAINTAIN PAINT ORANGE RECORD OF LOCATION BY TAKING 3 TIES TO STAKE FROM PERMANENT POINTS.

EDGE OF RIGHT-OF-WAY 5' MIN.

6" FINISH GRADE

TRENCH BEDDING & BACKFILL TO MATCH THE REQUIREMENTS FOR MAIN LINE STORM DRAIN - SEE TYPICAL TRENCH SECTION

WATERTIGHT CAP (WHEN 1/16 BEND SERVICE IS NOT CONNECTED) MAIN LINE STORM DRAIN PIPE CL

SLOPE MINIMUM 1 4"/FT FOR 4" TEE FITTING 6" GRANULAR BASE 4" P.E. STUB

SAND BEDDING NOTE: WHERE SEPARATION DO NOT USE OVER 45° IS LESS THAN 6" OTHER UTILITY LINE (WHERE APPLICABLE; LOCATION VARIES)

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: TYPICAL FIGURE 300 MAIN STREET CITY OF SACO STORM DRAIN SERVICE SACO, MAINE 04072 TECHNICAL STANDARDS LATERAL DETAIL 2-3 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 10/13/2020 3:59 PM

BITUMINOUS PAVEMENT

3'-4" WHERE DEPTH OF COVER IS NOT 8" 2'-0" 8" 24" SQUARE CAST IRON FRAME & SUFFICIENT TO USE CONCENTRIC BICYCLE-SAFE GRATE OR TRUNCATED CONE, A FLAT TOP MAY BE USED. CEMENT MORTAR (TYPE II CEMENT) BRING TO GRADE WITH CONCENTRIC BRICK WITH A MIN. OF 1 COURSE CONE OR AND A MAX. OF 3 COURSES TRUNCATED CONE EXTERIOR OF STRUCTURE VARIES SIDEWALL OF CATCH BASIN TO BE SHALL BE TREATED WITH 2 BARREL BACKFILLED WITH SELECT COATS OF MOBIL TAR COAT SECTION BACKFILL OR EQUAL 4'-0" FOR JOINTS OF WATERTIGHT VARIES CATCH BASIN, KENT SEAL, RAM NEK, OR O-RING MUST MEET DESIGN NOTES: AASHTO M1988. 1. ALL CONCRETE TO HAVE A MIN. ALL PIPES TO HAVE A WATERTIGHT OF 4,000 PSI COMPRESSIVE SEAL FLEXIBLE SLEEVE CAST IN PRECAST SECTION (SEE DETAIL STRENGTH AT 28 DAYS. VARIES 5" BASE THIS SHEET)

2'-0" SECTION MIN. SUMP 2. DESIGN LOAD FOR H-20 WHEEL PRECAST CONCRETE BASE

LOAD. 6" SECTION WITH PIPE OPENINGS AS APPROVED BY THE ENGINEER. 3. CATCH BASIN TO CONFORM TO ASTM-C478 SPECIFICATIONS. 12" THICK 3/4" CRUSHED STONE BASE 4. REINFORCE TO 0.12 IN SQ./LF.. NOTE: ALL CATCH BASIN OUTLET PIPES TO BE EQUIPPED WITH SNOUT OIL-WATER SEPARATOR OR EQUAL (SEE DETAILS)

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: FIGURE 300 MAIN STREET CITY OF SACO CATCH BASIN DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-4 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 10/13/2020 4:00 PM

NOTES: B 1. ENTIRE CATCH BASIN WITH EXCEPTION OF LEVELING BRICK, FRAME & GRATE TO BE PRECAST AS A SINGLE PORTLAND CEMENT CONCRETE UNIT. A A

* DIAMETER OF HOLE (D) TO BE 3" LARGER THAN THE INSIDE DIAMETER OF FLEXIBLE PIPE OR THE OUTSIDE DIAMETER OF RIGID PIPE.

