2015 SANITARY SEWER
RELINING PROJECT
Bid No. B15-04
***Specifications***
Bid RFI Questions Due:
Wednesday, April 1, 2015 2:00PM
Jon Salisbury, Project Manager
jon@icscm.com
Bid Documents: Jon Salisbury, Telephone: (831) 477-5200
Cabrillo College: Joe Nugent, Director Facilities Planning & Plant Operations
Project Manager: Jon Salisbury, Innovative Construction Services, Inc.
Engineer: Jeff Naess, Bowman & Williams
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 3/3/15
SECTION 00 00 10 – TABLE OF CONTENTS
Division 00 – Bidding Documents, Agreements & General Conditions
SECTION 00 00 10 - Table of Contents
Division 01 – General Requirements
01 10 00 - Summary
01 55 26 - Traffic Control
01 71 13 - Mobilization
01 71 23 – Field Engineering
Division 03 – Concrete
03 20 00 – Concrete Reinforcing
03 30 00 – Cast in Place Concrete
Division 31 – Earthwork
31 05 13 - Earthwork
31 10 00 - Site Clearing
31 23 13 - Subgrade Preparation
31 23 17 - Trenching
31 23 24 - Flowable Fill
31 25 00 - Erosion & Sedimentation Controls
Division 32 – Exterior Improvements
32 11 23 – Aggregate Base Course
32 12 16 – Asphalt Paving
Division 33 – Utilities
33 01 30.13 - Sewer and Manhole Testing
33 01 30.16 - TV Inspection of Sewer Pipelines
33 01 30.72 - Relining Sewers
33 05 16 - Precast Concrete Utility Structures
33 31 00 – Sanitary Utility Sewerage Piping
End of Section 00 00 10
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Table of Contents
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 01 10 00 – SUMMARY
PART 1 - GENERAL
1.01
A.
1.02
A.
WORK COVERED BY CONTRACT DOCUMENTS
Project Identification: Cabrillo Community College 2015 Sanitary Sewer Relining Project.
1. Project Location:
Cabrillo College’s Aptos Campus
2. Owner:
Cabrillo Community College District
3. Civil Engineer:
Bowman and Williams
1011 Cedar Street
Santa Cruz, CA 95060
DESCRIPTION
Project Scope:
Project involves the relining of existing sanitary sewer mains on the
Cabrillo College Aptos Campus. The cost of relining existing
sanitary sewer mains shall include cleaning the lines, videoing the
lines prior to and after relining, all excavation and backfill needed to
create access pits for relining, all replacement piping, cleanouts and
appurtenances, backfilling excavations with compacted sand
bedding, one sack concrete slurry and compacted Class 2 Aggregate
Baserock.
Project also involves the flushing and cleaning of existing sanitary
sewer mains as shown on the plans.
Additive Bid Alternates:
Attention is directed to Additive
Bid Alternates 1, 2 & 3. Work involved with the Additive Bid
Alternates is shown on the plans.
B.
Increase/Decrease
Attention is directed to Caltrans Standard Specifications
Section 41.03B with regards to increases or decreases in the quantity of a
contract items of work: If the total pay quantity of any item of work
required under the contract varies from the Engineers Estimate by 25%
or less, payment will be made for the quantity of work of said item
performed at the contract unit price therefor , unless eligible for
adjustment pursuant to Section 4-1.03C, “Changes in Character of
Work”.
1.03
A.
USE OF PREMISES
General:
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Summary
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2015 Sanitary Sewer Relining Project
B.
Restricted Areas:
C.
Accessible Route:
1.03
A.
Date: 03/3/15
SPECIFICATION FORMATS
Specification Format: The Specifications are organized into Divisions and Sections using the 2004
CSI/CSC’s “Master Format” numbering system.
END OF SECTION 01 10 00
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Summary
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 01 55 26 – TRAFFIC CONTROL
PART 1 - GENERAL
1.01
A.
1.02
A.
SUMMARY
Description: This work shall conform to the provisions in Section 12, "Construction Area Traffic
Control Devices," of the Caltrans Standard Specifications and the provisions under “Maintaining
Traffic” elsewhere in the special provisions, and shall consist of installing traffic and pedestrian
signing, delineators, fencing, barricades, temporary base rock or plywood walkways, temporary
driveways and flaggers as necessary to maintain safe passage, and these special provisions, and as
directed by the College’s Representative.
REFERENCES
State of California, Department of Transportation's "Standard Specification's" (CSS) latest edition.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.01
GENERAL
A.
Vehicular and pedestrian access to private property shall be maintained at all times unless the
closing of such access is approved by the District’s Representative. The Contractor shall request in
writing permission from the District’s Representative in advance of making such closing.
B.
Detours and all lights, signs, barricades, flag persons or other devices necessary to provide for
safety and convenience shall be furnished, installed and maintained by the Contractor. Lighted or
flashing barricades shall be used during hours of darkness.
C.
Existing traffic signs shall be protected in place by the Contractor during the construction period.
D.
The Contractor shall place, remove, store, maintain, relocate, replace, and dispose construction area
traffic control devices and traffic control and construction area signs.
E.
Personal vehicles of the Contractor's employees shall not be parked on the traveled way or
shoulders, including any section closed to the public traffic.
F.
The Contractor shall notify local public safety authorities of this intent to begin work at least 5
working days before work is begun. The Contractor shall cooperate with local public safety
authorities relative to handling traffic through the area and shall make his own arrangements relative
to keeping the working area clear of parked vehicles.
G.
The full width of the traveled way shall be open for use by public traffic on Saturdays, Sundays and
designated legal holidays, after 3:00 p.m. on Fridays and the day preceding designated legal
holidays, and when construction operations are not actively in progress.
H.
Designated legal holidays are: January 1, the third Monday in February, the last Monday in May,
July 4, the first Monday in September, November 11, Thanksgiving Day, and December 25. When
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Traffic Control
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2015 Sanitary Sewer Relining Project
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a designated legal holiday falls on a Sunday, the following Monday shall be a designated legal
holiday. When November 11 falls on a Saturday, the preceding Friday shall be a designated legal
holiday.
I.
3.02
A.
Minor deviations from the requirements of this section concerning hours of work which do not
significantly change the cost of the work may be permitted upon the written request of the
Contractor if in the opinion of the District Representative public traffic will be better served and the
work expedited. Such deviations shall not be implemented until the District Representative has
indicated his written approval. All other modifications will be made by Contract Change Order.
CONSTRUCTION AREAS SIGN
Construction area signs shall be furnished, installed, maintained, and removed when no longer
required in accordance with the provisions in Section 12, "Construction Area Traffic Control
Devices," of the Caltrans Standard Specifications. Construction area signs shall be installed 7
calendar days prior to starting work.
END OF SECTION 01 55 26
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Traffic Control
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 31 10 00 - SITE CLEARING
PART 1 GENERAL
1.1
1.2
SUMMARY
A.
Section Includes:
1.
Removing surface debris.
2.
Removing designated paving, curbs, sidewalks and other site features as shown
on the plans.
3.
Removing designated trees, shrubs, and other plant life.
4.
Removing abandoned utilities as shown on the plans.
B.
Related Sections:
1.
Section 31 05 13 - Earthwork
2.
Section 31 25 00 - Erosion and Sedimentation Controls.
UNIT PRICE - MEASUREMENT AND PAYMENT
A.
Site Clearing:
1.
1.3
SUBMITTALS
A.
1.4
Basis of Payment: Includes clearing site, loading and removing waste materials
from site. Cost associated with site clearing is included in the various items of
work requiring site clearing.
Article 4.7 – Submittals: Requirements for submittals.
QUALITY ASSURANCE
A.
Perform Work in accordance with “Section 16: Clearing and Grubbing” of the State of
California (Caltrans) Standard Specifications, Latest Edition except as specified herein.
B.
Conform to applicable code for environmental requirements. Disposal of debris shall be
at a disposal site approved by the Owner.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.1
EXAMINATION
A.
Verification of existing conditions before starting work.
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B.
3.2
3.4
Call Underground Service Alert at (800) 642-2444 not less than three working days
before performing Work.
1.
Request underground utilities to be located and marked within and surrounding
construction areas.
PROTECTION
A.
Locate, identify, and protect utilities indicated to remain, from damage.
B.
Protect trees, plant growth, and features designated to remain, as final landscaping.
Attention is directed to the existing vegetation in planter areas and along parking lot
perimeter. Contractor will be responsible for replacing in kind any landscaping damaged
during construction.
C.
Protect existing tree roots encountered during excavation or grinding. Notify a qualified
Arborist to evaluate all tree roots before cutting or removal.
D.
Protect temporary bench marks, and survey control points from damage or displacement.
CLEARING
A.
3.5
Verify existing plant life designated to remain is tagged or identified.
PREPARATION
A.
3.3
Date: 03/3/15
Conform to the requirements of Caltrans Section 16 “Clearing and Grubbing”.
