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TIGARD HIGH SCHOOL MODERNIZATION
R ` - 9000 SW Durham Rd: 1 Tigard, OR 97224
PROJECT ANUAL
( Site Work ermit 1 March 28, 2018
Project#16992.00
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Tigard High School Modernization SECTION 00 01 07
March 28,2018 SEALS PAGE
Bassetti Architects Project#16992.00
I herebycertify that the followingsections of the project PRt F
Y �x
specification was prepared by me or under my direct GINE , ' '
supervision and that I am a duly registered Professional7a628P
Engineer under the laws of the State of Oregon. ,� .
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SectionsRE'C+�
01 56 39 -TEMPORARY TREE & PLANT PROTECTION41. 0,2
01 73 29 -CUTTING AND PATCHING `
31 00 00 -SITE CLEARING
31 20 00 - EARTH MOVING
MIRES:12!312018
32 12 16 -ASPHALT PAVING
32 13 13 -CONCRETE PAVING
33 05 00 -COMMON WORK RESULTS FOR UTILITIES
33 14 16 -WATER DISTRIBUTION PIPING
33 31 13 -SANITARY SEWER GRAVITY PIPING
33 41 00 -STORM UTILITY AND DRAINAGE
33 42 11 —STORMWATER UTILITIES
33 46 00 -SUBDRAINAGE
Matthew Lewis, PE
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00 01 07—1 of 1
ITigard High School Modernization DOCUMENT 00 01 10
March 28, 201 8 TABLE OF CONTENTS
1 Bassetti Architects Project# 16992.00
DOCUMENT 00 01 10 - TABLE OF CONTENTS
IDIVISION 00 - PROCUREMENT AND CONTRACTING REQUIREMENTS
I 00 0107 Seals Page
- Civil
00 01 10 Table of Contents
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DIVISION 31 - EARTHWORK
I31 20 00 Earth Moving
31 21 13 Radon Mitigation
IDIVISION 33 - UTILITIES
I 33 05 00 Common Work Results for Utilities
33 14 16 Water Distribution Piping
33 31 13 Sanitary Sewer Gravity Piping
I33 41 00 Storm Utility Drainage Piping
33 42 11 StormWater Utilities
IEND OF TOC
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ISECTION 31 20 00 - EARTH MOVING
PART 1 GENERAL
I1,1 RELATED DOCUMENTS
IA. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
I1.2 SUMMARY
A. This Section Includes the following:
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1. Preparing subgrades for slabs-on-grade walks pavements lawns and grasses and
exterior plants.
2. Excavating and backfilling for buildings and structures.
3. Drainage course for slabs-on-grade.
4. Base course for concrete walks pavements.
I' S. Subbase and Base course for asphalt paving.
6. Subsurface drainage backfill for walls.
7. Excavating and backfilling for utility trenches.
1; 8. Excavating and backfilling trenches for buried mechanical and electrical utilities and pits
for buried utility structures.
1 1.3 UNIT PRICES
A. Unit prices for earthwork are included in Division 01 .
1 B. Quantity allowances for earthwork are included in Division 01.
C. Rock Measurement: Volume of rock actually removed, measured in original position, but
not to exceed the following. Unit prices for rock excavation include replacement with
approved materials.
I 1. 24 inches outside of concrete forms other than at footings.
2. 12 inches outside of concrete forms at footings.
3. 6 inches outside of minimum required dimensions of concrete cast against grade.
4. Outside dimensions of concrete walls indicated to be cast against rock without forms
I or exterior waterproofing treatments.
S. 6 inches beneath bottom of concrete slabs-on-grade.
6. 6 inches beneath pipe in trenches, and the greater of 24 inches wider than pipe or 42
Iinches wide.
1.4 DEFINITIONS
IA. Backfill: Soil material or controlled low-strength material used to fill an excavation.
1. Initial Backfill: Backfill placed beside and over pipe in a trench, including haunches to
support sides of pipe.
I2. Final Backfill: Backfill placed over initial backfill to fill a trench.
B. Base Course: Course placed below the hot-mix asphalt paving.
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C. Bedding Course: Course placed over the excavated subgrade in a trench before laying pipe.
D. Borrow Soil: Satisfactory soil imported from off-site for use as fill or backfill.
E. Drainage Course: Course supporting the slab-on-grade that also minimizes upward
capillary flow of pore water.
F. Excavation: Removal of material encountered above subgrade elevations and to lines and
dimensions indicated.
1. Authorized Additional Excavation: Excavation below subgrade elevations or beyond
indicated lines and dimensions as directed by Engineer. Authorized additional
excavation and replacement material will be paid for according to Contract provisions
for changes in the Work.
2. Bulk Excavation: Excavation more than 10 feet in width and more than 30 feet in length.
3. Unauthorized Excavation: Excavation below subgrade elevations or beyond indicated
lines and dimensions without direction by Engineer. Unauthorized excavation, as well
as remedial work directed by Engineer, shall be without additional compensation.
G. Fill: Soil materials used to raise existing grades. I
H. Rock: Rock material in beds, ledges, unstratified masses, conglomerate deposits, and
boulders of rock material 3/4 cu. yd. or more in volume that exceed a standard penetration
resistance of 100 blows/2 inches when tested by an independent geotechnical testing
agency, according to ASTM D 1586.
I. Structures: Buildings, footings, foundations, retaining walls, slabs, tanks, curbs, mechanical I
and electrical appurtenances, or other man-made stationary features constructed above or
below the ground surface.
J. Subbase Course: Course placed between the subgrade and base course for hot-mix asphalt
pavement, or course placed between the subgrade and a cement concrete pavement or a
cement concrete or hot-mix asphalt walk.
K. Subgrade: Surface or elevation remaining after completing excavation, or top surface of a
fill or backfill immediately below base, drainage fill, or topsoil materials. I
L. Utilities: On-site underground pipes, conduits, ducts, and cables, as well as underground
services within buildings.
1.5 SUBMITTALS
A. Product Data: For the following:
1. Soil Materials
B. Material Test Reports: From a qualified testing agency indicating and interpreting test
results for compliance of the following with requirements indicated:
1. Classification according to ASTM D2487 of each on-site and borrow soil material
proposed for fill and backfill.
2. Laboratory compaction curve according to ASTM D1557 for each on-site and borrow
soil material proposed for fill and backfill.
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I C. Pre-excavation Photographs or Videotape: Show existing conditions of adjoining
construction and site improvements, including finish surfaces,that might be misconstrued
as damage caused by earthwork operations. Submit before earthwork begins.
I1.6 FIELD CONDITIONS
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A. Existing Utilities: Do not interrupt utilities serving facilities occupied by Owner or others
unless permitted in writing by Engineer and then only after arranging to provide temporary
utility services according to requirements indicated.
1. Notify Architect or Engineer not less than two days in advance of proposed utility
1 interruptions.
2. Do not proceed with utility interruptions without Architect's or Engineer's written
permission.
I3. Contact utility-locator service for area where Project is located before excavating.
B. Demolish and completely remove from site existing underground utilities indicated to be
removed. Coordinate with utility companies to shut off services if lines are active.
PART 2 PRODUCTS
2.1 SOIL MATERIALS
A. General: Provide borrow soil materials when sufficient satisfactory soil materials are not
IIavailable from excavations.
B. Satisfactory Soils: ASTM D 2487 Soil Classification Groups GW, GP, GM, SW, SP, and SM, as
i outlined in the Geotechnical Report, or a combination of these groups; free of rock or gravel
larger than 3 inches in any dimension, debris, waste, frozen materials, vegetation, and
other deleterious matter.
i C. Unsatisfactory Soils: Soil Classification Groups GC, SC, CL, ML, OL, CH, MH, OH, and PT
according to ASTM D2487, as outlined in the Geotechnical Report , or a combination of these
groups.
M 1. Unsatisfactory soils also include satisfactory soils not maintained within 2 percent of
optimum moisture content at time of compaction.
D. Base Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed
stone, and natural or crushed sand; ASTM D2940; with at least 95 percent passing a 1 -1 /2-
inch sieve and not more than 5 percent passing a No. 200 sieve, as outlined in the
Geotechnical Report
IE. Engineered Fill: Naturally or artificially graded mixture of natural or crushed gravel, crushed
stone, and natural or crushed sand; ASTM D2940; with at least 90 percent passing a 1 -1 /2-
II inch sieve and not more than 12 percent passing a No. 200 sieve, as outlined in the
Geotechnical Report
F. Bedding Course: Naturally or artificially graded mixture of natural or crushed gravel, crushed
stone, and natural or crushed sand; ASTM D2940; except with 100 percent passing a 3/4-
inch sieve and at least 50% retained on the No. 16sieve, such as pit run gravel or sand, or
non-plastic soil excavated from the trench..
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G. Drainage Course: Narrowly graded mixture of washed crushed stone, or crushed gravel;
ASTM D448; coarse-aggregate grading Size 57; with 100 percent passing a 1 -1 /2-inch
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sieve and 0 to 5 percent passing a No. 8 sieve.
H. Trench backfill:
1. Class B backfill shall be used in all other locations where Class A backfill is not
designated. Material used for Class B backfill shall be earth, sand, gravel, rock or
combination thereof, free of humus, organic matter, vegetable matter, frozen material,
clods, sticks, and debris and containing no stones having a dimension greater than three
inches. The materials shall predominate in the finer sizes and, in place, shall present
no voids and no isolated points or areas of larger stones which would cause fracture or
denting of the utility or structure or subject it to undue stress. All Class B backfill shall111
be placed in 8" lifts and compacted per the recommendations of the geotechnical report.
2. Class A backfill shall be used in building areas, under paved areas, in trenches parallel
to street, other areas subject to wheel traffic, under sidewalk or as designated on the
plans. The backfill shall be 3A inch and less than 8 percent passing the U.S. No. 200
sieve. The material shall be free of organic matter and other deleterious materials. Top
of rock elevation shall be held down at the specified depth in areas designated to receive
asphalt paving. All Class A backfill will be placed in eight inch lifts and compacted to
92% of the laboratory maximum dry density as determined by ASTM Test Method
D1557. Trench backfill located within 1 foot of finished subgrade elevation should be
placed and compacted per the recommendations of the geotechnical report.
3. Maintenance and Backfill: Notwithstanding the type of backfill placement,the backfilled
trench or excavation surface shall be maintained until all construction has been
completed and accepted by the Owner and Engineer. This maintenance shall include
but not be limited to the addition of backfill in settled areas and surface rock or
pavement in roadways to keep the trench reasonably smooth and free from excessive
ruts and potholes.
I. Filter Material: Narrowly graded mixture of natural or crushed gravel, or crushed stone and
natural sand; ASTM D448; coarse-aggregate grading Size 67; with 100 percent passing a f -
inch sieve and 0 to 5 percent passing a No. 4 sieve. 1
J. Sand: ASTM C33; fine aggregate, natural, or manufactured sand.
K. Impervious Fill: Clayey gravel and sand mixture capable of compacting to a dense state.
2.2 ACCESSORIES I
A. Warning Tape: Acid- and alkali-resistant polyethylene film warning tape manufactured for
marking and identifying underground utilities, 6 inches wide and 4 mils thick, continuously
inscribed with a description of the utility; colored as follows:
B. Detectable Warning Tape: Acid- and alkali-resistant polyethylene film warning tape
manufactured for marking and identifying underground utilities, a minimum of 6 inches
wide and 4 mils thick, continuously inscribed with a description of the utility, with metallic
core encased in a protective jacket for corrosion protection, detectable by metal detector
when tape is buried up to 30 inches deep; colored as follows: .
1. Red: Electric.
2. Yellow: Gas, oil, steam, and dangerous materials.
3. Orange: Telephone and other communications.
4. Blue: Water systems.
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S. Green: Sewer systems.
PART 3 EXECUTION
3.1 PREPARATION
A. Protect structures, utilities, sidewalks, pavements, and other facilities from damage caused
by settlement, lateral movement, undermining, washout, and other hazards created by
earthwork operations.
I B. Preparation of subgrade for earthwork operations including removal of vegetation, topsoil,
debris, obstructions, and deleterious materials from ground surface is specified in
Division 31 Section "Site Clearing."
C. Protect and maintain erosion and sedimentation controls, which are specified in Division 31
Section "Site Clearing," during earthwork operations.
D. General
1 . The rough excavation shall be carried to the necessary depth to obtain the specified
depth of subgrade densification shown on the plans. Likewise, on embankments, the
depth of subgrade densification shall be as shown on the plans or specified. Should the
Contractor, through negligence or other fault, excavate below the designated lines, he
shall replace the excavation with approved materials, in an approved manner and
condition, at his own expense. All excavating, moving, placing and depositing of all
materials are subject to approval by the Engineer and the Engineer shall determine the
suitability of material to be placed in embankments. All materials determined
unsuitable shall be disposed of in waste areas or as directed. Topsoil and strippings
shall not be used in fills or in subgrades but shall be handled and placed as specified.
2. The Contractor shall inform and satisfy himself as to the character, quantity, and
distribution of all material to be excavated. No payment will be made for any excavated
material which is used for purposes other than those designated. All spoil areas shall
be leveled to a uniform line and section and shall present a neat appearance before
project acceptance.
3. If existing pavement areas that will be left in place are damaged due to hauling or to
any other activity of the Contractor, they shall be replaced at the Contractor's expense
as directed by the Engineer. Those areas outside of the pavement area which are
' disturbed due to the Contractor's operations shall be restored to their original condition
prior to final acceptance of the project.
4. Spillage of excavation materials on paved areas shall be immediately cleaned up by the
Contractor. Cleanup shall include brooming and flushing with water, by mechanical
means.
5. If it is necessary to interrupt existing surface drainage, sewers or underdrainage,
conduits, utilities, or similar underground structures, or parts thereof, the Contractor
shall be responsible for and shall take all necessary precautions to protect and preserve
or provide temporary services. When such facilities are encountered, the Contractor
shall notify the Engineer, who shall arrange for their removal, if necessary. The
Contractor shall, at his own expense, satisfactorily repair all damage to such facilities
or structures which may result from any of his operations during the period of the
contract.
6. Where remaining ends of abandoned pipes or portions of other items partially removed
under this specification would be left exposed, removal shall be carried into the slope
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or below grade to furnish no evidence of their existence in the finish surface. Remaining
ends of sewer pipes and conduits shall be capped or plugged in a watertight manner.
E. Contractor's responsibility for utility properties and services
1. At points where the Contractor's operation could cause damage or interference to
railway, telegraph, telephone, television, power, oil, gas, water, irrigation, or other
private, public, or municipal utilities, the Contractor shall suspend work until all
arrangements necessary for the protection thereof have been made by the Contractor.
2. The Contractor shall notify all utility offices which are affected by the construction
operation at least 48 hours in advance of excavation. Under no circumstances shall the
Contractor expose or interrupt any utility without first requesting permission and being
granted to do so from the affected agency. It shall be the Contractor's responsibility,
once permission from the utility has been granted, to locate, if necessary, and expose
all of the existing underground utilities in advance of the trenching operation.
3. The Contractor shall be solely and directly responsible to the Owner and utility
companies for any damage, expense, or claims of any kind brought because of injuries,
damages or delay which may result from the carrying out of the work to be done under
the Contract.
4. In the event of interruption to domestic water or to other utility services as a result of
accidental breakage, or as a result of being exposed, unsupported, or a lack of
coordination, the Contractor shall promptly notify the Engineer and the agency involved.
The Contractor shall cooperate with the said authority in restoration of services as
promptly as possible and shall bear any and all costs of repairs. In no case shall
interruption of any water or utility service be allowed to exist outside working hours
unless prior to approval of the Engineer or agency involved is granted.
5. Neither the Owner nor its officers or agents shall be responsible to the Contractor for
damages as a result of the location of the underground utilities being other than that
shown on the plans or for the existence of underground utilities not shown on the plans.
3.2 DEWATERING
A. Prevent surface water and ground water from entering excavations, from ponding on
prepared subgrades, and from flooding Project site and surrounding area.
B. Protect subgrades from softening, undermining, washout, and damage by rain or water 1
accumulation.
1. Reroute surface water runoff away from excavated areas. Do not allow water to
accumulate in excavations. Do not use excavated trenches as temporary drainage
ditches.
2. Install a dewatering system, specified in Division 31 Section "Dewatering," to keep
subgrades dry and convey ground water away from excavations. Maintain until
dewatering is no longer required.
3.3 EXPLOSIVES
A. Explosives: Do not use explosives.
3.4 EXCAVATION, GENERAL I
A. Unclassified Excavation: Excavate to subgrade elevations regardless of the character of
surface and subsurface conditions encountered. Unclassified excavated materials may
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I include rock, soil materials, and obstructions. No changes in the Contract Sum or the
Contract Time will be authorized for rock excavation or removal of obstructions.
1. If excavated materials intended for fill and backfill include unsatisfactory soil materials
and rock, replace with satisfactory soil materials.
I2. Remove rock to lines and grades indicated to permit installation of permanent
construction without exceeding the following dimensions:
a. 24 inches outside of concrete forms other than at footings.
I b. 12 inches outside of concrete forms at footings.
c. 6 inches outside of minimum required dimensions of concrete cast against grade.
d. Outside dimensions of concrete walls indicated to be cast against rock without
I forms or exterior waterproofing treatments.
6 inches beneath bottom of concrete slabs on grade.
f. 6 inches beneath pipe in trenches, and the greater of 24 inches wider than pipe or
42 inches wide.
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3.5 EXCAVATION FOR STRUCTURES
IA. Excavate to indicated elevations and dimensions within a tolerance of plus or minus 1 inch.
If applicable, extend excavations a sufficient distance from structures for placing and
removing concrete formwork, for installing services and other construction, and for
I inspections.
1. Excavations for Footings and Foundations: Do not disturb bottom of excavation.
Excavate by hand to final grade just before placing concrete reinforcement. Trim
I bottoms to required lines and grades to leave solid base to receive other work. Refer
to geotechnical report for direction on excavation at any wall locations to the foundation
or footings.