24" SQUARE CAST IRON FRAME & GRATE B 1 LAYER 1" MIN. COVER BRICK

MORTAR

24" SQUARE

5 1 " 2 D* VARIES - SEE SD APPURTENANCE SCHEDULE 1 5 2" 1'-0" MIN. SUMP 4"

SECTION A-A

SCALE: NOT TO SCALE SECTION B-B

CITY OF SACO PROJECT: FIGURE 300 MAIN STREET CITY OF SACO FIELD INLET DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-5 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/2/2020 11:42 AM

FORGED ALUMINUM CAST IRON MANHOLE FRAME AND COVER ASTM A-48-64, OR COPOLYMER 2'-0" DIA CLASS 25; 24" MINIMUM CLEAR OPENING, SOLID COVER CLEAR WITH WORD "DRAIN" CAST IN POLYPROPYLENE 8" OPENING 8" SAFETY STEPS CEMENT MORTAR (TYPE II CEMENT) EXTERIOR OF ADJUST TO GRADE WITH SEWER BRICK WITH A MANHOLE SHALL MIN. OF 1 COURSE AND A MAX. OF 3 COURSES BE TREATED WITH 2 COATS OF PRECAST CONCRETE TRUNCATED MH CONE. WATERPROOF WHEN DEPTH OF STORM DRAIN IS LESS THAN SEALANT OR EQUAL TO 5', USE FLATTOP IN LIEU OF TRUNCATED CONE.

FOR JOINTS OF WATERTIGHT MANHOLE, KENT SEAL, RAM NEK OR "O" RING MUST MEET AS REQUIRED 12" TYP. AASHTO M198B ALL PRECAST CONCRETE SECTIONS SHALL CONFORM TO ASTM C478 AND BE DESIGNED

AS FOR H-20 LOADING

REQUIRED PRECAST CONCRETE BASE SECTION WITH PIPE OPENINGS AS APPROVED BY THE ENGINEER FLEXIBLE SLEEVE 4" CAST IN PRECAST SIDEWALL OF MANHOLE TO BE BACKFILLED SECTION TO BE WITH SELECT BACKFILL AASHTO SPEC INTERPACE, LOCK AS M145-49 AS REVISED, CLASS A-3 OR BETTER

JOINT OR EQUAL REQUIRED EPOXY-COATED, PRECAST CONCRETE INVERT CHANNEL

12" 5" 4'-0" 5" 3 12" THICK 4" CRUSHED STONE BASE

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: FIGURE 300 MAIN STREET CITY OF SACO DRAIN MANHOLE DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-6 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/2/2020 11:43 AM

CEMENT MANHOLE OR CATCH BASIN CASTING IN OPTION 1 MORTAR ACCORDANCE WITH REQUIREMENTS CONTAINED ON FIGURES 2-4 AND 2-6 I.D. T I.D. 5' 8"

PRECAST 6' 8" C BASE SECTION 8' 10"

T PRECAST REINFORCED CONCRETE COVER I.D. BOTTOM 3 THICKNESS T 12" THICK 4" CRUSHED AS REQUIRED STONE BASE PRECAST REINFORCED BASE DETAIL OPTION 1 CONCRETE BARREL SECTIONS OPTION 2 I.D. W NOTE: 6' 9' AS REQUIRED PROVIDE 3'-0" SUMP FOR MANHOLE OR 8' 11'-4" CATCH BASINS & 1'-0" FOR CATCH BASIN BRICK CHANNEL IN MANHOLES RISER I.D. WATERTIGHT PIPE SEAL #5 AT 12" EF, EW 3"

I.D. C T FOR BASE CONSTRUCTION 3" 12" 5' 8" 6" SEE BASE DETAILS 6' 8" 7" W 12" THICK 3 " 8' 10" 8" 4 DESIGN NOTES: CRUSHED 1. ALL CONCRETE TO HAVE A MIN. 4,000 PSI BASE DETAIL OPTION 2 STONE BASE COMPRESSIVE STRENGTH AT 28 DAYS 2. DESIGN FOR H-20 WHEEL LOADING 3. CATCH BASIN TO CONFORM TO ASTM-C478 SPECIFICATIONS BASE DETAIL OPTION NOTE: 4. REINFORCE TO .12 IN. SQ./L.F. ANTIFLOATATION COMPUTATIONS ARE REQUIRED FOR THE SELECTED BASE OPTION. SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: LARGE DRAIN MANHOLE 300 MAIN STREET CITY OF SACO OR CATCH BASIN DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-7 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 8/25/2020 12:12 PM

FLARED END, SEE DETAIL(S)