REMOVAL
A.
Remove debris, rock, and extracted plant life from site.
B.
Remove paving, curbs, and sidewalks and other site features as indicated on Drawings.
Neatly saw cut edges at right angle to surface.
C.
Remove abandoned utilities. Indicated removal termination point for underground
utilities on Record Documents.
D.
Continuously clean-up and remove waste materials from site. Do not allow materials to
accumulate on site.
E.
Do not burn or bury materials on site. Leave site in clean condition.
END OF SECTION 31 10 00
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Site Clearing
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 01 71 23- FIELD ENGINEERING
PART 1 - GENERAL
1.01
SECTION INCLUDES
A.
Provide and pay for field engineering services required for the project.
1.
Civil or other professional engineering services specified, or required to execute Contractor's
construction methods.
2.
Coordination with testing laboratory and soils engineer.
3.
Contractor furnished assistance.
4.
Verification of conditions.
B.
Related Requirements in Other Parts of the Project Manual:
1.
Conditions of the contract.
1.02
SUBMITTALS
A.
Submit name and address of professional engineer to District, including changes as they may occur.
B.
On request of District, submit documentation to verify accuracy of field engineering work.
C.
Record Drawings:
1.
At project completion, obtain and pay for reproducible transparencies of the project plans.
Clearly indicate all differences between original drawings and completed work within
specified tolerances.
2.
Completed record drawing transparencies shall be dated, signed and certified as correct by
the Civil Engineer.
1.3
QUALITY ASSURANCE
A.
B.
Qualifications of Engineer: Engage a registered Civil Engineer acceptable to both Contractor
and Owner and who is qualified to perform land surveying. Furnish to Owner prior to start of
work, the name and license (or registration number) issued by the State of California, Board
of Registration for Professional Engineers and Land Surveyors. Provide notice to Owner
during course of construction should identification of individual responsible for this work
change, and obtain approval of Owner for the replacement.
All field engineering services furnished during the course of this project shall be under the
direct supervision and control of the named individual Civil Engineer.
PART 3 - EXECUTION
3.01
A.
RECORDS
Maintain a complete, accurate surveyor's log of all control and survey work as it progresses. Make
this log available for reference.
END OF SECTION 01 71 23
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Field Engineering
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 03 20 00 - CONCRETE REINFORCING
PART 1 GENERAL
1.1
SUMMARY
A. Section Includes:
1. Reinforcing bars.
2. Welded wire fabric.
3. Reinforcement accessories.
B.
Related Sections:
1. Section 03 30 00 - Cast-In-Place Concrete.
C.
American Concrete Institute:
1. ACI 301 - Specifications for Structural Concrete.
2. ACI 318 - Building Code Requirements for Structural Concrete.
3. ACI 530.1 - Specifications for Masonry Structures.
4. ACI SP-66 - ACI Detailing Manual.
D. ASTM International:
1. ASTM A82/A82M - Standard Specification for Steel Wire, Plain, for Concrete
Reinforcement.
2. ASTM A184/A184M - Standard Specification for Fabricated Deformed Steel Bar Mats for
Concrete Reinforcement.
3. A185/A185M-07 Standard Specification for Steel Welded Wire Reinforcement, Plain, for
Concrete.
4. ASTM A496/A496M - Standard Specification for Steel Wire, Deformed, for Concrete
Reinforcement.
5. ASTM A497/A497M - Standard Specification for Steel Welded Wire Fabric, Deformed, for
Concrete Reinforcement.
6. ASTM A615/A615M - Standard Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement.
7. ASTM A704/A704M - Standard Specification for Welded Steel Plain Bar or Rod Mats for
Concrete Reinforcement.
8. ASTM A706/A706M - Standard Specification for Low-Alloy Steel Deformed and Plain Bars
for Concrete Reinforcement.
9. ASTM A767/A767M - Standard Specification for Zinc-Coated (Galvanized) Steel Bars for
Concrete Reinforcement.
10. ASTM A775/A775M - Standard Specification for Epoxy-Coated Steel Reinforcing Bars.
11. ASTM A884/A884M - Standard Specification for Epoxy-Coated Steel Wire and Welded
Wire Reinforcement.
12. ASTM A934/A934M - Standard Specification for Epoxy-Coated Prefabricated Steel
Reinforcing Bars.
13. ASTM A996/A996M - Standard Specification for Rail-Steel and Axle-Steel Deformed Bars
for Concrete Reinforcement.
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Concrete Reinforcing
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2015 Sanitary Sewer Relining Project
1.2
E.
American Welding Society:
1. AWS D1.4 - Structural Welding Code - Reinforcing Steel.
F.
Concrete Reinforcing Steel Institute:
1. CRSI - Manual of Standard Practice.
2. CRSI - Placing Reinforcing Bars.
Date: 03/3/15
SUBMITTALS
A. Article 4.7 Submittals - Submittal Procedures.
B.
1.3
Shop Drawings: Indicate bar sizes, spacings, locations, and quantities of reinforcing steel,
bending and cutting schedules and supporting and spacing devices.
QUALITY ASSURANCE
A. Perform Work in accordance with CRSI - Manual of Standard Practice, ACI 301, ACI 318.
1.4
B.
Prepare shop drawings in accordance with ACI SP-66.
C.
Perform Work in accordance with Caltrans Standards.
QUALIFICATIONS
A. Welders: AWS qualified within previous 12 months.
1.5
COORDINATION
A. Article 4 – The Contractor: Coordination and project conditions.
B.
Coordinate with placement of formwork, formed openings and other Work.
PART 2 PRODUCTS
2.1
REINFORCEMENT
A. Reinforcing Steel: ASTM A615/A615M, #4 bars 40 ksi yield grade, deformed billet bars,
uncoated.
2.2
ACCESSORY MATERIALS
A. Tie Wire: Minimum 16 gage annealed type.
B.
2.3
Chairs, Bolsters, Bar Supports, Spacers: Sized and shaped for strength and support of
reinforcement during concrete placement conditions
FABRICATION
A. Fabricate concrete reinforcement in accordance with CRSI Manual of Practice, ACI 318.
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Concrete Reinforcing
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
B.
Form standard hooks for 180 degree bends, 90 degree bend, stirrup and tie hooks and seismic
hooks as indicated on Drawings.
C.
Form reinforcement bends with minimum diameters in accordance with ACI 318.
D. Fabricate column reinforcement with offset bends at reinforcement splices.
E.
2.4
Locate reinforcement splices not indicated on Drawings, at point of minimum stress.
SOURCE QUALITY CONTROL
A. Article 11 – Tests and Inspections - Quality Requirements: Testing, inspection and analysis
requirements.
B.
Make completed reinforcement available for inspection at manufacturer’s factory prior to
packaging for shipment. Notify Architect/Engineer at least seven days before inspection is
allowed.
PART 3 EXECUTION
3.1
PLACEMENT
A. Place, support and secure reinforcement against displacement. Do not deviate from required
position beyond specified tolerance.
1. Do not weld crossing reinforcement bars for assembly except as permitted by
Architect/Engineer.
B.
Do not displace or damage vapor retarder.
C.
Accommodate placement of formed openings.
D. Space reinforcement bars with minimum clear spacing in accordance with ACI 318.
1.
Where bars are indicated in multiple layers, place upper bars directly above lower bars.
Reinforcement Location
Minimum Concrete Cover
Footings and Concrete Formed Against Earth
3 inches
Concrete exposed to
earth or weather
No. 6 bars and larger
2 inches
No. 5 bars and smaller
1-1/2 inches
Supported Slabs,
Walls, and Joists
No. 14 bars and larger
1-1/2 inches
No. 11 bars and smaller
3/4 inches
Beams and Columns
Shell and Folded
Bowman & Williams
1-1/2 inches
No. 6 bars and larger
3/4 inches
Concrete Reinforcing
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2015 Sanitary Sewer Relining Project
Plate Members
3.2
Date: 03/3/15
No. 5 bars and smaller
1/2 inches
ERECTION TOLERANCES
A. Article 11 – Tests and Inspections: Tolerances.
B.
C.
3.3
Install reinforcement within the following tolerances for flexural members, walls, and
compression members:
Reinforcement Depth
Depth Tolerance
Concrete Cover Tolerance
Greater than 8 inches
plus or minus 3/8 inch
minus 3/8 inch
Less than 8 inches
plus or minus 1/2 inch
minus 1/2 inch
Install reinforcement within the tolerances specified in ACI 530.1 for foundation walls.
FIELD QUALITY CONTROL
A. Article 11 – Tests and Inspections: Quality Requirements, Article 11 – The Contractor:: Field
inspecting, testing, adjusting, and balancing.
B.
Field inspection and testing will be performed by Owner’s testing laboratory in accordance with
ACI 318.
END OF SECTION
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Concrete Reinforcing
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 03 30 00 - CAST IN PLACE CONCRETE
PART 1 - GENERAL
1.1
SUMMARY
A.