2. Excavation for Underground Tanks, Basins, and Mechanical or Electrical Utility
I Structures: Excavate to elevations and dimensions indicated within a tolerance of plus
or minus 1 inch. Do not disturb bottom of excavations intended as bearing surfaces.
I3.6 EXCAVATION FOR WALKS AND PAVEMENTS
A. Excavate surfaces under walks and pavements to indicated lines, cross sections, elevations,
Iand subgrades.
3.7 EXCAVATION FOR UTILITY TRENCHES
1 A. Excavate trenches to indicated gradients, lines, depths, and elevations.
1. Beyond building perimeter, excavate trenches to allow installation of top of pipe below
frost line.
IB. Excavate trenches to uniform widths, minimum 18 inches, to provide the following clearance
on each side of pipe or conduit. Excavate trench walls vertically from trench bottom to 12
inches higher than top of pipe or conduit, unless otherwise indicated.
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1. Clearance: 6 inches each side of pipe or conduit as indicated.
I C. Trench Bottoms: Excavate trenches 6 inches deeper than bottom of pipe elevation to allow
for bedding course. Hand excavate for bell of pipe.
1. Excavate trenches 6 inches deeper than elevation required in rock or other unyielding
bearing material to allow for bedding course.
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D. Field Relocation: During construction, minor relocations of the line may be necessary. Such
relocations shall be made only with approval from the Engineer. Unforeseen obstructions
encountered as a result of such relocations will not become subject to claims for additional
compensation by the Contractor to any greater extent that the original lump sum of the
contract or unit price of the utility being installed.
E. Opening Trenches: The Contractor shall not begin the trench excavation until the necessary
material is on hand to complete the work involved. The trenches shall be opened in
accordance with the lines and grades given for the work, at such times and as far in advance
of the work as may be required by the Engineer. Not more than a total of 300 feet of trench
shall be opened in advance of the competed utility unless authorized by the Engineer.
Related structures must be competed and backfilled at the time of line installation.
F. Barricades, Guards, and Safety Provisions: To protect persons from injury and to avoid
property damage, adequate barricades, construction signs, warning lights, and guards as
required shall be placed and maintained during the progress of the work and until it is safe
for public use. Watchman or flag personnel shall be provided as necessary. Rules and
regulations of all local and Federal authorities regarding safety provisions shall be observed.
The Contractor will be solely responsible for accidents caused by inadequate or insufficient
safety provisions.
G. Interfering Structures or Roadways:
1. The Contractor shall remove, replace and/or repair any damage done by the Contractor
during construction to fences, buildings, cultivated fields, drainage crossings, and any
other properties at his own expense without additional compensation from the Owner.
The Contractor shall replace or repair these structures to a condition as good or better
than their original condition prior to commencing work in the area.
2. Where paved roadways are cut, backfill will be Class A as defined hereinbefore. New
pavement shall be equal or better than the existing paved surface and shall not deviate
by more than one-quarter inch from the existing elevations.
3. If the Contractor encounters existing structures which will prevent construction and are
not adequately shown on the plans, he shall notify the Engineer before continuing with
the work in order that the Engineer may make such field revisions as necessary to avoid
conflict with the existing conditions. The cost of waiting or "downtime" during such
field revisions shall be borne by the Contractor without additional cost to the Owner or
liability to the Engineer. If the Contractor fails to so notify a conflict of this nature is
encountered, but proceed with construction despite this interference, he shall do so at
his own risk with no additional payment.
H. Shoring and Sheathing: The Contractor shall use whatever means necessary to maintain safe
working conditions and protect adjacent property and structures from damage due to
excavation. The Contractor shall conform to all federal, state, and local regulations
governing shoring, sheathing, and excavation. When shoring or sheathing is installed, the
trench width shall be increased accordingly. The shoring or sheathing shall remain in place
until the utility or structure is backfilled to a point where caving could not damage the
installation. No payment will be made for shoring or sheathing. All costs involved in
placement and removal of shoring and sheathing shall be considered incidental to the work.
3.8 SUBGRADE INSPECTION
A. Notify Architect or Engineer when excavations have reached required subgrade.
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B. If Engineer determines that unsatisfactory soil is present, continue excavation and replace
with compacted backfill or fill material as directed.
C. Proof-roll subgrade below the building slabs and pavements with heavy pneumatic-tired
equipment to identify soft pockets and areas of excess yielding. Do not proof-roll wet or
saturated subgrades.
1. Completely proof-roll subgrade in one direction repeating proof-rolling in direction
perpendicular to first direction. Limit vehicle speed to 3 mph.
2. Proof-roll with a loaded 10-wheel, tandem-axle dump truck weighing not less than 15
tons.
3. Excavate soft spots, unsatisfactory soils, and areas of excessive pumping or rutting, as
determined by Engineer, and replace with compacted backfill or fill as directed.
D. Authorized additional excavation and replacement material will be paid for according to
Contract provisions for unit prices changes in the Work.
E. Reconstruct subgrades damaged by freezing temperatures, frost, rain, accumulated water,
or construction activities, as directed by Engineer, without additional compensation.
3.9 UNAUTHORIZED EXCAVATION
A. Fill unauthorized excavation under foundations or wall footings by extending bottom
elevation of concrete foundation or footing to excavation bottom, without altering top
elevation. Lean concrete fill, with 28-day compressive strength of 2500 psi, may be used
when approved by Engineer.
1. Fill unauthorized excavations under other construction or utility pipe as directed by
Engineer.
3.10 STORAGE OF SOIL MATERIALS
A. Stockpile borrow soil materials and excavated satisfactory soil materials without intermixing.
Place, grade, and shape stockpiles to drain surface water. Cover to prevent windblown dust.
1. Stockpile soil materials away from edge of excavations. Do not store within drip line of
remaining trees.
B. Location of Excavated Materials: During excavation the Contractor shall locate excavated
material so as not to block any public right-of-way, traveled roadways, public or private;
�! and unless otherwise approved by the Engineer, roadway shall be kept open to at least on
lane of traffic. The Contractor shall store or waste excavated materials only in designated
areas unless otherwise approved by the Engineer. Utmost care shall be taken to prevent
spillage or damage to property adjacent to the project.
3.11 BACKFILL
A. Place and compact backfill in excavations promptly, but not before completing the following:
1. Construction below finish grade including, where applicable, subdrainage,
dampproofing, waterproofing, and perimeter insulation.
2. Surveying locations of underground utilities for Record Documents.
3. Testing and inspecting underground utilities.
4. Removing concrete formwork.
S. Removing trash and debris.
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6. Removing temporary shoring and bracing, and sheeting.
7. Installing permanent or temporary horizontal bracing on horizontally supported walls.
B. Place backfill on subgrades free of mud, frost, snow, or ice.
3.12 UTILITY TRENCH BACKFILL
A. Place backfill on subgrades free of mud, frost, snow, or ice. I
B. Place and compact bedding course on trench bottoms and where indicated. Shape bedding
course to provide continuous support for bells, joints, and barrels of pipes and for joints,
fittings, and bodies of conduits.
C. Backfill trenches excavated under footings and within 1 8 inches of bottom of footings with
satisfactory soil; fill with concrete to elevation of bottom of footings. Concrete is specified
in Division 03 Section "Miscellaneous Cast-in-Place Concrete."
D. Provide 4-inch-thick, concrete-base slab support for piping or conduit less than 30 inches
below surface of roadways. After installing and testing, completely encase piping or conduit
in a minimum of 4 inches of concrete before backfilling or placing roadway base.
E. Place and compact initial backfill of base material satisfactory soil, free of particles larger
than 1 inch in any dimension, to a height of 12 inches over the utility pipe or conduit.
1. Carefully compact initial backfill under pipe haunches and compact evenly up on both
sides and along the full length of utility piping or conduit to avoid damage or
displacement of piping or conduit. Coordinate backfilling with utilities testing.
F. Backfill voids with satisfactory soil while installing and removing shoring and bracing. 111
G. Place and compact final backfill of satisfactory soil to final subgrade elevation.
H. Install warning tape directly above utilities, 1 2 inches below finished grade, except 6 inches 1
below subgrade under pavements and slabs.
3.1 3 SOIL FILL 1
A. Plow, scarify, bench, or break up sloped surfaces steeper than 1 vertical to 4 horizontal so
fill material will bond with existing material.
B. Place and compact fill material in layers to required elevations as follows:
1. Under grass and planted areas, use satisfactory soil material.
2. Under walks and pavements, use satisfactory soil material.
3. Under steps and ramps, use engineered fill.
4. Under building slabs, use engineered fill.
S. Under footings and foundations, use engineered fill.
C. Place soil fill on subgrades free of mud, frost, snow, or ice.
D. Immediately prior to the placing of the fill materials, the entire area upon which the
embankment is to be placed, except where limited by rock, shall be scarified and broken by
means of a disc harrow or plow, or other approved equipment, to a depth of six inches.
Scarifying shall be done approximately parallel to the axis of the fill. All roots, debris, large
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I stone, or objectionable material that would cause interference with the compaction of the
foundation or fill shall be removed from the area and disposed of as specified.
E. The grading operations shall be conducted, and the various soil strata placed, to produce a
I soil structure as shown on the typical cross section or as specified. All materials entering the
embankment shall be reasonably free of organic matter such as leaves, grass, roots and
other objectionable material. Soil, granular material, and any other material permitted for
Iuse in embankment shall be spread in successive layers as specified.
F. Operations on earth work shall be suspended at any time when satisfactory results cannot
I be obtained because of rain, freezing weather, or other unsatisfactory conditions of the field.
The Contractor shall drag, blade, or slope the embankment to provide proper surface
drainage.
IG. The material in the layers shall be of the proper moisture content before rolling to obtain
the prescribed compaction. Wetting or drying of the material and manipulation when
necessary to secure a uniform moisture content throughout the layer shall be required.
I Should the material be too wet to permit proper compaction or rolling, all work on all
portions of the embankment thus affected shall be delayed until the material has dried to
the required moisture content. Sprinkling shall be done and approved equipment that will
I sufficiently distribute the water. Sufficient equipment to furnish the required water shall be
available at all times. Samples of all embankment materials for testing, both before and after
placement and compaction, will be taken at frequent intervals. From these test, corrections,
adjustments and modifications of methods, materials, and moisture content shall be made
Ito construct the embankment.
H. Subgrade and Building Pad Compaction shall be compacted as specified within the
I Geotechnical Report prepared by Geo-Design, included herein and shall be built to the
minimum section indicated on the construction plans.
I I. During construction of the embankment, the contractor shall route his equipment at all
times, both when loaded and when empty, over the layers s they are placed and shall
distribute the travel evenly over the entire width of the embankment. The equipment shall
be operated in such a manner that cemented gravel or other chunky soil material will be
Ibroken up into small particles and become incorporated with the other material in the layer.
J. In the construction of embankments, starting layers shall be placed in the deepest portion
I of the fill; as placement progresses, layers shall be constructed approximately parallel to the
finished pavement grade line.
I K. When rock and other embankment materials are excavated at approximately the same time,
the rock shall be incorporated into the outer portion of the embankment and the other
material shall be incorporated under the future paved areas. Stones or fragmentary rock
larger than eight (8) inches in their greatest dimension will not be allowed in the top one (1)
I foot of the subgrade. Rock fill shall be brought up on layers as specified or as directed and
every effort shall be exerted to fill the voids with the finer material to form a dense, compact
mass. Rocks or boulders shall not be disposed of outside the excavation or embankment
Iareas, except at places and in the manner designed by the Engineer.
L. Where embankments are constructed predominately of rock fragments, the thickness of
layers shall be as the Engineer may direct, but not greater than 18 inches. All voids between
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rocks, boulders, etc. shall be filled with earth material brought to optimum moisture content
and compacted as specified.
M. If in the opinion of the Engineer, the material is unstable, rolling shall continue until the
embankment is stable.
N. The Contractor shall be responsible for the stability of all embankments made under the
contract and shall replace any portion, which, in the opinion of the Engineer, has become
displaced due to carelessness or negligence on the part of the Contractor.
3.14 SOIL MOISTURE CONTROL 1
A. Uniformly moisten or aerate subgrade and each subsequent fill or backfill soil layer before
compaction to within 2 percent of optimum moisture content.
1. Do not place backfill or fill soil material on surfaces that are muddy, frozen, or contain
frost or ice.
2. Remove and replace, or scarify and air dry otherwise satisfactory soil material that
exceeds optimum moisture content by 2 percent and is too wet to compact to specified
dry unit weight.
3.15 COMPACTION OF SOIL BACKFILLS AND FILLS I
A. Place backfill and fill soil materials in layers not more than 8 inches in loose depth for
material compacted by heavy compaction equipment, and not more than 4 inches in loose
depth for material compacted by hand-operated tampers.
B. Place backfill and fill soil materials evenly on all sides of structures to required elevations,
and uniformly along the full length of each structure.
C. Compact soil materials to not less than the following percentages of maximum dry unit
weight according to ASTM D1557:
1. Under structures, building slabs, steps, and pavements, scarify and recompact top 12
inches of existing subgrade and each layer of backfill or fill soil material as outlined in
the Geotechnical Report.
2. Under walkways, scarify and recompact top 8 inches below subgrade and compact each
layer of backfill or fill soil material as outlined in the Geotechnical Report.
3. Under lawn or unpaved areas, scarify and recompact top 6 inches below subgrade and
compact each layer of backfill or fill soil material as outlined in the Geotechnical Report.
4. For utility trenches, compact each layer of initial and final backfill soil material as
outlined in the Geotechnical Report.
3.16 GRADING I
A. General: Uniformly grade areas to a smooth surface, free of irregular surface changes.
Comply with compaction requirements and grade to cross sections, lines, and elevations
indicated.
1. Provide a smooth transition between adjacent existing grades and new grades.
2. Cut out soft spots, fill low spots, and trim high spots to comply with required surface
tolerances.
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B. Site Grading: Slope grades to direct water away from buildings and to prevent ponding.
Finish subgrades to required elevations within the following tolerances:
1. Unstructured lawn or Unpaved Areas: Plus or minus 1 inch.
2. Walks: Plus or minus 1 /2 inch.
3. Pavements: Plus or minus 1 /4 inch.
4. Playfield surfaces: Plus or minus 1 /4 inch.
C. Grading inside Building Lines: Finish subgrade to a tolerance of 1 /4 inch when tested with
a 10-foot straightedge.
1 3.17 SUBSURFACE DRAINAGE
A. Subdrainage Pipe: Specified in Division 33 Section "Subdrainage."
B. Drainage Backfill: Place and compact filter material over subsurface drain, in width indicated,
to within 12 inches of final subgrade, in compacted layers 6 inches thick. Overlay drainage
backfill with 1 layer of subsurface drainage geotextile, overlapping sides and ends at least 6
1 inches.
1. Retain one of two options in subparagraph below if compaction of filter material is
required. In first option, revise percentage if required.
2. Compact each filter material layer to 85 percent of maximum dry unit weight according
to ASTM D698.
3.18 BASE COURSES
A. Place subbase and base course on subgrades free of mud, frost, snow, or ice.
B. On prepared subgrade, place base course under pavements and walks as follows:
1. Shape base course to required crown elevations and cross-slope grades.
2. Place base course 6 inches or less in compacted thickness in a single layer.
3. Place base course that exceeds 6 inches in compacted thickness in layers of equal
thickness, with no compacted layer more than 6 inches thick or less than 3 inches thick.
4. Compact base course at optimum moisture content to required grades, lines, cross
sections, and thickness to not less than 95 percent of maximum dry unit weight
according to ASTM D1557, as outlined in the Geotechnical Report.
3.19 DRAINAGE COURSE
A. Place drainage course on subgrades free of mud, frost, snow, or ice.
B. On prepared subgrade, place and compact drainage course under cast-in-place concrete
slabs-on-grade as follows:
1. Place drainage course 6 inches or less in compacted thickness in a single layer.
2. Place drainage course that exceeds 6 inches in compacted thickness in layers of equal
thickness, with no compacted layer more than 6 inches thick or less than 3 inches thick.
3. Compact each layer of drainage course to required cross sections and thicknesses as
outlined in the Geotechnical Report.
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3.20 FIELD QUALITY CONTROL I
A. Testing Agency: Owner will engage a qualified independent geotechnical engineering
testing agency to perform field quality-control testing.
B. Footing Subgrade: At footing subgrades, at least one test of each soil stratum will be
performed to verify design bearing capacities. Subsequent verification and approval of other
footing subgrades may be based on a visual comparison of subgrade with tested subgrade
when approved by Engineer.
C. Testing agency will test compaction of soils in place according to ASTM Dl 556,
ASTM D2167, ASTM D2922, and ASTM D2937, as applicable. Tests will be performed at the
following locations and frequencies:
1. Paved and Building Slab Areas: At subgrade and at each compacted fill and backfill
layer, at least 1 test for every 2000 sq. ft. or less of paved area or building slab, but in
no case fewer than 3 tests.
2. Trench Backfill: At each compacted initial and final backfill layer, at least 1 test for each
1 50 feet or less of trench length, but no fewer than 2 tests.
D. When testing agency reports that subgrades, fills, or backfills have not achieved degree of
compaction specified, scarify and moisten or aerate, or remove and replace soil to depth
required; re-compact and retest until specified compaction is obtained.
3.21 PROTECTION
A. Protecting Graded Areas: Protect newly graded areas from traffic, freezing, and erosion.
Keep free of trash and debris.
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B. Repair and reestablish grades to specified tolerances where completed or partially completed
surfaces become eroded, rutted, settled, or where they lose compaction due to subsequent
construction operations or weather conditions.
1. Scarify or remove and replace soil material to depth as directed by Engineer; reshape
and re-compact.
C. Where settling occurs before Project correction period elapses, remove finished surfacing, II
backfill with additional soil material, compact, and reconstruct surfacing.
1. Restore appearance, quality, and condition of finished surfacing to match adjacent
work, and eliminate evidence of restoration to greatest extent possible.