SCHEDULE MATCH EXISTING TOP OF RIPRAP FLUSH GRADE CULVERT STONE WITH TOP OF PIPE WIDTH RIPRAP DIAMETER d THICKNESS "W" (D) (W) 50 3:1 12" 2' 6" 14" 12" 15" 4' 6" 14" CULVERT DIA. "D" 18" 4' 6" 14" 24" 6' 6" 14" 30" 8' 12" 27" 2:1 TO INTERCEPT 36" 8' 12" 27" DITCH SIDE SLOPE 42" 10' 12" 27" 12" MDOT TYPE D NOMINAL PLAIN RIPRAP 48" 12' 12" 27" SUBBASE GRAVEL SEE SCHEDULE NOTE: RIPRAP d50 STONE SIZE SHALL BE FILTER FABRIC, CONFIRMED BY DESIGN ENGINEER. MIRAFI 140N SECTION VIEW

"W" NOTE: RIPRAP GRADATION AND PLACEMENT - THE RIPRAP GRADATION SHALL BE A WELL-GRADED MIX FROM ABOUT 1.5 CULVERT DIA. "D" TIMES THE d50 SIZE TO ABOUT 25 PERCENT OF THE d50 SIZE.

"W" THE RIPRAP STONES SHALL BE CAREFULLY PLACED WORKING FROM THE TOE OF THE SLOPE UPWARD. THE STONES SHOULD BE LOWERED TO THE SLOPE AND NOT BE 12" ALLOWED TO DROP MORE THAN 12 INCHES ONTO THE GEOTEXTILE. THE FINISHED SURFACE SHALL BE A PLAN VIEW RELATIVELY SMOOTH UNIFORMLY SLOPED SURFACE.

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: FIGURE 300 MAIN STREET RIPRAP INLET APRON CITY OF SACO DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-8 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 8/25/2020 12:13 PM

SCHEDULE FOR STORM DRAIN SLOPE TO INTERCEPT SIDE SLOPE - MATCH TO EXISTING PROFILE CULVERT LENGTH WIDTH STONE RIPRAP DIAMETER (L) (W) d (D) 50 THICKNESS SEE PLAN "L" 12" 10' 12' 6" 14" FLARED OUTLET - SEE DETAIL(S) 15" 10' 12' 6" 14" TOP OF RIPRAP FLUSH w/PIPE INVERT 18" 10' 12' 9" 21"

RIPRAP APRON TO BE BELOW NORMAL POOL 24" 12' 14' 9" 21" LEVEL IN STORM WATER MANAGEMENT PONDS FLOW 30" 12' 23' 12" 27"

36" 14' 23' 12" 27"

CULVERT 42" 24' 28' 12" 27" DIA. "D" NOMINAL PLAIN RIPRAP 48" 28' 32' 12" 27" SEE SCHEDULE RIPRAP TO TERMINATE NOTE: RIPRAP d STONE SIZE SHALL BE FILTER FABRIC, MIRAFI 140 N 50 AT TOP OF PIPE CONFIRMED BY DESIGN ENGINEER. 12" DEPTH, MDOT TYPE D SUBBASE GRAVEL SECTION VIEW A "L"

RIPRAP NOTE: RIPRAP GRADATION AND PLACEMENT - THE RIPRAP 1.5 : 1 GRADATION SHALL BE A WELL-GRADED MIX FROM ABOUT 1.5 TIMES THE d SIZE TO ABOUT 25 PERCENT OF THE d SIZE. 50 50 A FLOW A THE RIPRAP STONES SHALL BE CAREFULLY PLACED "W" WORKING FROM THE TOE OF THE SLOPE UPWARD. THE STONES SHOULD BE LOWERED TO THE SLOPE AND NOT BE 1.5 : 1 ALLOWED TO DROP MORE THAN 12 INCHES ONTO THE CULVERT GEOTEXTILE. THE FINISHED SURFACE SHALL BE A RELATIVELY SMOOTH UNIFORMLY SLOPED SURFACE. DIA. "D" PLAN VIEW

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: FIGURE 300 MAIN STREET RIPRAP OUTLET APRON CITY OF SACO DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 2-9 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/5/2020 10:10 AM

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL SEWER PIPE 300 MAIN STREET CITY OF SACO TRENCH DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 4-1 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/6/2020 8:49 AM

