HomeMy WebLinkAboutCORRESPONDENCE - GENERAL CORRESPONDENCE - SPECIFICATIONSSOUTH FORT COLLINS SANITATION DISTRICT
APRIL 1995
14. OR AN APPROVED EQUAL - as approved to being equal by the District.
a. Reference Section 01600.
IS. OWNER the developer, corporation, association, partnership, or individual who
has entered into an Agreement with the.District and has entered into an agreement
with the contractor to perform the work.
16. PROVIDE - furnish and install complete in place.
17. QUALIFIED - acquired abilities; skill, knowledge, experience, that fits a person
for a position, office, or profession.
18. RECORD DRAWINGS - detailed drawings that show actual construction and
contain field dimensions, elevations, details, changes made to the construction
drawings by modification, details which were not included on the construction
drawings, and horizontal and vertical locations of underground utilities.
a. Record Drawings are usually construction drawings which have been modified
to contain the information listed above.
19. REMOVE - remove and dispose of in a manner consistent with local ordinances,
laws and regulations.
20. SERVICE LINE - all pipe, fittings and appurtenances for conveying wastewater
from the customers premises to the collection main.
21. SHALL - a mandatory condition.
22. SYSTEMS ENGINEER - shall mean the Systems Engineer of the South Fort
Collins Sanitation District or the Systems Engineer's authorized representative.
23. TAP - the physical connection to the collection main.
24. WORK - the entire completed construction or the various separately identifiable
parts required to be furnished for the project. Work is the result of performing
services, furnishing the labor and furnishing and incorporating materials and
equipment into the construction.
oio10-3 "
B. Interpretation
I
1. These Specification's contain many command sentences which are directed at the
Contractor unless otherwise stated.
2. The Contractor shall request clarification, in writing, of all apparent conflicts by
contacting the District. The District will not be responsible for any explanations,
interpretations, or supplementary data provided by others.
1.3 COORDINATION WITH THE DISTRICT
A. The Developer, Design Engineer or Developer's Contractor is responsible for
.coordinating a pre -construction meeting with the District at least five (5) days, exclusive
of holidays and weekends, prior to construction..
B. The Contractor is responsible for coordinating the work with the District.
C. Connections to existing pipelines.
1. All connections to existing sewer mains shall be made at a time authorized by the
District.
1A WORK SEQUENCE
A Contractor shall coordinate the sequence of activities, taking into account work done by
others; possible easement requirements; permit requirements; and District requirements.
B. Contractor shall coordinate the beginning of work, excavation near ditches, railroads, road
cuts, etc. with the District, affected parties, and utilities prior to beginning construction
C. Contractor shall coordinate activities such as, but not limited to, backfilling operations, air
testing, vacuum testing, tamping and moistureldensity testing with the District.
1.5 NOTIFICATIONS
A Contractor shall contact the District, all affected utilities and affected parties at least 48 --
hours (exclusive of holidays and weekends) prior to working in areas adjacent to
underground utilities.
B. Contractor shall have all utilities field located.
C. Contractor shall give the District a minimum of 48 hours notice (exclusive of holidays and
weekends) prior to inspections and testing.
o1010-4
1.6 SAFETY AND PROTECTION
A Contractor shall be responsible for initiating, maintaining and supervising all safety
precautions and programs in connection with the work. Contractor shall take all
necessary precautions for the safety ol�and shall provide the necessary protection to
prevent damage, injury or loss to:
Employees on the work and other persons who may be affected.
2. Other property at the site or adjacent thereto, including, but not limited to trees,
shrubs, lawns, walks, pavements, roadways, structures and utilities not designated
for removal, relocation or replacement in the course of construction.
B. Contractor shall comply with all applicable laws, ordinances, rules, regulations and orders
of any public body having jurisdiction for the safety of persons or property or to protect
them from damage, injury or loss; and shall erect and maintain all necessary safeguards for
such safety and protection.
1.7 SPECIAL REQUIREMENTS
A All items and work not covered by these specifications shall be discussed with the District,
and the contractor shall receive approval from the District, in writing, prior to beginning
work.
B. Ail work must be acceptable by the District prior to being placed in service.
C. District furnished material.
1. When the District Punishes any materials, the Contractor shall be responsible for
such materials once they have been picked up or delivered to the job site.
2. The Contractor shall be responsible for the careful inspection of `District fiunished
material' at the time of delivery.
Contractor shall repair, in a manner acceptable to the District, or replace any
District furnished material', which has been damaged or stolen, at his own expense.
4. The District is responsible for the quality and operational design aspects of the
furnished material.
01010-5
D. Contractor shall warrant all work for a period of one year after final completion and initial
acceptance of the work.
Contractor may perform such maintenance and repairs by subcontract.
a. If the contractor chooses to subcontract the warranty work, he shall submit to
the District a copy of the subcontract or the work authorization as evidence of
the contractor's faithful intention to perform any repairs which may become
necessary during the one (1) year warranty period.
E. Field changes from the approved plans shall not be permitted without prior permission
from the Systems Engineer.
F. The Developer, Developer's Engineer or Developer's Contractor is responsible to submit —
three (3) sets of approved construction drawings to the District at least five (5) days,
exclusive of holidays and weekends, prior to construction.
G. The Developer shall be responsible for the cost of re -tests, excessive inspection and
inspection during non -office hours, 8:00 a.m. to 4:30 p.m. Monday through Friday _
exclusive of holidays. The District will notify the Contractor and Developer when such
costs are being incurred.
R No work shall take place on weekends or holidays without prior authorization from the
District. Contact the District at least 48 hours (exclusive of holidays and weekends) prior
to working in areas near underground utilities, pole lines, or on private property. The
District will make every effort to assist with notifications received less than the 48 hours
required.
I. Contractor shall provide all materials, equipment -and other items required to isolate and
accomplish total separation of new construction.
Prior to commencing work, Contractor shall designate, in writing, an authorized
representative who shall have complete authority to represent the Contractor and shall be
on the construction site at all times during work activities.
01010.6
1.8 QUALITY CONTROL
A. Inspection
1. The District shall make periodic checks to verify the quality and progress of the
work. The authorized agents and their representatives of the District shall be
provided safe access to the work, whenever it is in preparation or progress.. The
Contractor shall provide for such access and for inspection, including maintenance
of temporary and permanent access.
2. Materials and equipment rejected by the District shall be identified and remain onsite
until approved for removal by the District.
END OF SECTION
01010-7
I -.
SECTION 01600
MATERIALS, EQUIPMENT AND WORKMANSHIP
PART 1-GENERAL
1.1 DESCRIPTION
A This section addresses the material, equipment, and workmanship needed to complete the
construction of the sewer main and all associated appurtenances.
1.2 MATERIALS AND EQUIPMENT
A Contractor shall finaish all materials, equipment, labor, and all other ficrilities and incidentals
necessary for the execution, testing, and completion of the work.
B. Materials and equipment shall be of good quality and new, except as otherwise approved by
the District.
1. When requested by the District, the Contractor shall furnish satisfactory evidence
(including manufacturer's certification) as to the kind and quality of materials and
equipment, and their compliance with these specifications.
a. The District shall test any manufi urer s material as deemed necessary.
b. It is the contractor's responsibility to insure the manufacturer's materials meet these
specifications.
C. All materials and equipment shall be installed and used in accordance with the instructions of
the applicable manifacturer, fabricator, supplier or distributor, except as otherwise provided in
these specifications.
D. The materials and equipment in these specifications are representative of a quality of
performance, operation and construction wtuch is acceptable to the District.
1. The District shall make every effort to evaluate all written requests for the product
substitution within thirty (30) days.
a Such requests shall include detailed product literature and a description ofbenefits
which might be achieved by this substitution.
01600-1
E. In approving materials or equipment for installation, the District assumes no responsbility for
injury or claims resulting from failure of the materials or equipment to comply with applicable
National, State, and local safety codes or requirements, or the safety requnweotss of a
recognized agency, or Mure due to faulty design concepts, or defective wodmanslW.
END OF SECTION
oi600-2
n. .
SECTION 01666
TESTING SANITARY SEWER SYSTEM
PART 1 - GENERAL
1.1 DESCRIPTION
A This section concerns the testing of sanitary sewer collection mains and manholes.
B. All manholes are required to be vacuum tested.
1. Vacuum testing shall occur after completion of the bacldilling and compaction.
C. All pipe shall be subjected to a low pressure air test.
1 _ A test section shall not be any longer than the length of pipe between adjacent
manholes.
2. Air tests shall be conducted on all sewer mains and services.
3. Reference ASTM C828.
4. The low pressure air test shall occur after completion of the backfilling and
compaction.
a. If the District determines that reliable and uniform results are produced by the
contractor's construction techniques, the low air pressure air test may occur
after initial bacldll and compaction.
D. IX after the visual inspection of the sewer main (lamping and/or televising), the District
suspects that there is a problem, the District may require alignment, infiltration, enfiltration
and/or deflection tests. ,
E. The contractor shall provide all equipment and personnel to perform the required tests.
F. The District shall record tines, pressure and vacuum readings during the test period.
1.2 AIR TESTING SANITARY SEWER MAINS
A The ends of the sewer pipe being tested shall be plugged and braced.
B. The length of pipe being tested shall be pressurized to 3.5 psi.
01666-1
C. The pressure pump shall be turned -off and the time monitored.
If the groundwater is higher than the top of the pipe, the test pressure will be
adjusted to account for the high groundwater.
D. The pressure must not drop more than 1 psi, for the amount of time indicated by using the
following formula:
T = 0,0237 L D2
where T = time of test (in seconds),
L = length of pipe being tested (in feet),
D = diameter of pipe (in inches).
The following table contains the test duration for pipe diameters between four (4)
and fifteen (15) inches, and for pipe lengths up to 500 feet.
Specified Test Duration for Length of Pipe Indicated
(duration indicated in min: sec)
Pipe Length (feet)
01666-2
E. Sections of the pipe which fail the air test, shall have the defects repaired, and the test shall
be repeated.
1. Repair and repeat testing of the failed section of pipe shall be repeated until the
testing requirements are met.
1.3 VACUUM TESTING MANHOLES
A. Manholes shall be tested before the ring and cover and grade adjustment rings are
installed.
B. All pipes entering the manhole shall be plugged and braced.
C. A vacuum of ten (10) inches of mercury shall be drawn.
D. The vacuum pump shall be turned -off and the time monitored.
1. The vacuum must not drop more than one (1) inch for the duration of the time
indicated in the following table:
Specified Test Duration for Diameter of Manhole
(duration indicated in minutes:seconds)
Manhole Diameter (inches)
48 60 72
E. Manholes which fail the vacuum test shall have the defects located and repaired from the
outside of the manhole, and the test shall be repeated.
1. Repair and repeat testing of the failed manhole shall be repeated until the testing
requirements are met.
END OF SECTION
01666-3
TABLE OF CONTENTS
SUMMARY OF WORK
GENERAL
1.1
Scope
01010-1
1.2
Specification Documents
01010-2
1.3
Coordination With the District
01010-4
1.4
Work Sequence
01010-4
1.5
Notifications
01010-4
1.6
Safety and Protection
01010-5
1.7
Special Requirements
01010-5
1.8
Quality Control
01010-7
MATERIALS. EOUIPMENT AND WORKMANSHIP
GENERAL
1.1 Description 01600-1
1.2 Materials and Equipment 01600-1
TESTING SANITARY SEWER SYSTEM
GENERAL
1.1 Description 01666-1
1.2 Air Testing Sanitary Sewer Mains 01666-1
1.3 Vacuum Testing Manholes 01666-3
SUE CLEANUP
GENERAL
1.1
Description
01710-1
1.2
Execution
01710-1
1.3
Disposal
01710-2
SECTION 01710
SITE CLEANUP
PART 1- GENERAL
1.1 DESCRIPTION
A This section concerns the cleanup of the construction site.