3.22 DISPOSAL OF SURPLUS AND WASTE MATERIALS
A. Disposal: Remove surplus satisfactory soil and waste material, including unsatisfactory soil, I
trash, and debris, and legally dispose of it off Owner's property.
3.23 EASEMENTS ,
A. Where portions of the work located on private property, easements and permits will be
obtained by the Owner. Easements shall provide for the use of property for construction
purposes to the extent indicated on the easements. Copies of these easements and permits
will be available from the Owner for inspection by the Contractor. It shall be the Contractor's
responsibility to determine the adequacy of the easement obtained in every case. The
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I Contractor shall confine his construction operations to within the easement limits or street
right-of-way limits or make special arrangements with the property owners for the
additional area required and notify the Engineer of any such conditions.
111 B. Any damage to private property, either inside or outside the limits of the easements provided
by the Owner, shall be the responsibility of the Contractor. Before final payment will the
authorized by the Engineer, the Contractor will be required to furnish the Owner with written
I releases from property owners where special agreements or easements have been obtained
by the Contractor or where the Contractor's operations for any reason, have not been kept
within the construction right-of-way obtained by the Owner. Any such special agreements
I must be in written form and shall not involve the Owner or Engineer as to liabilities in any
way.
I3.24 FINISHING:
A. Work under this specification is to be done after the earthwork has been substantially
completed and will involve any or all of the following items of work as may be applicable or
Ipertinent.
B. All side slopes in excavation and fills shall be trimmed and shaped as specified herein and
I shall be made free of all exposed roots and debris and of all stones exceeding two (2) inches
in size which are loose or liable to become loosened. Embankments need not be finished to
a fine degree of perfection, but shall be made as smooth, safe and slightly as practicable
I with the compatibility of materials used in construction of the embankments. If directed by
the Engineer, embankment slopes flatter than four to one and constructed of rocky material
shall be covered with a layer of earth, talus or other fine material
I C. In the vicinity of bridge ends, culvert ends, inlets, walls, etc., all extraneous matter shall be
removed and the areas shaped and trimmed as directed. All sewers, culverts, drains and
their appurtenances constructed under the contract shall be cleaned out.
iD. All materials removed in connection with the above operations shall be disposed of in a
manner satisfactory to the Engineer.
IEND OF SECTION
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SECTION 31 21 13 - RADON MITIGATION
PART 1 GENERAL
1 .1 SUMMARY
A. Provide all work necessary to reduce and maintain radon concentration levels within the
building. Provide mitigation system shop drawings and installation, and perform post-
mitigation testing and monitoring for radon.
1 .2 REFERENCES
A. The publications listed below form a part of this specification to the extent referenced.
The publications are referred to within the text by the basic designation only.
1 . AIR MOVEMENT AND CONTROL ASSOCIATION INTERNATIONAL (AMCA)
a. AMCA 210 (2016) Laboratory Methods of Testing Fans for Aerodynamic
Performance Rating
2. ASTM INTERNATIONAL (ASTM)
a. ASTM B209 (2014) Standard Specification for Aluminum and Aluminum-Alloy
Sheet and Plate
b. ASTM B209M (2014) Standard Specification for Aluminum and Aluminum-Alloy
Sheet and Plate (Metric)
c. ASTM C645 (2014; E 201 5) Nonstructural Steel Framing Members
d. ASTM C834 (2014) Latex Sealants
e. ASTM C920 (2014a) Standard Specification for Elastomeric Joint Sealants
f. ASTM D2665 (2014) Standard Specification for Poly (Vinyl Chloride) (PVC) Plastic
Drain, Waste, and Vent Pipe and Fittings
3. NATIONAL ELECTRICAL MANUFACTURERS ASSOCIATION (NEMA)
a. NEMA MG 1 (2016) Motors and Generators
4. NATIONAL FIRE PROTECTION ASSOCIATION (NFPA)
a. NFPA 70 (201 7) National Electrical Code
5. SHEET METAL AND AIR CONDITIONING CONTRACTORS' NATIONAL ASSOCIATION
(SMACNA)
a. SMACNA 1 378 (1 995) Thermoplastic Duct (PVC) Construction Manual, 2nd
Edition
6. U.S. ENVIRONMENTAL PROTECTION AGENCY (EPA)
a. EPA 402-R-92-004 (1 992) Indoor Radon and Radon Decay Product Measurement
Device Protocols
b. EPA 402-R-92-014 (1993) Radon Measurement in Schools
c. EPA 402-R-93-003 (1993) Protocols for Radon and Radon Decay Product
Measurements in Homes
d. EPA 402-R-93-078 (1993; R 1994) Radon Mitigation Standards
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e. EPA 625-R-92-016 (1993; Am 1994) Radon Prevention in Design and
Construction of Schools and Other Large Buildings
f. EPA 625-R-93-01 1 (1993) Radon Reduction Technique for Existing Detached
Houses: Technical Guidance for Active Soil Depressurization Systems
1 .3 DEFINITIONS ,
A. Short Term Radon Detectors I
1 . Charcoal, electret ion chamber, or approved equivalent. Devices capable of sensing
and recording the presences of radon during a time period of 48 hours to 90 days
which when analyzed provide a numeric value, measured in Bq/cu m pCi/L, for radon
concentrations during the time exposed.
B. Suction Hole I
1 . Location at which vacuum is created for sub-slab communication testing.
C. Suction Point I
1 . Vertical standpipe penetrating into the soil gas environment containing radon and
serving as the conduit to exhaust radon gas to the atmosphere. I
D. Test Hole
1 . Location at which pressure readings are taken during sub-slab communication I
testing. Readings are used to evaluate potential effectiveness of a sub-slab
depressurization system.
1 .4 SYSTEM DESCRIPTION AND REQUIREMENTS
A. Performance Requirements i
1 . Radon mitigation systems shall reduce and maintain radon concentration levels below
148 Bq/cu m 4.0 pCi/L in various buildings specified herein. Test, design and
construct radon mitigation systems in accordance with EPA 402-R-93-078, EPA 402-
R-93-003, EPA 402-R-92-004 and as specified herein. Additional guidance for
testing, designing and constructing radon mitigation systems is contained in EPA I
625-R-92-016 and EPA 625-R-93-011 .
B. Criteria for Pricing Diagnostic Testing and Suction Points I
1 . For purposes of uniformly pricing diagnostic testing and the number of suction
points to be constructed, base prices on the minimum requirements specified in
Attachment B, located at the end of this section. Test locations, suction point
locations, pipe sizes, number of fans and discharge points to the building exterior,
routing of the radon mitigation systems piping, provision of associated enclosures, I
and all other work necessary to achieve the desired results specified are the
Contractor's responsibility and shall be based on the requirements and restrictions, if
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any, specified herein. NOTE: The number of suction points for each building specified
in Attachment B are the recommended number based on existing information and are
provided for pricing purposes only. The actual number of suction points required may
be more or less depending on the results of the site investigations, effectiveness of
sub-slab communication, diagnostic testing, and post mitigation testing and
monitoring.
1 .5 SUBMITTALS
A. Submit the following in accordance with Division 01 .
1 . Radon mitigation systems
2. Radon mitigation systems enclosures
3. SD-03 Product Data
4. Radon mitigation systems components
5. Radon mitigation systems enclosure components
1 6. Radon diagnostic testing devices
7. SD-06 Test Reports
' 8. Post mitigation testing
9. SD-07 Certificates
10. Worker protection plan
11 . SD-08 Manufacturer's Instructions
1 2. SD-10 Operation and Maintenance Data
1 3. SD-11 Closeout Submittals
1 14. Radon Detector Location Log
1 5. Proof of current calibration for testing devices
1 .6 RADON DETECTOR LOCATION LOG
A. Prepare and provide to the engineering project manager a Radon Detector Location Log
for each building detailing the identity and location of each short term radon detector.
Prepare the log using copies of the "Device Placement Log" contained in EPA 402-R-92-
014, and provide the appropriate information as line items. In addition to the log, on a
copy of the building floor plans, locate and identify each short term and long term
detector.
1 .7 WORKER HEALTH AND SAFETY
A. Provide in accordance with EPA 402-R-93-078. Prepare a worker protection plan in
accordance with EPA 402-R-93-078.
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1 .8 QUALITY ASSURANCE
A. Contractor Qualifications and Experience
1 . Within 15 days after award, submit written evidence or data demonstrating that the
Contractor and/or one or more subcontractors employed by the Contractor possess
the qualifications and experience specified below.
a. Contractor Qualifications
1) The person responsible for diagnostic testing, design, construction and on-
site supervision, as required by the specifications, shall have successfully
completed the requirements of and shall be maintaining a current listing in
the USEPA RCP Program. Alternatively, in a State with legislation requiring
mandatory credentialing for this work, compliance with the State legislation
is acceptable. Evidence showing successful completion of the requirements I
of the USEPA National RCP Program shall include copy of current, valid
USEPA RCP photo identification card or equivalent documentation issued by
the State.
2. Contractor Experience
a. Submit written evidence demonstrating that the Contractor has successfully
installed at least five radon mitigation systems of the same or similar to the type
required herein. Experience proof shall include but not be limited to:
1) a. The contract name and number, completion dates of the project and the '
total cost of the project;
2) b. The names, telephone numbers and fax number of the facility or
installation for whom the radon mitigation system design, construction
and/or testing were performed;
3) c. The name, telephone number and fax number of a supervisory level point
of contact at each facility or installation who has knowledge of the
Contractor's performance.
B. Testing Laboratory
1 . Submit testing laboratory certification as proof that the testing laboratory performing
radon detector analysis has successfully completed the requirements of the USEPA
Radon Measurement Proficiency (RMP) Program and is qualified and authorized to
perform such analysis. Alternatively, in a State with legislation requiring mandatory
credentialing for this work, compliance with the State legislation is acceptable.
C. Diagnostic Testing Equipment
1 . Submit proof of current calibration for testing devices used in performing diagnostic
testing.
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D. On-Site Supervision
1 . No work at the site will be permitted without the presence of a person possessing the
qualifications specified elsewhere in this section, namely USEPA RCP listing or the
State equivalent, where applicable.
1 .9 DELIVERY, STORAGE AND HANDLING
A. Delivery of Products
1 . Deliver materials to the site in an undamaged condition. Deliver proprietary items in
' manufacture's original unopened and undamaged containers of packages with
manufacture's name and brand and other pertinent data such as specification
number, type, and class, date of manufacture. Schedule deliveries of materials to
coincide with scheduled installation.
B. Storage and Handling
1 1 . Carefully store materials off the ground to provide proper ventilation, drainage and
protection against weather and dampness. Protect materials from marring, staining,
' rust, damage and overload and from contaminants such as grease, oil and dirt. Store
materials at temperatures recommended by the manufacturer. Handle material to
avoid damage such as chipping and breaking. Replace damaged material.
PART 2 PRODUCTS
2.1 RADON MITIGATION SYSTEMS
A. System Performance
I1 . Radon mitigation systems shall reduce and maintain radon concentration levels below
148 Bq/cu m 4.0 pCi/L after activation for active mitigation systems and at all times
for passive mitigation systems.
1 2. System Piping
a. Route radon mitigation systems piping so as not to interfere with the daily
operations and functions of the building occupants. Keep visibility of the
systems to a minimum. Enclose each radon mitigation system in occupied
spaces, however, all operating components shall be accessible for maintenance
and repair. All spaces shall be considered to be occupied spaces except for
mechanical and electrical rooms, warehouses, storerooms,janitor closets, crawl
spaces, and attic spaces. Enclosures are not required for portions of systems
installed above suspended acoustical ceilings.
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3. System Outlet Location
a. Mitigation system discharge points shall be as specified in EPA 402-R-93-078.
Prevent foreign objects from entering the outlet. Rain caps are not permitted.
Maintain water tight seal through all penetrations to the building exterior.
Discharge 10 feet minimum from operable doors, windows, roof access panels 1
and mechanical air intakes into the building. Comply with local building codes.
4. System Failure Warning Monitor
a. Provide a means to detect and announce each radon mitigation system failure.
System failure is defined as:
1) System blockage: foreign debris, etc. High static pressure alarm. (active
systems only)
2) Mechanical failure: fan or other mechanical failure. (active systems only)
b. Provide an audio or visual annunciator device to indicate system failure and 1
locate the annunciator device in an occupied space. Conform to the requirements
of EPA 402-R-93-078.
5. Air Cleaners
a. Air cleaners shall NOT be used as a radon reduction method.
6. Back Drafting I
a. Radon mitigation system shall NOT cause back drafting of building chimneys.
B. Radon Mitigation Systems Components I
1 . Mechanical and electrical materials, fabrication, construction and installation shall
conform to the following industry standards:
a. Poly vinyl chloride (PVC) Piping: ASTM D2665, Schedule 40.
b. In-line Tubular Centrifugal Fans: AMCA 210 and UL listed. (for active systems
only)
c. Electrical Work: NFPA 70, NEMA MG 1 and EPA 402-R-93-078, No. 12 AWG
minimum wire size, solid copper installed in EMT or surface metal raceway. (for
active systems only) I
d. Mechanical Work: ICC IMC, ICC UMC, SMACNA 1378 and EPA 402-R-93-078.
e. Sealants: ASTM C920, polyurethane, Type S, Grade P for horizontal application,
Grade NS for vertical application, Class 25, Use T.
f. Crawl space soil-gas retarder membrane: see architectural specifications.
g. Mock Downspouts and Fittings: Aluminum, ASTM B209M ASTM B209, minimum I
0.81 mm 0.032 inch thick, color to match existing. Seal seams and joints. Use
downspout only on the building exterior above the fan with appropriate round to
downspout shape PVC adapter. 1
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2.2 RADON MITIGATION SYSTEMS ENCLOSURES
A. Radon mitigation systems enclosure components, materials, fabrication, construction and
installation for concrete, wood studs and furring, metal studs and furring, gypsum
1 wallboard, sealants and painting shall conform to the requirements specified in the
respective specification sections addressing this work contained in the project
specification.
PART 3 EXECUTION
3.1 RADON TESTING
A. Perform radon testing in accordance with EPA 402-R-93-003 and EPA 402-R-92-004.
B. As a minimum, perform one diagnostic test per passive or active system in the area served
by each system. Each sub-slab communication test shall include a suction hole and at
least four test holes. Use non-shrink grout to repair all holes resulting from diagnostic
testing and restore floor and wall finishes to match existing adjacent surfaces.
' 3.2 RADON MITIGATION SYSTEMS INSTALLATION
' A. Installation
1 . Provide radon mitigation systems as indicated in the approved design drawings, as
specified in EPA 402-R-93-078 and as required by the specifications and standards
referenced herein for the respective materials using workmen skilled in the trades
involved. Install piping plumb and parallel to existing walls, partitions and ceilings as
appropriate, slope horizontal runs to drain, and secure in place in a rigid and
substantial manner.
2. Seal new and existing floor slab penetrations in accordance with EPA 402-R-93-078
and as specified herein. Prevent entry of soil gas into the building and exhausting of
conditioned air via the radon mitigation system. Seal cracks and openings around
floor slab penetrations with polyurethane sealant. Provide backer rod or comparable
filler material as required. Insure that all penetrations to the building exterior are
weathertight.
3. Lay work out in advance. Exercise care where cutting, channeling, chasing or drilling
floors, walls, partitions, ceilings or other surfaces as necessary for proper installation,
support or anchorage. Patch and repair damage to buildings, piping and equipment
using workmen skilled in the trades involved.
4. As part of the site investigation, the Contractor shall identify furniture, carpeting or
other portable materials and equipment which must be relocated to provide for the
installation of the radon mitigation systems, if any.
' B. Supervision
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1 . Installation of the radon mitigation systems shall be supervised by the RCP listed
individual responsible for the design of the systems.
C. Electrical Work
1 . NFPA 70 and EPA 402-R-93-078, No. 12 AWG minimum wire size, solid copper
installed in EMT or surface metal raceway.
D. Mechanical Work ,
1 . ICC IMC, ICC UMC, SMACNA 1378 and EPA 402-R-93-078.
E. System Identification I
1 . Label all components of the radon mitigation systems including, but not limited to,
piping (every ten feet), enclosures, fans, electrical conduit (every 3 meters ten feet)
and circuit breakers. Labels shall read:
2. "Radon Reduction System"
3.3 RADON MITIGATION SYSTEM ENCLOSURES INSTALLATION
A. Provide enclosures as indicated in the approved design drawings and as required by the
specifications and standards referenced herein for the respective materials using workmen
skilled in the trades involved. Install enclosures plumb, level and parallel to existing walls,
partitions and ceilings as appropriate, and secure in place in a rigid and substantial
manner.
3.4 FIELD QUALITY CONTROL 1
A. Radon Mitigation System Inspection
1 . Each system shall be inspected and approved in writing by the RCP listed individual
responsible for the design of the system. Verify the presence of fire stops.
Deficiencies shall be corrected by the Contractor at no additional cost to the Owner. I
B. Post Mitigation Testing and Monitoring
1 . Perform post mitigation radon testing in the buildings as specified in EPA 402-R-93- I
078 and herein.
a. Short Term
1) Test each radon mitigation system for effectiveness no sooner than 24
hours nor later than 15 days after activation of the radon mitigation system.
Provide short term radon detectors (charcoal, electret ion chamber or
approved equivalent) at the rate of one detector per 186 square meters
2,000 square feet but not less than one detector per enclosed space, except
for closets. On copies of the building floor plans, locate and identify each ,
short term detector and provide short term detector data on copies of the
"Device Placement Log" contained in EPA 402-R-92-014.
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2) At the end of the testing period, the Contractor shall collect the detectors
I and send the detectors to the testing laboratory for analysis.
3) Provide radon test results of the effectiveness of the mitigation systems not
later than 30 days after collecting the detectors.
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END OF SECTION
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SECTION 33 05 00 - COMMON WORK RESULTS FOR UTILITIES
PART 1 GENERAL
1 1.1 RELATED DOCUMENTS
' A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. This Section includes the following:
1. Piping joining materials.
2. Transition fittings.
3. Sleeves.
4. Identification devices.
' S. Grout.
