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33 0513 Manholes and Structures
PART 1 – GENERAL
1.1 GENERAL PROVISIONS
A. Attention is directed to the CONTRACT AND GENERAL CONDITIONS and all Sections within
DIVISION 01 - GENERAL REQUIREMENTS which are hereby made a part of this Section of
the Specifications.
B. The General Contractor shall either perform the work of this section with its own forces or shall
subcontract such work to a subcontractor who will furnish a performance and payment bond for
the complete scope of work and listing the Town of Yarmouth as the co-oblige. Such bond shall
be procured from a surety that is currently licensed to do business in Massachusetts and is
currently listed on the United States Treasure Department circular 570. A copy of such bond shall be submitted to the Owner’s Project Manager for approval and shall be in place prior to the
subcontractor commencing any work on the project.
1.2 DESCRIPTION OF WORK
A. Work Included: Provide labor, materials and equipment necessary to complete the work of this
Section, including but not limited to the following:
1. Install precast concrete manholes, catch basins, frames and covers, grates, manhole
rungs, platforms, and appurtenances all as shown on the Drawings and as specified
herein.
B. Related Work: The following items are not included in this Section and will be performed under
the designated Sections:
1. Section 31 0000 - EARTH MOVING
2. Section 33 4100 - STORM UTILITY DRAINAGE PIPING
3. Section 33 3100 - SANITARY UTILITY SEWERAGE PIPING
4. Provision of waste management: Section 01 7419, Construction of Waste Management
Plan.
5. Provision of General LEED requirements and forms: 01 8113 Sustainable Design
Requirements.
1.3 REFERENCES
A. American Concrete Institute:
1. ACI 318 - Building Code Requirements for Structural Concrete.
2. ACI 530/530.1 - Building Code Requirements for Masonry Structures and Specifications
for Masonry Structures.
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B. ASTM International:
1. ASTM A48/A48M - Standard Specification for Gray Iron Castings.
2. ASTM A615 - Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement
3. ASTM C32 - Standard Specification for Sewer and Manhole Brick
4. ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
5. ASTM C55 - Standard Specification for Concrete Brick.
6. ASTM C62 - Standard Specification for Building Brick (Solid Masonry Units Made From
Clay or Shale).
7. ASTM C150 - Standard Specification for Portland Cement
8. ASTM C207 - Standard Specification for Hydrated Lime for Masonry Purposes
9. ASTM C478 - Standard Specification for Precast Reinforced Concrete Manhole Sections.
10. ASTM C497 - Standard Test Methods for Concrete Pipe, Manhole Sections, or Tile.
11. ASTM C913 - Standard Specification for Precast Concrete Water and Wastewater
Structures.
12. ASTM C923 - Standard Specification for Resilient Connectors Between Reinforced
Concrete Manhole Structures, Pipes, and Laterals.
13. ASTM D4097 - Contact Molded Glass Fiber Reinforced Chemical Resistant Tanks
14. ASTMD4101 - Standard Specification for Propylene Plastic Injection and Extrusion
Materials
C. American Association of State Highway and Transportation Officials (AASHTO)
D. Occupational Safety and Health Administration (OSHA)
1.4 DESIGN REQUIREMENTS
A. Equivalent strength: Based on structural design of reinforced concrete as outlined in ACI 318.
B. Design of Lifting Devices for Precast Components: In accordance with ASTM C913.
C. Design of Joints for Precast Components: In accordance with ASTM C913; maximum leakage
of 0.025 gallons per hour per foot of joint at 3 ft. of head.
1.5 SUBMITTALS
A. Section 013300 - Submittal Procedures: Requirements for submittals.
B. Shop Drawings: Indicate manhole locations, elevations, and sizes and elevations of
penetrations.
C. Product Data: Submit cover and frame construction, features, configuration, dimensions.
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1.6 QUALITY ASSURANCE
A. The quality of all materials, the process of manufacture, and the finished sections shall be
subject to inspection and approval by the Engineer or other representative of the Owner. Such
inspection may be made at the place of manufacture, or on the work after delivery, or at both
places and the materials shall be subject to rejection at any time on account of failure to meet
any of the requirements specified herein; even though samples may have been accepted as
satisfactory as the place of manufacture. Material reject after delivery to the job shall be
marked for identification and shall be removed from the job at one. All materials that have been
damaged after delivery shall be rejected, and if already installed, shall be acceptably repaired, if permitted, or removed and replaced, entirely at the Contractor’s expense.