Section Includes:
1.
Provisions for Constructing:
a.
Concrete walkways in areas where walkways need to be sawcut and removed to gain access
to sewer to be relined.
b.
Concrete collars for sanitary sewer cleanouts.
B.
Related Sections
1.
2.
1.2
Section 31 23 13 - Subgrade Preparation
Section 03 20 00 - Concrete Reinforcing
REFERENCES
A. Standards listed below, after their abbreviated designation, apply where the designation is cited in
this Section. Refer to the latest edition unless otherwise noted.
B.
Local Agency Specifications
1.
2.
When applying the cited standards, the following shall be understood.
a.
Terms such as Commission, Department or Agency shall mean the Cabrillo
Community College District (District).
b.
Terms such as Director, Executive Officer, or Engineer shall mean the District’s
Representative.
c.
In case of discrepancies between the cited standards and this Section, this Section
governs.
d.
All references to statistical testing are deleted.
e.
All references to measurement and payment are deleted.
Standards cited:
a.
Bowman & Williams
State of California, Department of Transportation's (Caltrans) "Standard
Specifications", (CSS) May 2006.
Cast in Place Concrete
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2015 Sanitary Sewer Relining Project
1.3
SUBMITTALS
A.
Product Data: Catalog cuts for each specified or indicated manufactured product.
B.
Quality Control Submittals
1.
1.4
Date: 03/3/15
Certificate of compliance with specified industry standards.
SITE CONDITIONS
A. Do not place concrete when base surface temperature is less than 40 degrees Fahrenheit, or
surface is frozen.
PART 2 - PRODUCTS
2.1
AGGREGATE BASE AND SUBBASE
A.
2.2
See Section 31 23 13 – Subgrade Preparation and Section 32 11 23 – Aggregate Base Course.
CONCRETE MATERIALS
A. Concrete mixes by minimum 28-day strength unconfined compressive strength for concrete of at
least 2500 psi to be used for the Matt Slab.
28 - day
Strength
2500 psi
B.
2.4
Max. size of
Aggregate
1"
Max.
Slump
4"
Use only one brand type of cement for each type of concrete finish; uniform color is required.
REINFORCEMENT:
A. Deformed steel bars shall conform to CSS Section 52, ASTM A615, Grade 40 or better and shall
be of U.S.A. domestic manufacturers.
PART 3 - EXECUTION
3.1
3.2
EXAMINATION
A.
Verify grading has brought subgrade to proper elevation.
B.
Report any discrepancies in Drawings, conditions at the site, or prior work done by others which
would prevent positive drainage or would produce unsatisfactory concrete work.
C.
Ensure all underground work and embedded items are in place.
AGGREGATE BASE
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Cast in Place Concrete
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2015 Sanitary Sewer Relining Project
A.
3.3
3.4
Date: 03/3/15
Place, spread, moisture condition, and compact in accordance with Section 31 05 13.
CONCRETE, GENERAL
A.
Notify the District’s Representative at least 48 hours prior to placing concrete.
B.
Place Concrete in accordance with this section.
C.
All concrete work shall be true to line and grade as indicated on the drawings. Follow the intent
of drainage patterns indicated; any surface which does not drain properly will be rejected.
D.
Finished paving surfaces shall not vary more than 1/8" from a 10' metal straightedge, except at
grade changes. No "birdbaths" or other surface irregularities will be permitted. Correct
irregularities to the satisfaction of the University's Representative at no additional cost to the
University.
E.
Tooled weakened plane joints shall be set at 20 foot intervals with a depth of 1/3 the slab
thickness.
F.
Concrete walkways with gradients less than 5% (1:20) shall have a light broom finish.
G.
Concrete ramps with gradients between 5% (1:20) and 8.33% (1:12) shall have a medium broom
finish.
PROTECTION
A.
Conform to applicable requirements of CSS Section 90-8.
B.
Protect all concrete work against injury and defacement during subsequent construction
operations until Final Acceptance.
3.5
CURING
A.
3.6
All concrete shall be allowed to cure a minimum of 7 days prior to any loading.
FIELD QUALITY CONTROL
A.
The District’s Geotechnical Engineer will inspect subgrade and any required bases prior to
placement of concrete.
B.
The District’s Testing Agency will take samples for testing during the course of the work in
accordance with the Contract Documents or as considered necessary.
END OF SECTION 02751
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Cast in Place Concrete
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 31 05 13 - EARTHWORK
PART 1 - GENERAL
1.1
SUMMARY
A.
Section Includes:
1. Clearing, including removal of trees, tree roots, paving, planters, existing improvements and
anything necessary to complete the work on or below grade.
2. Excavation for access pits for sewer relining purposes.
3. Scarifying and compacting the subbase below areas to receive new pavement sections
according to the plans.
4. Excavating, filling, grading, and compaction for the preparation of subgrade for concrete
ramps, concrete paths and flatwork, and asphalt pavement.
5. Over excavating, chemically treating, and recompation for the preparation of subgrade for
concrete structures and foundations.
6. Disposal of debris and surplus material. Debris and surplus material shall be disposed of off
College property at a legal disposal facility.
B.
1.2
Related Sections:
1.
Section 31 23 17 – Trenching.
2.
Section 31 23 13 – Subgrade Preparation
3.
Section 03 30 00 – Concrete Site Work
REFERENCES
A.
Standards listed below, with their designation in parenthesis, apply where designation is cited in
this Section. Where the applicable year of adoption or revision is not listed below, the latest
edition applies.
B.
American Society for Testing and Materials:
1. "Test Method for Moisture of Soils and Aggregate Using Nuclear Gage" (ASTM D3017).
2. "Test Method for Density of Soil in Place by Nuclear Method" (ASTM D2922).
3. "Test Method for Liquid Limit, Plastic Limit and Plasticity Index of Soils" (ASTM D4318).
C.
State of California, Department of Transportation's "Standard Specifications", (CSS) July 1999,
English Units. When applying the cited standards, the following should be understood.
1. Terms such as Commission, Department or Agency shall mean the College.
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Earthwork
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Cabrillo Community College District
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2. Terms such as Director, Executive Officer, or Engineer shall mean the College’s
Representative.
3. In case of discrepancies between the cited standards and this Section, this Section governs.
1.3
1.4
1.5
DEFINITIONS
A.
Fill: All soil and aggregate materials placed to raise grade of site and/or roadways or to fill
around buried vaults or to backfill excavations.
B.
Relative Compaction: Ratio (expressed as a percentage) of the field dry density to the maximum
dry density of a representative sample of the same material determined by ASTM D1557.
C.
Field Density: In-place compacted dry density as determined in accordance with ASTM D2922 or
ASTM D1556 at the discretion of the College’s Geotechnical Engineer.
D.
Stockpile Area: Off-site area designated for temporary stockpiling of native and/or imported
material; location and limits as approved by the College’s Representative.
E.
Paved Area: Areas outside of building envelope to be covered by concrete or asphalt.
F.
Unstable or "Pumping" Surface: Compacted soil or aggregate which, in the opinion of the
College’s Geotechnical Engineer, shows unacceptable deflection either vertically or laterally,
under loading of construction equipment.
SUBMITTALS
A.
Submit in accordance with Article 4.7 - Submittals.
B.
Samples as requested by the College’s Geotechnical Engineer -- Refer to SOURCE QUALITY
CONTROL Article of this Section.
PROJECT CONDITIONS
A.
Job Conditions:
1. Be familiar with site and subsurface conditions.
2. Off-site Access: Verify all limitations imposed by public jurisdictions on off-site construction
routes.
3. On-site Access: Use on-site access routes designated by the College’s Representative.
Maintain and clean these routes during construction. At completion of construction restore
routes to original condition at no additional cost to the College.
4. Unusual Site Conditions: If unusual site conditions not defined by the Contract Documents are
encountered notify the College’s Representative immediately.
5. Maintain and restore routes as required and accepted by the College’s Representative to
provide for pedestrian, bicycle, and vehicular traffic during construction.
B.
Environmental Requirements:
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Earthwork
31 05 13 - 2
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
1. Water Control: Construct temporary ditches if required to keep site and adjacent areas free
from excess water at all times. Keep excavated areas dry by pumping excess water in manner
accepted by the College’s Representative. All work shall be in accordance with Section 01 57
23 “Storm Water Pollution Prevention”.
2. Stockpiling: Temporary stockpiling of approved excavated materials on or off site for later
use as topsoil or native fill material will be permitted only in location and manner accepted by
the College’s Representative.
3. Adverse Weather Conditions:
C.
a.
Do not perform fill compaction during periods when site soil moisture content is
substantially in excess of moisture content required for optimum compaction.
b.
Prevent erosion of freshly graded areas during construction and until such time
structures are completed and backfilled. Keep sediments from entering drain inlets at
all times during construction.
c.
After interruption by adverse weather conditions, re-establish compaction specified in
last layer before resuming work.