6. Flowable fill.
7. Piped utility demolition.
8. Piping system common requirements.
9. Equipment installation common requirements.
10. Concrete bases.
1. Metal supports and anchorages.
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1.3 DEFINITIONS
' A. Exposed Installations: Exposed to view outdoors or subject to outdoor ambient temperatures
and weather conditions.
B. Concealed Installations: Concealed from view and protected from weather conditions and
physical contact by building occupants but subject to outdoor ambient temperatures.
Examples include installations within unheated shelters.
' C. ABS: Acrylonitrile-butadiene-styrene plastic.
D. CPVC: Chlorinated polyvinyl chloride plastic.
E. PE: Polyethylene plastic.
' F. PVC: Polyvinyl chloride plastic.
1.4 ACTION SUBMITTALS
A. Product Data: For the following:
1. Identification devices.
1.5 INFORMATIONAL SUBMITTALS
A. Welding certificates.
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1.6 QUALITY ASSURANCE I
A. Steel Support Welding: Qualify procedures and personnel according to AWS D1 .1 /D1 .1 M,
"Structural Welding Code - Steel."
B. Steel Piping Welding: Qualify processes and operators according to ASME Boiler and Pressure
Vessel Code: Section IX, "Welding and Brazing Qualifications."
1. Comply with provisions in ASME B31 Series, "Code for Pressure Piping."
2. Certify that each welder has passed AWS qualification tests for welding processes
involved and that certification is current.
C. Comply with ASME A13.1 for lettering size, length of color field, colors, and viewing angles
of identification devices.
1.7 DELIVERY, STORAGE, AND HANDLING
A. Deliver pipes and tubes with factory-applied end caps. Maintain end caps through shipping,
storage, and handling to prevent pipe end damage and to prevent entrance of dirt, debris,
and moisture.
B. Store plastic pipes protected from direct sunlight. Support to prevent sagging and bending. I
1.8 COORDINATION
A. Coordinate installation of required supporting devices and set sleeves in poured-in-place ,
concrete and other structural components as they are constructed.
B. Coordinate installation of identifying devices after completing covering and painting if
devices are applied to surfaces.
C. Coordinate size and location of concrete bases. Formwork, reinforcement, and concrete I
requirements are specified in Section 033000 "Cast-in-Place Concrete." PRODUCTS
1.9 PIPING JOINING MATERIALS '
A. Pipe-Flange Gasket Materials: Suitable for chemical and thermal conditions of piping system
contents.
1. ASME B16.21 , nonmetallic, flat, asbestos free, 1 /8-inch (3.2-mm) maximum thickness,
unless otherwise indicated.
a. Full-Face Type: For flat-face, Class 125, cast-iron and cast-bronze flanges.
b. Narrow-Face Type: For raised-face, Class 250, cast-iron and steel flanges.
2. AWWA C110, rubber, flat face, 1 /8 inch thick, unless otherwise indicated; and full-face
or ring type, unless otherwise indicated.
B. Flange Bolts and Nuts: ASME B18.2.1 , carbon steel, unless otherwise indicated.
C. Plastic, Pipe-Flange Gasket, Bolts, and Nuts: Type and material recommended by piping
system manufacturer, unless otherwise indicated.
D. Solder Filler Metals: ASTM B32, lead-free alloys. Include water-flushable flux according to
ASTM B813.
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' E. Brazing Filler Metals: AWS A5.8, BCuP Series, copper-phosphorus alloys for general-duty
brazing, unless otherwise indicated; and AWS A5.8, BAg1 , silver alloy for refrigerant piping,
unless otherwise indicated.
F. Welding Filler Metals: Comply with AWS D10.12/D10.12M for welding materials appropriate
for wall thickness and chemical analysis of steel pipe being welded.
' G. Solvent Cements for Joining Plastic Piping:
1. ABS Piping: ASTM D2235.
2. CPVC Piping: ASTM F493.
' 3. PVC Piping: ASTM D2564. Include primer according to ASTM F656.
4. PVC to ABS Piping Transition: ASTM D31 38.
' H. Fiberglass Pipe Adhesive: As furnished or recommended by pipe manufacturer.
1.10 TRANSITION FITTINGS
A. Transition Fittings, General: Same size as, and with pressure rating at least equal to and with
ends compatible with, piping to be joined.
' B. Transition Couplings NPS 1-1 /2 (DN 40) and Smaller:
1. Underground Piping: Manufactured piping coupling or specified piping system fitting.
2. Aboveground Piping: Specified piping system fitting.
' C. AWWA Transition Couplings NPS 2 (DN 50) and Larger:
1. Description: AWWA C219, metal sleeve-type coupling for underground pressure piping.
' D. Plastic-to-Metal Transition Fittings:
1. Description: [CPVC] [CPVC and PVC] [PVC] one-piece fitting with manufacturer's
Schedule 80 equivalent dimensions; one end with threaded brass insert, and one
' solvent-cement-joint[ or threaded] end.
E. Plastic-to-Metal Transition Unions:
' 1. Description: MSS SP-107, [CPVC] [CPVC and PVC] [PVC] four-part union. Include
brass[ or stainless-steel] threaded end, solvent-cement-joint[ or threaded] plastic end,
rubber 0-ring, and union nut.
' F. Flexible Transition Couplings for Underground Nonpressure Drainage Piping:
1. Description: ASTM C1173 with elastomeric sleeve, ends same size as piping to be
joined, and corrosion-resistant metal band on each end.
' 1.11 SLEEVES
' A. Mechanical sleeve seals for pipe penetrations are specified in Section 22 05 17 "Sleeves and
Sleeve Seals for Plumbing Piping."
B. Galvanized-Steel Sheet Sleeves: 0.0239-inch (0.6-mm) minimum thickness; round tube
' closed with welded longitudinal joint.
C. Steel Pipe Sleeves: ASTM A53/A53M, Type E, Grade B, Schedule 40, galvanized, plain ends.
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D. Cast-Iron Sleeves: Cast or fabricated "wall pipe" equivalent to ductile-iron pressure pipe,
with plain ends and integral waterstop, unless otherwise indicated.
E. Molded PVC Sleeves: Permanent, with nailing flange for attaching to wooden forms.
F. PVC Pipe Sleeves: ASTM D1785, Schedule 40.
G. Molded PE Sleeves: Reusable, PE, tapered-cup shaped, and smooth outer surface with nailing
flange for attaching to wooden forms.
1.12 GROUT ,
A. Description: ASTM C1107, Grade B, nonshrink and nonmetallic, dry hydraulic-cement grout.
1. Characteristics: Post hardening, volume adjusting, nonstaining, noncorrosive,
nongaseous, and recommended for interior and exterior applications.
2. Design Mix: 5000-psi (34.5-MPa), 28-day compressive strength.
3. Packaging: Premixed and factory packaged.
1.13 FLOWABLE FILL
A. Description: Low-strength-concrete, flowable-slurry mix.
1. Cement: ASTM C 150, Type I, portland.
2. Density: [1 1 5- to 145-lb/cu. ft. (1840- to 2325-kg/cu. m).]
3. Aggregates: ASTM C33, natural sand, fine and crushed gravel or stone, coarse.
4. Aggregates: ASTM C33, natural sand, fine.
5. Admixture: ASTM C618, fly-ash mineral.
6. Water: Comply with ASTM C94/C94M.
7. Strength: [100 to 200 psig (690 to 1380 kPa)] at 28 days.
PART 2 EXECUTION
2.1 PIPED UTILITY DEMOLITION
A. Refer to Section 02 41 19 "Selective Demolition" for general demolition requirements and
procedures.
B. Disconnect, demolish, and remove piped utility systems, equipment, and components
indicated to be removed.
1. Piping to Be Removed: Remove portion of piping indicated to be removed and cap or
plug remaining piping with same or compatible piping material.
2. Piping to Be Abandoned in Place: Drain piping. Fill abandoned piping with flowable fill,
and cap or plug piping with same or compatible piping material.
3. Equipment to Be Removed: Disconnect and cap services and remove equipment.
4. Equipment to Be Removed and Reinstalled: Disconnect and cap services and remove,
clean, and store equipment; when appropriate, reinstall, reconnect, and make
operational.
5. Equipment to Be Removed and Salvaged: Disconnect and cap services and remove
equipment and deliver to Owner.
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' C. If pipe, insulation, or equipment to remain is damaged in appearance or is unserviceable,
remove damaged or unserviceable portions and replace with new products of equal capacity
and quality.
2.2 PIPING INSTALLATION
' A. Install piping according to the following requirements and utilities Sections specifying piping
systems.
B. Drawing plans, schematics, and diagrams indicate general location and arrangement of
piping systems. Indicated locations and arrangements were used to size pipe and calculate
friction loss, expansion, pump sizing, and other design considerations. Install piping as
indicated unless deviations to layout are approved on the Coordination Drawings.
C. Install piping indicated to be exposed and piping in equipment rooms and service areas at
right angles or parallel to building walls. Diagonal runs are prohibited unless specifically
indicated otherwise.
' D. Install piping to permit valve servicing.
' E. Install piping at indicated slopes.
F. Install piping free of sags and bends.
G. Install fittings for changes in direction and branch connections.
H. Select system components with pressure rating equal to or greater than system operating
' pressure.
I. Sleeves are not required for core-drilled holes.
' J. Permanent sleeves are not required for holes formed by removable PE sleeves.
K. Install sleeves for pipes passing through concrete and masonry walls and concrete floor and
roof slabs.
1. Cut sleeves to length for mounting flush with both surfaces.
a. Exception: Extend sleeves installed in floors of equipment areas or other wet areas
' [2 inches (50 mm)] above finished floor level.
2. Install sleeves in new walls and slabs as new walls and slabs are constructed.
a. [PVC] [Steel] Pipe Sleeves: For pipes smaller than NPS 6 (DN 1 50).
b. Steel Sheet Sleeves: For pipes NPS 6(DN 1 50)and larger, penetrating gypsum-board
partitions.
L. Verify final equipment locations for roughing-in.
' M. Refer to equipment specifications in other Sections for roughing-in requirements.
2.3 PIPING JOINT CONSTRUCTION
A. Join pipe and fittings according to the following requirements and utilities Sections
specifying piping systems.
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B. Ream ends of pipes and tubes and remove burrs. Bevel plain ends of steel pipe.
C. Remove scale, slag, dirt, and debris from inside and outside of pipe and fittings before
assembly.
D. Threaded Joints: Thread pipe with tapered pipe threads according to ASME B1.20.1 . Cut
threads full and clean using sharp dies. Ream threaded pipe ends to remove burrs and
restore full ID.Join pipe fittings and valves as follows:
1. Apply appropriate tape or thread compound to external pipe threads unless dry seal
threading is specified.
2. Damaged Threads: Do not use pipe or pipe fittings with threads that are corroded or
damaged. Do not use pipe sections that have cracked or open welds.
E. Welded Joints: Construct joints according to AWS D10.1 2/D10.12M, using qualified
processes and welding operators according to Part 1 "Quality Assurance" Article.
F. Flanged Joints: Select appropriate gasket material, size, type, and thickness for service
application. Install gasket concentrically positioned. Use suitable lubricants on bolt threads.
G. Grooved Joints: Assemble joints with grooved-end pipe coupling with coupling housing,
gasket, lubricant, and bolts according to coupling and fitting manufacturer's written
instructions.
H. Soldered Joints: Apply ASTM B813 water-flushable flux, unless otherwise indicated, to tube
end. Construct joints according to ASTM B828 or CDA's "Copper Tube Handbook," using
lead-free solder alloy (0.20 percent maximum lead content) complying with ASTM B32.
I. Brazed Joints: Construct joints according to AWS's "Brazing Handbook," "Pipe and Tube"
Chapter, using copper-phosphorus brazing filler metal complying with AWS A5.8.
J. Pressure-Sealed Joints: Assemble joints for plain-end copper tube and mechanical pressure
seal fitting with proprietary crimping tool to according to fitting manufacturer's written
instructions.
K. Plastic Piping Solvent-Cemented Joints: Clean and dry joining surfaces.Join pipe and fittings
according to the following:
1. Comply with ASTM F402 for safe-handling practice of cleaners, primers, and solvent
cements.
2. ABS Piping:Join according to ASTM D2235 and ASTM D2661 appendixes.
3. CPVC Piping:Join according to ASTM D2846/D2846M Appendix.
4. PVC Pressure Piping: Join schedule number ASTM D1785, PVC pipe and PVC socket
fittings according to ASTM D2672. Join other-than-schedule-number PVC pipe and
socket fittings according to ASTM D2855.
S. PVC Nonpressure Piping:Join according to ASTM D2855.
6. PVC to ABS Nonpressure Transition Fittings:Join according to ASTM D3138 Appendix. '
L. Plastic Pressure Piping Gasketed Joints:Join according to ASTM D3139.
M. Plastic Nonpressure Piping Gasketed Joints:Join according to ASTM D3212.
N. Plastic Piping Heat-Fusion Joints: Clean and dry joining surfaces by wiping with clean cloth
or paper towels.Join according to ASTM D2657.
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' 1. Plain-End PE Pipe and Fittings: Use butt fusion.
2. Plain-End PE Pipe and Socket Fittings: Use socket fusion.
' O. Bonded Joints: Prepare pipe ends and fittings, apply adhesive, and join according to pipe
manufacturer's written instructions.
' 2.4 PIPING CONNECTIONS
A. Make connections according to the following, unless otherwise indicated:
1. Install unions, in piping NPS 2 (DN 50) and smaller, adjacent to each valve and at final
' connection to each piece of equipment.
2. Install flanges, in piping NPS 2-1 /2 (DN 65) and larger, adjacent to flanged valves and
at final connection to each piece of equipment.
' 3. Install dielectric fittings at connections of dissimilar metal pipes.
2.5 EQUIPMENT INSTALLATION
' A. Install equipment level and plumb, unless otherwise indicated.
B. Install equipment to facilitate service, maintenance, and repair or replacement of
' components. Connect equipment for ease of disconnecting, with minimum interference with
other installations. Extend grease fittings to an accessible location.
' C. Install equipment to allow right of way to piping systems installed at required slope.
2.6 CONCRETE BASES
' A. Concrete Bases: Anchor equipment to concrete base according to equipment manufacturer's
written instructions and according to seismic codes at Project.
1. Construct concrete bases of dimensions indicated, but not less than 4 inches (100 mm)
larger in both directions than supported unit.
2. Install dowel rods to connect concrete base to concrete floor. Unless otherwise
indicated, install dowel rods on 18-inch (450-mm) centers around the full perimeter of
base.
3. Install epoxy-coated anchor bolts for supported equipment that extend through
concrete base, and anchor into structural concrete floor.
4. Place and secure anchorage devices. Use supported equipment manufacturer's setting
drawings, templates, diagrams, instructions, and directions furnished with items to be
embedded.
5. Install anchor bolts to elevations required for proper attachment to supported
equipment.
6. Install anchor bolts according to anchor-bolt manufacturer's written instructions.
7. Use [3000-psi (20.7-MPa)] 28-day compressive-strength concrete and reinforcement
as specified in [Section 03 30 00 "Cast-in-Place Concrete."] [Section 03 30 53
"Miscellaneous Cast-in-Place Concrete."]
' 2.7 GROUTING
A. Mix and install grout for equipment base bearing surfaces, pump and other equipment base
plates, and anchors.
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B. Clean surfaces that will come into contact with grout.
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C. Provide forms as required for placement of grout.
D. Avoid air entrapment during placement of grout.
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E. Place grout, completely filling equipment bases.
F. Place grout on concrete bases and provide smooth bearing surface for equipment. I
G. Place grout around anchors.
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H. Cure placed grout.
END OF SECTION
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1 SECTION 33 14 16 - WATER DISTRIBUTION PIPING
PART 1 GENERAL
1.1 1 .1 SUMMARY
A. This section specifies requirements for water line distribution piping.
1. Pipe and fittings for potable water line and fire water line.
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1.2 1 .2 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
B. Related Sections
1. Section 31 23 17 Trenching
C. AWWA - American Water Works Association.
13 1 .3 SUBMITTALS
A. Section 01 33 00 - Submittal Procedures: Requirements for submittals.
B. Product Data: Submit data on pipe materials, pipe fittings, valves, lids and accessories.
C. Manufacturer's Certificate: Certify products meet or exceed specified requirements.
D. Project Record Documents: Record as-constructed locations of piping mains, valves,
connections, thrust restraints, and invert elevations.
E. Identify and describe unexpected variations to subsoil conditions or discovers of uncharted
utilities.
1.4 1.4 QUALITY ASSURANCE
A. A. Perform Work in accordance with Uniform Pluming Code and local water authority.
1.5 1.5 DELIVERY, STORAGE, AND HANDLING
A. Deliver and store valves in shipping containers with manufacturer's name and pressure
rating labeling in place.
B. Store pipe and pipe materials in designated areas on-site.
C. Store polyethylene materials out of sunlight.
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PART 2 PRODUCTS ,
2.1 2.1 WATER PIPING
A. Public Water mains 6" and larger. I
1. Push-on joint Ductile Iron Pipe, Class 52, cement-mortar lined conforming to
ANSI/AWWA Cl 51 /A 21 .51 and ANSI A21 .1 1 . Rubber ring gaskets shall conform to ANSI
A21 .11, suitable for the specified pipe sizes and pressures. Fitting joints shall be
mechanical joint ends.
B. Private water lines 4" and larger
1. Push-on joint Ductile Iron Pipe, Class 52, cement-mortar lined conforming to
ANSI/AWWA Cl 51 /A 21 .51 and ANSI A21 .11 . Rubber ring gaskets shall conform to ANSI
A21 .11, suitable for the specified pipe sizes and pressures. Fitting joints shall be
mechanical joint ends.
2. PVC AWWA C-900 and AWWA C905, designated for potable water use. Class DR 18, 1 50
psi, and DR 14, 200 psi.