B. At the time of inspection, the materials will be carefully examined for compliance with the
applicable ASTM standard specification and this Section with the approved manufacturer’s
drawings. All manhole sections shall be inspected for general appearance, dimension, scratch
strength, blisters, cracks, roughness, soundness, and other surface or structural imperfections.
The surface shall be dense and close-textured.
C. Imperfections in manhole sections may be repaired, subject to the approval of the Engineer,
after demonstration by the manufacturer that strong and permanent repairs result. Repairs shall
be carefully inspected before final approval. Cement mortar used for repairs shall have a
minimum compressive strength of 4,000 psi at seven days and 5,000 psi at 28 days, when
tested in 3 inch x 6 inch cylinders stored in the standard manner. Epoxy mortar may be utilized
for repairs subject to the approval of the Engineer.
1.7 QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with
minimum three years documented experience.
1.8 DELIVERY, STORAGE AND HANDLING
A. Section 016 000 - PRODUCT REQUIREMENTS: Product storage and handling requirements.
B. Comply with precast concrete manufacturer’s instructions for unloading, storing, and moving
precast manholes.
C. Store precast concrete manholes to prevent damage to Owner’s property or other public or
private property. Repair property damaged from materials storage.
D. Mark each precast structure by indentation or waterproof paint showing date of manufacture,
manufacturer, and identifying symbols and numbers shown on Drawings to indicate its intended
use.
1.9 ENVIRONMENTAL REQUIREMENTS
A. Section 016 000 - PRODUCT REQUIREMENTS.
B. Maintain materials and surrounding air temperature to minimum 50 degrees F prior to, during,
and 48 hours after completion of masonry work.
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C. Cold Weather Requirements: ACI 530.
PART 2 - PRODUCTS
2.1 PRECAST CONCRETE MANHOLE SECTIONS
A. Precast concrete barrel sections and transition top sections shall conform to ASTM C478 and
meet the following requirements:
1. Manholes shall have a minimum 48 inch interior diameter with a wall thickness of not less
than 5 inch.
2. Top sections shall be eccentric except that barrel sections shall be used where shallow
pipe cover requires a top section less than 4 feet.
3. Barrel sections shall have tongue and groove joints. Manholes shall be manufactured in
the configuration shown on the Drawings with the bell of the manhole section pointing
down.
4. All sections shall be cured by an approved method and shall not be shipped or subjected
to loading until the concrete compressive strength has attained 3,000 psi and not before
five days after fabrication or repair, whichever is longer.
5. Precast concrete barrel sections with top slabs and precast concrete transition sections
shall be designed for a minimum of HS-20 loading plus the weight of the soil above at
120 pcf.
6. The date of manufacture and the name and trademark of the manufacturer shall be
clearly marked on the inside of each precast section.
7. Precast concrete bases shall be constructed of and installed as shown on the Drawings.
The thickness of the bottom slab of precast bases shall not be less than the manhole
barrel sections or top slab, whichever is greater.
8. Knockout panels shall not be permitted.
2.2 CATCH BASINS
A. Precast reinforced concrete catch basin sections shall conform to the applicable requirements
of ASTM C478, latest revision.
B. Basin shall be precast reinforced concrete 4 feet in diameter with penetrations cast into the
basin for pipe connection; knockout panels shall not be permitted. Basins shall have a
minimum wall thickness of 5 inch and a minimum bottom thickness of 6 inches. Basins shall
have a sump of 4 feet. Top sections shall be a flat slab and have a minimum of 8 inches for
support of cast iron frame and grate. The hole in the top section shall be 24 inches square size
to accommodate frame and cover and be eccentric. The hole in the top section shall be located
over the side opposite to the hooded outlet to facilitate future cleaning operations.
C. All concrete shall have a minimum compressive strength of 4,000 psi and a live load design
base for all catch basins shall be HS-20 loading.
D. All catch basins shall be fitted with a hooded outlet. The hoods are to be positioned so they will
not interfere with future cleaning operations. The hooded outlet cover shall be fabricated from
marine grade fiberglass, stainless steel (18-8) attachment hardware, pressure sensitive oil
resistant foam rubber gasket, PVC Schedule 40 fittings, and pipe for anti-siphon device.