B. Provisions of this section will be a requirement on all work done as a part of a District
contract.
1. When the work is being done as a part of a contract between a Developer and a
Contractor, this section shall be used as a guideline.
a. The actual requirements should be contained in the contract between the
Developer and Contractor.
1.2 EXECUTION
A Site cleanup shall be maintained in a safe condition at all times.
B. Construction materials shall be neatly stored.
C. Containers shall be provided for the collection of waste material and debris.
1. Containers shall not be stored in any existing public right-of-way.
D. Construction material, equipment, waste containers, construction buildings, parking etc.,
shall only be allowed within the limits of the construction easement.
1. Any off -site storage of construction material, equipment, waste containers,
construction buildings, parking, etc. shall be allowed only after the contractor has
obtained the written permission of the property owner.
E. During construction the job site shall be adequately protected from soil erosion in
accordance with the agency having jurisdiction.
F. Sanitary facilities shall be provided for all workers whom are working outdoors.
1.3 DISPOSAL
A. In order to maintain an orderly site, waste material and debris shall be removed
periodically.
END OF SECTION
orno-2
SECTION 01720
RECORD DRAWINGS
PART 1- GENERAL
1.1 RECORDING OF DRAWINGS
A Record Drawings shall be submitted by the Design Engineer to the Systems Engineer for
review and approval.
B. Each drawing shall be labeled "DRAWINGS OF RECORD" in neat large printed letters.
C. Construction information shall be recorded concurrently with construction progress.
D. Record Drawings shall be marked legibly and with an indelible pen.
E. Record Drawings shall include, as a minimum, the following:
1. Field dimensions, elevations, and details.
2. Changes which are made by modification.
3. Details which are not on the original Construction Drawings.
4. Horizontal and vertical locations of underground utilities and appurtenances,
referenced to a minimum of three permanent surface improvements.
5. Depths of various elements, including manhole inverts and rim elevations, of work in
relation to project datum. -
b. All dimensions shall be referenced to property pins if surface improvements have not
been constructed.
01720-1
1.2 MAINTENANCE OF PROJECT RECORD DRAWINGS DURING
CONSTRUCTION
A Record Drawings and airy documents used for the preparation of said Drawings shall be
stored apart from documents used for construction
B. Record Drawings shall be maintained in a clean; dry, legible condition and in good order.
C. Record Drawings information shall be maintained by the Contractor during construction
and shall include, but not limited to;
1. Field dimensions, elevations, and details.
2. Changes made by modification. _
3. Details not on the original drawings. _
4. Horizontal and vertical location of underground utilities and appurtenances,
referenced to a minimum of two permanent surface improvements. _
5. Depths of various elements of work in relation to the project datum.
6. Rim elevations.
7. Elevation of ground water, rock, etc.. —
D. Record Drawing information maintained by the Contractor shall be available for district
inspection, on site, at all times construction is in progress.
1.3 SUBMISSION
A Project Record Drawings shall be submitted to the Systems Engineer with a transmittal
letter containing the following:
1. Date.
2. Project title.
3. Design Engineer's name, address and telephone number.
4. Title and number of each Record Document.
oino-2
B. Project Record Drawings shall be submitted on 24" x 36", 3 mil (minimum) reproducible,
double -matte mylar. The District recommends that Project Record Drawings be submitted
in blueline form for preliminary approval.
C. The substantial and final acceptance of the sanitary sewer lines and appurtenances will not
be made until all District requirements, such as the submittal of project costs and a letter
requesting the District to accept the facilities are satisfied and the Project Record Drawings
are received and accepted by the District.
END OF SECTION
01720-3
� � 1
SECTION 02221
TRENCHING, BACEMLING AND COMPACTING
PART 1- GENERAL
1.1 DESCRIPTION
A This section addresses excavation and trenching; including subsurface drainage,
dewatering, preparation of subgrades, pipe bedding, backfilling, compacting, and finish
grading for underground pipelines, service lines and appurtenances.
B. Reference the "Standard Trench and Bedding" detail in the appendix.
1.2 QUALITY ASSURANCE
A Soil compaction tests shall be performed in accordance with:
1. ASTM D698 Standard Method of Test for Moisture Density Relations of Soils.
2. ASTM D4253 & D4254 - Standard Method of Test for Relative Density of
Cohesionless Soils.
B. Construction Staking.
1. Construction staling shall be performed under the supervision of a licensed land
surveyor.
2. All survey notes and construction staking notes shall be entered into bound, hard
cover field books.
3. Adequate staking shall be provided to establish acceptable horizontal and vertical
control.
4. Offsets shall be staked so that vertical and horizontal alignment may be checked.
5. All survey data, which is developed by the Contractor or the Developers Engineer .
or Surveyor in performing surveys which are required by the work, shalt be available
to the District for examination throughout the construction period.
02221-1
1.3 JOB CONDMONS
A Drainage and groundwater.
1. Contractor shall obtain all necessary permits prior to starting dewatering operations. _
2. Any water which is encountered in the trench shall be removed to the extent
necessary to provide a firm subgrade, to permit connections to be made in the dry,
and to prevent the entrance of water into the pipeline.
3. Surface runoff shall be diverted as necessary to keep excavations and trenches free
from water during construction.
4. The excavation or trench shall be kept free from water until the structure, or pipe, to —
be installed therein, is completed to the extent that no damage from hydrostatic
pressure, flotation, or other cause will result.
5. Water shall be prevented from entering sewer pipe which is already in service and
has been previously accepted by the District. _
6. The pipe under construction shall not be used for dewatering, without the written
approval of the District.
B. Sequencing.
1. Pipeline installation shall be performed within 400 linear feet of trench excavation.
a. If construction is occurring in an open field, this distance may be amended, at
the District's discretion.
2. Initial trench backfill shall be performed within 50 linear feet of pipeline installation.
a. If construction is occurring in an open field, this distance may be amended, at _
the District's discretion.
3. Backfilling and compaction of the trench shall be in progress to within four
manholes of that portion of the sewer that is being constructed, unless authorized by
the District.
4. Where excavation is a hazard to automotive or pedestrian traffic, the amount of
open trench and the time duration of that opening is to be minimized, at the
District's discretion.
02221-2
C. Underground obstructions.
The Design Engineer, Developer and/or Contractor shall field verify all Record
Drawing information obtained from the District.
2. Contractor shall notify each utility owner and request utilities to be field located by
surface reference at least 48 hours prior to trenching or excavating.
3. - The Contractor shall expose and verify the size, location, and elevation of
underground utilities and other obstructions sufficiently in advance of construction
to permit changes to be made to the Construction Drawings.
a. In the event there is a conflict, the Contractor shall notify the affected utility
companies.
b. In the event there is conflict, the proposed work may be modified, at the
District's discretion.
Existing improvements, adjacent property, utilities, trees, and plants that are not to
be removed shall be protected from injury or damage resulting from the Contractor's
operations.
If the Contractor removes any underground obstructions, the area in which the
underground obstruction was located shall be restored to the original condition, or
better.
1.4 'MAINTENANCE AND CORRECTION
A Contractor shall maintain and repair all trench settlement and make necessary repairs to
pavement, sidewalks or other structures which may be damaged as a result of trench
settlement.
Contractor shall warrant work for a period of one (1) year after final completion and
acceptance of the work.
B. Contractor may perform such maintenance and repairs by subcontract.
If the Contractor chooses to subcontract the warranty work, they shall submit to the
District, a copy of the subcontract , or the work authorization, as evidence of the
Contractor's faithful intention to perform any repairs which may become necessary
during the one year warranty period.
02221-3
PART 2 - MATERIALS
2.1 STABILIZATION MATERIAL
A If the existing soil in the trench bottom is judged to be unsuitable by the District, a
minimum of the top six (6) inches of the pipe subgrade shall be removed and replaced with
a stabilization material.
1. Stabilization material is crusher -run rock, conforming to ASTM D448, or CDOH
#357.
SIZE PERCENT PASSING
a. Oran approved substitute.
B. Geotextile fabric may be used in conjunction with stabilization material, with the prior
written approval of the District.
1. Acceptable types of geotextile fabric and their manufacturers are:
a. Mirafi 500 x, by "Celanese".
b. Bidim C-28 and C-34.
c. True Tex M G-100, by "True Temper".
d. Fibretex Grade 150, by "Crown Zellerbach".
e. Or an approved equal.
02221-4
2.2 BEDDING MATERIALS
A. Pipe shall be bedded in a uniformly graded material, conforming to CDOH 4 67, unless
otherwise noted on the approved construction drawings.
2.3 GROUND WATER BARRIERS
A. If clay is used for ground water barriers, it shall meet the following soil classification.
GC - clayey gravel, gravel -sand -clay mixtures.
2. SC - clayey sands, sand -clay mixtures.
CL - inorganic clays of low to medium plasticity, gravely clays, sandy clays, silty
clays, clean clays.
B. Concrete used in ground water barriers shall have a minimum of six (6) sacks per cubic
yard, and shall develop a minimum compressive strength of 3 500 psi. after 28 days.
District approval is required for all concrete ground water barriers.
2.4 TRENCH BACKFILL MATERIAL
A Trench backfill material shall be placed from a point twelve (12) inches above the pipe to
twelve (12) inches below the ground surface or to the bottom of the pavement subgrade,
whichever is greater.
02221-5
PROJECT RECORD DRAWINGS
GENERAL
1.1 Recording of Drawings
01720-1
1.2 Maintenance of Project Record Drawings
01720-2
1.3 Submission
01720-2
TRENCMNG, BACKFUJ ING AND COMPACTING
GENERAL
1.1 Description
02221-1
1.2 Quality Assurance
02221-1
1.3 Job Conditions
02221-2
1.4 Maintenance and Correction
02221-3
MATERIALS
2.1 Stabilization Material
02221-4
2.2 Bedding Materials
02221-5
2.3 Trench Backfill Material
02221-5
EXECUTION
3.1 Preparation
02221-6
3.2 Trenching
02221-6
3.3 Pipe Bedding
02221-8
3.4 Ground Water Barriers
02221-8
3.5 Backfilling and Compaction
02221-9
3.6 Field Quality Control
02221-10
PIPE BORING AND JACKING .
GENERAL
1.1 Description
02224-1
1.2 Quality Assurances
02224-1
PRODUCTS
2.1 Casing Pipe - Smooth Steel
02224-1
2.2 Accessories
02224-2
B. Trench backfill material shall be either soil excavated from the trench, or imported soil.
1. Any soil used for trench back% shall be free from frozen matter, stumps, roots,
brush, other organic matter, cinders or other corrosive material, debris, and any
rocks or stones which are larger than six (6) inches, in any dimension.
a. Rocks or stones which are larger than three (3) inches, in any dimension, shall
not be placed within one (1) foot of the pipe or within the pavement section.
2. If imported soil is used for trench backfill, it shall meet CDOH specifications for
Class #2 structural backfill. —
PART 3 - EXECUTION
3.1 PREPARATION
A. Topsoil shall be stripped from areas which are to be disturbed by construction, and
stockpiled. _
1. Topsoil shall be segregated from non -organic trench excavation material, and debris.
31 TRENCHIlNTG
A. Trenches shall be excavated by open cut methods, except where boring or tunneling is
shown on drawings, or approved by the District.
B. Trench width shall be maintained to within three (3) inches of that specified on plans or as
otherwise directed by the District.