C. Private water lines 2" and smaller
1. PVC Schedule 40 designated for potable water use.
2. Copper pipe type K I
2.2 FITTINGS
A. Ductile Iron Fittings shall conform to ANSI / AWWA C110 / A21.10 and/or ANSI / AWWA I
Cl 53/A 21 .53. Fitting joints shall have mechanical joint (MJ) ends.
B. Mechanical Joint Fittings and Restraints
1. Mechanical joint fittings shall be ductile iron short pattern.
2. Fittings shall conform to ANSI / AWWA Cl 10 / A21.10 and shall be of a class at least
equal to that of the adjacent pipe.
3. Bolts shall be domestic Cor-Ten or ductile iron tee-head bolts.
4. Mechanical Joint Restraints.
a. The restraint shall be MEGALUG Series 1100 restraint device as manufactured by
EBAA Iron, Inc.
C. Flanged Fittings
1. Flanged fittings shall conform to ANSI / AWWA C110/A21.10 and shall be faces and
drilled Class 124 flanges that match ANSI B16.1 fittings.
2. Flanged fittings shall be ductile iron
3. Flange bolts and nuts shall be Grade 304 or 316 stainless steel with standard course
threads. Threads on bolts and nuts shall be coated with a food grade anti-seize material
to prevent thread galling.
D. Gaskets I
1. Gasket material for flanged joints in ductile iron pipe shall consist of 1 /8-inch thick,
full-face one-piece, cloth inserted, rubber gaskets conforming to section 4 of ANSI/
AWWA C207 and ANSI B16.21 .
E. Restrained Joints
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1. Joints shall be restrained using either mechanical joint restraints or Field LokTM (Tyton),
FastiteTM (American) gaskets.
2. Thrust block and straddle block materials shall be 3,500 psi minimum compressive
strength concrete.
2.3 VALVES AND VALVE BOXES
A. For 1" Water Line Valve, use 1" brass ball valve with drain on building side of valve per local
plumbing code.
B. Use Brooks 37MB 12" x 20" Concrete Box or equal for Water Gate Valve.
PART 3 EXECUTION
3,1 PREPARATION
A. Verify existing utility water main size, location and inverts are as indicated on the Drawings.
1 3.2 EXCAVATION
A. Excavate pipe trench in accordance with Section 31 23 17 Trenching. Hand trim excavation
for accurate placement of pipe to elevations indicated on Drawings.
3.3 INSTALLATION
A. Install ductile iron pipe and fittings in accordance with AWWA C600 and manufactures'
instructions.
B. Install PVC pipe in accordance with AWWA C605 and manufactures' instructions.
C. Install access lid and value boxes as required to provide access to valves.
3.4 DISINFECTION AND TESTING
A. Disinfection and testing shall be in conformance with local water district standards.
END OF SECTION
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SECTION 33 31 13 - SANITARY SEWER GRAVITY PIPING
1
PART 1 GENERAL
1.1 RELATED DOCUMENTS
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
1.2 SUMMARY
A. This Section includes Gravity-flow, non-pressure sanitary sewerage outside the building,
with the following components:
Ii. Backwater valves.
2, Cleanouts.
3. Precast concrete manholes.
13 DEFINITIONS
A. ABS: Acrylonitrile-butadiene-styrene plastic.
B. EPDM: Ethylene-propylene-diene-monomer rubber.
C. FRP: Fiberglass-reinforced plastic.
D. LLDPE: Linear low-density, polyethylene plastic.
E. PE: Polyethylene plastic.
F. PP: Polypropylene plastic.
G. PVC: Polyvinyl chloride plastic.
H. RTRF: Glass-fiber-reinforced, thermosetting-resin fitting.
I. RTRP: Glass-fiber-reinforced, thermosetting-resin pipe.
J. TPE: Thermoplastic elastomer.
Il.4 PERFORMANCE REQUIREMENTS
A. Gravity-Flow, Nonpressure, Drainage-Piping Pressure Rating: 10-foot head of water.
1.5 SUBMITTALS
A. Product Data: For the following:
II. Special pipe fittings.
2. Backwater valves.
3. Pipe, cleanouts, manholes.
B. Shop Drawings: For the following:
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1. Manholes: Include plans, elevations, sections, details, and frames and covers.
C. Field quality-control test reports. I
1.6 DELIVERY, STORAGE, AND HANDLING
A. Do not store plastic, pipe, and fittings in direct sunlight.
B. Protect pipe, pipe fittings, and seals from dirt and damage. 111
C. Handle manholes according to manufacturer's written rigging instructions.
D. Pipe Handling: The Contractor shall unload pipe only by approved means. Pipe shall not be 1
unloaded by dropping the pipe to the ground and shall not be dropped or dumped into
trenches.
1. The Contractor shall inspect all pipe and fittings prior to lowering into trench to insure
no cracked, broken, or otherwise defective materials are used.
2. The Contractor shall clean ends of pipe thoroughly, remove foreign matter and dirt from
inside of pipe, and keep it clean during laying and joining.
3, The Contractor shall lower pipe into the trench in such a manner as to avoid any physical
4. Damage to the pipe.
5. The Contractor shall remove all damaged pipe from the job site.
1.7 PROJECT CONDITIONS
A. Interruption of Existing Sanitary Sewerage Service: Do not interrupt service to facilities I
occupied by Owner or others unless permitted under the following conditions and then only
after arranging to provide temporary service according to requirements indicated:
B. Notify Architect, Construction Manager, and Owner no fewer than two days in
advance of proposed interruption of service.
C. Do not proceed with interruption of service without Owner's written permission.
PART 2 PRODUCTS
2.1 PIPING MATERIALS
A. Refer to Part 3 "Piping Applications" Article for applications of pipe, fitting, and joining I
materials.
2.2 ABS PIPE AND FITTINGS
A. ABS Sewer Pipe and Fittings: ASTM D 2751 , with bell-and-spigot ends for gasketed joints.
1. NPS 3 to NPS 6: SDR 35.
2. NPS 8 to NPS 12: SDR 42.
3. Gaskets: ASTM F 477, elastomeric seals.
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23 PVC PIPE AND FITTINGS
IA. PVC Pressure Pipe: AWWA C900, Class 1 50, for gasketed joints and using ASTM F 477,
elastomeric seals.
I 1. Fittings NPS 4 to NPS 8: PVC pressure fittings complying with AWWA C907, for
gasketed joints and using ASTM F 477, elastomeric seals.
2. Fittings NPS 10 and Larger: Ductile-iron, compact fittings complying with AWWA Cl 53,
for push-on joints and using AWWA C1 1 1, rubber gaskets.
I
B. PVC Water-Service Pipe and Fittings: ASTM D 1785, Schedule 40 pipe, with plain ends for
solvent-cemented joints with ASTM D 2466, Schedule 40, socket-type fittings.
IC. PVC Cellular-Core Pipe and Fittings: ASTM F 891, Sewer and Drain Series, PS 50 minimum
stiffness pipe with ASTM D 3034, SDR 35, socket-type fittings for solvent-cemented joints.
ID. PVC Sewer Pipe and Fittings, NPS 15 and Smaller: ASTM D 3034, SDR 35, with bell-and-
spigot ends for gasketed joints with ASTM F 477, elastomeric seals.
l E. PVC Sewer Pipe and Fittings, NPS 18 and Larger: ASTM F 679, T-1 wall thickness, with bell-
and-spigot ends for gasketed joints with ASTM F 477, elastomeric seals.
I F. PVC Profile Gravity Sewer Pipe and Fittings: ASTM F 794 pipe, with bell-and-spigot ends;
ASTM D 3034 fittings, with bell ends; and ASTM F 477, elastomeric seals.
I2.4 NONPRESSURE-TYPE PIPE COUPLINGS
A. Comply with ASTM C 1 1 73, elastomeric, sleeve-type, reducing or transition coupling, for
joining underground nonpressure piping. Include ends of same sizes as piping to be joined
I and corrosion-resistant-metal tension band and tightening mechanism on each end.
B. Sleeve Materials:
ii, For Concrete Pipes: ASTM C 443, rubber.
2. For Cast-Iron Soil Pipes: ASTM C 564, rubber.
3. For Plastic Pipes: ASTM F 477, elastomeric seal or ASTM D 5926, PVC.
I 4. For Dissimilar Pipes: ASTM D 5926, PVC or other material compatible with pipe
materials being joined.
C. Unshielded, Flexible Couplings: Elastomeric sleeve with corrosion-resistant-metal tension
Iband and tightening mechanism on each end.
D. Shielded, Flexible Couplings: ASTM C 1460, elastomeric or rubber sleeve with full-length,
I corrosion-resistant outer shield and corrosion-resistant-metal tension band and tightening
mechanism on each end.
I E. Ring-Type, Flexible Couplings: Elastomeric compression seal with dimensions to fit inside
bell of larger pipe and for spigot of smaller pipe to fit inside ring.
F. Nonpressure-Type, Rigid Couplings: ASTM C 1461 , sleeve-type reducing- or transition-
I type mechanical coupling molded from ASTM C 1440,TPE material with corrosion-resistant-
metal tension band and tightening mechanism on each end.
I
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2.5 BACKWATER VALVES
A. PVC Backwater Valves: Horizontal type; with PVC body, PVC removable cover, and PVC swing I
check valve.
2.6 CLEANOUTS I
A. PVC Cleanouts: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser
to cleanout of same material as sewer piping.
2.7 MANHOLES
111
A. Standard Precast Concrete Manholes: ASTM C 478, precast, reinforced concrete, of depth
indicated, with provision for sealant joints.
1. Diameter: 48 inches minimum, unless otherwise indicated.
2. Ballast: Increase thickness of precast concrete sections or add concrete to base section,
as required to prevent flotation.
3. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness
for walls and base riser section, and having separate base slab or base section with
integral floor.
4. Riser Sections: 4-inch minimum thickness, and of length to provide depth indicated.
5. Top Section: Eccentric-cone type, unless concentric-cone or flat-slab-top type is
indicated. Top of cone of size that matches grade rings.
6. Joint Sealant: ASTM C 990, bitumen or butyl rubber.
7. Resilient Pipe Connectors: ASTM C 923, cast or fitted into manhole walls, for each pipe
connection.
8. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both
feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps
into sidewalls at 1 2- to 16-inch intervals. Omit steps if total depth from floor of
manhole to finished grade is less than 30 inches.
9, Grade Rings: Reinforced-concrete rings, 6- to 9-inch total thickness, to match
diameter of manhole frame and cover.
10. Manhole Frames and Covers: Ferrous; 24-inch ID by 7- to 9-inch riser with 4-inch-
minimum width flange and 26-inch- diameter cover. Include indented top design with
lettering cast into cover, using wording equivalent to "SANITARY SEWER."
B. Designed Precast Concrete Manholes: ASTM C 913; designed according to ASTM C 890 for
A-16 (ASSHTO HS20-44), heavy-traffic, structural loading; of depth, shape, and dimensions
indicated, with provision for sealant joints.
1. Ballast: Increase thickness of one or more precast concrete sections or add concrete to
manhole as required to prevent flotation.
2. joint Sealant: ASTM C 990, bitumen or butyl rubber.
3. Resilient Pipe Connectors: ASTM C 923, cast or fitted into manhole walls, for each pipe
connection.
4. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both
feet on 1 step and designed to prevent lateral slippage off of step. Cast or anchor steps 111
into sidewalls at 1 2- to 16-inch intervals. Omit steps if total depth from floor of
manhole to finished grade is less than 30 inches.
5, Grade Rings: Reinforced-concrete rings, 6- to 9-inch total thickness, to match
diameter of manhole frame and cover.
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6. Manhole Frames and Covers: Ferrous; 24-inch ID by 7- to 9-inch riser with 4-inch-
I minimum width flange and 26-inch- diameter cover. Include indented top design with
lettering cast into cover, using wording equivalent to "SANITARY SEWER."
I2.8 CONCRETE
A. General: Cast-in-place concrete according to ACI 318/318R, ACI 350R, and the following:
II. Cement: ASTM C 150, Type II.
2. Fine Aggregate: ASTM C 33, sand.
3. Coarse Aggregate: ASTM C 33, crushed gravel.
4. Water: Potable.
IB. Portland Cement Design Mix: 4000 psi minimum, with 0.45 maximum water/cementitious
materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
1 2. Reinforcement Bars: ASTM A 61 5/A 615M, Grade 60, deformed steel.
C. Manhole Channels and Benches: Factory or field formed from concrete. Portland cement
1 design mix, 4000 psi minimum, with 0.45 maximum water/cementitious materials ratio.
Include channels and benches in manholes.
1. Channels: Concrete invert, formed to same width as connected piping, with height of
I vertical sides to three-fourths of pipe diameter. Form curved channels with smooth,
uniform radius and slope.
2. Invert Slope:
a. 2 percent through manhole.
I 3. Benches: Concrete, sloped to drain into channel.
a. Slope: 4 percent.
I D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi minimum, with 0.58
maximum water/cementitious materials ratio.
1. Reinforcement Fabric: ASTM A 185, steel, welded wire fabric, plain.
2. Reinforcement Bars: ASTM A 615/A 615M, Grade 60, deformed steel.
I
2.9 GROUT
1 i A. Grout shall be of the nonshrinking type. Sika 212, Euco N-S, Five Star, or approved equal
nonmetallic cementitious commercial grout exhibiting zero shrinkage per ASTM- C-
827and CRD-C-621 . Grout shall be amended with cement or sand and shall not be
I reconditioned with water after initial mixing.
PART 3 EXECUTION
I3.1 EARTHWORK
A. Excavating, trenching, and backfilling are specified in Division 31 Section "Earth Moving."
3.2 PIPING APPLICATIONS
IA. Pipe couplings and special pipe fittings with pressure ratings at least equal to piping rating
may be used in applications below, unless otherwise indicated.
1. Use nonpressure-type flexible couplings where required to join gravity-flow,
nonpressure sewer piping, unless otherwise indicated.
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a. Ring-type flexible couplings for piping of different sizes where annular space
between smaller piping's OD and larger piping's ID permits installation.
2. Use pressure-type pipe couplings for force-main joints.
B. Special Pipe Fittings: Use for pipe expansion and deflection. Pipe couplings and special pipe
fittings with pressure ratings at least equal to piping rating may be used in applications
below, unless otherwise indicated.
C. Gravity-Flow, Nonpressure Sewer Piping: Use any of the following pipe materials for each
size range:
1. NPS 3: NPS 6 ductile-iron, gravity sewer pipe or NPS 3 or NPS 4 ductile-iron pressure
pipe; ductile-iron standard fittings; gaskets; and gasketed joints.
2. NPS 3: ABS, SDR 35, sewer pipe and fittings; gaskets; and gasketed joints.
3, NPS 3: PVC water-service pipe; PVC Schedule 40, water-service-pipe fittings; and
solvent-cemented joints.
4. NPS 3: NPS 4 PVC sewer pipe and fittings, gaskets, and gasketed joints.
5. NPS 4: NPS 6 ductile-iron, gravity sewer pipe or NPS 4 ductile-iron pressure pipe;
ductile-iron standard fittings; gaskets; and gasketed joints.
6. NPS 4: ABS, SDR 35, sewer pipe and fittings; gaskets; and gasketed joints.
7. NPS 4: PVC water-service pipe; PVC Schedule 40, water-service-pipe fittings; and
solvent-cemented joints.
8. NPS 4: PVC sewer pipe and fittings, gaskets, and gasketed joints.
9. NPS 5 and NPS 6: NPS 6 ductile-iron, gravity sewer pipe; ductile-iron standard
fittings; gaskets; and gasketed joints.
10. NPS 5 and NPS 6: NPS 6 ABS, SDR 35, sewer pipe and fittings; gaskets; and gasketed
joints.
11. NPS 5 and NPS 6: NPS 6 cellular-core PVC pipe, PVC sewer pipe fittings, and solvent-
cemented joints.
12. NPS 5 and NPS 6: NPS 6 PVC sewer pipe and fittings, gaskets, and gasketed joints.
13. NPS 8 and NPS 10: Ductile-iron, gravity sewer pipe; ductile-iron standard [or] fittings;
gaskets; and gasketed joints.
14. NPS 8 and NPS 10: ABS, SDR 42, sewer pipe and fittings; gaskets; and gasketed joints.
15. NPS 8 and NPS 10: Cellular-core PVC pipe, PVC sewer pipe fittings, and solvent111
-
cemented joints.
16. NPS 8 and NPS 10: PVC sewer pipe and fittings, gaskets, and gasketed joints.
17. NPS 8 and NPS 10: PVC profile gravity sewer pipe and fittings, gaskets, and gasketed
joints.
18. NPS 12 to NPS 16: Ductile-iron, gravity sewer pipe; ductile-iron standard fittings;
gaskets; and gasketed joints. el
19. NPS 12: ABS, SDR 42, sewer pipe and fittings; gaskets; and gasketed joints.
20. NPS 12 and NPS 15: PVC sewer pipe and fittings, gaskets, and gasketed joints.
21. NPS 12 and NPS 1 5: PVC profile gravity sewer pipe and fittings, gaskets, and gasketed
joints.
22. NPS 18 to NPS 24: Ductile-iron, gravity sewer pipe; ductile-iron standard fittings;
gaskets; and gasketed joints.
23. NPS 18 to NPS 24: PVC sewer pipe and fittings, gaskets, and gasketed joints.
24. NPS 18 to NPS 24: PVC profile gravity sewer pipe and fittings, gaskets, and gasketed
joints.
3.3 PIPING INSTALLATION I
A. General Locations and Arrangements: Drawing plans and details indicate general location
and arrangement of underground sanitary sewerage piping. Location and arrangement of
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piping layout take design considerations into account. Install piping as indicated, to extent
I practical. Where specific installation is not indicated, follow piping manufacturer's written
instructions.
B. Install piping beginning at low point, true to grades and alignment indicated with unbroken
I continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves,
and couplings according to manufacturer's written instructions for using lubricants,
cements, and other installation requirements.
IC. Install manholes for changes in direction, unless fittings are indicated. Use fittings for
branch connections, unless direct tap into existing sewer is indicated.
D. Install proper size increasers, reducers, and couplings where different sizes or materials of
pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.