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E. Bedding material under catch basins and drain manholes shall conform to the requirements for
of the Specifications for pipe bedding. A minimum of 12 inches of 3/4“ crushed stone is
required to provide a uniform base. If the material at the elevation that catch basins are to be
set on is not suitable to support them, then this material shall be removed to a depth that will
support the structure. The material approved by the Engineer shall be used to replace the
removed material and be compacted before setting the base.
F. Catch basin frames and grates/covers shall be set at a finished elevation 1 inch below finish
pavement elevation.
2.3 BRICK MASONRY
A. The bricks shall be good, sound, hard and uniformly burned, regular and uniform in shape, of
compact size and texture and satisfactory to the Engineer. Underburned or salmon brick will
not be acceptable and only whole brick shall be used unless otherwise permitted. In case
bricks are rejected by the Engineer, they shall be immediately removed from the site of the work
and satisfactory bricks used thereafter.
1. Bricks for the channels and sleeves shall comply with ASTM C32 for sewer brick; Grade
SS (from clay or shale) except that the mean of five tests for absorption shall not exceed
8% and no individual brick shall exceed 11%.
2. Bricks for building up and leveling the manhole frames shall comply with ASTM C62.
B. Mortar used in the brickwork shall be composed of one part Type II Portland cement conforming
to ASTM C150 and sand to which a small amount of hydrated lime not to exceed 10 lbs to each
bag of cement shall be added.
C. The sand used shall be washed, cleaned, screened, sharp and well graded as to different sizes
and with no grain larger than will pass a No. 4 sieve. It shall be free from vegetable matter,
loam, organic or other materials of such nature or quantity to render it unsatisfactory.
D. The hydrated lime shall also conform to ASTM C207.
2.4 FRAMES, COVERS AND GRATES
A. Manufacturers:
1. All manufacturers producing such products shall be considered.
2. Substitutions: Section 01 6000 - PRODUCT REQUIREMENTS.
B. Manhole frames and covers shall be of good quality, strong, tough, even grained cast iron,
smooth, free from scale, lumps, blisters, sand holes and defects of any kind that render them
unfit for the service for which they are intended. Manhole covers and frame seats shall be
machined to a true surface. Castings shall be thoroughly cleaned and subject to hammer
inspection. Cast iron shall conform to ASTM A48, Class 30.
C. Manhole covers shall have a diamond pattern, pick holes, and the word ‘SEWER’, DRAIN', or
as appropriate, cast in 3 in. letters.
D. Inlet frames and grates shall be of good quality, strong, tough, even grained cast iron, smooth,
free from scale, lumps, blisters, sand holes and defects of any kind that render them unfit for the
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service for which they are intended. Catch basin grates and frame seats shall be machined to a
true surface. Castings shall be thoroughly cleaned and subject to hammer inspection. Cast
iron shall conform to ASTM A48, Class 30.
E. Grates, if located in a walking area, shall have spaces no greater than 1/2 inch wide in one
direction. If gratings have elongated openings, then they shall be placed so that the long
dimension is perpendicular to the dominant direction of travel.
2.5 JOINTING PRECAST MANHOLE SECTIONS
A. Tongue and groove joints shall be sealed with either a round rubber o-ring gasket or a
preformed flexible joint sealant. The o-ring shall conform to ASTM C443.
B. Joints shall be designed and manufactured so that the completed joint will withstand an internal
water pressure of 15 psi without leakage or displacement of the gasket or sealant.
2.6 MANHOLE RUNGS
A. Manhole rungs shall conform to the requirements of ASTM C478 and be of the following types:
1. Manhole rungs shall be steel reinforced copolymer polypropylene plastic. Rungs shall be
14 inches wide. Copolymer polypropylene shall conform to ASTM D4101. Steel
reinforcing shall be 1/2 inch diameter, grade 60 conforming to ASTM A615 and shall be
continuous throughout the rung. The portion of the legs to be embedded in the precast
section shall have fins and be tapered to insure a secure bond.
2.7 PIPE CONNECTION TO MANHOLE
A. Manhole pipe connections may be accomplished in the following ways:
1. The ‘Lock Joint Flexible Manhole Sleeve’ shall be cast in the precast manhole base. The
steel strap shall be protected from corrosion with a bituminous coat.
2. ‘A-Lok’ shall be a rubber like gasket cast in the precast manhole base. The rubber
gasket shall be case into a formed opening in the manhole.
3. ‘Kor-N-Seal’ joint shall be installed as recommended by the manufacturer. The stainless
steel clamp shall be protected from corrosion with a bituminous coat.