2" x 4" WITNESS STAKE WHERE SERVICE LEAD IS TO BE CAPPED. MAINTAIN RECORD OF LOCATION BY TAKING 3 TIES TO STAKE FROM PERMANENT POINTS. PAINT GREEN

RIGHT-OF-WAY

FINISH GRADE 5' MIN. 6"

6" TO 12" OTHER UTILITY LINE (WHERE APPLICABLE; 1 1 4" x 4" x 4" STEEL PLATE (FOR LOCATION VARIES) 8 BEND FUTURE LOCATION OF C.O. SAND BEDDING WHERE SEPARATION P.E. STUB w/METAL DETECTOR) IS LESS THAN 6" WATERPROOF CAP; WHEN 45° WYE LOCATED IN PAVEMENT, USE 8" DIA. TRENCH BEDDING & BACKFILL TO FITTING CAST IRON ACCESS COVER - MATCH THE REQUIREMENTS FOR EMBED FLANGE IN CONCRETE SEWER PIPE TRENCH DETAIL PLAIN END AND SPIGOT STUB CL (IF REQUIRED) MAIN LINE SEWER CLEAN OUT FLOW WATERTIGHT CAP (WHEN SERVICE IS NOT CONNECTED) 6" GRANULAR BASE

NOTES: PREFORMED TEE-WYE FITTING CLEAN OUTS TO BE USED WHEN: 1. CHANGE OF DIRECTION IS 45° AND OVER 2. EVERY 100' ON STRAIGHT SERVICE RUNS. WHEN THE CLEAN OUT IS LOCATED IN AN 1 SLOPE MINIMUM 8"/FT FOR 6" SERVICE AREA WHICH IS CURRENTLY PAVED OR PLANNED TO BE PAVED, THE CLEAN OUT SHALL BE ENCASED IN CONCRETE. THE CONCRETE SHALL BE FORMED USING A 30" SONATUBE. A 6x6/10x10 WELDED WIRE MESH SHALL BE USED FOR CONCRETE SCALE: NOT TO SCALE REINFORCEMENT. FIGURE CITY OF SACO PROJECT: TYPICAL SEWER SERVICE 300 MAIN STREET CITY OF SACO LATERAL DETAIL (OPTION 1) SACO, MAINE 04072 TECHNICAL STANDARDS 4-2 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/6/2020 8:49 AM

2" x 4" WITNESS STAKE WHERE SERVICE LEAD IS TO BE CAPPED. MAINTAIN NOTES: RECORD OF LOCATION BY TAKING 3 TIES TO STAKE FROM PERMANENT POINTS. CLEAN OUTS TO BE USED WHEN: PAINT GREEN 1. CHANGE OF DIRECTION IS 45° AND OVER. 2. EVERY 100' ON STRAIGHT SERVICE RUNS. WHEN THE CLEAN OUT IS LOCATED IN AN RIGHT-OF-WAY AREA WHICH IS CURRENTLY PAVED OR PLANNED TO BE PAVED, THE CLEAN OUT FINISH GRADE 5' MIN. SHALL BE ENCASED IN CONCRETE. THE CONCRETE SHALL BE FORMED USING A 6" 30" SONATUBE. A 6x6/10x10 WELDED WIRE MESH SHALL BE USED FOR CONCRETE 6" TO 12" REINFORCEMENT.

1 4" x 4" x 4" STEEL PLATE (FOR FUTURE LOCATION OF C.O. w/METAL DETECTOR) 1 BEND 8 WATERPROOF CAP; WHEN LOCATED IN PAVEMENT, USE 8" DIA. TRENCH BEDDING & BACKFILL TO P.E. STUB CAST IRON ACCESS COVER - MATCH THE REQUIREMENTS FOR 45° WYE FITTING EMBED FLANGE IN CONCRETE SEWER PIPE TRENCH DETAIL 1 16 BEND PLAIN END AND SPIGOT STUB (IF REQUIRED) MAIN LINE SEWER CLEAN OUT CL FLOW WATERTIGHT CAP (WHEN SERVICE IS NOT CONNECTED) 6" GRANULAR BASE