IE. Tunneling: Install pipe under streets or other obstructions that cannot be disturbed by
tunneling,jacking, or combination of both.
I F. Install gravity-flow, nonpressure, drainage piping according to the following:
1. Install piping pitched down in direction of flow, at minimum slope of 2 percent, unless
otherwise indicated.
l 2. Install piping with 36-inch minimum cover.
3. Install ductile-iron, gravity sewer piping according to ASTM A 746.
4. Install ductile-iron and special fittings according to AWWA C600 or AWWA M41.
S. Install ABS sewer piping according to ASTM D 2321 and ASTM F 1668.
I 6. Install PVC cellular-core piping according to ASTM D 2321 and ASTM F 1668.
7. Install PVC sewer piping according to ASTM D 2321 and ASTM F 1668.
8. Install PVC profile gravity sewer piping according to ASTM D 2321 and ASTM F 1668.
IG. piping according to ASTM A 674 or AWWA C105:
1. Hub-and-spigot, cast-iron soil pipe.
I 2. Hubless cast-iron soil pipe and fittings.
3. Ductile-iron pipe and fittings.
4. Special pipe fittings.
1 H. Clear interior of piping and manholes of dirt and superfluous material as work progresses.
Maintain swab or drag in piping, and pull past each joint as it is completed. Place plug in
end of incomplete piping at end of day and when work stops.
I3.4 PIPE JOINT CONSTRUCTION
IA. Basic piping joint construction is specified in Division 22 Section "Common Work Results for
Plumbing" Where specific joint construction is not indicated, follow piping manufacturer's
written instructions.
IB. Join gravity-flow, nonpressure, drainage piping according to the following:
1. Join ductile-iron, gravity sewer piping according to AWWA C600 for push-on joints.
2. Join ductile-iron and special fittings according to AWWA C600 or AWWA M41.
I 3. Join ABS sewer piping according to ASTM D 2321 and ASTM D 2751 for elastomeric-
seal joints.
4. Join PVC cellular-core piping according to ASTM D 2321 and ASTM F 891 for solvent-
IIcemented joints.
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5. Join PVC sewer piping according to ASTM D 2321 and ASTM D 3034 for elastomeric-
seal joints or ASTM D 3034 for elastomeric-gasket joints.
6. Join PVC profile gravity sewer piping according to ASTM D 2321 for elastomeric-seal
joints or ASTM F 794 for gasketed joints.
3.5 MANHOLE INSTALLATION I
A. General: Install manholes complete with appurtenances and accessories indicated.
B. Install precast concrete manhole sections with sealants according to ASTM C 891 .
C. Form continuous concrete channels and benches between inlets and outlet.
D. Set tops of frames and covers flush with finished surface of manholes that occur in
pavements. Set tops 6 inches above finished surface elsewhere, unless otherwise indicated.
E. Install manhole cover inserts in frame and immediately below cover.
3.6 CONCRETE PLACEMENT I
A. Place cast-in-place concrete according to ACI 318/318R.
3.7 BACKWATER VALVE INSTALLATION
A. Install horizontal-type backwater valves in piping where indicated. I
B. Install combination horizontal and manual gate valve type in piping and in manholes where
indicated.
C. Install terminal-type backwater valves on end of piping and in manholes where indicated.
Secure units to sidewalls.
3.8 CLEANOUT INSTALLATION
A. Install cleanouts and riser extensions from sewer pipes to cleanouts at grade. Use cast-iron
soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron soil pipe for riser
extensions to cleanouts. Install piping so cleanouts open in direction of flow in sewer pipe.
B. Set cleanout frames and covers in concrete pavement with tops flush with pavement surface. I
3.9 CONNECTIONS
A. Connect nonpressure, gravity-flow drainage piping to building's sanitary building drains.
B. Make connections to existing piping and underground manholes. I
1. Use commercially manufactured wye fittings for piping branch connections. Remove
section of existing pipe; install wye fitting into existing piping; and encase entire wye
fitting, plus 6—inch overlap, with not less than 6 inches of concrete with 28-day
compressive strength of 3000 psi.
2. Make branch connections from side into existing piping, NPS 4 to NPS 20. Remove
section of existing pipe; install wye fitting into existing piping; and encase entire wye
with not less than 6 inches of concrete with 28-day compressive strength of 3000 psi.
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3. Make branch connections from side into existing piping, NPS 21 or larger, or to
underground manholes by cutting opening into existing unit large enough to allow 3
inches of concrete to be packed around entering connection. Cut end of connection
pipe passing through pipe or structure wall to conform to shape of and be flush with
inside wall, unless otherwise indicated. On outside of pipe or manhole wall, encase
entering connection in 6 inches of concrete for minimum length of 12 inches to
provide additional support of collar from connection to undisturbed ground.
4. Use concrete that will attain minimum 28-day compressive strength of 3000 psi,
unless otherwise indicated.
S. Use epoxy-bonding compound as interface between new and existing concrete and
piping materials.
6. Protect existing piping and manholes to prevent concrete or debris from entering while
making tap connections. Remove debris or other extraneous material that may
accumulate.
C. Connect to grease interceptors.
3.10 CLOSING ABANDONED SANITARY SEWERAGE SYSTEMS
1 A. Abandoned Piping: Close open ends of abandoned underground piping indicated to remain
in place. Include closures strong enough to withstand hydrostatic and earth pressures that
' may result after ends of abandoned piping have been closed. Use either procedure below:
1. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable
methods suitable for size and type of material being closed. Do not use wood plugs.
1 B. Abandoned Manholes: Excavate around manhole as required and use either procedure
below:
1. Remove manhole and close open ends of remaining piping.
2. Remove top of manhole down to at least 36 inches below final grade. Fill to within 12
inches of top with stone, rubble, gravel, or compacted dirt.
C. Backfill to grade according to Division 31 Section "Earth Moving."
3.11 IDENTIFICATION
A. Materials and their installation are specified in Division 31 Section "Earth Moving." Arrange
for installation of green warning tapes directly over piping and at outside edges of
underground manholes.
1. Use warning tape or detectable warning tape over ferrous piping.
2. Use detectable warning tape over nonferrous piping and over edges of underground
manholes.
3.1'2 FIELD QUALITY CONTROL
A. Inspect interior of piping to determine whether line displacement or other damage has
occurred. Inspect after approximately 24 inches of backfill is in place, and again at
completion of Project.
1. Submit separate report for each system inspection.
2. Defects requiring correction include the following:
3. Alignment: Less than full diameter of inside of pipe is visible between structures.
4. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder of
size not less than 95 percent of piping diameter.
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S. Crushed, broken, cracked, or otherwise damaged piping.
6. Infiltration: Water leakage into piping.
7. Exfiltration: Water leakage from or around piping.
8. Replace defective piping using new materials, and repeat inspections until defects are
within allowances specified.
9. Re-inspect and repeat procedure until results are satisfactory.
B. Test new piping systems, and parts of existing systems that have been altered, extended, or
repaired, for leaks and defects.
1. Do not enclose, cover, or put into service before inspection and approval.
2. Test completed piping systems according to requirements of authorities having
jurisdiction.
3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours'
advance notice.
4. Submit separate report for each test.
S. Test and Acceptance: All gravity sanitary shall be video inspected, pass the required
compaction test (AASHTO T99), and a deflection test. All sanitary lines shall pass an air
test prior to acceptance, pass the required manhole tests, and shall be free of
visible leaks. On sanitary sewer pipe 42 inches in diameter and larger, individual joints
may be tested by an approved joint testing device. Required test will be determined by 111
type of system (sanitary and location (street or easement). All details of testing
procedures shall be subject to approval of the Agency.
6. Test Equipment: The Contractor shall furnish all necessary testing equipment and
perform the tests in a manner satisfactory to the Agency or City. Any arrangement of
testing equipment which will provide observable and accurate measurements of either
air or water leakage under the specified conditions, will be permitted. Gauges for air
testing shall be calibrated with a standardized test gauge.
7. Hydrostatic Tests: Test sanitary sewerage according to requirements of authorities
having jurisdiction.
8. Air Tests: Test sanitary sewerage according to requirements of authorities having
jurisdiction, UNI-B-6, and the following:
9. Option: Test plastic gravity sewer piping according to ASTM F 1417.
10. Option: Test concrete gravity sewer piping according to ASTM C 924.
11. Ductile-Iron Piping: Test according to AWWA C600, "Hydraulic Testing" Section.
12. PVC Piping: Test according to AWWA M23, "Testing and Maintenance" Chapter.
13. Manholes: Perform hydraulic test according to ASTM C 969.
14. Video Inspection of Gravity Systems: All sanitary system shall be video inspected
and taped prior to the Owner acceptance of the systems. A copy of
the video tape, and a written TV Inspection Report shall be submitted to the Architect,
Engineer and Owner. The video tape shall be recorded in color.
C. Leaks and loss in test pressure constitute defects that must be repaired.
1. Replace leaking piping using new materials, and repeat testing until leakage is within111
allowances specified.
3.13 CLEANING I
A. Clean interior of piping of dirt and superfluous material. Flush with potable water.
I
END OF SECTION
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1 SECTION 33 41 00 - STORM UTILITY DRAINAGE PIPING
PART 1 GENERAL
1 1.1 RELATED DOCUMENTS
I A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
I1.2 SUMMARY
A. Section Includes:
1. Pipe and fittings.
I 2. Non-pressure transition couplings.
3. Expansion joints and deflection fittings.
4. Cleanouts.
I 5. Drains.
6. Manholes.
7. Channel drainage systems.
8. Catch basins.
I9. Stormwater inlets.
10. Stormwater detention structures.
11. Pipe outlets.
1
1.3 DEFINITIONS
1 A. FRP: Fiberglass-reinforced plastic.
1 1.4 ACTION SUBMITTALS
A. Product Data: For each type of product indicated.
1 B. Shop Drawings:
1. Manholes: Include plans, elevations, sections, details, frames, and covers.
2. Catch basins and stormwater inlets. Include plans, elevations, sections, details, frames,
I covers, and grates.
3. Stormwater Detention Structures: Include plans, elevations, sections, details, frames,
covers, design calculations, and concrete design-mix reports.
I1.5 INFORMATIONAL SUBMITTALS
I A. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other piping in
same trench and clearances from storm drainage system piping. Indicate interface and
spatial relationship between manholes, piping, and proximate structures.
1 1.6 DELIVERY, STORAGE, AND HANDLING
A. Do not store plastic manholes, pipe, and fittings in direct sunlight.
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B. Protect pipe, pipe fittings, and seals from dirt and damage.
C. Handle manholes according to manufacturer's written rigging instructions.
D. Handle catch basin and stormwater inlets according to manufacturer's written rigging ,
instructions.
1.7 PROJECT CONDITIONS I
A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied
by Owner or others unless permitted under the following conditions and then only after
arranging to provide temporary service according to requirements indicated:
1. Notify Architect, Engineer Construction and Owner no fewer than two days in advance
of proposed interruption of service.
2. Do not proceed with interruption of service without Owner's written permission.
111
PART 2 PRODUCTS
2.1
A. Pipe and Fittings: ASTM A74, Service class I
B. Gaskets: ASTM C564, rubber.
C. Calking Materials: ASTM B29, pure lead and oakum or hemp fiber. I
2.2 ABS PIPE AND FITTINGS I
A. ABS Sewer Pipe and Fittings: ASTM D 2751, with bell-and-spigot ends for gasketed joints.
1. NPS 3 to NPS 6 (DN 80 to DN 150): SDR 35.
2. NPS 8 to NPS 12 (DN 200 to DN 300): SDR 42. 111
B. Gaskets: ASTM F477, elastomeric seals.
2.3 PVC PIPE AND FITTINGS
A. PVC Cellular-Core Piping:
1. PVC Cellular-Core Pipe and Fittings: ASTM F 891 , Sewer and Drain Series, PS 50
minimum stiffness, PVC cellular-core pipe with plain ends for solvent-cemented joints.
2. Fittings: ASTM D 3034, [SDR 35], PVC socket-type fittings.
B. PVC Profile Sewer Piping:
1. Pipe:ASTM F794, PVC profile, gravity sewer pipe with bell-and-spigot ends for gasketed
joints.
2. Fittings: ASTM D3034, PVC with bell ends.
3. Gaskets: ASTM F477, elastomeric seals.
C. PVC Type PSM Sewer Piping: 111
1. Pipe: ASTM D 3034, [SDR 35], PVC Type PSM sewer pipe with bell-and-spigot ends for
gasketed joints.
2. Fittings: ASTM D3034, PVC with bell ends.
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3. Gaskets: ASTM F477, elastomeric seals.
D. PVC Gravity Sewer Piping:
1. Pipe and Fittings: ASTM F679, [T-1] [T-2] wall thickness, PVC gravity sewer pipe with
bell-and-spigot ends and with integral ASTM F477, elastomeric seals for gasketed
joints.
2.4 NONPRESSURE TRANSITION COUPLINGS
A. Comply with ASTM C1173, elastomeric, sleeve-type, reducing or transition coupling, for
joining underground non-pressure piping. Include ends of same sizes as piping to be joined,
and corrosion-resistant-metal tension band and tightening mechanism on each end.
B. Sleeve Materials:
1. For Plastic Pipes: ASTM F477, elastomeric seal or ASTM D5926, PVC.
2. For Dissimilar Pipes: ASTM D5926, PVC or other material compatible with pipe materials
being joined.
C. Unshielded, Flexible Couplings:
1. Description: Elastomeric sleeve with stainless-steel shear ring and] corrosion-resistant-
metal tension band and tightening mechanism on each end.
D. Shielded, Flexible Couplings:
1. Description: ASTM C1460, elastomeric or rubber sleeve with full-length, corrosion-
resistant outer shield and corrosion-resistant-metal tension band and tightening
mechanism on each end.
E. Ring-Type, Flexible Couplings:
1. Description: Elastomeric compression seal with dimensions to fit inside bell of larger
pipe and for spigot of smaller pipe to fit inside ring.
2.5 BACKWATER VALVES
A. Cast-Iron Backwater Valves:
1. Description: ASME Al 1 2.14.1 , gray-iron body and bolted cover, with bronze seat.
2. Horizontal type; with swing check valve and hub-and-spigot ends.
3. Combination horizontal and manual gate-valve type; with swing check valve, integral
gate valve, and hub-and-spigot ends.
4. Terminal type; with bronze seat, swing check valve, and hub inlet.
B. Plastic Backwater Valves:
1. Description: Horizontal type; with PVC body, PVC removable cover, and PVC swing check
valve.
2.6 CLEANOUTS
1 A. Plastic Cleanouts:
1. Description: PVC body with PVC threaded plug. Include PVC sewer pipe fitting and riser
to cleanout of same material as sewer piping.
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2.7 DRAINS I
A. Steel Trench Drains:
1. Description: Factory fabricated from ASTM A242/A242M, welded steel plate, to form
rectangular body with uniform bottom downward slope of 2 percent toward outlet, 111
anchor flange, and grate. Include units of total length indicated, bottom outlet of size
indicated, outlet strainer, acid-resistant enamel coating on inside and outside surfaces,
and grate with openings of total free area at least two times cross-sectional area of
outlet.
2. Plate Thicknesses: [1 /8 inch (3.2 mm)] [1 /8 inch (3.2 mm) and 1 /4 inch (6.4 mm)] [1 /4
inch (6.4 mm)].
3, Overall Widths: 7-1 /2 inches and 12-1 /3 inches.
a. Grate Openings: 1 /4 inch (6.4 mm) circular.
2.8 MANHOLES I
A. Standard Precast Concrete Manholes:
1. Description: ASTM C478 (ASTM C478M), precast, reinforced concrete, of depth
indicated, with provision for sealant joints.
2. Diameter: 48 inches minimum unless otherwise indicated.
3. Ballast: Increase thickness of precast concrete sections or add concrete to base section
as required to prevent flotation.
4. Base Section: 6-inch minimum thickness for floor slab and 4-inch minimum thickness
for walls and base riser section, and separate base slab or base section with integral
floor.
5. Riser Sections: 4-inch minimum thickness, and lengths to provide depth indicated.
6. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is
indicated, and top of cone of size that matches grade rings.
7. Joint Sealant: ASTM C990 (ASTM C990M), bitumen or butyl rubber.
8. Resilient Pipe Connectors: ASTM C923 (ASTM C923M), cast or fitted into manhole walls,
for each pipe connection.
9. Steps: [Individual FRP steps or FRP ladder] [Individual FRP steps; FRP ladder; or
ASTM A61 5/A615M, deformed, 1 /2-inch (13-mm) steel reinforcing rods encased in
ASTM D4101 , PP] [ASTM A61 5/A61 5M, deformed, 1 /2-inch (1 3-mm) steel reinforcing
rods encased in ASTM D4101 , PP], wide enough to allow worker to place both feet on
one step and designed to prevent lateral slippage off step. Cast or anchor steps into
sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of manhole to
finished grade is less than 60 inches Retain one of two subparagraphs below if required
to raise top of manhole to grade.
10. Adjusting Rings: Interlocking HDPE rings with level or sloped edge in thickness and
diameter matching manhole frame and cover, and of height required to adjust manhole
frame and cover to indicated elevation and slope. Include sealant recommended by ring
manufacturer.
11. Grade Rings: Reinforced-concrete rings, 6-to 9-inch total thickness, to match diameter
of manhole frame and cover, and height as required to adjust manhole frame and cover
to indicated elevation and slope.
B. Designed Precast Concrete Manholes:
1. Description: ASTM C913; designed according to ASTM C890 for A-16 (AASHTO HS20-
44), heavy-traffic, structural loading; of depth, shape, and dimensions indicated, with
provision for sealant joints.
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2. Ballast: Increase thickness of one or more precast concrete sections or add concrete to
manhole as required to prevent flotation.
3. Joint Sealant: ASTM C990 (ASTM C990M), bitumen or butyl rubber.
4. Resilient Pipe Connectors: ASTM C923 (ASTM C923M), cast or fitted into manhole walls,
for each pipe connection.