B. Clear Cover Opening: 24 inch diameter, or as otherwise indicated on Drawings.
C. Steps: 12 inch wide, 16 inch on center vertically, set into manhole, or as otherwise indicated on
Drawings.
2.8 DAMPPROOFING
A. The dampproofing shall be Hydrocide 648 by Sonneborn Building Products, Dehydratine by
A.C. Horn, Inc., Meadows Trowel Mastic, or approved equal.
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2.9 CONFIGURATION
A. Shaft Construction: Concentric with eccentric cone top section; lipped male/female joints;
sleeved to receive pipe sections.
B. Shape: Cylindrical.
C. Clear Inside Dimensions: 48 inches, or as otherwise indicated on Drawings.
D. Design Depth: As indicated on Drawings.
E. Clear Cover Opening: 24 inch diameter, or as otherwise indicated on Drawings.
F. Steps: 12 inch wide, 16 inch on center vertically, set into manhole, or as otherwise indicated on
Drawings.
2.10 BEDDING MATERIALS
A. Bedding and Cover: 3/4 inch Crushed Stone in accordance with Section M2.01.4 of the MHD
Standard Specifications.
B. Soil Backfill from Around Manhole: In pavement areas where controlled density fill is not
specified, provide Ordinary Fill to the sub-base of the pavement, and then provide the required
sub-base material for the pavement section. In grassed areas where controlled density fill is not
specified, provide Ordinary Fill to a point 6 inches below finished grade, then Manufactured
Topsoils to finished grade.
PART 3 - EXECUTION
3.1 EXAMINATION
A. Verify items provided by other sections of Work are properly sized and located.
B. Verify built-in items are in proper location, and ready for roughing into Work.
C. Verify correct size of manhole excavation.
3.2 PREPARATION
A. Coordinate placement of inlet and outlet pipe or duct sleeves required by other sections.
B. Do not install structures where site conditions induce loads exceeding structural capacity of
structures.
C. Inspect precast concrete structures immediately prior to placement in excavation to verify
structures are internally clean and free from damage. Remove and replace damaged units.
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3.3 INSTALLATION
A. Excavation and Backfill:
1. Excavate for manholes to location and depth shown in accordance with Section 31 0000 -
EARTHWORK and as otherwise specified herein. Provide clearance around sidewalls of
structure for construction operations.
2. When groundwater is encountered, prevent accumulation of water in excavations. Place
manholes in dry trench.
3. Where possibility exists of watertight structure becoming buoyant in flooded excavation,
anchor structure to avoid flotation.
B. Place base pad, trowel top surface level.
C. Install manholes supported at proper grade and alignment on crushed stone bedding as shown
on Drawings.
D. Backfill and compact excavations for manholes in accordance with Section 31 0000 -
EARTHWORK.
E. Form and place manhole cylinder plumb and level, to correct dimensions and elevations.
F. Cut and fit for sleeves.
G. Grout base of shaft sections to achieve slope to exit piping. Trowel smooth. Contour to form
continuous drainage channel, as indicated on Drawings.
H. Set cover frames and covers level without tipping, to correct elevations.
I. Coordinate with other sections of Work to provide correct size, shape, and location.
3.4 PRECAST CONCRETE INSTALLATION
A. Lift precast components at lifting points designated by manufacturer.
B. When lowering precast structures into excavations and joining pipe to units, take precautions to
ensure interior of pipeline and structure remains clean.
C. Set precast structures bearing firmly and fully on crushed stone bedding, compacted in
accordance with State of MHD specifications.
D. Assemble multi-section structures by lowering each section into excavation. Lower, set level,
and firmly position base section before placing additional sections.
E. Remove foreign materials from joint surfaces and verify sealing materials are placed properly.
Maintain alignment between sections by using guide devices affixed to lower section.
F. Joint sealing materials may be installed on site or at manufacturer’s plant.
G. Verify installations satisfy required alignment and grade.
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H. Cut structure to receive piping without creating openings larger than required to receive pipe.
Fill annular space with mortar.
I. Cut pipe to finish flush with interior of structure.
J. Shape inverts through manhole as shown on Drawings.
3.5 FRAME AND COVER INSTALLATION
A. Set frames using mortar and masonry. Install radially laid sewer brick with 1/4 inch thick vertical
joints at inside perimeter. Lay sewer brick in full bed of mortar and completely fill joints. Where
more than one course of sewer brick is required, stagger vertical joints. No more than three
courses of sewer brick shall be permitted.