SAND BEDDING NOTE: WHERE SEPARATION DO NOT USE OVER 45° IS LESS THAN 6" SLOPE MINIMUM PREFORMED TEE-WYE FITTING 1 OTHER UTILITY LINE (WHERE 8"/FT FOR 6" SERVICE APPLICABLE; LOCATION VARIES) 6" P.E. STUB SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL SEWER SERVICE 300 MAIN STREET CITY OF SACO LATERAL DETAIL (OPTION 2) SACO, MAINE 04072 TECHNICAL STANDARDS 4-3 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/5/2020 10:11 AM

FORGED ALUMINUM CAST IRON MANHOLE FRAME AND COVER ASTM A-48-64, OR COPOLYMER 2'-0" DIA CLASS 25; 24" MINIMUM CLEAR OPENING, SOLID COVER CLEAR WITH WORD "SEWER" CAST IN POLYPROPYLENE 8" OPENING 8" SAFETY STEPS CEMENT MORTAR (TYPE II CEMENT) EXTERIOR OF ADJUST TO GRADE WITH SEWER BRICK WITH A MANHOLE SHALL MIN. OF 1 COURSE AND A MAX. OF 3 COURSES BE TREATED WITH 2 COATS OF PRECAST CONCRETE TRUNCATED MH CONE. WATERPROOF WHEN DEPTH OF STORM DRAIN IS LESS THAN SEALANT OR EQUAL TO 5', USE FLATTOP IN LIEU OF TRUNCATED CONE.

FOR JOINTS OF WATERTIGHT MANHOLE, KENT SEAL, RAM NEK OR "O" RING MUST MEET AS REQUIRED 12" TYP. AASHTO M198B ALL PRECAST CONCRETE SECTIONS SHALL CONFORM TO ASTM C478 AND BE DESIGNED

AS FOR H-20 LOADING

REQUIRED PRECAST CONCRETE BASE SECTION WITH PIPE OPENINGS AS APPROVED BY THE ENGINEER FLEXIBLE SLEEVE 4" CAST IN PRECAST SIDEWALL OF MANHOLE TO BE BACKFILLED SECTION TO BE WITH SELECT BACKFILL AASHTO SPEC INTERPACE, LOCK AS M145-49 AS REVISED, CLASS A-3 OR BETTER

JOINT OR EQUAL REQUIRED EPOXY-COATED, PRECAST CONCRETE INVERT CHANNEL

12" 5" 4'-0" 5" 3 12" THICK 4" CRUSHED STONE BASE

SCALE: NOT TO SCALE

CITY OF SACO PROJECT: FIGURE 300 MAIN STREET CITY OF SACO SEWER MANHOLE DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 4-4 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/5/2020 10:11 AM

FORGED ALUMINUM OR COPOLYMER 8" 2'-0" 8" POLYPROPYLENE SAFETY STEPS CAST IRON MANHOLE FRAME AND COVER ASTM A-48-64, CLASS 25; 24" MINIMUM CLEAR OPENING, SOLID COVER WITH WORD "SEWER" CAST IN

CEMENT MORTAR (TYPE II CEMENT)

ADJUST TO GRADE WITH SEWER BRICK WITH A MIN. OF 1 COURSE AND A MAX. OF 3 COURSES

TEE FITTING PRECAST CONCRETE TRUNCATED MH CONE. WHEN DEPTH OF SEWER IS LESS THAN OR EQUAL TO 5', USE FLATTOP IN LIEU OF TRUNCATED CONE. 2' STUB 12" TYP FOR JOINTS OF WATERTIGHT MANHOLE KENT SEAL, RAM NEK OR "0" RING MUST MEET AASHTO M198B

ALL PRECAST CONC. SECTIONS SHALL CONFORM 6" MIN. ALL AROUND TO ASTME C478 AND BE DESIGNED FOR H-20 LOADING

FLEXIBLE SLEEVE CAST IN PRECAST CONC. BASE SECTION WITH PIPE PRECAST SECTION OPENINGS AS APPROVED BY THE ENGINEER INTERPACE, LOCKJOINT, OR EQUAL SIDEWALL OF MANHOLE TO BE BACK-FILLED VARIES 4" MAX. W/SELECT BACKFILL AASHTO SPEC M145-49 AS REVISED, CLASS A-3 OR BETTER

90° ELBOW EXTERIOR OF MANHOLE SHALL BE TREATED WITH 2 COATS OF THE FOLLOWING: CONCRETE 6" · TREMCO 112 FOUNDATION COATING ENCASEMENT 6" · CS55 BY GAGNE PRECAST · MINWAX FIBOROUS BRUSH COAT