5. Steps: Individual FRP steps; FRP ladder; or ASTM A 61 5/A 615M, deformed, 1/2-inch
steel reinforcing rods encased in ASTM D 4101 , PP, wide enough to allow worker to
place both feet on one step and designed to prevent lateral slippage off step. Cast or
anchor steps into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from
floor of manhole to finished grade is less than 60 inches
6. Adjusting Rings: Interlocking HDPE rings with level or sloped edge in thickness and
diameter matching manhole frame and cover, and of height required to adjust manhole
frame and cover to indicated elevation and slope. Include sealant recommended by ring
manufacturer.
7. Grade Rings: Reinforced-concrete rings, 6-to 9-inch (1 50-to 225-mm)total thickness,
to match diameter of manhole frame and cover, and of height required to adjust
manhole frame and cover to indicated elevation and slope.
C. Manhole Frames and Covers:
1. Description: Ferrous; 24-inch (610-mm) ID by 7- to 9-inch (1 75- to 225-mm) riser
with 4-inch- (102-mm-) minimum width flange and 26-inch- (660-mm-) diameter
cover. Include indented top design with lettering cast into cover, using wording
equivalent to "STORM SEWER."
2. Material: ASTM A536, Grade 60-40-18 ductile
2.9 CONCRETE
A. General: Cast-in-place concrete according to ACI 318, ACI 350/350R (ACI 350M/350RM),
and the following:
1. Cement: ASTM Cl 50, Type II.
2. Fine Aggregate: ASTM C33, sand.
3. Coarse Aggregate: ASTM C33, crushed gravel.
4. Water: Potable.
B. Portland Cement Design Mix: 4000 psi (27.6 MPa) minimum, with 0.45 maximum
water/cementitious materials ratio.
1. Reinforcing Fabric: ASTM Al 85/A185M, steel, welded wire fabric, plain.
2. Reinforcing Bars: ASTM A61 5/A61 5M, Grade 60 (420 MPa) deformed steel.
C. Manhole Channels and Benches: Factory or field formed from concrete. Portland cement
design mix, 4000 psi (27.6 MPa) minimum, with 0.45 maximum water/cementitious
materials ratio. Include channels and benches in manholes.
1. Channels: Concrete invert, formed to same width as connected piping, with height of
vertical sides to three-fourths of pipe diameter. Form curved channels with smooth,
uniform radius and slope.
a. Invert Slope: 2 percent through manhole.
2. Benches: Concrete, sloped to drain into channel.
a. Slope: 4 percent.
D. Ballast and Pipe Supports: Portland cement design mix, 3000 psi (20.7 MPa) minimum, with
0.58 maximum water/cementitious materials ratio.
1. Reinforcing Fabric: ASTM Al 85/A185M, steel, welded wire fabric, plain.
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2. Reinforcing Bars: ASTM A61 5/A61 5M, Grade 60 (420 MPa) deformed steel.
2.10 POLYMER-CONCRETE, CHANNEL DRAINAGE SYSTEMS
A. General Requirements for Polymer-Concrete, Channel Drainage Systems: Modular system of
precast, polymer-concrete channel sections, grates, and appurtenances; designed so grates
fit into channel recesses without rocking or rattling. Include quantity of units required to
form total lengths indicated.
B. Sloped-Invert, Polymer-Concrete Systems:
1. Channel Sections:
a. Interlocking-joint, precast, modular units with end caps.
b. 4-inch (102-mm) inside width and deep, rounded bottom,with built-in invert slope
of 0.6 percent and with outlets in quantities, sizes, and locations indicated.
c. Extension sections necessary for required depth.
d. Frame: Include gray-iron or steel frame for grate.
2. Grates:
a. Manufacturer's designation Medium Duty," with slots or perforations that fit
recesses in channels.
b. Material: Galvanized steel
3, Covers: Solid gray iron if indicated.
4. Locking Mechanism: Manufacturer's standard device for securing grates to channel
sections.
C. Narrow-Width, Level-Invert, Polymer-Concrete Systems: ,
1. Channel Sections:
a. Interlocking-joint, precast, modular units with end caps.
b. 5-inch (127-mm) inside width and 9-3/4-inch- (248-mm-) deep, rounded bottom,
with level invert and with NPS 4 (DN 100) outlets in quantities, sizes, and locations
indicated.
2. Grates:
a. Slots or perforations that fit recesses in channels.
b. Material: Galvanized steel.
3. Covers: Solid gray iron if indicated.
4. Locking Mechanism: Manufacturer's standard device for securing grates to channel
sections.
D. Wide-Width, Level-Invert, Polymer-Concrete Systems:
1. Channel Sections:
a. Interlocking-joint, precast, modular units with end caps.
b. 8-inch (203-mm) inside width and 13-3/4-inch- (350-mm-) deep, rounded
bottom, with level invert and with outlets in quantities, sizes, and locations
indicated.
2. Grates:
a. Slots or other openings that fit recesses in channels.
b. Material: [Fiberglass] [Gray iron].
3. Covers: Solid gray iron if indicated.
4. Locking Mechanism: Manufacturer's standard device for securing grates to channel
sections.
E. Drainage Specialties: Precast, polymer-concrete units.
1. Large Catch Basins:
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1 a. 24-by-12-inch (610-by-305-mm) polymer-concrete body, with outlets in
quantities and sizes indicated.
b. Gray-iron slotted grate.
c. Frame: Include gray-iron or steel frame for grate.
2. Small Catch Basins:
a. 19- to 24-inch by approximately 6-inch (483- to 610-mm by approximately 150-
mm) polymer-concrete body, with outlets in quantities and sizes indicated.
b. Gray-iron slotted grate.
c. Frame: Include gray-iron or steel frame for grate.
3. Sediment Interceptors:
' a. 27-inch- (686-mm-) square, polymer-concrete body,with outlets in quantities and
sizes indicated.
b. 24-inch- (610-mm-) square, gray-iron frame and slotted grate.
F. Supports,Anchors, and Setting Devices: Manufacturer's standard unless otherwise indicated.
G. Channel-Section Joining and Fastening Materials: As recommended by system manufacturer.
H. PE Systems:
1. Channel Sections: Interlocking-joint, PE modular units, 4 inches (102 mm) wide, with
end caps. Include rounded bottom,with level invert and with outlets in quantities, sizes,
and locations indicated.
2. Grates: PE, ladder shaped; with stainless-steel screws.
3. Color: Gray unless otherwise indicated.
' 4. Drainage Specialties: Include the following PE components:
a. Drains: 4-inch- (102-mm-) diameter, round, slotted top; with NPS 4 (DN 100)
bottom outlet.
' b. Drains: 8-inch- (203-mm-) diameter, round, slotted top; with NPS 6 (DN 1 50)
bottom outlet.
c. Drains: 4-inch- (102-mm-) square, slotted top; with NPS 3 (DN 80) bottom outlet.
d. Drains: 8-inch- (203-mm-) square, slotted top; with NPS 6 (DN 150) bottom outlet.
e. Catch Basins: 12-inch- (305-mm-) square plastic body, with outlets in quantities
and sizes indicated. Include PE slotted grate 11-3/4 inches (298 mm) square by 1-
1 /8 inches (28.6 mm) thick.
I. Supports, Anchors, and Setting Devices: Manufacturer's standard unless otherwise indicated.
J. Channel-Section Joining and Fastening Materials: As recommended by system manufacturer.
2.11 CATCH BASINS
A. Standard Precast Concrete Catch Basins:
1. Description: ASTM C478 (ASTM C478M), precast, reinforced concrete, of depth
indicated, with provision for sealant joints.
I2. Base Section: 6-inch (1 50-mm) minimum thickness for floor slab and 4-inch (102-mm)
minimum thickness for walls and base riser section, and separate base slab or base
section with integral floor.
111 3. Riser Sections: 4-inch (102-mm) minimum thickness, 48-inch (1200-mm) diameter,
and lengths to provide depth indicated.
4. Top Section: Eccentric-cone type unless concentric-cone or flat-slab-top type is
indicated. Top of cone of size that matches grade rings.
5, Joint Sealant: ASTM C990 (ASTM C990M), bitumen or butyl rubber.
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6. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and shape
matching catch basin frame and grate. Include sealant recommended by ring
manufacturer.
7. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch (1 50- to
225-mm) total thickness, that match 24-inch- (610-mm-) diameter frame and grate.
8. Steps: Individual FRP steps or FRP ladder, wide enough to allow worker to place both
feet on one step and designed to prevent lateral slippage off step. Cast or anchor steps
into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of catch
basin to finished grade is less than 60 inches
9. Pipe Connectors: ASTM C923 (ASTM C923M), resilient, of size required, for each pipe
connecting to base section.
B. Designed Precast Concrete Catch Basins: ASTM C 913, precast, reinforced concrete;
designed according to ASTM C890 for A-16 (ASSHTO HS20-44), heavy-traffic, structural
loading; of depth, shape, and dimensions indicated, with provision for joint sealants.
1. Joint Sealants: ASTM C990 (ASTM C990M), bitumen or butyl rubber.
2. Adjusting Rings: Interlocking rings with level or sloped edge in thickness and shape
matching catch basin frame and grate. Include sealant recommended by ring
manufacturer.
3. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch (1 50- to
225-mm) total thickness, that match 24-inch- (610-mm-) diameter frame and grate.
4. Steps: [Individual FRP steps or FRP ladder] [Individual FRP steps; FRP ladder; or
ASTM A61 5/A615M, deformed, 1 /2-inch (13-mm) steel reinforcing rods encased in
ASTM D4101 , PP] [ASTM A 61 5/A 615M, deformed, 1 /2-inch (1 3-mm) steel reinforcing
rods encased in ASTM D 4101 , PP] <Insert material>, wide enough to allow worker to
place both feet on one step and designed to prevent lateral slippage off step. Cast or
anchor steps into sidewalls at 12- to 16-inch (300- to 400-mm) intervals. Omit steps
if total depth from floor of catch basin to finished grade is less than [60 inches (1 500
mm)] <Insert dimension>.
5. Pipe Connectors: ASTM C923 (ASTM C923M), resilient, of size required, for each pipe
connecting to base section.
C. Frames and Grates: ASTM A536, Grade 60-40-1 8, ductile iron designed for A-16, structural
loading. Include flat grate with small square or short-slotted drainage openings.
1. Size: 24 by 24 inches (610 by 610 mm) minimum unless otherwise indicated.
2. Grate Free Area: Approximately 50 percent unless otherwise indicated.
D. Frames and Grates: ASTM A536, Grade 60-40-18, ductile iron designed for A-16, structural
loading. Include 24-inch (610-mm) ID by 7- to 9-inch (1 75- to 225-mm) riser with 4-inch
(102-mm) minimum width flange, and 26-inch- (660-mm-) diameter flat grate with small
square or short-slotted drainage openings.
1. Grate Free Area: Approximately 50 percent unless otherwise indicated.
2.12 STORMWATER INLETS
A. Curb Inlets: Made with vertical curb opening[, of materials and dimensions according to I
utility standards].
B. Gutter Inlets: Made with horizontal gutter opening[, of materials and dimensions according I
to utility standards]. Include heavy-duty frames and grates.
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C. Combination Inlets: Made with vertical curb and horizontal gutter openings, of materials and
dimensions according to utility standards. Include heavy-duty frames and grates.
D. Frames and Grates: Heavy duty according to utility standards.
2.13 STORMWATER DETENTION STRUCTURES
A. Cast-in-Place Concrete, Stormwater Detention Structures: Constructed of reinforced-
concrete bottom, walls, and top; designed according to ASTM C890 for A-16
(AASHTO HS20-44), heavy-traffic, structural loading; of depth, shape, dimensions, and
appurtenances indicated.
1. Ballast: Increase thickness of concrete as required to prevent flotation.
2. Grade Rings: Include two or three reinforced-concrete rings, of 6- to 9-inch total
thickness, that match 24-inch- diameter frame and cover.
3. Steps: Individual FRP steps; FRP ladder; or ASTM A615/A 615M, deformed, 1 /2-inch
steel reinforcing rods encased in ASTM D4101 , PP, wide enough to allow worker to place
both feet on one step and designed to prevent lateral slippage off step. Cast or anchor
' steps into sidewalls at 12- to 16-inch intervals. Omit steps if total depth from floor of
structure to finished grade is less than 60 inches
B. Manhole Frames and Covers: ASTM A536, Grade 60-40-18, ductile-iron castings designed
for heavy-duty service. Include 24-inch ID by 7-to 9-inch riser with 4-inch minimum width
flange, and 26-inch- diameter cover. Include indented top design with lettering cast into
' cover, using wording equivalent to "STORM SEWER."
2.14 PIPE OUTLETS
A. Head Walls: Cast-in-place reinforced concrete, with apron and tapered sides.
B. Riprap Basins: Broken, irregularly sized and shaped, graded stone according to NSSGA's
"Quarried Stone for Erosion and Sediment Control."
1. Average Size: NSSGA No. R-4, screen opening 3 inches (76 mm).
C. Filter Stone: According to NSSGA's "Quarried Stone for Erosion and Sediment Control,"
No. FS-2, No. 4 screen opening, average-size graded stone.
D. Energy Dissipaters: According to NSSGA's "Quarried Stone for Erosion and Sediment Control,"
No. A-1 , 3-ton average weight armor stone, unless otherwise indicated.
PART 3 EXECUTION
3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in Section 312000 "Earth Moving."
3.2 PIPING INSTALLATION
A. General Locations and Arrangements: Drawing plans and details indicate general location
and arrangement of underground storm drainage piping. Location and arrangement of
piping layout take into account design considerations. Install piping as indicated, to extent
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practical. Where specific installation is not indicated, follow piping manufacturer's written
instructions.
B. Install piping beginning at low point, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream. Install gaskets, seals, sleeves,
and couplings according to manufacturer's written instructions for use of lubricants,
cements, and other installation requirements.
C. Install manholes for changes in direction unless fittings are indicated. Use fittings for branch
connections unless direct tap into existing sewer is indicated.
D. Install proper size increasers, reducers, and couplings where different sizes or materials of
pipes and fittings are connected. Reducing size of piping in direction of flow is prohibited.
E. When installing pipe under streets or other obstructions that cannot be disturbed, use pipe-
jacking process of microtunneling.
F. Install gravity-flow, nonpressure drainage piping according to the following:
1. Install piping pitched down in direction of flow.
2. Install piping NPS 6and larger with restrained joints at tee fittings and at changes in
direction. Use corrosion-resistant rods, pipe or fitting manufacturer's proprietary
restraint system, or cast-in-place concrete supports or anchors.
3. Install piping with 36-inch minimum cover.
4. Install hub-and-spigot, cast-iron soil piping according to CISPI's "Cast Iron Soil Pipe and
Fittings Handbook."
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5. Install hubless cast-iron soil piping according to CISPI 310 and CISPI's "Cast Iron Soil
Pipe and Fittings Handbook."
6. Install corrugated steel piping according to ASTM A798/A798M.
7. Install ABS sewer piping according to ASTM D 2321 and ASTM F1668.
8. Install PE corrugated sewer piping according to ASTM D2321 .
9. Install PVC cellular-core piping according to ASTM D2321 and ASTM F1668.
10. Install PVC sewer piping according to ASTM D2321 and ASTM F1668.
11. Install PVC profile gravity sewer piping according to ASTM D2321 and ASTM Fl 668.
12. Install PVC water-service piping according to ASTM D2321 and ASTM F1668.
1 3. Install nonreinforced-concrete sewer piping according to ASTM C1479 and ACPA's
"Concrete Pipe Installation Manual."
14. Install reinforced-concrete sewer piping according to ASTM C1479 and ACPA's
"Concrete Pipe Installation Manual."
3.3 PIPE JOINT CONSTRUCTION
A. Join gravity-flow, nonpressure drainage piping according to the following: I
1. Join hub-and-spigot, cast-iron soil piping with gasketed joints according to CISPI's
"Cast Iron Soil Pipe and Fittings Handbook" for compression joints.
2. Join hub-and-spigot, cast-iron soil piping with calked joints according to CISPI's "Cast
Iron Soil Pipe and Fittings Handbook" for lead and oakum calked joints.
3, Join hubless cast-iron soil piping according to CISPI 310 and CISPI's "Cast Iron Soil Pipe
and Fittings Handbook" for hubless-coupling joints.
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4. Join ductile-iron culvert piping according to AWWA C600 for push-on joints.
5. Join ductile-iron piping and special fittings according to AWWA C600 or AWWA M41 .
6. Join corrugated steel sewer piping according to ASTM A798/A798M.
7. Join corrugated aluminum sewer piping according to ASTM B788/B788M.
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8. Join ABS sewer piping according to ASTM D2321 and ASTM D2751 for elastomeric-seal
joints.
9. Join corrugated PE piping according to ASTM D3212 for push-on joints.
' 10. Join PVC cellular-core piping according to ASTM D2321 and ASTM F891 for solvent-
cemented joints.
1 1. Join PVC corrugated sewer piping according to ASTM D2321 for elastomeric-seal joints.
12. Join PVC sewer piping according to ASTM D2321 and ASTM D 3034 for elastomeric-seal
joints or ASTM D3034 for elastomeric-gasketed joints.
13. Join PVC profile gravity sewer piping according to ASTM D2321 for elastomeric-seal
joints or ASTM F794 for gasketed joints.
14. Join fiberglass sewer piping according to ASTM D3839 for elastomeric-seal joints.
15. Join nonreinforced-concrete sewer piping according to ASTM C14 (ASTM Cl 4M) and
ACPA's "Concrete Pipe Installation Manual" for rubber-gasketed joints.
16. Join reinforced-concrete sewer piping according to ACPA's "Concrete Pipe Installation
Manual" for rubber-gasketed joints.
17. Join dissimilar pipe materials with nonpressure-type flexible couplings.
B. Join force-main pressure piping according to the following:
1. Join ductile-iron pressure piping according to AWWA C600 or AWWA M41 for push-on
joints.
2. Join ductile-iron special fittings according to AWWA C600 or AWWA M41 for push-on
joints.