B. Set frame and cover 2 inches above finished grade for manholes with covers located within
unpaved areas to allow area to be graded away from cover beginning 1 inch below top surface
of frame.
3.6 FIELD QUALITY CONTROL
A. Sections 01 4000 - QUALITY REQUIREMENTS, 016000 - PRODUCT REQUIREMENTS and
01 7700 - CLOSEOUT PROCEDURES.
B. Vertical Adjustment of Existing Manholes:
1. Where required, adjust top elevation of existing manholes to finished grades shown on
Drawings.
2. Reset existing frames, grates and covers, carefully removed, cleaned of mortar
fragments, to required elevation in accordance with requirements specified for installation
of castings.
3. Remove concrete without damaging existing vertical reinforcing bars when removal of
existing concrete wall is required. Clean vertical bars of concrete and bend into new
concrete top slab or splice to required vertical reinforcement, as indicated Drawings.
3.7 LEAKAGE TESTS
A. Leakage tests shall be made and observed by the Engineer on each manhole. The test shall be
as described below:
B. Vacuum Test (required on all new manholes):
1. The test shall be made using an inflatable compression band, vacuum pump, and
appurtenances specifically designed for testing manholes. Test procedures shall be in accordance with the equipment manufacturer’s recommendations. Contactor shall be
fully familiar with the vacuum testing equipment and provide a minimum of four hours of
instruction by a factory authorized representative at the outset of the project.
2. Each manhole shall be test immediately after assembly including the connection of pipes
and prior to backfilling.
3. All lift holes shall be plugged with non-shrink grout and all pipes entering the manhole
shall be plugged and braced to prevent the plug from being drawn into the manhole.
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4. After test equipment is in place the test shall be run at the following rate and test times:
a. For 4 foot diameter manholes:
1) Initial test pressure – 10 inches Hg
2) Test Time – 1 inch Hg drop to 9 inches Hg in one minute allowable for 0 feet
to 10 feet deep manholes.
b. If the pressure drop exceeds 1 inch Hg in the specified time the manhole shall be
repaired in accordance with approved procedures and retested.
c. If a manhole fails to meet a 1 inch Hg drop in the specified time after repairs the
unit shall be water exfiltration tested as specified below and repaired as necessary.
C. Exfiltration Test (required as described above):
1. Assemble manhole in place; fill and point all lifting holes and exterior joints within 6 feet of
the ground surface with an approved non-shrinking mortar. Test prior to placing the shelf
and invert before filling and pointing the horizontal joints below 6 feet of depth. Lower
groundwater table below bottom of manhole for the duration of the test. Plug all pipes
and other openings into the manhole and brace to prevent blowout.
2. Fill manhole with water to the top of the cone section. If the excavation has not been
backfilled and no water in observed moving down the surface of the manhole, the
manhole is satisfactorily watertight. If the test, as described above is unsatisfactory to the
Engineer, or if the manhole excavation has been backfilled, continue the test. A period of
time may be permitted to allow for absorption. Following this period, refill manhole to the
top of the cone, if necessary, and allow at least eight hours to pass. At the end of the test
period, refill the manhole to the top of the cone again, measuring the volume of water
added. Extrapolate the refill amount to a 24 hour leakage rate. If the manhole fails this
requirement, but the leakage does not exceed three gallons per vertical foot per day,
repairs by approved methods may be as directed by the Engineer. If leakage due to a
defective joint exceeds this amount, the manhole shall be rejected. Uncover the rejected
manhole as necessary to disassemble, reconstruct, or replace it as directed by the
Engineer. Retest the manhole, and if satisfactory, fill and point the interior joints.
3. No adjustment in the leakage allowance may be made for unknown causes such as
leaking plugs, absorptions, or other. It will be assumed that all loss of water during the
test is a result of leaks through the joints or through the entrance.
4. An infiltration test may not be substituted for an exfiltration test if the groundwater table is
above the highest joint in the manhole. If there is no leakage into the manhole as
determined by the Engineer, the manhole will be considered watertight. If the Engineer is
not satisfied, testing shall be performed as described herein.
3.8 CLEANING
A. All new manholes shall be thoroughly cleaned of all silt, debris, and foreign matter of any kind,
prior to final inspection.
END SECTION