Sequencing:
1. Provide schedule of the work before commencing and otherwise notify the College’s
Geotechnical Engineer and the College’s Representative before beginning any earthwork
operation.
2. Sequence earthwork operations and related work including, but not necessarily limited to,
demolition, shoring, etc. so as to maintain safe working conditions and preserve existing work
which is to remain.
3. Do not place fill or backfill until forms, rubbish and deleterious materials have been removed,
waterproofing measures have been installed, and areas have been accepted by the College’s
Representative.
4. After grading is completed and the College’s Geotechnical Engineer has finished observation
of the work, conduct no further excavation or filling except with the College’s
Representative's acceptance and observation.
1.6
QUALITY ASSURANCE
A.
Requirements of Regulatory Agencies: State and local code requirements shall apply to all work in
this section and to disposal of debris.
B.
Earthwork, including trenching as specified in Section 31 23 17, shall be performed with no less
than 48 hours notification and only in presence of, or with acceptance by, the College’s
Geotechnical Engineer. Any materials placed or improvements constructed in absence of the
College’s Geotechnical Engineer's or the College’s Representative's acceptance to proceed shall
be presumed to be defective and, at discretion of the College’s Representative, shall be removed
and replaced at no additional cost to the College.
Bowman & Williams
Earthwork
31 05 13 - 3
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
PART 2 - PRODUCTS
2.1
MATERIALS
A.
Native Fill Material: Soil or soil-rock mixture selectively obtained from site excavation, subject
to acceptance by the College’s Representative, to be used only for grade adjustments as approved
by the College’s Representative and conforming to the following:
1. Predominantly granular, well graded, not showing excessive shrinkage or swelling when
subjected to changes in water content.
2. Free of organic matter, debris, or other deleterious substances.
3. Thoroughly compactable without presence of excessive voids.
4. Free of rocks in excess of 2 inches in size.
B.
Imported Fill Material: Soil or soil-rock mixture hauled in from off-site sources, subject to
acceptance by the College’s Representative, and conforming to the following:
1.
C.
D.
E.
Predominantly granular, well graded, not showing excessive shrinkage or swelling when
subjected to changes in water content.
2.
Free of organic matter, debris, or other deleterious substances.
3.
Thoroughly compatible without presence of excess voids.
4.
Plasticity Index between 4 and 12 (ASTM D4318).
5.
Have a minimum sand equivalent of 20.
6.
Have a minimum Resistance ("R") Value of 30.
7.
Be free of rocks in excess of 2 inches in size.
Aggregate Subbase: Aggregate mix hauled in from off-site sources, subject to acceptance by the
College’s Representative, and conforming to the following:
1.
Class 1 Aggregate Subbase conforming to Caltrans Standard Specification Section 25.
2.
Have a minimum Resistance (“R”) Value of 55.
Aggregate Base: Aggregate mix hauled in from off-site sources, subject to acceptance by the
College’s Representative, and conforming to the following:
1.
Class 2 Aggregate Base conforming to Caltrans Standard Specification Section 26.
2.
Have a minimum Resistance (“R”) Value of 78.
Controlled Density Fill (CDF): A fluid, workable mixture of aggregate, cement and water, subject
to acceptance by the College’s Representative, and conforming to the following:
1.
Slurry Cement Backfill conforming to Caltrans Standard Specification Section 19-3.062.
Bowman & Williams
Earthwork
31 05 13 - 4
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
F.
2.2
Date: 03/3/15
2.
Portland Cement shall conform to Caltrans Standard Specification Section 90-2.01.
3.
Aggregate shall be commercial quality concrete sand.
4.
Minimum of 2 (two) sacks of cement per cubic yard of material produced.
Pipe Bedding: Pipe bedding shall consist of clean imported sand, free from clay or organic
material with 90 to 100% passing the No. 4 sieve and not more than 5% passing the No. 200 sieve
SOURCE QUALITY CONTROL
A.
Inspection and testing will be performed under provisions of Section 01 45 00 – Quality Control.
B.
Contractor shall deliver samples to the College’s Geotechnical Engineer of all proposed earthwork
materials in sufficient quantities for required tests. Samples shall be tagged with source location
and shall be delivered at least 15 days in advance of import.
C.
The College’s Geotechnical Engineer will test materials for conformance with requirements
specified.
PART 3 - EXECUTION
3.1
3.2
PREPARATION
A.
Identify required lines, levels, contours and datum.
B.
Identify and flag locations of known above and below grade utilities.
C.
Maintain and protect existing utilities remaining which pass through work.
D.
Maintain and protect existing improvements intended to remain.
E.
Notify the College’s Representative and College’s Geotechnical Engineer prior to commencing
operations requiring inspection or testing in accordance with articles of this Section.
GENERAL REQUIREMENTS
A.
Conduct earthwork operations so as to prevent windblown or vehicle tracked dust and dirt from
interfering with the College’s normal operations. Assume liability for all claims related to dust
and dirt.
B.
Perform Work with equipment, methods and schedule which do not interfere with the College’s
adjacent operations.
C.
Modify earthwork equipment, methods, and/or schedule at no additional cost to the College as
required to reduce noise and vibration to a level acceptable to the College’s Representative.
D.
Control drainage during progress of work and after completion of project in accordance with
UCSC Standards and Specifications.
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3.3
3.4
3.5
Date: 03/3/15
E.
Discontinue affected work and notify the College’s Representative upon discovery of any
unknown utility.
F.
Notify the College’s Representative upon discovery of unknown wells, vaults or otherwise
enclosed spaces wherever they occur below new grade within area of new structures, paved areas,
or landscaping.
CLEARING
A.
Clear areas required for access to site and execution of work.
B.
Remove portions of existing on or below grade construction including, but not limited to, retaining
walls, foundations, paving, curbs, walks, and steps. Remove base rock underneath paved areas.
Sawcut construction where adjacent portions are to remain.
STRIPPING
A.
Strip areas to be further excavated or to receive fill, paving, or other improvements. Strip down to
clean mineral materials as determined by the College’s Geotechnical Engineer.
B.
Stockpile all strippings in a stockpile area location under conditions as directed and approved by
the College’s Representative. Stockpiled material shall have heavy tarp/fabric between stockpile
and soil below to allow for complete removal of stockpiled material without disturbing or mixing
material below.
EXCAVATION
A.
After stripping, excavate areas to required elevations.
B.
Excavate all soft or weak zones exposed in the excavated surface not readily capable of
compaction in place.
C.
Obtain approval from the College’s Representative based on recommendations from the College’s
Geotechnical Engineer that all unsuitable materials have been removed prior to terminating
excavation.
D.
Perform stockpiling as follows:
1. Stockpile excavated materials accepted for later use as fill in stockpile areas as directed by the
College’s Representative. Stockpiles on soil will require heavy fabric underneath to assure full
removal of stockpiled material.
2. Excavate, handle and remove stockpiled material for use in a manner such that loss of material
and contamination with other soils are minimized.
3. Place material in stockpile in a neat embankment without compaction.
E.
Where excavation is carried below specified depth, backfill with structural concrete or engineered
fill as directed by the College’s Representative.
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Earthwork
31 05 13 - 6
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
3.6
Date: 03/3/15
FILLING AND BACKFILLING
A.
Preparation for filling:
1. Remove forms, rubbish, and deleterious materials in areas to be backfilled and obtain
acceptance from the College’s Representative based on recommendations from the College’s
Geotechnical Engineer that unsuitable materials have been removed.
2. Scarify and recompact surface of areas to receive fill to six inch depth and until surface is free
of ruts or other uneven surface features.
3. Cut out soft areas not readily capable of compaction in place.
4. Bring scarified material to proper moisture content as specified in the Geotechnical
Investigation. Thoroughly mix soil and water to achieve uniform moisture content.
5. Compact scarified materials to minimum compaction requirements specified for fill.
6. Stabilize surface that is unstable or "pumping", by additional excavation and placement of
engineered backfill as directed by the College’s Representative.
B.
Placing and Compacting Fill:
1. Place fill materials as required to establish elevations and grades shown.
2. Spread fill material in uniform lifts not exceeding eight inches in uncompacted thickness.
3. Before compaction begins, bring fill to moisture content as specified by the College’s
Geotechnical Engineer, which will permit proper compaction by either aerating material if it is
too far above optimum moisture content, or by spraying material with water if it is too far
below optimum moisture content.
4. In pavement areas, the upper 8 inches of subgrade, and all aggregate subbase and aggregate
base, should be compacted to a minimum of 95% of its maximum dry density.
5. In building areas and pavement areas all utility trench backfill should be compacted to 95% of
the backfill material’s maximum dry density.
6. In areas not associated with the building area or paving areas, fill should be compacted to 90%
of its maximum dry density.
7. Mix each lift thoroughly before compaction to provide uniform distribution of moisture
content.
8. Compact each layer uniformly to specified relative compaction. Compaction by flooding,
ponding or jetting will not be permitted.