CONCRETE SLAB 12"

12"MAX. 5" 4'-0" 5" 3 12" THICK 4" CRUSHED STONE BASE

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL EXTERIOR DROP 300 MAIN STREET CITY OF SACO SEWER MANHOLE DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 4-5 U:\3640.03_Saco_DPW Standard Details\Z - CAD\DWG\364003-SACO DETAILS.dwg chuck.dube 11/5/2020 10:15 AM

A A INCOMING PIPE

RELINER DROP BOWL

FLEXIBLE PIPE COUPLER B C RELINER STAINLESS STEEL PIPE SUPPORT BRACKET @ 4' SPACING (MIN. OF 2 PER DROP) DOWN PIPE DOWN PIPE DIAMETER RELINER STAINLESS DROP BOWL TOP VIEW DROP BOWL FRONT VIEW STEEL PIPE SUPPORT BRACKET B DROP BOWL MOUNTS TO WALL BEND AT OUTLET WITH RELINER STAINLESS STEEL HOOD ANCHOR BOLT ASSEMBLIES

HOOD BOLTS TO DROP C BOWL WITH INCLUDED DROP BOWL STAINLESS STEEL BOLTS

MADE IN U.S.A. U.S. PAT. # 6074130 CANADIAN PAT. # 2269565 DOWN PIPE AVAILABLE FOR ALL SIZE TYPICAL INSTALLATION DIAMETER DROP BOWLS DROP BOWL SIDE VIEW OPTIONAL FORCE LINE HOOD

DROP BOWL SELECTION CHART DROP BOWL DIMENSIONS DOWN PIPE DIAMETER DOWN PIPE DIAMETER INTERNAL DROP BOWLS ARE FABRICATED BY RELINER MANHOLE DIAMETER ANCHOR BOLT / DURAN, INC. (www.reliner.com) AND ARE QUANTITY & TYPE FLAT WALL 4' DIA 5' DIA 6' DIA 7-8' DIA 9-12' DIA SERIES WIDTH "A" DEPTH "B" HEIGHT "C" CONSTRUCTED OF MARINE GRADE FIBERGLASS AND 4" A4FDB A4DB A4DB A4R96 A4R96 A4R96 A4 4" 12" 9.5" 8.9" 4 - 1" TAMP-IN FINISHED IN BRIGHT WHITE GEL COAT. 6" A6FDB A6DB A6DB A6R96 A6R96 A6R96 A6 6" 12" 11.1" 8.8" 4 - 1" TAMP-IN 8" B8FDB B8DB B8DB B8DBR84 B8DBR84 B8R144 B8 8" 18" 13.0" 11.5" 4 - 1" TAMP-IN USE RELINER STAINLESS STEEL PIPE BRACKETS TO 10" B10FDB B10DB B10DB B10R96 B10R96 B10R144 B10 10" 18" 13.5" 11.5" 4 - 1" TAMP-IN SUPPORT DOWN PIPE. EXTERNAL PIPE COUPLER 12" 24/12FDB 24/12R60 24/12R60 24/12R60 24/12R96 24/12R144 24/12 12" 24" 16.5" 15.0" 6 - 1" TAMP-IN REQUIRED. PROVIDE SWEEP AT DOWN PIPE OUTLET. 15" 24/15FDB 24/15R60 24/15R60 24/15R60 24/15R96 24/15R144 24/15 15" 24" 19.3" 15.8" 6 - 1" TAMP-IN 18" 30/18FDB 30/18R60 30/18R60 30/18R96 30/18R144 30/18 18" 30" 23.5" 18.5" 6 - 1" TAMP-IN 21" 36/21FDB 36/21R60 36/21R144 36/21 21" 36" 31.6" 23.0" 8 - 3" WEDGE 24" 48/24FDB 48/24R72 48/24R96 48/24R144 48/24 24" 48" 30.5" 30.0" 10 - 3" WEDGE

SCALE: NOT TO SCALE FIGURE CITY OF SACO PROJECT: TYPICAL INTERIOR DROP 300 MAIN STREET CITY OF SACO SEWER MANHOLE DETAIL SACO, MAINE 04072 TECHNICAL STANDARDS 4-6