C. Care shall be used when operating mechanical equipment in locations where it may cause -'
damage to trees, buildings, culverts, or other existing property, utilities, or structures
above or below ground. _
D. Mechanical equipment shall be operated in such a manner that the bottom elevation of the
trench can be maintained with uniform trench widths and vertical sidewalls of the bedding
zone.
1. Contractor shall follow the most current regulations concerning excavations set _
forth by OSHA; Title 29 CFR Part 1926.
02221-6
E. Trench alignment shall be sufficiently accurate to permit pipe to be aligned properly with
an eight (8) inch minimum clearance between the pipe and the sidewails of the trench or
trench box.
1. The trench sidewall shall not be undercut in order to obtain clearance.
F. Contractor shall over -excavate a mirrimum of six (6) inches, or as directed by the District,
below the bottom of the pipe wherever the trench bottom is rock, or other unsuitable
material.
1. Over -excavation shall be backfilled and compacted with acceptable Granular
Material. .
a. Reference paragraph 2.2 A
G. Preparation of trench bottom.
1. Trench bottom shall be graded uniformly to provide clearance for each section of
pipe.
2. Loose material, water, and foreign objects shall be removed from the trench.
3. The contractor shall provide a firm subgrade, which is suitable for application of
bedding material.
4. Wherever unstable material is encountered in the bottom othe trench, said material
shall be over -excavated to a depth suitable for construction of a stable subgrade, as
determined by the District.
a. The depth suitable for construction shall be determined by the District.
b. The over -excavation shall be backfilled with stabilization material and
compacted and/or placed as required by the District.
i. Reference Part 2.1 of this Section.
H. Stockpiling excavated materials.
1. Suitable material for backfilling shall be stockpiled in an orderly manner, and stored
a minimum of two (2) feet from the edge of the trench.
2. Contractor shall be responsible for disposal of excess excavated materials not
suitable or not required for backfilling.
02221-7
3. Excavated material shall not be stockpiled against or over existing structures or
appurtenances.
3.3 PIPE BEDDING
A Placement and compaction.
1. Reference the "Standard Trench and Bedding'' detail in the appendix.
2. Bedding material shall be distributed and graded to provide uniform and continuous _
support beneath the sewer main and all services at all points between bell ends, or
pipe joints.
a. Pipe shall not be supported by the bells.
b. A minimum of four (4) inches of bedding shall be placed prior to the
installation of the sewer main and services.
c. Bedding material shall not be dropped on pipe which is supported only at each
end.
3. To prevent lateral displacement, granular bedding material shall be deposited and
compacted uniformly and simultaneously on each side of the pipe.
a. Bedding material shall not be dropped onto unsupported pipe.
4. Granular bedding material shall be consolidated under and around the pipe. —
3.4 GROUND WATER BARRIERS
A Ground water barriers shall be constructed in such a manner as to impede passage of
water through bedding material for the full depth of the granular bedding material, and the _
full width of the trench.
1. Ground water barriers shall be approximately four (4) feet long and spaced not more
than 400 feet apart. Ground water barriers shall be placed generally on the
upgradient side of the manhole unless otherwise directed by the District.
2. Ground water barriers shall extend to a point two (2) feet above the existing ground
water level.
02221-8
a. If the ground water barrier is near an irrigation ditch, pond, stream, or other
waterway, the barrier shall extend to a point one (1) foot above the 100-year
water level.
3.5 BACEY LLING AND COMPACTION
A All trench backfill shall be compacted.
1. Bacldll of pipe and appurtenances and around manholes shall be compacted with
equipment and in a manner which is capable of producing the required results.
B. Backfill material shall be deposited in uniform horizontal layers which may not exceed.six
(6) inches (compacted depth), in all areas.
Other thickness may be used with the approval of the District.
C. Methods and equipment which are appropriate for the backfill of material shall be
employed.
Backfill equipment or backfilling methods which damage the pipe shall not be used.
D. Compaction shall not be performed by jetting or water settling.
E. Sheeting removal (if the Contractor elects to use sheeting).
1. Do not remove sheeting prior to backfilling.
2. Use effective methods to protect the construction, other structures, utilities and
properties during sheeting removal.
Voids left by sheeting removal shall be filled with dry sand.
4. Sheeting which is left in place shall be cut off at an elevation eighteen (18) inches
below the finish grade of unpaved areas, or twelve (12) inches below the subgrade
of paved areas.
F. Topsoil shall be replaced to the original depth over all areas which are to be reseeded
G. Excess excavated materials and materials not suitable for backfill shall be disposed of
properly
02221-9
3.6 FIELD QUALITY CONTROL
A Field moistureldensity control.
i. Field tests will be conducted to determine compliance of moistureldensity testing ^'
methods with specified density in accordance with ASTM D2922 (Tests for Density
of Soil and Soil -Aggregate In Place by Nuclear Methods).
2. Moistureldensity tests are the responsibility of the Contractor, and shall be
performed by a private Geotechnical Consultant. —
a. The method of testing of the compacted material and the validity of the results
shall be the responsibility of the Geotechnical Consultant certifying the testing. —
b. Test results shall be submitted to the District by the Contractor or the
Geotechnical Consultant the day of the tests.
i. Copies of the field work sheets are acceptable.
c. Summarized test results shall be submitted to the District prior to the initial
acceptance of the sewer system.
d. The District may elect to perform backfill density testing for compliance of the
work within the public rights -of -way. —
Results of all moistureldensity tests shall be submitted to and approved by the
District prior to acceptance of the sewer main, and available on the job site on the --
day of the test.
4. Moistureldensity tests shall be performed at a depth of two (2) feet above the top of the pipe bedding and in two (2) foot vertical increments up to the finish grade.
5. Moistureldensity tests shall be performed at a minimum of 200 linear feet, as
measured along the length of the pipe, or as determined by the District.
6. Moisture/density tests in the vicinity of manholes shall be performed at a maximum
of one (1) foot away from the manhole section.
a. A test shall be made in all four directions from the manhole.
b. A minimum of one test shall be performed for every two (2) feet of backfill
material.
02221-10
7. Moisture/density tests shall be performed below the finished subgrade, and a
minimum of one time for each service line installation.
S. All failed test areas shall be recompacted and retested.
B. Compaction shall be to the following minimum densities: (Reference ASTM D698 or
AASHTO T99 unless otherwise indicated).
1. Ground water barrier material: 95% of maximum density (ASTM D698).
2. Pipe bedding.
a. Compacted granular material: 80% of relative density (ASTM D4253 &
D4254).
3. Trench backfill.
a. Paved roadways, sidewalks and other areas which are to be paved: 95% of
maximum density.
i. The initial lift above the pipe (which is not exceed 3 feet) may be
compacted to 90% of maximum density.
u. A minimum of four (4) feet of trench shall be compacted to 95% of
maximum density.
b. Gravel roadways: 95% of maximum density.
c. Fields and landscaped areas: 90% of maximum density.
d. All other locations: 95% of maximum density.
e. A concrete cap shall be required over the sewer main in instances where the
distance from the top of the pipe to the finished surface of the ground is less
than four (4) feet.
C. Moisture content.
1. All compacted backE shall be within a minimum of 21/o (+/-) of the optunum
moisture content of the soil as determined by ASTM D698.
02221-11
2. Water shall be added to the material, or the material shalt be harrowed, disced,
bladed, or otherwise worked to insure a uniform moisture content, as specified.
3. Expansive soils may require a higher moisture content, as determined through
laboratory tests performed by a Geotechnicat engineer.
END OF SECTION
02221-12
SECTION 02224
PIPE BORING AND JACKING
PART 1- GENERAL
1.1 DESCRIPTION
A. This section addresses the furnishing and the installation of casing pipe, either by boring or
jacking.
B. Reference the "Standard Pipe Casing" detail in the appendix.
1.2 QUALITY ASSURANCES
A. Design Criteria.
1. Specified thickness for pipe and casings are based upon the superimposed loads and
not upon the loads which may be placed on the pipe as a result of jacking
operations.
a. Increased pipe strength shall be provided as necessary to withstand jacking
loads.
B. Construction Criteria.
1. Contractor shall obtain the necessary permits from the appropriate agencies prior to
commencing construction.
2. Contractor shall obtain the bonds or the indemnity which are required by the
permits, for protection against any damage and interference with traffic and service,
which are caused by the construction activities.
C. All excavations shall meet the trenching, backfi&g and compaction requirements set forth
in Section 02221.
PART 2 - PRODUCTS
2.1 CASING PIPE - SMOOTH STEEL
A. The minimum yield point of smooth steel casing pipe shall be 35,000 psi.
02224-1
B. The minimum wall thickness of smooth steel casing pipe shall be determined by the agency
granting the crossing permit. _
1. Reference the "Standard Pipe Casing" detail in the appendix. _
C. The ends of smooth steel casing pipe shall be beveled for field welding.
1. All field welds shall be painted with a coal -tar enamel exterior coating, which
conforms to AWWA C203-86, Section 2.
D. Smooth steel casing pipe shall be painted with a coal -tar enamel exterior coating.
2.2 ACCESSORIES
A Casing Seals.
1. Casing seals shall be constructed of either high density rubber casing seals with _
stainless steel straps or bricks and mortar or grout.
2. The acceptable type and manufacturer of high density rubber casing seals are: _
a. Pipeline Seal and Insulator Co., Model W.
b. Or an approved equal.
B. Casing Spacers.
1. Casing spacers shall be constructed of either redwood or stainless steel with
polymer runners.
a. Stainless steel casing spacers with polymer runners shall be manufactured by _
Cascade Waterworks Mfg. Company, or an approved equal.
2. The carrier pipe barrel shall be supported in accordance with the "Standard Pipe _
Casing!' detail in the appendix.
C. Bands.
1. Bands shall be constructed of stainless steel.
a. Bands shall be a minimum of 0.015 inches thick and 3/4-inch wide.
02224-2
PART 3 - EXECUTION
3.1 CASING INSTALLATION
A General.
Vertical and horizontal offset staking shall be provided at both ends of bored or
jacked crossings.
2. Casing pipe shall be installed at the grade and alignment shown on the construction
drawings.
a. Grade and alignment shall not deviate from that shown on the construction
drawings.
Wherever it is indicated in the Construction Drawings, the casing pipe shall be
installed by open -cut methods in accordance with Section 02221.
B. Smooth Steel Pipe.
Contractor shall provide a smooth, continuous, and uniform casing pipe with no
exterior voids.
2. Each section of casing pipe shall be welded with a full penetration butt weld around
the entire circumference of the joint to form a watertight continuous conduit capable
of resisting all stresses, including jacking stresses.
3.2 CARRIER PIPE INSTALLATION
A Carrier pipe shall be installed at the grade shown on the construction drawings.
B. Each section of pipe shall have a minitmum of three (3) stainless steel casing spacers or
three (3) redwood skids centered every 120 degrees around the pipe. The length of the
redwood skids or number of stainless steel casing spacers shall be enough to provide
adequate support.
C. If redwood skids are used, each skid shall be individually attached to the pipe with a
minimum of three (3) stainless steel bands.
A minimum of 2/3 of the length of the pipe must be supported by redwood skids.