9. Scarify and recompact any layer not attaining compaction until specified minimum
compaction is obtained.
10. Stabilize any layer not attaining compaction before placing the next lift.
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Earthwork
31 05 13 - 7
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
11. Remove all intrusive water and dry subgrade and fill to proper moisture content where water
enters areas to be filled. Re-establish compaction specified in last layer before proceeding
with operations.
C.
Preparation for Backfilling:
1. Verify areas to be backfilled are free of debris, formwork, and water.
D.
Placing and Compacting Backfill:
1. Place and compact backfill in accordance with requirements for placing and compacting fill.
E.
Schedule of Locations:
1. The paragraphs below identify location, fill material to be used (identified from upper to
lower fill type), compacted thickness of each fill, and minimum relative compaction.
3.7
a.
Fill Under Concrete Patio and Asphalt Service Road. Select Sand Bedding to 6 inches
above pipe, Controlled Density Fill to below pavement or flatwork structural section.
b.
Fill at Non-Paved Areas: Select Sand Bedding to 6 inches above pipe, Controlled
Density Fill to 12 inches below finished grade, native soil for last 12 inches below
finish grade elevation to allow for placement of topsoil and soil amendments.
c.
Note that Native Fill Material may be used only by approval of the College’s
Representative based on information provided by the College’s Geotechnical Engineer.
GRADING
A.
Bring all areas to proper grade, with allowance for finish materials, to the following tolerances:
1. Paved areas: Plus 0 or minus 0.10 feet.
2. Other areas: Plus or minus 0.20 feet.
3.8
B.
Grade areas to smooth uniform surface in conformity to contour lines and spot elevations noted.
Grade to a plane where not otherwise indicated. Round or smooth abrupt changes in slopes
including the intersection of cut or fill slopes with existing natural grade. Refill any settled grades
to required levels.
C.
Scarify native subgrade at paved areas to a depth of eight inches, moisture condition, and compact
to 95 percent relative compaction in accordance with requirements for placing and compacting fill.
D.
Perform no further excavation or filling operations after grading is completed except by the
College’s Representative's approval and under observation of the College’s Geotechnical
Engineer.
DISPOSAL
A.
Surplus material and debris becomes property of the Contractor for off-site disposal in accordance
with applicable state and local codes, ordinances, and regulations.
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31 05 13 - 8
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3.9
PROTECTION
A.
3.10
Date: 03/3/15
Prevent erosion of graded areas during construction and until permanent drainage and erosion
control measures are installed.
FIELD QUALITY CONTROL
A.
B.
Inspection and testing will be performed under provisions of Article 11 – Testing and Inspections.
The College’s Geotechnical Engineer will:
1. Test any fill material from source designated by the Contractor and any site materials
stockpiled for use as fill; observe excavation and check stability of subgrade, compacted fill,
and backfill.
2. Be present at the site intermittently during conduct of work to observe performance of work
and soil conditions encountered.
3. Perform laboratory and field density tests to evaluate compaction achieved.
4. Observe and provide engineering opinions as to adequacy of excavation, compaction of
subgrade, and placement and compaction of fill and backfill. Engineering opinions will be
based on observations of work performed as well as tests and inspections deemed necessary by
the College’s Geotechnical Engineer to ensure compliance with the Contract Documents.
5. Observe methods of compaction and report findings to the College’s Representative.
6. Issue final report to the College’s Representative on grading; include opinion regarding degree
of compliance with specifications.
C.
The Contractor will:
1. Cooperate with the College’s Geotechnical Engineer in all aspects of the work.
2. Notify the College’s Representative and the College’s Geotechnical Engineer at least 48 hours
prior to required observation or testing.
3. Be responsible for expense of all retesting of subgrade, fill, aggregate base, backfill, or other
controlled material found to be inadequate at first testing, including fees for travel, personnel
time, laboratory expenses, office work, supervision, and testing which may be incurred by
reason of such retesting. The College’s Representative will deduct such expenses from
monies due the Contractor under the Contract.
D.
No earthwork shall be performed without direct knowledge of the College’s Geotechnical
Engineer unless otherwise directed by the College’s Representative.
END OF SECTION 31 05 13
Bowman & Williams
Earthwork
31 05 13 - 9
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 31 10 00 - SITE CLEARING
PART 1 GENERAL
1.1
1.2
SUMMARY
A.
Section Includes:
1.
Removing surface debris.
2.
Removing designated paving, curbs, sidewalks and other site features as shown
on the plans.
3.
Removing designated trees, shrubs, and other plant life.
4.
Removing abandoned utilities as shown on the plans.
B.
Related Sections:
1.
Section 31 05 13 - Earthwork
2.
Section 31 25 00 - Erosion and Sedimentation Controls.
UNIT PRICE - MEASUREMENT AND PAYMENT
A.
Site Clearing:
1.
1.3
SUBMITTALS
A.
1.4
Basis of Payment: Includes clearing site, loading and removing waste materials
from site. Cost associated with site clearing is included in the various items of
work requiring site clearing.
Article 4.7 – Submittals: Requirements for submittals.
QUALITY ASSURANCE
A.
Perform Work in accordance with “Section 16: Clearing and Grubbing” of the State of
California (Caltrans) Standard Specifications, Latest Edition except as specified herein.
B.
Conform to applicable code for environmental requirements. Disposal of debris shall be
at a disposal site approved by the Owner.
PART 2 PRODUCTS
Not Used.
PART 3 EXECUTION
3.1
EXAMINATION
A.
Verification of existing conditions before starting work.
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31 10 00.00 - 1
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B.
3.2
3.4
Call Underground Service Alert at (800) 642-2444 not less than three working days
before performing Work.
1.
Request underground utilities to be located and marked within and surrounding
construction areas.
PROTECTION
A.
Locate, identify, and protect utilities indicated to remain, from damage.
B.
Protect trees, plant growth, and features designated to remain, as final landscaping.
Attention is directed to the existing vegetation in planter areas and along parking lot
perimeter. Contractor will be responsible for replacing in kind any landscaping damaged
during construction.
C.
Protect existing tree roots encountered during excavation or grinding. Notify a qualified
Arborist to evaluate all tree roots before cutting or removal.
D.
Protect temporary bench marks, and survey control points from damage or displacement.
CLEARING
A.
3.5
Verify existing plant life designated to remain is tagged or identified.
PREPARATION
A.
3.3
Date: 03/3/15
Conform to the requirements of Caltrans Section 16 “Clearing and Grubbing”.
REMOVAL
A.
Remove debris, rock, and extracted plant life from site.
B.
Remove paving, curbs, and sidewalks and other site features as indicated on Drawings.
Neatly saw cut edges at right angle to surface.
C.
Remove abandoned utilities. Indicated removal termination point for underground
utilities on Record Documents.
D.
Continuously clean-up and remove waste materials from site. Do not allow materials to
accumulate on site.
E.
Do not burn or bury materials on site. Leave site in clean condition.
END OF SECTION 31 10 00
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31 10 00.00 - 2
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 31 23 13 – SUBGRADE PREPARATION
PART 1 - GENERAL
1.01
SUMMARY
A.
Description: Performing operations necessary to construct sub grade to the required grade and
compaction as shown on plans or specified herein.
B.
Related Sections
1.
Section 32 11 23 – Aggregate Base Course
2.
Section 31 23 24 – Flowable Fill
3.
Section 32 12 16 – Asphalt Paving
1.02
REFERENCES
A.
State of California, Department of Transportation's "Standard Specification's" (CSS) latest edition.
B.
California Testing Method No. 216; or as directed by the District’s Soil Engineer.
PART 2 - PRODUCTS (NOT USED)
PART 3 - EXECUTION
3.01
GENERAL
A.
At sub grade level, keep sub grade free of water, debris, and foreign matter.
B.
Compact sub grade to 95% relative compaction for 6” depth per California Testing Method No. 216.
C.
As required, provide additional engineered fill material where needed to keep grade. Additional
engineered fill material shall also be compacted to 95% relative compaction prior to asphalt paving.
D.
At the direction of the College’s Soil Engineer, water may be added to sub grade soil to achieve
compaction requirements.
3.02
A.
RECORDS
Maintain a complete, accurate log of all soils compaction testing work as it progresses. Make this
log available for reference.
END OF SECTION 31 23 13
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31 23 13.00 - 1
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 31 23 17 - TRENCHING
GENERAL
1.1
SUMMARY
A.
B.
1.2
Excavating and backfill for access pits for relining sanitary sewer mains
2.
Compacted fill from top of utility bedding to subgrade elevations.
3.
Backfilling and compaction.
Related Sections:
1.
Section 31 05 13 - Earthwork.
2.
Section 31 23 24 – Flowable Fill
3.
Section 33 31 00 – Sanitary Sewer System
4.
Section 03 30 00 – Concrete Site Work
5.
Section 32 12 16 – Asphalt Paving
ASTM International:
1.
ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.
2.
ASTM D698 - Standard Test Method for Laboratory Compaction Characteristics of Soil
Using Standard Effort (12,400 ft-lbf/ft3 (600 kN-m/m3)).
3.
ASTM D2922 - Standard Test Method for Density of Soil and Soil-Aggregate in Place by
Nuclear Methods (Shallow Depth).
4.
ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by
Nuclear Methods (Shallow Depth).
DEFINITIONS
A.
1.4
1.
REFERENCES
A.
1.3
Section Includes:
Utility: Any buried pipe, duct, conduit, or cable.
SUBMITTALS
A.
Article 4.7 - Submittals: Requirements for submittals.
B.
Excavation Protection Plan: Describe sheeting, shoring, and bracing materials and installation
required to protect excavations and adjacent structures and property; include structural
calculations to support plan.
C.
Product Data: Submit data for geotextile fabric indicating fabric and construction.
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1.5
1.6
D.
Samples: Submit samples as requested by the University’s Geotechnical Engineer.
E.
Materials Source: Submit name of imported fill materials suppliers.
F.
Manufacturer's Certificate: Certify Products meet or exceed specified requirements.
QUALITY ASSURANCE
A.
Perform Work in accordance with the Caltrans Standards.
B.
Work shall be performed under the observation of the College’s Geotechnical Engineer.
FIELD MEASUREMENTS
A.
1.7
Date: 03/3/15
Verify field measurements prior to fabrication.
COORDINATION
A.
Article 4 – The Contractor: Project Coordination.
B.
Verify Work associated with lower elevation utilities is complete before placing higher elevation
utilities.
C.
Verify Work associated with non gravity dependent utilities does not interfere with the
installation of gravity dependent (sanitary sewer, storm sewer) utilities.
PART 2 PRODUCTS
2.1
2.2
FILL MATERIALS
A.
Granular Fill: Native fill material, or imported fill material as specified in Section 31 05 13.
B.
Controlled Density Fill: one sack of cement per yard of concrete as specified in Section 31 23 24.
ACCESSORIES
A.
Geotextile Fabric: TC Mirafi 140 N woven, non-biodegradable.
PART 3 EXECUTION
3.1
LINES AND GRADES
A.
The contractor shall lay pipes to lines and grades indicated on Drawings and shall secure the
services of a licensed land surveyor or registered civil engineer to provide stakes for line and
grade as specified in Section 01 71 23 Field Engineering.
1.
B.
College’s Representative reserves the right to make changes in lines, grades, and depths
of utilities when changes are required for Project conditions.
Use laser-beam instrument with qualified operator to establish lines and grades.
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31 10 00.00 - 2
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3.2
3.3
Date: 03/3/15
PREPARATION
A.
Contractor shall secure a Utility Line Locator service not less than three working days before
performing Work. Request underground utilities to be located and marked within, and
surrounding, construction areas.
B.
Contractor shall secure the services of a licensed land surveyor or registered civil engineer to
identify required lines, levels, contours, and datum locations.
C.
Protect plant life, trees, lawns, rock outcropping and other features remaining as portion of final
landscaping.
D.
Protect bench marks, existing structures, fences, sidewalks, paving, and curbs from excavating
equipment and vehicular traffic.
E.
Maintain and protect above and below grade utilities indicated to remain.
F.
Establish temporary traffic control and detours when trenching is performed in established
roadways and access routes. Relocate controls and reroute traffic as required during progress of
Work.
TRENCHING
A.
Excavate subsoil required for utilities from utility service to point of termination.
B.
Remove lumped subsoil, boulders, and rock larger than 2 inches in diameter. Remove larger
material as specified in Section 31 05 13.
C.
Perform excavation within 12 inches of existing utility service by hand.
D.
Do not advance open trench more than 200 feet ahead of installed pipe.
E.
Cut trenches sufficiently wide to enable installation per manufacturer’s recommendations and
allow inspection. Remove water or materials that interfere with Work.
F.
Excavate bottom of trenches maximum 2 feet wider than outside diameter of pipe.
G.
Excavate trenches to depth indicated on Drawings. Provide uniform and continuous bearing and
support for bedding material and utilities.
H.
Do not interfere with 45 degree bearing splay of foundations.
I.
When subsurface materials at bottom of trench are loose or soft, excavate to greater depth as
directed by the University’s Geotechnical Engineer until suitable material is encountered.
J.
Cut out soft areas of subgrade not capable of compaction in place. Backfill with granular fill or
controlled density fill, and compact to density equal to or greater than requirements for
subsequent backfill material.
K.
Trim excavation. Hand trim for bell and spigot pipe joints. Remove loose matter.
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2015 Sanitary Sewer Relining Project
3.4
3.5
3.6
3.7
Date: 03/3/15
L.
Correct over excavated areas with compacted backfill as specified for authorized excavation or
replace with controlled density fill as directed by the University’s Geotechnical Engineer.
M.
Remove excess subsoil not intended for reuse, from site.
SHEETING AND SHORING
A.
Sheet, shore, and brace excavations to prevent danger to persons, structures and adjacent
properties and to prevent caving, erosion, and loss of surrounding subsoil.
B.
Support trenches more than 4 feet deep excavated through unstable, loose, or soft material.
Provide sheeting, shoring, bracing, or other protection to maintain stability of excavation.
C.
Design sheeting and shoring to be removed at completion of excavation work.
D.
Repair damage caused by failure of the sheeting, shoring, or bracing and for settlement of filled
excavations or adjacent soil.
E.
Repair damage to new and existing Work from settlement, water or earth pressure or other causes
resulting from inadequate sheeting, shoring, or bracing.
BACKFILLING
A.
Backfill trenches to contours and elevations with approved fill materials.
B.
Systematically backfill to allow maximum time for natural settlement. Do not backfill over
porous, wet, or spongy subgrade surfaces.
C.
Place fill material in continuous layers and compact in accordance with schedule at end of this
Section.
D.
Employ placement method that does not disturb or damage foundation or retaining wall perimeter
drainage, utilities in trench, and existing utilities to remain.
E.
Maintain optimum moisture content of fill materials to attain required compaction density.
F.
Do not leave more than 50 feet of trench open at end of working day.
G.
Protect open trench to prevent danger to the public.
TOLERANCES
A.
Article 11 – Tests and Inspections: Quality Control: Tolerances.
B.
Top Surface of Backfilling to Subgrade Under Paved Areas: Plus or minus 0.08 feet from
required elevations.
C.
Top Surface of General Backfilling: Plus or minus 0.08 feet from required elevations.
FIELD QUALITY CONTROL
A.
Article 11 – Tests and Inspections: Testing and inspection services.
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3.8
3.9
Date: 03/3/15
B.
Perform laboratory material tests in accordance with ASTM D1557.
C.
Perform in place compaction tests in accordance with the following:
1.
Density Tests: ASTM D2922 (Relative Compaction by Nuclear Gage).
2.
Moisture Tests: ASTM D3017 (Moisture of Soils and Aggregate by Nuclear Gage).
D.
When tests indicate Work does not meet specified requirements, remove Work, replace, compact,
and retest.
E.
Frequency of Tests: As specified by the University’s Geotechnical Engineer or University
Representative.
PROTECTION OF FINISHED WORK
A.
Article 7 – Contract Time: Protecting finished work.
B.
Reshape and re-compact fills subjected to vehicular traffic during construction.
SCHEDULE
A.
Sewer Piping:
1.
Cover pipe and bedding with Granular Fill to subgrade elevation.
2.
Each lift not to exceed 8 inches of non compacted depth.
3.
Compact uniformly to minimum 95 percent of maximum density.
END OF SECTION 31 23 17
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31 10 00.00 - 5
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Date: 03/3/15
SECTION 31 23 24 - FLOWABLE FILL
PART 1 GENERAL
1.1
SUMMARY
A. Section Includes:
1. Flowable fill for:
a. Structure backfill.
b. Utility bedding.
c. Utility backfill.
d. Filling abandoned utilities.
B.
1.2
Related Requirements:
1. Section 31 05 13 - Earthwork: General building excavation.
2. Section 31 23 17 - Trenching: Soil and aggregate backfill for utility trenches.
3. Section 33 31 00 - Sanitary Utility Sewerage Piping: Sanitary sewer piping and bedding.
UNIT PRICE - MEASUREMENT AND PAYMENT
A. Flowable Fill:
1. Basis of Measurement: Included in the cost of relining sanitary sewer.
2. Basis of Payment: Includes furnishing flowable fill and installing where required.
1.3
DEFINITIONS
A. Utility: Any buried pipe, duct, conduit, manhole, tank, or cable.
1.4
B.
Excavatable Flowable Fill: Lean cement concrete fill used where future excavation may be
required, such as fill for access pits for sewer relining, utility trenches, bridge abutments, and
culverts.
C.