3. Join PVC pressure piping according to AWWA M23 for gasketed joints.
4. Join PVC water-service piping according to ASTM D2855 for solvent-cemented joints.
5. Join dissimilar pipe materials with pressure-type couplings.
3.4 BACKWATER VALVE INSTALLATION
A. Install horizontal-type backwater valves in piping where indicated.
B. Install combination horizontal and manual gate-valve type in piping and in manholes where
indicated.
C. Install terminal-type backwater valves on end of piping and in manholes where indicated.
3.5 CLEANOUT INSTALLATION
' A. Install cleanouts and riser extensions from sewer pipes to cleanouts at grade. Use cast-iron
soil pipe fittings in sewer pipes at branches for cleanouts and cast-iron soil pipe for riser
extensions to cleanouts. Install piping so cleanouts open in direction of flow in sewer pipe.
1. Use Light-Duty, top-loading classification cleanouts in [earth or unpaved foot-traffic]
areas.
2. Use Medium-Duty, top-loading classification cleanouts in [paved foot-traffic] areas.
3. Use Heavy-Duty, top-loading classification cleanouts in [vehicle-traffic service] areas.
4. Use Extra-Heavy-Duty, top-loading classification cleanouts in [roads.]
B. Set cleanout frames and covers in earth in cast-in-place concrete block, [18 by 18 by 12
inches (450 by 450 by 300 mm)] deep. Set with tops [1 inch (25 mm)] above surrounding
earth grade.
C. Set cleanout frames and covers in concrete pavement and roads with tops flush with
pavement surface.
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3.6 DRAIN INSTALLATION I
A. Install type of drains in locations indicated.
1. Use Light-Duty, top-loading classification drains in [earth or unpaved foot-traffic]
areas.
2. Use Medium-Duty, top-loading classification drains in [paved foot-traffic] areas.
3. Use Heavy-Duty, top-loading classification drains in [vehicle-traffic service] areas.
4. Use Extra-Heavy-Duty, top-loading classification drains in [roads].
B. Embed drains in 4-inch (102-mm) minimum concrete around bottom and sides.
C. Fasten grates to drains if indicated. I
D. Set drain frames and covers with tops flush with pavement surface.
E. Assemble trench sections with flanged joints.
F. Embed trench sections in [4-inch (102-mm)] minimum concrete around bottom and sides. '
3.7 MANHOLE INSTALLATION
A. General: Install manholes, complete with appurtenances and accessories indicated. I
B. Install precast concrete manhole sections with sealants according to ASTM C 891 .
C. Where specific manhole construction is not indicated, follow manhole manufacturer's written
instructions.
D. Set tops of frames and covers flush with finished surface of manholes that occur in
pavements. Set tops [3 inches (76 mm)] above finished surface elsewhere unless otherwise
indicated. I
3.8 CATCH BASIN INSTALLATION
A. Construct catch basins to sizes and shapes indicated. I
B. Set frames and grates to elevations indicated.
3.9 STORMWATER INLET[ AND OUTLET] INSTALLATION
A. Construct inlet head walls, aprons, and sides of reinforced concrete, as indicated. I
B. Construct riprap of broken stone, as indicated.
C. Install outlets that spill onto grade, anchored with concrete, where indicated.
D. Install outlets that spill onto grade,with flared end sections that match pipe,where indicated.
E. Construct energy dissipaters at outlets, as indicated.
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3.10 DRY WELL INSTALLATION
A. Excavate hole to diameter of at least 6 inches (1 50 mm) greater than outside of dry well. Do
not extend excavation into ground-water table.
B. Install precast, concrete-ring dry wells according to the following:
1. Assemble rings to depth indicated.
2. Extend rings to height where top of cover will be approximately 8 inches (203 mm)
below finished grade.
3. Backfill bottom of inside of rings with filtering material to level at least 12 inches (300
mm) above bottom.
4. Extend effluent inlet pipe 12 inches (300 mm) into rings and terminate into side of tee
fitting.
' S. Backfill around outside of rings with filtering material to top level of rings.
6. Install cover over top of rings.
C. Install manufactured, PE dry wells according to manufacturer's written instructions and the
following:
1. Assemble and install panels and cover.
2. Backfill bottom of inside of unit with filtering material to level at least [12 inches (300
mm)] <Insert dimension> above bottom.
3. Extend effluent inlet pipe [12 inches (300 mm)] into unit and terminate into side of tee
fitting.
4. Install filter fabric around outside of unit.
5. Install filtering material around outside of unit.
D. Install constructed-in-place dry wells according to the following:
' 1. Install brick lining material dry and laid flat, with staggered joints for seepage. Build to
diameter and depth indicated.
2. Install block lining material dry, with staggered joints and 20 percent minimum of
blocks on side for seepage. Install precast concrete rings with notches or weep holes
for seepage. Build to diameter and depth indicated.
3, Extend lining material to height where top of manhole will be approximately [8 inches
(203 mm)] below finished grade.
4. Backfill bottom of inside of lining with filtering material to level at least [12 inches (300
mm)] above bottom.
S. Extend effluent inlet pipe [12 inches (300 mm)] into lining and terminate into side of
tee fitting.
6. Backfill around outside of lining with filtering material to top level of lining.
7. Install manhole over top of dry well. Support cover on undisturbed soil. Do not support
cover on lining.
3.11 CONCRETE PLACEMENT
A. Place cast-in-place concrete according to ACI 318.
3.12 CHANNEL DRAINAGE SYSTEM INSTALLATION
A. Install with top surfaces of components, except piping, flush with finished surface.
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B. Assemble channel sections to form slope down toward drain outlets. Use sealants, adhesives,
fasteners, and other materials recommended by system manufacturer.
C. Embed channel sections and drainage specialties in [4-inch (102-mm)] minimum concrete
around bottom and sides.
D. Fasten grates to channel sections if indicated.
E. Assemble channel sections with flanged or interlocking joints.
F. Embed channel sections in [4-inch (102-mm)] minimum concrete around bottom and sides.
3.13 STORMWATER DISPOSAL SYSTEM INSTALLATION
A. Chamber Systems: Excavate trenches of width and depth, and install system and backfill ,
according to chamber manufacturer's written instructions. Include storage and leaching
chambers, filtering material, and filter mat.
B. Piping Systems: Excavate trenches of width and depth, and install piping system, filter fabric,
and backfill, according to piping manufacturer's written instructions.
3.14 CONNECTIONS
A. Connect nonpressure, gravity-flow drainage piping in building's storm building drains
specified in Section 22 14 13 "Facility Storm Drainage Piping."
B. Connect force-main piping to building's storm drainage force mains specified in Section 22
14 13 "Facility Storm Drainage Piping." Terminate piping where indicated.
C. Make connections to existing piping and underground manholes.
1. Use commercially manufactured wye fittings for piping branch connections. Remove
section of existing pipe; install wye fitting into existing piping; and encase entire wye
fitting, plus 6-inch (1 50-mm) overlap, with not less than 6 inches (1 50 mm) of concrete
with 28-day compressive strength of 3000 psi (20.7 MPa).
2. Make branch connections from side into existing piping, NPS 4 to NPS 20 (DN 100 to
DN 500). Remove section of existing pipe, install wye fitting into existing piping, and
encase entire wye with not less than 6 inches (150 mm) of concrete with 28-day
compressive strength of 3000 psi (20.7 MPa).
3. Make branch connections from side into existing piping, NPS 21 (DN 525) or larger, or
to underground manholes and structures by cutting into existing unit and creating an
opening large enough to allow 3 inches (76 mm) of concrete to be packed around
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entering connection. Cut end of connection pipe passing through pipe or structure wall
to conform to shape of and be flush with inside wall unless otherwise indicated. On
outside of pipe, manhole, or structure wall, encase entering connection in 6 inches (1 50
mm) of concrete for minimum length of 12 inches (300 mm) to provide additional111
support of collar from connection to undisturbed ground.
a. Use concrete that will attain a minimum 28-day compressive strength of 3000 psi
(20.7 MPa) unless otherwise indicated.
b. Use epoxy-bonding compound as interface between new and existing concrete and
piping materials.
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4. Protect existing piping, manholes, and structures to prevent concrete or debris from
entering while making tap connections. Remove debris or other extraneous material
that may accumulate.
D. Connect to sediment interceptors specified in Section 22 13 23 "Sanitary Waste Interceptors."
E. Pipe couplings, expansion joints, and deflection fittings with pressure ratings at least equal
to piping rating may be used in applications below unless otherwise indicated.
1. Use nonpressure-type flexible couplings where required to join gravity-flow,
nonpressure sewer piping unless otherwise indicated.
' a. [Unshielded] [Shielded] flexible couplings for same or minor difference OD pipes.
b. Unshielded, increaser/reducer-pattern, flexible couplings for pipes with different
OD.
c. Ring-type flexible couplings for piping of different sizes where annular space
between smaller piping's OD and larger piping's ID permits installation.
2. Use pressure-type pipe couplings for force-main joints.
3.15 CLOSING ABANDONED STORM DRAINAGE SYSTEMS
A. Abandoned Piping: Close open ends of abandoned underground piping indicated to remain
in place. Include closures strong enough to withstand hydrostatic and earth pressures that
may result after ends of abandoned piping have been closed. Use either procedure below:
1. Close open ends of piping with at least [8-inch- (203-mm-)] <Insert dimension> thick,
brick masonry bulkheads.
2. Close open ends of piping with threaded metal caps, plastic plugs, or other acceptable
methods suitable for size and type of material being closed. Do not use wood plugs.
B. Abandoned Manholes and Structures: Excavate around manholes and structures as required
and use one procedure below:
1. Remove manhole or structure and close open ends of remaining piping.
2. Remove top of manhole or structure down to at least [36 inches (915 mm)] <Insert
dimension> below final grade. Fill to within [12 inches (300 mm)] <Insert dimension>
of top with stone, rubble, gravel, or compacted dirt. Fill to top with concrete.
C. Backfill to grade according to Section 31 20 00 "Earth Moving."
3.16 IDENTIFICATION
A. Materials and their installation are specified in Section 31 20 00 "Earth Moving."Arrange for
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installation of green warning tape directly over piping and at outside edge of underground
' structures.
1. Use detectable warning tape over ferrous piping.
2. Use detectable warning tape over nonferrous piping and over edges of underground
o-
structures.
3.1 7 FIELD QUALITY CONTROL
A. Inspect interior of piping to determine whether line displacement or other damage has
occurred. Inspect after approximately 24 inches (610 mm) of backfill is in place, and again
at completion of Project.
1 1. Submit separate reports for each system inspection.
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2. Defects requiring correction include the following:
a. Alignment: Less than full diameter of inside of pipe is visible between structures.
b. Deflection: Flexible piping with deflection that prevents passage of ball or cylinder
of size not less than 92.5 percent of piping diameter.
c. Damage: Crushed, broken, cracked, or otherwise damaged piping.
d. Infiltration: Water leakage into piping.
e. Exfiltration: Water leakage from or around piping.
3. Replace defective piping using new materials, and repeat inspections until defects are
within allowances specified.
4. Reinspect and repeat procedure until results are satisfactory.
B. Test new piping systems, and parts of existing systems that have been altered, extended, or
repaired, for leaks and defects.
1. Do not enclose, cover, or put into service before inspection and approval.
2. Test completed piping systems according to requirements of authorities having
jurisdiction.
3. Schedule tests and inspections by authorities having jurisdiction with at least 24 hours'
advance notice.
4. Submit separate report for each test.
S. Gravity-Flow Storm Drainage Piping: Test according to requirements of authorities
having jurisdiction, UNI-B-6, and the following:
a. Exception: Piping with soiltight joints unless required by authorities having
jurisdiction.
b. Option: Test plastic piping according to ASTM F141 7.
c. Option: Test concrete piping according to ASTM C924 (ASTM C924M).
6. Force-Main Storm Drainage Piping: Perform hydrostatic test after thrust blocks,
supports, and anchors have hardened. Test at pressure not less than 1-1 /2 times the
maximum system operating pressure, but not less than [1 50 psig (1035 kPa).]
a. Ductile-Iron Piping: Test according to AWWA C600, "Hydraulic Testing" Section.
b. PVC Piping: Test according to AWWA M23, "Testing and Maintenance" Chapter.
C. Leaks and loss in test pressure constitute defects that must be repaired. I
D. Replace leaking piping using new materials, and repeat testing until leakage is within
allowances specified. ,
3.18 CLEANING
A. Clean interior of piping of dirt and superfluous materials. Flush with water.
END OF SECTION
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SECTION 33 42 11 - STORMWATER UTILITIES
' PART 1 GENERAL
1. SUMMARY
A. Drawings and general provisions of the Contract, including General and Supplementary
Conditions and Division 01 Specification Sections, apply to this Section.
2. RELATED DOCUMENTS
' A. Section Includes:
1. Pipe and fittings.
2. Nonpressure transition couplings.
3. Expansion joints and deflection fittings.
4. Cleanouts.
5. Drains.
' 6. Manholes.
7. Channel drainage systems.
8. Catch basins.
9. Stormwater inlets.
10. Stormwater detention structures.
11. Pipe outlets.
3. ACTION SUBMITTALS
A. Product Data: For each type of product indicated.
1 B. Shop Drawings:
1. Manholes: Include plans, elevations, sections, details, frames, and covers.
' 2. Catch basins and stormwater inlets. Include plans, elevations, sections, details, frames,
covers, and grates.
3. Stormwater Detention Structures: Include plans, elevations, sections, details, frames,
covers, design calculations, and concrete design-mix reports.
4. INFORMATIONAL SUBMITTALS
' A. Coordination Drawings: Show pipe sizes, locations, and elevations. Show other piping in
same trench and clearances from storm drainage system piping. Indicate interface and
spatial relationship between manholes, piping, and proximate structures.
5. DELIVERY, STORAGE, AND HANDLING
' A. Do not store plastic manholes, pipe, and fittings in direct sunlight.
B. Protect pipe, pipe fittings, and seals from dirt and damage.
C. Handle manholes according to manufacturer's written rigging instructions.
D. Handle catch basin and stormwater inlets according to manufacturer's written rigging
instructions.
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6. PROJECT CONDITIONS
A. Interruption of Existing Storm Drainage Service: Do not interrupt service to facilities occupied
by Owner or others unless permitted under the following conditions and then only after
arranging to provide temporary service according to requirements indicated:
1. Notify Architect, Engineer Construction and Owner no fewer than two days in advance
of proposed interruption of service.
2. Do not proceed with interruption of service without Owner's written permission.
PART 2 PRODUCTS
1. STORM DRAINAGE PIPING 4" AND LARGER WITH GREATER THAN 2 FEET OF COVER, BEYOND 5 1
FT OF THE BUILDING.
A. PVC PIPE AND FITTINGS I
1. Pipe: Shall conform to the requirements of ASTM D3034, SDR 35
2. Fittings: All fitting shall be of the same materials as the pipe unless otherwise approved.
Conform to the requirements of ASTM D3034, PVC
3. Gaskets: Shall conform to the requirements of ASTM F 477, elastomeric seals and AST
3212
B. PE PIPE AND FITTINGS 1
1. Corrugated PE Pipe and Fittings Pipe: Shall conform to the requirements of ASTM D3350
C. HDPE PIPE AND FITTINGS
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1. All HDPE Pipe and Fittings shall conform to the requirements of ASTM F714, DR 26
2. STORM DRAINAGE PIPING WITHIN 5 FT OF THE BUILDING
A. PVC Pipe and Fittings
1 . PVC DWV, Solid-Wall PVC Pipe shall conform to the requirements of ASTM D 2665, and
plumbing code requirements
3. PERFORATED PIPE - 4" AND LARGER
A. Rigid round perforated PVC pipe shall conform to the requirements of ASTM D3034, SDR 35. '
B. HDPE pipe and fittings
4. PERFORATED PIPE - 3" AND SMALLER
A. HDPE Single wall perforated pipe and fittings '
5. FLAT PANEL PIPE FOR ARTIFICIAL FIELDS
A. ADS AdvanEDGE with Geotextile Wrap or equal. Pipe to conform to ASTM D7001 with '
minimum cell classification of 424420C as defined and described in ASTM D3350.
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6. INLETS
A. Use "Lynch Type" Catch Basins or Area Drains or equal.
' PART 3 EXECUTION
1 . 3.1 EARTHWORK
A. Excavation, trenching, and backfilling are specified in section 31 23 17 Trenching.
2. PIPING INSTALLATION
A. General location and arrangements: Drawing plans and details indicate general location and
arrangement of underground sanitary sewer piping. Location and arrangement of piping
' layout tack into account design considerations. Install pipe as indicated, to extent practical.
Where specific installation is not indicated, follow piping manufacturer's written instructions.
' B. Install piping beginning at low point, true to grades and alignment indicated with unbroken
continuity of invert. Place bell ends of piping facing upstream, Install gaskets, seals, sleeves
and couplings according to manufacturer's written instruction for using lubricants, cements,
and other installation requirements.
C. Clear interior of piping and manholes of dirt and superfluous material as work
progresses.aintain swab or drag in piping and pull past each joint as it is complete. Place
plug in end of incomplete piping at end of day and when work stops.
3. BACKWATER VALVES:
A. A. Install backwater valves where indicated on the plans and in an accessible location.
4. CLEANOUT
A. Install cleanout where indicated on the plans. Set rim to finish grade.
S. PIPE JOINT CONSTRUCTION
A. Join pipe per manufacturer's specifications
6. CONNECTIONS
A. Pothole prior to construction to verify location, size and depth of existing piping. Notify
Engineer if location, size or depth of existing pipe is different than shown on the plans.
7. FIELD QUALITY CONTROL
' A. Inspection and testing shall be per Clackamas County standards.
B. After installing drainage course to top of piping, test drain piping with water to ensure free
flow before backfilling. Remove obstructions, replace damaged components, and repeat test
until results are satisfactory.
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8. CLEANING
A. Clean dirt and superfluous material from interior of piping prior to testing.
END OF SECTION '
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