2. No more than two (2) sets of redwood skids will be allowed per pipe.
0=4-3
EXECUTION
3.1 Casing Installation 02224-3
3.2 Carrier Pipe Installation 02224-3
PAVEMENT REPAIR AND RESURFACING
GENERAL
1.1 Description 02575-1
MATERIALS
2.1 Aggregate, Asphalt and Concrete 02575-1
EXECUTION
3.1 Manhole Rings 02575-1
3.2 Asphalt and Concrete, Base and Gravel Surfaces 02575-1
3.3 Field Quality Control 02575-2
MANHOLES
GENERAL
1.1 Description 02605-1
1.2 Product Delivery, Storage and Handling 02605-1
PRODUCTS
2.1
Precast Concrete Manholes
02605-1
2.2
Cast -In -Place -Manholes
02605-2
2.3
Mortar
02605-2
2.4
Grout
02605-3
2.5
Ring and Cover
02605-3
2.6
Steps
02605-4
2.7
Preformed Plastic Gaskets
02605-4
2.8
Pipe Penetration Gaskets
02605-5
IWVxK�Yyia)z
3.1 Installation 02605-5
D. The annular space between the casing and the carrier pipes shall be left vacant. _
E. The ends of the casing pipe shall be sealed with casing seals.
F. Reference Section 0222E
END OF SECTION
a222a-4
SECTION 02575
PAVEMENT REPAIR AND RESURFACING
PART 1- GENERAL
1.1 DESCRIPTION
A. This section addresses surface obstructions which the Contractor must remove and
replace, such as pavement, drives, curbs, gutters, sidewalks, and similar surfaces, as
required to perform the work.
B. The words Standard Street Specifications, as used herein, refer to the current Design
Criteria and Standards for Streets of the agency having jurisdiction.
PART 2 - MATERIALS
2.1 AGGREGATE, ASPHALT AND CONCRETE
A All materials and workmanship, such as but not limited to aggregate, bituminous material,
and concrete, which are used in the repair of pavement surfaces shall conform to the
specifications of the agency having jurisdiction. Contact the District for specifications if
jurisdiction has not been established.
PART 3 - EXECUTION
3.1 MANHOLE RINGS
A Manhole rings shall be raised to the level of work in progress.
1. Reference Section 02605.
B. All foreign matter shall be removed from the manholes immediately to provide free access
to these facilities.
C. All manhole rings and adjustment shims shall be straight, level, and properly aligned.
3.2 ASPHALT AND CONCRETE, INCLUDING BASE AND GRAVEL SURFACING
A Contractor shall remove, dispose of, and restore asphalt, concrete pavement, curbs, drives,
sidewalks and gravel surfacing.
02575-1
I . Contractor shall repair any damage to existing pavement, curbs, drives, or sidewalks
which was caused by his work, as shown on the plans or as directed by the District. _
B. Concrete drives, curbs, gutters, sidewalks, and similar structures shall be removed,
disposed of and restored in accordance with the agency having jurisdiction. The —
following minimum thickness shall apply if jurisdiction has not been established:
1. Driveways and slabs shall be six (6) inches thick, or match the existing thickness -
(whichever is greater).
2. Patios shall be four (4) inches thick, or match the existing thickness (whichever is
greater).
3. Gutters shall be six (6) inches thick, or match the existing thickness (whichever is
greater).
4. Concrete bases for brick pavers and concrete pavement shall be six (6) inches thick,
or match the existing thickness (whichever is greater).
5. Sidewalks shall be four (4) inches thick, or match the existing thickness (whichever
is greater).
6. Cross pans shall be eight (8) inches thick, or match the existing thickness
(whichever is greater).
C. Reference Section 03300.
3.4 FIELD QUALITY CONTROL
A. Subgrade, aggregate base course, and bituminous pavement shall be compacted in
accordance with the Standard Street Specifications.
B. Concrete
1. Reference the Standard Street Specifications.
2. Reference Section 03300.
END OF SECTION
02575-2
SECTION 02605
MANHOLES
PART 1- GENERAL
1.1 DESCRIPTION
A This section addresses sanitary sewer manholes, and includes the acceptable products,
materials, and construction practices which may be used in the construction and
installation of manholes.
B. Manholes shall be finished with all accessories, including steps, base, cone section, and
ring and cover.
C. Manholes shall be installed wherever there is a change in size, direction, slope, at
junctions, at the end of each main, and at intervals of not more than 400 feet.
D. All dead-end manholes, where a future sewer main extension is anticipated, shall have pipe
stubbed out of the manhole.
1. Main extensions shall extend two (2) feerpast the inside diameter of the manhole
(maximum).
2. Main extensions shall be plugged and blocked with a water -tight factory made,
removable plug capable of withstanding the required pressure test.
1.2 PRODUCT DELIVERY; STORAGE AND HANDLING
A Manholes shall be handled, stored, and protected in such a manner as to prevent damage
to materials.
B. All joint surfaces shall be free from dirt, oil, and grease at the time of installation.
02605-1
PART 2 - PRODUCTS AND MATERIALS
2.1 PRECAST CONCRETE MANHOLES
A. Precast manhole bases, risers and cone sections shall be manufactured in accordance with
ASTM C478, and shall be made with Type VII cement.
1. All cone sections shall be the eccentric type.
B. Concrete and Reinforcing Materials.
1. All reinforcing materials shall conform to ASTM A615, A617, or ASTM A185.
2. Reference Section 03400.
2.2 CAST -IN -PLACE MANHOLES
A. Cement used in cast -in -place manholes shall conform to ASTM C 150, Type U1I.
B. All fine and course aggregate shall conform to ASTM C33.
C. All deformed reinforcing bars shall conform to ASTM A615 or ASTM A617.
1. All bars shall be either Grade 40 or 60.
D. All welded steel wire fabric shall conform to ASTM A185.
E. Concrete used in cast -in -place manholes shall have a minimum of six (6) sacks per cubic
yard, and shall develop a minimum compressive strength of 3500 psi after 28 days.
1. Concrete shall have a maximum allowable water/cement ratio of 0.50, by weight.
2. Concrete shall have a minimum 28-day compressive strength of 3000 psi.
F. Reference Section 03300.
2.3 MORTAR
A. Mortar shall be Sand -Cement grout, using the following ratio of ingredients:
1. One part Portland Cement; conforming to ASTM C150, Type III.
2. Two parts sand; conforming to ASTM C144.
02605-2
3. 1/2 part hydrated lime; conforming to ASTM C207, Type S.
2.4 GROUT
A Grout shall be one of the following:
1. Pre -mixed, non-metallic grout; the acceptable types and manufacturers of which are
listed below:
a. Master Builders; "Embeco Mortar".
b. Sonneborn; "Ferrolith G-D.S. Redi-Mixed".
c. Or an approved equal.
2. Job -mixed grout, using the following ratio of ingredients:
a. One part Portland Cement; conforming to ASTM C207, Type LU.
b. One part sand; conforming to ASTM C 144.
c. One part shrinkage correcting aggregate; the acceptable types and
manufacturers of which are listed below:
i. Master Builders; "Embeco Aggregate".
u. Sonneborn; "Ferrolith G-D.S."
iu. Or an approved equal.
2.5 RING AND COVER
A. All rings shall be eight (8) inches in height.
B. Acceptable ring and covers are:
1. Neenah, R-1706.
2.. Or an approved equal.
C. Four (4) inch rings may be acceptable for street overlays or repaving, with written
approval.
02605-3
2.6 STEPS
A All steps, in manholes, shall be made of one of the following materials:
1. Aluminum.
2. Copolymer polypropylene plastic, conforming to ASTM C478 and ASTM C497.
B. Acceptable steps and their manufacturers are:
1. Neenah; R-1982-W.
2. M. A Industries; PS-2-PFS.
3. Or an approved equal.
C. All steps shall be spaced 12-inches apart (0. C.).
D. The maximum distance from the cover of the manhole to the top most step shall be 24-
inches.
E. The maximum distance from the bench of the manhole to the lowest step shall be 18-
inches.
2.7 PREFORMED PLASTIC GASKETS
A All preformed plastic gaskets shall conform to AASHTO M198.
B. The diameter of a preformed plastic gasket shall be 1.5-inches for a 48-inch diameter
manhole.
C. Acceptable gaskets and their manufacturers are:
1. "Ram Nek"; K T. Snyder Co.
2. "Rub'r-Nek"; K.T. Snyder Co.
3. "Kent Seal"; Hamilton -Kent Manufacturing Co.
4. Or an approved equal.
D. Gaskets shall be pliable at the time of installation.
02605-4
2.8 PIPE PENETRATION GASKETS
A Acceptable gaskets and their manufacturers are:
1. "A-LOK"; A-LOK Products Inc.
2. "PSX"; PRESS -SEAL Gasket Corporation.
3. Or an approved equal.
PART 3 - EXECUTION
3.1 INSTALLATION
A Trenching, backfilling, and compaction.
I. Reference Section 02221.
B. Connections to Existing Manholes
1. Connections to existing manholes shall be made by core -drilling unless otherwise
indicated.
C. Manhole Construction.
1. Standard manholes shall be installed in accordance with the "Standard Manhole"
detail in the appendix.
2. Outside drop manholes shall be installed in accordance with the "Standard Outside
Drop Manhole" detail in the appendix.
a. Outside drop manholes are required whenever the difference between invert
elevations is two (2) feet or greater.
3. Flat -top manholes shall be installed in accordance with the "Standard Flat -Top
Manhole" detail in the appendix.
a. Flat top manholes are required whenever the distance between the finished
road surface and a manhole barrel section does not allow room for a cone
section.
02605-5
h
b. Access holes for flat -top manholes shall be offset from center.
L If the distance from the manhole cover to the invert of the sewer main is
less than three (3) feet, the access hole shall be centered.
4. Manholes shall be constructed at the location and to the elevation indicated on the
approved Construction Drawings, or as stated by the District to accommodate field
conditions.
a. The location of manholes shall be referenced by the Design District, to a
minimum of two permanent surface references, and recorded on the Record
Drawings.
5. The manhole shall be set plumb.
a. Precast concrete adjustment rings shall be used to bring the ring and cover to
grade.
i. The total height from the top of the cone section to the finish street grade
shall not exceed sixteen (16) inches.
U The adjustment rings shall be flush with the inside of the manhole and
grouted.
6. Manhole sections shall be joined to each other and to the base using a double row of
preformed plastic gaskets.
a. All joint surfaces shall be kept clean and dry during installation.
b. The joint between the manhole section and the base shall be grouted on the
inside to provide a smooth surface.
J
7. Manhole sections shall be joined using preformed gaskets. Adjustment shims, and
ring and covers shall be joined using mortar.
a. All joint surfaces shall be kept clean, dry, and warm during installation.
b. Manhole sections shall be grouted to ring and covers, on the inside.
S. All lifting holes, joints, and other imperfections shall be filled with an approved
non -shrink grout, to provide a smooth finished appearance.
02605-6
If the ground water is above the top of the pipe, the exterior surfaces of manholes
shall have a 1/16-inch coating of tar.
a. The determination of the need for a tar coating shall be made by the District
upon review of the soils report, or shall be shown on the approved utility plans.
END OF SECTION
02605-7
PLASTIC
GRAVITY SEWER PIPE
GENERAL
1.1
Description
1.2
Product Delivery, Storage and Handling
PRODUCTS
2.1
Plastic Gravity Sewer Pipe
2.2
Joints
EXECUTION
3.1
Installation
SANITARY
SEWER COLLECTION SYSTEM
GENERAL
1.1
Description
1.2
Quality Assurance
1.3
Product Delivery, Storage and Handling
1.4
Job Conditions
PRODUCTS
2.1
Manholes
2.2
Plastic Gravity Sewer Pipe
EXECUTION
3.1
Inspection
3.2
Preparation
3.3
Pipe Installation
3.4
Manhole Installation
3.5
Service Connections
GREASE AND SAND & OIL INTERCEPTORS
GENERAL
1.1
Description
1.2
Product Delivery, Storage and Handling
iv
02622-1
02622-1
02622-2
02622-2
02622-2
02722-1
02722-1
02722-1
02722-1
02722-2
02722-2
02722-2
02722-3
02722-4
02722-5
02722-6
02740-1
02140-1
SECTION 02622
PLASTIC GRAVITY SEWER PIPE
PART 1- GENERAL
1.1 DESCRIPTION
A This section addresses plastic gravity sewer pipe, and includes the acceptable materials and
construction practices which may be used in the installation of plastic gravity sewer pipe.