Non-excavatable Flowable Fill: Lean cement concrete fill used where future excavation is not
anticipated, such as fill below structure foundations and filling abandoned utilities.
REFERENCE STANDARDS
A. ASTM International:
1. ASTM C33 - Standard Specification for Concrete Aggregates.
2. ASTM C94/C94M - Standard Specification for Ready-Mixed Concrete.
3. ASTM C150 - Standard Specification for Portland Cement.
4. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.
5. ASTM C403/C403M - Standard Test Method for Time of Setting of Concrete Mixtures by
Penetration Resistance.
6. ASTM C494/C494M - Standard Specification for Chemical Admixtures for Concrete.
7. ASTM C618 - Standard Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use as a Mineral Admixture in Concrete.
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Flowable Fill
31 23 24 - 1
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
8.
ASTM C1017/C1017M - Standard Specification for Chemical Admixtures for Use in
Producing Flowing Concrete.
9. ASTM C1040 - Standard Test Methods for Density of Unhardened and Hardened Concrete
in Place By Nuclear Methods.
10. ASTM D4832 - Standard Test Method for Preparation and Testing of Controlled Low
Strength Material (CLSM) Test Cylinders.
1.5
SUBMITTALS
A. Article 4.7 - Submittals: Requirements for submittals.
B.
Manufacturer's Certificate: Certify that products meet or exceed Caltrans Standards.
C.
Field Quality-Control Submittals:
1. Mix Design:
a. Furnish flowable fill mix design for each specified strength.
b. Furnish separate mix designs when admixtures are require for the following:
1) Flowable fill Work during hot and cold weather.
2) Air entrained flowable fill Work.
c. Identify design mix ingredients, proportions, properties, admixtures, and tests.
2. Furnish test results to certify flowable fill mix design properties meet or exceed specified
requirements.
D. Delivery Tickets:
1. Furnish duplicate delivery tickets indicating actual materials delivered to Project Site.
E.
1.6
Qualifications Statements:
1. Submit qualifications for supplier.
QUALITY ASSURANCE
A. Perform Work according to Caltrans Standards.
1.7
QUALIFICATIONS
A. Supplier:
1. Company specializing in supplying products specified in this Section with minimum three
years' documented experience.
2. Product source approved by the College.
1.8
ENVIRONMENTAL REQUIREMENTS
A. Article 8.3.6 Materials or Equipment Not incorporated into Work: specifies ambient condition
control facilities for product storage and installation.
B.
Minimum Conditions: Do not install flowable fill during inclement weather or when ambient
temperature is less than 40 degrees F
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Flowable Fill
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1.9
Date: 03/3/15
FIELD MEASUREMENTS
A. Verify field measurements before installing flowable fill to establish quantities required to
complete the Work.
PART 2 PRODUCTS
2.1
FLOWABLE FILL
A. Furnish materials according to Caltrans Standards.
B.
2.2
Flowable Fill: Excavatable type.
MATERIALS
A. Portland Cement: ASTM C150 Type I - Normal.
2.3
B.
Fine Aggregates: ASTM C33.
C.
Water: Clean and not detrimental to concrete.
ADMIXTURES
A. Manufacturers:
1.
Furnish materials according to Caltrans standards.
B.
Air Entrainment: ASTM C260.
C.
Chemical Admixture: ASTM C494/C494M.
D. Fly Ash: ASTM C618 Class C or F obtained from residue of electric generating plant using
ground or powdered coal.
E.
2.4
Plasticizing: ASTM C1017/C1017M Type I, plasticizing.
MIXES
A. Mix and deliver flowable fill according to ASTM C94/C94M, Option C.
B.
Flowable Fill Design Mix:
ITEM
Cement Content
Fly Ash Content
Water Content
Air Entrainment
Bowman & Williams
EXCAVATABLE
75 to 100 lb/cu yd
None
As specified
5 to 35 percent
NON-EXCAVATABLE
100 to 150 lb/cu yd
150-600 pcf
As specified
5 to 15 percent
Flowable Fill
31 23 24 - 3
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
28-Day Compressive
Strength
Unit Mass (Wet)
Temperature, Minimum at
Point of Delivery
C.
Date: 03/3/15
Maximum 100 psi.
Minimum 125 psi
80 to 110 pcf
50 degrees F
100 to 125 pcf
50 degrees F
Provide water content in design mix to produce self-leveling, flowable fill material at time of
placement.
D. Design mix air entrainment and unit mass are for laboratory design mix and source quality
control only.
2.5
SOURCE QUALITY CONTROL
A. Article 11 – Tests and Inspections: Testing, inspection and analysis requirements.
B.
Test and analyze properties of flowable fill design mix and certify results for the following:
1. Design mix proportions by weight of each material.
2. Aggregate: ASTM C33 for material properties and gradation.
3. Properties of plastic flowable fill design mix including:
a. Temperature.
b. Slump.
c. Air entrainment.
d. Wet unit mass.
e. Yield.
f. Cement factor.
4. Properties of hardened flowable fill design mix including:
a. Compressive strength at 1 day, 7 days, and 28 days. Report compressive strength of
each specimen and average specimen compressive strength.
b. Unit mass for each specimen and average specimen unit mass at time of compressive
strength testing.
C.
Prepare delivery tickets containing the following information:
1. Project designation.
2. Date.
3. Time.
4. Class and quantity of flowable fill.
5. Actual batch proportions.
6. Free moisture content of aggregate.
7. Quantity of water withheld.
PART 3 EXECUTION
3.1
EXAMINATION
A. Article 4 – The Contractor: Verification of existing conditions before starting Work.
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
B.
Verify excavation specified in Section 31 23 16 and trenching specified in Section 31 23 17 is
complete.
C.
Verify utility installation as specified in Section 33 31 00 is complete and tested before placing
flowable fill.
D. Verify excavation is dry and dewatering system is operating.
3.2
PREPARATION
A. Article 4 – The Contractor: for installation preparation.
B.
Support and restrain utilities to prevent movement and flotation during installation of flowable
fill.
C.
Protect structures and utilities from damage caused by hydraulic pressure of flowable fill before
fill hardens.
D. Protect utilities and foundation drains to prevent intrusion of flowable fill.
3.3
INSTALLATION - FILL, BEDDING, AND BACKFILL
A. Place flowable fill by chute, pumping or other methods approved by Architect/Engineer.
1. When required, place flowable fill under water using tremie procedure.
2. Do not place flowable fill through flowing water.
B.
Place flowable fill in lifts to prevent lateral pressures from exceeding structural capacity of
structures and utilities.
C.
Place flowable fill evenly on both sides of utilities to maintain alignment.
D. Place flowable fill to elevations indicated on Drawings without vibration or other means of
compaction.
3.4
INSTALLATION - FILLING ABANDONED UTILITIES
A. Verify pipes and conduits are not clogged and are sufficiently empty to permit gravity installation
of flowable fill for entire length indicated to be filled.
B.
Seal lower end of pipes and conduits by method to contain flowable fill and to vent trapped air
caused by filling operations.
C.
Place flowable fill using method to ensure there are no voids.
1. Fill pipes and conduits from high end.
2. Fill manholes, tanks, and other structures from grade level access points.
D. After filling pipes and conduits seal both ends.
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Flowable Fill
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
3.5
Date: 03/3/15
FIELD QUALITY CONTROL
A. Article 11 – Tests and Inspections: Quality Requirements for inspecting and testing.
B.
3.6
Defective Flowable Fill: Fill failing to meet the following test requirements or fill delivered
without the following documentation.
1. Test Requirements:
a. Minimum temperature at point of delivery.
b. Compressive strength requirements for each type of fill.
2. Documentation: Duplicate delivery tickets.
CLEANING
A. Article 7 – Contract Time: Requirements for cleaning prior to final acceptance.
B.
Remove spilled and excess flowable fill from Project Site.
C.
Restore facilities and Site areas damaged or contaminated by flowable fill installation to existing
condition before installation.
END OF SECTION
Bowman & Williams
Flowable Fill
31 23 24 - 6
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 31 25 00 - EROSION & SEDIMENTATION CONTROLS
PART 1: GENERAL
1.01
DESCRIPTION OF WORK
Extent: This section includes procedures, requirements and guidelines for Contractor designed constructed,
and maintained erosion and sediment control measures.
B. Related Work:
1.
2.
Section 31 10 00 - Site Clearing
Section 31 05 13 - Earthwork
1.02
EROSION CONTROL
A. General:
1.
The Contractor will be responsible for erosion and sediment control within the Project site or anywhere that project construction disturbs the surface vegetation or soil.
2.
The Contractor's erosion and sediment control measures will protect graded areas from erosion during
construction and until permanent planting, and permanent drainage and erosion control measures are
installed and effectively operational.
3.
Erosion and sediment control measures will prevent any sediment from leaving the Project site, either
water-borne, air-borne, on the tires of vehicles, or by spillage from off-site hauling of soils.
4.