1.2 PRODUCT DELIVERY, STORAGE AND HANDLING
A Handling.
1. Pipe shall not be handled in a manner which will cause damage to the pipe.
2. Pipe or fittings shall not be dropped.
3. Care must be taken to prevent damage to the pipe and fittings by impact, bending,
compression, or abrasion.
4. Damaged pipe or fittings shall not be installed.
B. Storage.
Lubricant shall not be stored or handled in a manner which will cause contamination
to the lubricant.
2. Rubber gaskets shall be stored in a location which protects them from deterioration.
3. Pipe shall be stored in accordance with the manufacturer's specifications.
4. Pipe shall be stored on a surface which provides even support for the pipe barrel.
a. Pipe shall not be stored in such a way as to be supported by the bell.
b. Pipe which has a longitudinal deflection of greater than 1/8-inch per foot of
pipe shall not be used.
5. Pipe which exhibits any signs of ultraviolet degradation shall not be used.
02622-1
PART 2 - PRODUCTS '-
2.1 PLASTIC GRAVITY SEWER PIPE
A All plastic gravity sewer pipe and all fittings shall be made from PVC components which
conform to ASTM D 1784.
B. All plastic gravity sewer pipe and all fittings shall be manufactured in accordance with
ASTM D3034.
1. The standard dimension ratio (SDR) of plastic gravity sewer pipe, shall not exceed.
35 unless otherwise indicated or required by the District..
2.2 JOINTS
A All joints shall be of the push -on bell and spigot type, and shall be manufactured in
accordance with ASTM D3212. _
1. All gaskets shall be manufactured in accordance with ASTM F477.
2. All bells shall be formed integrally with the pipe and shall contain a factory installed
elastomeric gasket, which is positively retained.
3. Lubricant shall be that which is specified by the pipe manufacturer.
PART 3 - EXECUTION
3.1 INSTALLATION
A Reference Part 3 of Section 02722.
END OF SECTION
02622-2
FEB95
SECTION 02722
SANITARY SEWER COLLECTION SYSTEM
PART 1- GENERAL
1.1 DESCRIPTION
A. This section addresses the installation of sanitary sewer collection mains, and includes the
acceptable products, materials, and construction practices which may be used in the
installation of sanitary sewer collection systems.
B. The minimum allowable pipe diameter of sanitary sewer mains shall be 8-inches.
1.2 QUALITY ASSURANCE
A. Construction Staldng.
1. Reference paragraph 1.2.13 of Section 02221,
B. Horizontal alignment shall remain uniform between consecutive manholes as designed on
the Construction Drawings.
C. Vertical alignment shall remain uniform between manholes, with no deviation from the
grade specified on the Construction Drawings.
1.3 PRODUCT DELIVERY, STORAGE AND HANDLING
A. Reference Sections 02605 and 02622.
1A JOB CONDITIONS
A. Foreign material, including trench water, shall not be permitted to enter the pipe under
construction.
1. The portion of the pipe being installed shall not be used to dewater the trench.
B. Debris, tools, clothing, or other material shall not be permitted in the pipe.
C. Water shall be prevented from entering sewer pipe which is already in service and has been
previously accepted by the District.
02722-1
D. Effective measures shall be used to prevent uplifting or floating of the pipeline prior to
completion of the back filling operations.
E. Pipe shall not be installed under the following conditions:
1. When the trench water is entering the pipe being installed.
2. When weather conditions are unsuitable.
a. Temperature is less than 0 degrees Fahrenheit.
b. Snowing heavily.
c. Raining heavily.
d. Ifigh winds.
3. When the trench bottom is unstable.
F. Pipe and appurtenances shall be protected against dropping and damage.
1. Pipe and appurtenances shall not be used if they are damaged.
PART 2 - PRODUCTS
2.1 MANHOLES
A. Reference Section 02605.
2.2 PLASTIC GRAVITY SEWER PIPE
A Reference Section 02622.
PART 3 - EXECUTION
3.1 INSPECTION
A Pipe, fittings, and manholes, shall be free of dirt or other objects prior to installation.
02722-2
B. Pipe and fittings shall be inspected for cracks, dents, abrasions or other flaws prior to.
installation.
Defective pipe and fittings shall be marked and remain on the site until removal is
approved by the District.
C. Manholes shall be inspected for cracks or other flaws prior to installation.
1. Damaged manholes shall be marked and remain on the site until removal is approved
by the District.
3.2 PREPARATION
A. Trenching, backfilling and compaction.
Reference Section 02221.
B. Cutting the pipe.
1. The pipe shall be cut smooth, straight, and at right angles to the pipe axis, with saws
or pipe cutters which are designed specifically for the material.
2. The cut end of the pipe shall be beveled in accordance with the manufacturer's
recommendations.
3. Burrs shall be removed and all dust shall be wiped off of the jointing surface.
C. Connections.
1. The location and elevation of the existing pipes and manhole inverts shall be verified
prior to construction.
2. Connections to existing pipes shall be made with an approved coupling device.
a. Acceptable manufacturers of couplings are:
i. Feruco.
H. Or an approved equal.
02722-3
D. Joints.
1. Dirt, oil grit, and other foreign matter shall be removed from the inside of the bell
and the outside of the spigot.
2. A thin film of lubricant shall be applied to the inside surface of the gasket and the
spigot end of the pipe, per the pipe manufacturer's recommendations.
3. The lubricated joint surface shall be kept clean until joined.
4. The pipe shall have a depth mark prior to assembly to insure that the spigot end is -
inserted the full depth of the joint.
S. Stabbing of the pipe shall not be allowed.
6. Previously completed joints shall not be disturbed during the jointing operation.
7. All joints shall be watertight and free from leaks.
8. After the initial acceptance of the sewer main, the Contractor shall be responsible
for the repair of any leak, resulting from improper workmanship or materials, which
is discovered within a. one year period.
3.3 PIPE INSTALLATION
A Pipe installation shall begin at the lowest elevation and proceed upstream to the highest,
unless prior written approval is obtained from the District.
1. Pipe shall be installed so that the bells are pointing uphill.
2. The pipeline shall be installed so that a uniform grade is maintained between
manholes.
B. The joint shall be completed in accordance with the pipe material specification, and the
pipe shall be adjusted to the correct line and grade as each length of pipe is placed in the
trench. _
1. Pipe shall be laid to and maintained at required lines and grades as specified in the
approved construction drawings.
C. The pipe shall be secured in place with the specified granular bedding material
consolidated under and around the pipe.
02722-
D. The contractor shall prevent the opening of joints during bedding and backfilling
operations.
1. Bedding material shall not be dropped onto unsupported pipe, which has been set to
alignment and grade.
E. Concrete encasement shall be provided where indicated on the Construction Drawings or
by specific approval of the District.
Cast -In -Place Concrete.
a. Reference Section 03300.
2. At any location where a water main crosses a sewer main, and the sewer is above
the water main, or the vertical distance between the two mains is less than 18
inches, the crossing shall be constructed by one of the following methods:
a. One length of structural sewer pipe, with a laying length of eighteen (IS) feet
or greater, shall be installed in the sewer main.
i. The structural sewer pipe shall be centered on the water main, and shall be
the same size as the remainder of the sewer main.
U. All structural sewer pipe shall be ductile iron pipe or an approved equal.
3. Sanitary sewer mains which cross waterways shall be installed as indicated on the
approved construction drawings or as required by the District.e.
3.4 MANHOLE INSTALLATION
A Reference Section 02605.
B. Manholes shall be installed at the Iocation and to the elevation shown on the Construction
Drawings, or as approved by the District to accommodate field conditions.
C. Measurements of the actual location and elevation of sewer main inverts shall be made for
recording in the Record Drawings, by the Design Engineer.
3.5 SERVICE CONNECTIONS
A. Service wyes, tees or saddles, shall be installed at the locations designated on the
approved construction drawings.
02722-5
1. Reference the "Standard Sewer Service Connection" detail in the appendix.
2. The centerline of the service branch shall be inclined upward at a 45 degree angle.
B. Service connections on existing mains shall be installed using a saddle. _
C. All sewer services shall be extended at a constant gradeto a point six (6) feet inside the
property line.
1. Maximum grade of all sewer services shall be 8%.
2. Minimum grade of four (4) inch sewer services shall be 1/4-inch per foot, (2%).
3. Minimum grade of six (6) inch sewer services shall be 1/8-inch per foot, (1%).
D. The end of all sewer services shall be plugged with an airtight plug.
E. The end of all sewer services shall be marked with a 4" x 4" wooden marker.
1. All wooden markers shall extend from the end of the service to a point two (2) feet `-
above the ground surface.
F. The Contractor installing the sanitary sewer main and services, shall mark the location of
the sewer service with an "S" chiseled into the face of the curb and gutter.
END OF SECTION
ti.
02722-6
FEB95
SECTION 02740
GREASE AND SAND & OIL INTERCEPTORS
PART 1- GENERAL
1.1 DESCRIPTION
A. This section addresses the selection and installation of grease interceptors and combination
sand & oil interceptors. This section is applicable where no other service agencies has
jurisdiction or as deemed necessary by the District.
1.2 PRODUCT DELIVERY, STORAGE AND HANDLING
A All products shall be handled, stored, and protected in a manner which will prevent
damage to materials.
PART2-PRODUCTS
2.1 PRECAST CONCRETE PRODUCTS
A. All precast concrete products shall conform to ASTM C478 and shall be made with Type
1/H cement.
B. Reference Section 03400.
2.2 CAST -IN -PLACE CONCRETE
A. All cast -in -place concrete shall be made with Type I/II Portland Cement conforming to
ASTM C150.
B. Reference Section 03300.
2.3 MORTAR
A. Mortar shall be sand -cement grout, using the following ratio of ingredients:
I . One part Portland Cement; conforming to ASTM C150, Type 1/11.
2. Two parts sand; conforming to ASTM C144.
02740-1
3. 1/2 part hydrated lime; conforming to ASTM C207, Type S.
2.4 GROUT
A. Grout shall be one of the following:
1. pre -mixed non -shrinking grout; the acceptable types and manufacturers of which are
listed below:
a. Master Builders; "Embeco Mortar".
b. Sonneborn; "Ferrolith G D.S Redi-Mixed".
c. Or an approved equal.
2. Job mixed grout, using the following ratio of ingredients:
a. One part Portland Cement; conforming to ASTM C207, Type LM.
b. One part sand; conforming to ASTM C144.
c. One part shrinkage correcting aggregate; the acceptable types and
manufacturers of which are listed below:
i. Master Builders; "Embeco Aggregate".
I Sonneborn; "Ferrolith G D.S".
ai. Or an approved equal.
2.5 RING AND COVER
A. Acceptable ring and covers are:
1. Neenah, R-1706.
2. Or an approved equal.
02740-2
PRODUCTS
2.1
Precast Concrete Products
02740-1
2.2
Cast -In -Place Concrete
02740-1
2.3
Mortar
02740-1
2.4
Grout
02740-2
2.5
Ring and Cover
02740-2
2.6
Steps
02740-3
GREASE INTERCEPTORS AND TRAPS
3.1 General 02740-3
3.2 Location of Grease Interceptors 02740-3
3.3 Size of Grease Interceptors 02740-4
3.4 In -Line Grease Traps 02740-5
COMBINATION SAND & OIL INTERCEPTORS
4.1 General 02740-6
4.2 Location of Combination Sand & Oil Interceptors 02740-6
4.3 Size of Combination Sand & Oil Interceptors 02722-7
VENTING
5.1 General 02740-7
5.2 Materials 02740-8
5.3 Size of Vents 02740-9
5.4 Vent Pipe Grades and Connections 02740-9
CAST- IN - PLACE CONCRETE
GENERAL
1.1 Description 03300-1
MATERIALS
2.1
Cement
03300-1
2.2
Aggregates
03300-1
2.3
Water
03300-1
2.4
Admixtures
03300-1
2.5
Concrete Reinforcement
03300-2
V
2.6 STEPS
A All steps shall be made of one of the following materials:
1. Aluminum,
2. Copolymer polypropylene plastic, conforming to ASTM C478 and ASTM C497.
B. Acceptable steps and their manufacturers are:
1. Neenah; R 1982-W.
2. M. A Industries; PS-2-PFS.
Or an approved equal.
C. All steps shall be spaced twelve (12) inches apart, (on center).
PART 3 - GREASE INTERCEPTORS AND TRAPS
3.1 GENERAL
A Unless written approval is given by the District, all food serving, food preparing, food
catering, meat cutting establishments; fish, fowl, animal slaughter houses, soap factory,
tallow rendering, fat rendering, hide curing establishmans; and others capable of
discharging large amounts of grease into the sanitary sewer system, shall be required to
install a grease interceptor.
B. Grease interceptors shall not be required for private residences or dwellings.
C. Owners of businesses that may require grease interceptors shall submit plans to the
District for review and approval.
3.2 LOCATION OF GREASE INTERCEPTORS
A Unless prior permission is given by the Utility, all grease interceptors shall be located
outside, on private property, within thirty (30) feet of the facility served, and shall be
easily accessible at all times for maintenance and examination.
B. All grease interceptors shall be either Type A, B, or C.
Reference the grease intercepors in the appendix.
02740-3
C. All grease interceptors shall have two (2) compartments, the smallest of which shall have
at least one-third the capacity of the entire interceptor.
3.3 SIZE OF GREASE INTERCEPTORS
A The size of grease interceptors shall be determined by the District.
1. If the seating capacity of the restaurant can be determined, the following method of
sizing shall be used.
a. Number of seats times a full capacity factor of 0.9 times a turnover rate of 2.2
per meal period equals the number of meals served per meal period.
b. Number of meals per meal period times 2.5 gallons per meal equals the
required volume of the grease interceptor.
c. i.e.,214 seats x 0.9 = 192.6 estimated full capacity
192.6 x 2.2 = 423.7 estimated meals per period
423.7 x 2.5 = 1059.3 gallons
d. If the required volume is within 10% of a smaller approved precast grease
interceptor, the smaller unit will be acceptable.
2. If food is prepared but not consumed on the premises, or if the seating capacity
cannot be determined, the following method of sizing shall be used.
a. A fixture unit count for the various pieces of kitchen equipment shall be
determined following the methods outlined in the Uniform Plumbing Code.
b. The total number of fixture units times 7.5 gallons per minute equals the
maximum flow rate.
c. The maximum flow rate times 8.0 equals the required volume of the grease
interceptor.
02740-4
d. For example: 1 dishwasher = 3 fixture units (fu.)
i 3-compartment sink = 3 fu.
i mop sink = 3 fu.
1 floor drain = 2 f u.
11 fu.
11 fu. x 7.5 gpm x 8 minute retention = 660 gallons.
e. If the required volume is within 10 % of a smaller approved precast grease
interceptor, the smaller unit will be acceptable.
3.4 IN -LINE GREASE TRAPS
A. In -line grease traps shall be permitted by the Utility only where it is impractical to install a
larger type grease interceptor outside.
1. A location of a restaurant above the first floor of its building shall not be considered
a sufficient reason to allow an in -line grease trap.
B. The size of in -fine grease traps shall be determined by one of the following methods.
1. The number of fixture units, as determined following the methods outlined in the
Uniform Plumbing Code, times 7.5 gallons per minute times a 1.5 minute retention
time equals the required volume of the in -line grease trap.
a. No more than two (2) fixtures shall be connected to the same in -line grease
trap-
b. Dishwashers shall not be connected to the in -line units.
c. Food disposals shall not be connected to the in -line units.
2. The size of in -line grease traps for school kitchens shall be determined as follows.
a. Number of students times 0.6 equals the average daily participation in the
school lunch program.
b. Average daily participation times 2.5 gallons per meal served equals the
required volume of the in -line grease trap.
c. i.e.,650 students x 0.6 = 390 meals served
390 x 2.5 = 975 gallons
02740-5
3 . In -line grease traps shall be rated according to the flow rate that they can
accommodate.
a. The number of pounds shall equal twice the flow rate of the in -line unit.
i. For example, a 100 gpm unit shall have a 200 pound capacity. —
4. In -line grease traps rated at less than 20 gpm/40 lbs. capacity shall not be allowed. ^
C. All in -line grease traps shall be constructed of either steel or cast iron, and shall have a full
gas -tight cover. -•
1. Water jacketed in -fine grease traps shall not be allowed.
PART 4 - COMBINATION SAND & OIL INTERCEPTORS
4.1 GENERAL
A. Unless written permission is obtained from the District, all service stations, truck or car
wash facilities, vehicle maintenance facilities, machine shops and others where significant
amounts of sand, oil and/or flammable wastes could enter the sanitary sewer system, shall
be required to install a combination sand & oil interceptor. _
1. Reference the Uniform Building Code.
B. Owners of businesses that may require sand & oil interceptors shall submit plans to the
District.for review and approval.
4.2 LOCATION OF COMBINATION SAND & OIL INTERCEPTORS
A. All combination sand & oil interceptors shall be located outside, on private property,
within thirty (30) feet, and not less than five (5) fect, of the facility served, and shall be
accessible at all times for maintenance and eanii nation. —
B. All sand & oil interceptors shall be either Type A, or B.
1. Reference the sand & oil interceptors in the appendix.
C. All combination sand & oil interceptors shall have two compartments, the smallest of
which shall have at least one-third the capacity of the entire interceptor.
0274M
4.3 SIZE OF COMBINATION SAND & OIL INTERCEPTORS
A The size of combination sand & oil interceptors shall be determined by the Engineer and
approved by the District.
1. A fixture unit count for the various drains shall be determined following the values
listed below:
a. Three (3) inch diameter floor drains shall be rated at six (6) fixture units.
b. Four (4) inch diameter floor drains shall be rated at eight (8) fixture units.
c. If trough drains are used, each bay, or compartment, or area equaling the
square foot surface of a standard service station bay which is served by the
trough drain shall be rated at six (6) fixture units per bay.
d. Vehicle wash drains shall be rated at eight (8) fixture units, regardless of the
size.
2. The total number of fixture units times 7.5 gallons per minute equals the maximum
flow rate.
3. The maximum flow rate times a 5 minute retention time equals the required volume
of the sand & oil interceptor.
4. For example:
4 (ea.) 3-inch floor drains =12 fixture units
12 fu. x 7.5 gpm x 5.0 minute retention = 450 gallons.
B. Combination sand & oil interceptors smaller than 320 gallons will not be allowed.
PART 5 - VENTING
5.1 GENERAL
A. All grease interceptors, with the exception of in -line traps, and combination sand & oil
interceptors shall be vented.
o274a7
5.2 MATERIALS
A The acceptable materials for vent pipe are: --
1. Cast iron.
2. Copper.
3. Brass.
4. There will be no substitutions allowed
B. The acceptable materials for vent fittings are:
1. Cast iron.
2. Copper.
3. Brass.
4. ABS.
S. PVC.
6. There will be no substitutions allowed. _
C. Galvanized wrought iron and galvanized steel pipe and fittings will not be allowed
underground.
D. Changes in the direction of vent piping shall be made by the appropriate use of fittings,
and no such piping shall be strained or beat.
1. Burred ends shall be reamed to the full bore of the pipe.
r
5.3 SIZE OF VENTS
A. The size of vent piping shall be determined from its length and the total number of fixture
units connected, as shown in the following chart.
Venting for grease and combination sand & oil interceptors
Pipe dia. fixture units lengths
7
ln.......... . ... Y......... ...............9 ...
::...................................................
...t. a..............................
�.. F ....: '.,..._,.:.:a ............ Ed 3eE's ..: .:
,3e EeEeeEi.;,gcc939 ie::2'seS9EEE: c'
MHM GcE :EiE9cs?EEiEi4iE 2c323E e....a..'
:9
°'i�,gg32eesEe3>9:3eei6b:3c€ie"s"si 5c?:::
.If:211.
......... ......NIX1........... ......... .....:_.....a CE..
8-� Z
4"....:. , ...::. ;3W
.... T38fl .....10
The minimum size of vent piping shall be three (3) inches for all grease interceptors
and all combination sand & oil interceptors.
B. A vent may exceed 1/3 of the maximum horizontal length as limited by the above chart,
only if the vent is increased one pipe size for its entire length.
5.4 VENT PIPE GRADES AND CONNECTIONS
A- All vent pipes shall be free of drops or sags.
B. All vent pipes shall be level, or graded in such a manner to drip back by gravity to the
drain pipe that the vent pipe serves.
C. Vent pipes which connect to a horizontal drainage pipe shall be connected above the
center line of the drainage pipe, and ahead of the trap being served.
D. All vent pipes shall rise vertically to a point not less than six (6) inches above the flood
level rim of the structure being served before offsetting horizontally.
When two or more vent pipes converge, each pipe shall rise to a point at least six
(6) inches above the flood level rim before being connected to any other vent pipe.
02740-9
E. All vent pipes which serve in -line grease interceptors shall .extend undiminished in size
until above the roof.
1. Weather heads will not be allowed.
2. All vent pipes shall terminate at a point not less than ten (10) inches above the roof
vertically, and not less than one (1) foot from a vertical surface. .
3. All vent pipes shall terminate at a point not less than ten (10) feet horizontally nor
less than three (3) feet vertically from any window, door, air intake, vent shaft, or
any other type of opening.
4. All vent pipes shall not terminate at a point closer than three (3) feet from a lot line.
a. Lot lines which abut an alley or street are excepted.
F. Vent pipes for outdoor installations shall extend a minimum often (10) feet above the
surrounding ground, and shall be securely supported.
END OF SECTION
02'740-10
FEB95
SECTION 03300
CAST -IN -PLACE CONCRETE
PART 1- GENERAL
1.1 DESCRIPTION
A. This Section addresses cast -in -place concrete for manholes, encasement, and cut-off walls,
including forms, reinforcing steel, finishing and curing, and other appurtenant work.
1. Reference Section 02605 and Section 02722.
PART 2 - AUTF UAL S
2.1 CEMENT
A All Cement shall be Portland Cement.
1. Portland Cement shall conform to ASTM C150.
2. Portland Cement shall be Type MI.
a No other cement shall be used without the prior written permission of the
Engineer.
2.2 AGGREGATES
A. All fine and course aggregate shall conform to ASTM C33.
23 WATER
A All water shall be free from objectionable quantities of silt, organic matter, alkali, salts,
and other impurities, or conform to ASTM C94.
2.4 ADllED[TURES
A An air -entraining agent shall be used in all concrete.
1. All air -entraining agents shall conform to ASTM C260.
2. Total air content of 5 to 8 percent shall be provided.
03300-1
B. A water -reducing admixture may be used, if approved by the District.
1. A water -reducing admixture shall conform to ASTM C494, for Type A or Type D
chemical admixture.
2. The water -reducing admixture shall not contain any calcium chloride.
3.. The water -reducing admixture shall be compatible with the cement being used.
C. Accelerators
1. Accelerators shall conform to ASTM C494 and ACI 306.
a. If calcium chloride is used as an accelerator, the amount used should not
exceed 20/a, by weight, of the cemematious material.
b. Calcium chloride shall be in solution prior to adding it to the batch process.
D. Fly -Ash
1. When fly ash is used in concrete, the cement replacement shall not exceed 20%.
a. Class C or Class F fly ash shall conform to ASTM C618.
b. Class C fly ash will not be permitted where sulfate resistant concrete is
required.
E. Any admixture except air entraining agents, accelerators, and retarders must be approved
by the Engineer.
2.5 CONCRETE REINFORCEMENT
A All deformed reinforcing bars shall conform to ASTM A615 or ASTM A617.
1. All bars shall be either Grade 40 or 60.
B. All welded steel wire fabric shall conform to ASTM A185.
03300-2 y
CONCRETE
3.1 General
3.2 Placing
3.3 Finishing
3.4 Curing
PRECAST CONCRETE
GENERAL
1.1 Description
1.2 Product Delivery, Storage and Handling
PRODUCTS
2.1 Precast Concrete Products
Typical Drawings
vi
03300-3
03300-3
03300-4
03300-4
03400-1
03400-1
03400-1
PART 3 - CONCRETE
3.1 GENERAL
A Concrete shall have a minimum of six (6) sacks per cubic yard, and shall develop a
minimum compressive strength of 3500 psi. after 28 days.
B. Concrete shall have a maximum allowable water/cement ratio of 0.50, by weight.
1.. The water/cement ratio may be increased to 0.56, by weight, if a water -reducing
agent is used.
a. Mgh early or rapid set concrete will be allowed in high traffic situations.
b. Reference paragraph 2A.B.
3.2 PLACING
A Unless prior written permission is obtained from the District, concrete shall not be placed
unless the air temperature adjacent to the concrete placement is 30 degrees Fahrenheit,
and rising.
1. If the temperature drops below 40 degrees Fahrenheit, concrete placement shall
cease.
2. The temperature of the mix shall not be less than 50 degrees Fahrenheit, nor more
than 90 degrees Fahrenheit at the time of the placement.
If heated mixing water and/or an accelerator is used, the above temperature
restrictions may be waived with prior written permission by the District.
a. Water shall not be heated to a temperature exceeding 150 degrees Fahrenheit.
B. Unless prior written permission is obtained from the District, concrete shall not be placed
unless the temperature of the plastic concrete cannot be maintained at 90 degrees
Fahrenheit or lower.
1. To facilitate the placement of concrete in hot weather, the aggregate or the water
may be cooled.
03300-3
3.3 FINISE[ING
A Manhole bases and inverts shall be true to line and grade with a smooth invert and a
broom finish on the invert benches.
3.4 CURING
A Finished concrete shall be cured by protecting it against moisture loss, rapid temperature
change, and from rain, flowing water and mechanical injury for a minimum of 72-hours
after placement.
1. Concrete shall be maintained at a minimum temperature of 50 degrees Fahrenheit _
during the curing period.
2. The contractor is responsible for protecting the concrete from traffic and the
elements.
END OF SECTION
FEB95
SECTION 03400
PRECAST CONCRETE
PART 1- GENERAL
1.1 DESCRIPTION
A This section addresses precast concrete products.
B. Reference Section 02605.
1.2 PRODUCT DELIVERY, STORAGE AND HANDLING
A All precast concrete parts shall be handled, stored, and protected in a manner which will
prevent damage to materials.
PART2-PRODUCTS
2.1 PRECAST CONCRETE PRODUCTS
A Barrels, cone sections and flat slab tops of manholes shall conform to and be designated as
ASTM C478, and shall be made with Type UII Cement.
1. Unless written permission is obtained from the Utility, concentric cone sections will
not be allowed.
B. Concrete and Reinforcing Materials
1. Reference Section 03300.
2. Minimum reinforcement for bases of manholes shall consist of welded wire fabric,
4x4-W4xW4.
a. Reference ASTM C478.
END OF SECTION
03400-1
TRENCH WIDTH AS SPECIF:_
IN SECTION 02221
I
LOWER LIMIT OF
TRENCH WALL
SLOPING
INITIAL LIFT '
/
12 ;N. MfN.
\/
-I'
i
PIPE O.D.
/
q IN. MIN.
COMPACTED GRANULAP ": ATERIAL
CONFOP.MING TO C --" A57
INITIAL LIFT SHALL NOT. EXCEED 3 FEE' IN DEPTH.
STANDARD TRENCH & BEDDING DETAIL
SOUTH FORT COLLINS .I I
SANITATION DISTRICT APRIL 1995
1/2-MAXIMUM
NOTE:
PROVIDE CAP OR SE:
OPEN END OF CAP.
(SEE FORT COLLINS
WATER DISTRICT SPE
C
(TO
STAINLESS STEEL BAND
STEEL CASING
CARRIER PIPE
ELL OF PIPE
PROVIDE CASING CHOCKS
EACH INDEPENDENTLY BANDED
TG PIPE BARREL
BY CASING SPACERS.
NOTE: CASING SPACERS MAY BE EITHER REDWOOD OR
STAINLESS STEEL WITH POLYMER RUNNERS.
I STANDARD PIPE CASING DETAIL
SOUTH FORT COLLINS I APRIL i995
SANITATION DISTRICT
FINISHED GRADE
F
16 IN. MAX.
I �•
Z X
eGy N
2 �
a
w
G
28 IN. MAX.
L
—24 IN.
z MANHOLE RUNGS
12 IN. O.C.
w
y SEE TABLE
In • ~�or
a
s '
IS IN.
l2 IN.MAX.
SLOPE-
1 I
1 IN./FT.
�2 IN. t •.
8 IN. MIN. 1
SLOPE
2 IN. MIN.
1 IN./FT.
6 IN.
I
8 MIN. ..w
. ,.� \ ;,•� ,_•..
1
/
'N.
POURED INVERT
PRECAST MANHOLE BASE
ALTFRNATE BASE
CONCRETE ADJUSTMENT SHIMS
GROUTED INSIDE
ASTM C-478 ECCENTRIC CONE
PRE -FORMED PLASTIC GASKET
ASTM C-478 MANHOLE SECTIONS
GROUT BASE TO BARREL
SECTION ON INSIDE
PREFORMED PLASTIC GASKET
CAST -IN -PLACE CONCRETE BASE
MINIMUM INSIDE DIAMETER. OF
MANHOLE SHALL BE AS FOLLOWS:
PIPE SIZE
MIN. MANHOLE
DIAMETER J
15 IN. OR LESS
48 IN.
18 IN. TO 30 IN.
60 IN,
OVER 30 INCHES
72 IN.
STANDARD MANHOLE DETAIL
�` SOUTH FORT COLLINS APRIL ,ses
SANITATION DISTRICT
AKX,
K
,xx >
REMOVABLE
EXPANSION PLUG
- HAND -COMPACTED
GRANULAR BACKFILL
STANDARD OUTSIDE -DROP MANHOLE
SOUTH FORT COLLINS
SANITATION DISTRICT APRIL 1995
5 FT. MAX.
FINISHED GRADE
16 IN. MAX.
28 IN. MAX.
6 IN
12 IN.4
8 IN. +MIN.
Y �
MANHOLE RUNGS
12 IN. O.C. AS NEEDED
..
SEE TABLE -
IS IN. MAX. r.lim.
,
GROUT BASE TO
CONE ON INSIDE
NOTE: IF MANHOLE DEPTH IS LESS THAN 3 FEET. TOP
SECTION SHALL HAVE A CONCENTRIC OPENING.
2 IN. MIN.
SLOPE
I IN. /FT.
6 IN.
8 IN. MIN.
POURED INVERT ` PRECAST MANHOLE BASE
ALTERNATE BASE
CONCRETE ADJUSTMENT SHIMS
GROUTED INSIDE
FLAT SLAB TOP SECTION IN LIEU
OF CONICAL TOP ASTM C-478
— PRE -FORMED PLASTIC GASKET
ASTM C-478
MANHOLE SECTION
PRE -FORMED PLASTIC GASKET
CAST -IN -PLACE
CONCRETE oHSE
MINIMUM INSIDE DIAMETER OF
MANHOLE SHALL BE AS FOLLOWS:
PIPE SIDE
MIN. MANHOLE
DIAMETER
15 IN. OR LESS
48 IN.
18 IN. TO 30 IN.
60 IN.
OVER 30 INCHES
72 IN.
STANDARD FLAT -TOP MANHOLE
SOUTH FORT COLLINS
+__ SANITATION DISTRICT APRIL ,ses
45 ELBOW
AIR -TIGHT PLUG NTH
y/,
4 IN. X 4 IN. MARKER
SERVICE WYE
UNYIELDING PIPE BEDDING
•`/ OF COMPACTED ROCK OR
LEAN CONCRETE
COMPACTED GRANULAR MATERIAL
\- 8 IN. PVC SEWER PIPE
PL-' N VIEW
TRENCH
CROSS SECTION
/
4 X X 4 IN. MARKER
PVC SEWER PIPE
AIR -TIGHT PLUG
UNYIELDING PIPE BEDDING
OF COMPACTED ROCK OR
LEAN CONCRETE
NOTE: WYE CONNECTION NOT
ALLOWED ON VCP
STANDARD SEWER SERVICE CONNECTION
�'� SOUTH FORT COLLINS APRIL 1995
SANITATION DISTRICT
24
PLAN VIEW
6 IN.
(ENT
PIPE O.D.+2 IN.
MIN.
ROOF LINE
�.
1 IN. MANHOLE COVER. JOIN VENTS 1 IN. ABOVE GRADE
CLEANOUT TO GRADE
GROUT WATER tEVEt-1 2 IN. �- LONG SWE
EP WYE
-� -� p
12 IN. 2 IN. 12 IN. 14 IN. . .
�► - - - - - y
i . Li-T C lJ
12 IN. 9 IN.
8 IN.
SECTION VIEW
NOTES:
1. SECONDARY COMPARTMENT HAS VOLUME EQUAL
TO 1 f3 OF TOTAL CAPACITY.
2. ALL PIPE AND FITTINGS TO BE CAST IRON,
3 INCH MINIMUM DIAMETER,.
3. WALLS AND BOTTOM REINFORCED THROUGHOUT
WITH 2 X 16 6/10 REMESH.
4. COVERS TO BE REINFORCED LONGITUDINALLY
WITH NO. 6 REBAR ON 6 INCH CENTERS. NO. 4
REBAR ON 6 INCH CENTERS WIDTHWISE AND NO. 8
REBAR DIAGONALLY AROUND THE ACCESS HOLES.
5. CLEAN OUT SHALL BE AN IRON BODY FERRULE
WITH BRASS SCREW PLUG.
6. VENT PIPE SHALL BE CAST IRON TO A POINT
6 INCHES ABOVE GROUND.
7. CHECK WITH SUPPLIER FOR EXACT DIMENSIONS.
u , i F
T E ,
12 IN. i
t
WATER
CAPACITY
APPROX.
GALLONS
GREASE
CAPACITY
APPROX.
CUBIC. FT.
DIMENSIONS
TWO COMPARTMENT TANK
INCHES
A
B
C
D
E
F I
G
320
17
48
172
22
32
30
44
24
500
1 32
48
72
36
46
44
58
24
780
47
48
96
40
50
48
fit
20
1060
74
72
102
34
44
42
56
30
1250
87
80
1.12
35
43
41
57
36
TYPE A GREASE INTERCEPTOR
J��7bh-
SOUTH FORT COLLINS
SANITATION DISTRICT I I APRIL 1995
1310=•7
SECTION 01010
SUMMARY OF WORK
PART 1- GENERAL
1.1 SCOPE
A The purpose of this document is to present the South Fort Collins Sanitation Districts'
criteria for the construction of 15=inch and smaller sewer mains, sewer services and all
appurtenances associated with these mains and services. It is for the use of owners,
developers, design engineers, and contractors as guidelines for the construction of said
mains, services, and appurtenances.
1. In the case of sewer mains which are larger than 15-inch, the Owner, or the Owner's
representative, shall submit construction specifications to the District for review,
prior to approval of construction drawings. The basis for developing these
specifications shall be this document.
B. These specifications are intended to be sufficiently detailed to provide adequate definition
of the work to be performed and to insure the quality of that work.
1. The contractor shall make himself thoroughly familiar with the provisions and the
content of these Specifications.
C. These specifications are composed of written Material Specifications and Standard
Drawings. The interpretation of these specifications shall be made by the South Fort
Collins Sanitation District.
Every attempt will be made to avoid conflicts between standards and drawings
during design. However, when requested in writing, the South Fort Collins
Sanitation District shall provide a letter of interpretation.
D. In the event that a conflict between sanitary sewer mains and services and other utilities is
identified during construction, the contractor shall contact the South Fort Collins .
Sanitation District to interpret these specifications or to determine if the standards of other
utilities or departments apply.
01010-1
24 IN. DIAMETER MIN.
5 IN. /
PIPE O.D., f
+ 2 IN.
6 FT.-0 IN. T-- -�- +-
i i
PLAN VIEW
8 IN.
1 L IN I 12 FT.-0 IN. -
GROUT i 1 48 IN.
4 IN.-t i
r
1 y 12 INWATER T�
. r 2 IN. LEVEL 10 !N IL�
D 5 IN.
8 IN.
u ~ITN. CHH T tN —
9 IN.
CROSS SECTION
NOTES:
1. SECONDARY COMPARTMENT HAS VOLUME EQUAL TO
1 J3 OF TOTAL CAPACITY.
2. ALL PIPE AND FITTINGS TO BE CAST IRON. MIN. 3 IN. DIA.
3. WALLS AND BOTTOM REINFORCED THROUGHOUT WITH
2 x 16 6/10 REMESH.
4. COVERS TO BE REINFORCED LONGITUDINALLY WITH NO. 6
REBAR ON 6 INCH CENTERS, NO. 4 REBAR ON 6 INCH
CENTERS WIDTHWISE. AND NO. 8 REBAR DIAGONALLY
AROUND ACCESS HOLES.
5. CLEAN OUT SHALL BE IRON BODY FERRULE WITH BRASS
SCREW PLUG.
6. VENT PIPE SHALL BE CAST IRON TO A POINT 6 INCHES
ABOVE THE GROUND LEVEL.
7. GREASE CAPACITY RATED FOR LARGE COMPARTMENT ONLY.
8. CHECK WITH SUPPLIER FOR EXACT DIMENSIONS.
3 IN. VENTS
24 IN. DIAMEICR MIN.
:LEAN CUT TO GRADE
T= LONG SWEEP W'r'c
14 IN.
-�— a►
I
F
E
i
1
WATER
CAPACITY
(APPROX)
GALLONS
GREASE
CAPACITY
(APPROX)
CU. FT.
• DIMENSIONS
(INCHES)
C
D
E
F
1565
100
40
50148
62
1800
121
46
56154
68
2035
143
52
62
160
74
2505
186
64
74
72
86
2975
229
76
86
84
98
3210
250
82
92
90
104
3445
271
88
98
96
110
TYPE B GREASE INTERCEPTOR
SOUTH FORT COLLINS j
: I SANITATION DISTRICT ` I
APRIL 1995
24 IN. DIA. MIN. 4 IN. VENTS �/-- 24 IN. DIA. MIN.
�. r,
5 IN:
GROU
PLAN VIEW
�8 IN MANHOLE COVER '
ii
2 IN. -'I
N.- I.
FT.-O IN. --"
72 IN. r2 R1. WATER I 14 1i1.
PRIMARY TANK
T`= I
�r }
1 I (i F
PIPE O.D. ,1
+ 2 IN. I
5 IN
SECONDARY T.ANIK
SEC: T ION VIEW
NOTES:
1, SECONDARY COMPARTMENT HAS VOLUME EQUAL TO 1 3 OF
COMBINED CAPACITY.
2. ALL PIPE AND FITTINGS TO BE CAST IRON, MIN. 3 X DIAMETER.
3. WALLS AND BOTTOM REINFORCED THROUGHOUT WITH 2 X 16
6/10 P.EMESH.
4. COVERS TO BE REINFORCED LONGITUDINALLY WITH NO. 6 REBAR
ON 6 INCH CENTERS, NO. 4 REBAR ON 6 INCH CENTERS
WIDTHWISE, AND NO. 8 REBAR DIAGONALLY AROUND
ACCESS HOLES.
5. CLEAN OUT SHALL BE IRON BODY FERRULE WITH BRASS
SCREW PLUG.
6. VENT PIPE SHALL BE CAST IRON TO A POINT 6 INCHES
ABOVE THE GROUND LEVEL
7. VENTS JOIN 1 INCH ABOVE GRADE MINIMUM.
8. GREASE CAPACITY RATED FOR LARGE COMPARTMENT ONLY.
9. CHECK WITH SUPPLIER FOR EXACT DIMENSIONS.
I
8 IN�
I
I
CLEANOUT
TO GRADE
LONG
SWEEP
W
WATER
CAPACITY
(APPROX)
GALLONS
GREASE
CAPACITY
(APPROX)
CU. FT.
DIMENSIONS
PRIMARY SECONDARY
(INCHES)
_
E
I F
I J
I (
L
M
4160
311
70
50145132147
34
42
56
4640
343
76
96
45
98
53
40
48
62
4860
375
82
92
51
1 0
53
40
48
62
5360
407
88
98
51
11159
46
5468
560D
439
9<
FO-4
57
1 t
59
46
54
68
6060
471
0
1t
57
2
65
52
60
74
TYPE C GREASE INTERCEPTOR
SOUTH FORT COLLINS
SANITATION DISTRICT I APRIL 1995
24 IN. DiA. MIN. 5 IN.-i 3 IN.-�+
l
5 IN.-
L-
-j- _
12 IN.� A
TT'
6 INS F
.'
PLAN VIEW
r 8 IN.
-L_---------�_- �
LA----------
1 !N. MANHOLE COVER
GROUT -� r 2 itJ.
VENT
PIPE O.D.+2 IN.
�- 24 IN. DIA. MIN.
6 IN.
ROOF LINE
JOIN VENTS 1 IN. ABOVE
CLEANOUT TO GRADE
LONG SWEEP WYE
WATER
14 IN. LEVEL 12 IN. �" 14IN.
i y - - r- 3 ItJ, - - mil. I
u [;6 IN. E
5 !N.
1 !
8 IN
SECTION VIFW
NOTES:
1. ALL PIPE .AND FITTINGS TO BE CAST IRON.
MINIMUM 3 INCH DIAMETER. 27.
SECONDARY COMPARTMENT HAS VOLUME EQUAL
TO 113 OF TOTAL CAPACITY.
3. WALLS AND BOTTOM REINFORCED THROUGHOUT
I WITH 2 X 15 6/10 REMESH.
4. COVERS TO BE REINFORCED LONGITUDINALLY
PATH NO. 6 R£BAR ON 6 IN. CENTERS, NO. 4
RESAR ON 6 IN. CENTERS WIDTHWISE, AND NO.
I 8 REBAR DIAGONALLY AROUND ACCESS HOLES.
5. CLEAN OUT SHALL BE AN IRON BODY FERRULE.
6. VENT PIPE SHALL BE CAST IRON TO A POINT
6 INCHES ABOVE GROUND.
7. CHECK WITH SUPPLER FOR EXACT DIMENSIONS.
WATER
CAPACITY
APPROX.
GALLONS
DIMENSIONS
TWO COMPARTMENT TANK
INCHES
A
B
C
DMEF320
48
72
22
3500
48
72
36
4780
48
96
40
41060
72
102
34
4
TYPE A SAND & OIL INTERCEPTOR
SOUTH FORT COLLINS
APRIL lass
SANITATION DISTRICT
6 FT.-0 IN
GROUT
24 IN. DIAMETER MIN.
a 1 5 IN.
PIPE O.D.
6 IN. TYP.—
T
PLAN VIEW
r8 IN. MANHOLE COVERS
1�2 �N. ,F= -- ----- 12 FT.-0 IN-
4 IN.-. �--48 If
i
i
T
IN. : WATER LEVEL 10 IN.
C Li
3 IN. T-
„ 6 IN.�
CROSS SECTION
NOTES:
1. SECONDARY COMPARTMENT HAS VOLUME EOUA.L TO
1 /3 OF TOTAL CAPACITY.
ALL PIPE AND FITTINGS TO BE CAST IRON. MIN. 3 IN. DIAME ER.
3. WALLS AND BOTTOM REINFORCED THROUGHOUT WITH
2 x 16 6/10 REMESH,
4. COVERS TO BE REINFORCED LONGITUDINALLY WITH NO. 6
REBAR ON 6 IN. CENTERS, NO. 4 REBAR ON 6 IN. CENTERS
WIDTHWISE, AND NO. 8 REBAR DIAGONALLY AROUND
ACCESS HOLES.
5. CLEAN OUT SHALL SE IRON BODY FERRULE WITH BRASS
SCREW PLUG.
6. VENT PIPE SHALL BE CAST IRON TO A POINT 6 INCHES
ABOVE THE GROUND LEVEL.
7. CHECK WITH SUPPLIER FOR EXACT DIMENSIONS.
3 IN. VENTS
24 IN. DIAMETER MIN.
CLEAN OUT TO GRADE
LONG SWEEP WYE
14 IN.I
E
WATER
CAPACITY
(APPROX)
GALLONS
DIMENSIONS
(INCHES)
C
D
E
F
1565
40
50148161
1800
46
56154168
2035
52
62
60
74
2505
64
74
72
96
2975
76
86
84
98
3210
82
92
90
104
3445
88
98
96
110
TYPE B SAND & OIL INTERCEPTOR
SOUTH FORT COLLINS
SANITATION DISTP.ICT I APRIL 1995
1.2 SPECIFICATION DOCUMENTS
A Definitions.
1. AASHTO - American Association of State Highway and Transportation Officials. —
2. ACI - American Concrete Institute.
3. ANSI - American National Standards Institute.
4. ASTM - American Society for Testing and Materials.
5. ABILITY - that which a person who can do on the basis of present development _
and training.
6. CDOH STANDARDS Colorado Department ofHighways Standard
Specifications for Road and Bridge Construction.
7. COMPETENT - a person who has the natural powers, physical or mental, to meet the demands of a situation or work; the word is widely used to describe the ability
to meet all requirements, natural, legal, or other, of a given task
8. CONSULTANT - the partnership, corporation, or individual who is hired by the
owner and is empowered to act as his agent for the project.
9. CONSTRUCTION DRAWINGS - detailed and working drawings, including plan,
profile, and detail sheets of proposed utility improvements, approved by the
Engineer.
10. CONTRACTOR - the corporation, association, partnership, or individual who has
entered into an Agreement with the Owner to perform the work.
11. DESIGN ENGINEER - the partnership, corporation, or individual who is
registered as a professional engineer, according to Colorado statutes, and who is
hired by the owner, and is empowered to act as his agent for the project.
12. DISTRICT - the South Fort Collins Sanitation District
13. OSHA - Occupational Safety and Health Administration.
01o10-2