The Contractor shall insure that no sediment or pollution is discharged into the lagoon adjacent to the
site as a result of this project. The Contractor shall be liable for any damage that occurs to the adjacent lagoon as a result of the project.
B. Winter Erosion and Sediment Control Plan:
1.
The Contractor shall be responsible for providing an Erosion and Sediment Control Plan to be submitted to the City for approval. The Erosion and Sediment Control Plan shall be prepared by a registered landscape architect, civil engineer or certified erosion control specialist. Proposed revisions to
the Erosion and Sediment Control Plan shall prepared by a registered landscape architect, civil engineer or certified erosion control specialist for any denuded soil area within the Project site or any other area where the soil surface will be disturbed by construction operations.
2.
Install features shown on the Erosion and Sediment Control. A meeting will be conducted with the
Contractor to discuss and agree upon the implementation of the plan.
3.
Implement the plan by October 15 or by the date scheduled for commencing construction after October 15, with all required features in place.
4.
Agreement to the plan by other parties does not relieve the Contractor from responsibility for its effectiveness.
PART 2 PRODUCTS
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Erosion & Sedimentation Controls
31 25 00.00 - 1
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
Not Applicable.
PART 3 MATERIALS
3.01
IMPLEMENTATION:
A.
A standby crew for emergency work shall be available at all times during the rainy season, October
15 through April 15. Necessary materials shall be available on the Project site and stockpiled at convenient locations to facilitate rapid construction of temporary devices or to repair any damaged erosion control measures when rain is imminent.
B. Do not move or modify devices without the approval of the Owner.
C.
All removable protective devices shown shall be in place at the end of each working day when the
five-day rain probability forecast exceeds 40 percent.
D.
After a rainstorm, remove all silt and debris from check berms and sediment basins. Immediately repair any graded slope surface protection measures damaged during a rainstorm.
E.
Fill slopes at the project perimeter must drain away from the top of the slope at the conclusion of each
working day.
F.
Whenever the depth of water in any device exceeds two feet, barricade or guard the project site for
public safety until the water has subsided.
G.
Do not pump or otherwise drain unfiltered water from the basins until sediment has settles.
H.
Do not fill sand bags with gravel; use only sand or granular soil.
I.
Do not use perforated risers as pond outlets.
J.
Do not use filtering devices as a means of control.
3.02
DUST CONTROL
A.
Dust control shall conform to the requirements of Section 10: Dust Control, of the Caltrans Standard
Specifications. Full compensations for dust control will be included in the lump sum price paid for
Erosion Control and no further compensation will be allowed.
3.03
USE OF PERMANENT DRAINAGE FACILITIES
A.
Any drainage structures or detention devices which appear in the contract documents may be utilized
in the Erosion and Sediment Control Plan on the condition that they are temporarily modified to serve
the Contractor's purposes, and cleaned before Project completion.
B.
Such facilities have been designed for use in drainage control upon completion of the Project, and
shall not be considered as adequate for control during construction except by the independent determination of the Contractor.
3.03
PLANTED AREAS
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Erosion & Sedimentation Controls
31 25 00.00 - 2
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
A.
Slopes scheduled for seeding shall not be cleared and seeded during the period of October 15 through
April 25. Seeding operations shall be scheduled to provide a minimum of four (4) months for seed
germination and establishment prior to October 15.
B.
For other disturbed areas, where seeding is recommended for temporary erosion control, the Contractor shall allow a minimum of two (2) months for germination prior to October 15.
C.
Planted areas indicated on the plans are not considered to be installed until one year has elapsed since
the time of planting, or until released by the Owner as being substantially established. Therefore:
1.
Maintain planting, and erosion control measures around the planted area for at least one year.
2.
Make repairs to any damaged areas during that time.
3.
Where planting is lost due to erosion, replace it and begin the one-year period for that portion
at the time of replacement.
END OF SECTION 31 25 00
Bowman & Williams
Erosion & Sedimentation Controls
31 25 00.00 - 3
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 32 11 23 - AGGREGATE BASE COURSE
PART 1 GENERAL
1.01
SUMMARY
A. Section Includes
1.
Aggregate base course for new pavement section after sewer relining access pit backfill.
B. Related Sections
1.
Section 31 23 24 - Flowable Fill
2.
Section 32 23 17 - Trenching
1.02
REFERENCES
A.
Standards listed below, with their designation in parenthesis, apply where designation is cited in this
Section. Where the applicable year of adoption or revision is not listed below, the latest edition
applies.
B.
State of California, Department of Transportation's "Standard Specification's" (CSS) latest edition.
1. Interpretation of Standard Specifications:
a.
Wherever the term Commission of Department occurs, it shall mean the College.
Whenever the term Director or Executive Officer occurs, it shall mean the College's
Representative.
b.
All references to statistical testing are deleted.
c.
Whenever a discrepancy occurs between the Standard Specifications and this
specification, this specification governs.
C.
State of California, Department of Transportation's "Testing Manual", "Method of Preparation of
Bituminous Mixtures for Testing" (California Test 304).
D.
American Society for Testing and Materials (ASTM).
1.03
A.
1.04
A.
SUBMITTALS
Submit the following:
1.
Certificates of compliance with specified standards for natural materials and manufactured
items.
1.
For manufactured items, the manufacturer's technical data of physical properties.
3.
Samples as requested by the University's Testing Laboratory.
SITE CONDITIONS
Comply with all requirements of the Monterey Bay Unified Air Pollution Control District.
PART 2 - PRODUCTS
2.01
MATERIALS
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Aggregate Base Course
32 11 23 - 1
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
A.
Aggregate Base (AB): Class 2, R-value 78 minimum, 3/4 inch maximum size, meeting the
requirements of CSS Section 26.
B.
Aggregate Subbase: Class 2, R-value 50 minimum, CSS Section 25.
PART 3 - EXECUTION
3.01
A.
EXAMINATION
Examine areas to receive aggregate base and verify the following:
1.
2.
3.
B.
3.02
That abutting improvements have been set at proper elevations.
That gradients and elevations of pavement subgrade are correct.
That wet receiving surfaces or other conditions that adversely affect execution of this Work
are absent.
Do not start Work until unsatisfactory conditions have been corrected.
PREPARATION
A.
If after initial preparation, the pavement subgrade is allowed to stand or is used by construction
equipment, or is otherwise damaged, repair in accordance with CSS 26-1.03 at no additional cost to
the College.
B.
Proof-roll the pavement subgrade for pumping as defined in Section 02300. Where moisture
appears on the pavement subgrade surface after rolling, repair as directed by the College, at no
additional cost to the University.
C.
Protect existing Work from damage. Protect concrete Work from staining with asphalt materials.
Shield from overspray.
D.
Sawcut 12" from the edge of existing pavement to obtain a clean vertical edge. Where an existing
patch occurs within 24" of pavement edge, sawcut to the edge of pavement.
E.
Damaged asphalt and areas completely saturated by oil and grease should be removed and replaced
as required.
3.03
AGGREGATE BASE
A.
Spread and compact in accordance with CSS Section 26, to thickness, lines and grades noted, with a
maximum deviation of plus 0.0 and minus 0.05 feet from plan grade.
B.
Do not incorporate into the completed section any base material used for construction traffic.
C.
Moisture Treat the compacted base in accordance with CSS Section 17.
3.04
A.
FIELD QUALITY CONTROL
Inspection and testing will be performed under the supervision of the College’s Soil Engineer.
Bowman & Williams
Aggregate Base Course
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
B.
The College's Testing Laboratory will:
1.
Inspect and test base and paving in accordance with CSS, including but not limited to
a. Compaction and thickness of base.
b. Compaction and thickness of asphaltic concrete.
c. Temperature of asphalt concrete just prior to paving.
2.
Check thickness of surfacing by coring when directed by Strategic Construction
Management.
C.
Contractor will:
1.
Repair areas cored for testing.
As directed by the College, remove and replace or repair all paving not meeting Contract Document
requirements.
2.
END OF SECTION 32 11 23
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Aggregate Base Course
32 11 23 - 3
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/03/15
SECTION 32 12 16 – ASPHALT PAVING
PART 1 - GENERAL
1.01
SUMMARY
A.
Section Includes
1.
Sawcut and remove existing asphalt concrete pavement for access point excavation.
2.
Construct new asphalt concrete pavement section after access point excavations are
backfilled. .
B.
Related Sections
1.
Section 32 11 23 – Aggregate Base Course
2.
Section 31 23 13 – Subgrade Preparation
3.
Section 31 23 17 – Trenching
4.
Section 31 23 24 – Flowable Fill
1.02
REFERENCES
A.
Standards listed below, with their designation in parenthesis, apply where designation is cited in this
Section. Where the applicable year of adoption or revision is not listed below, the latest edition
applies.
B.
State of California, Department of Transportation's "Standard Specification's" Latest Edition (CSS).
1. Interpretation of Standard Specifications:
a.
Wherever the term Commission of Department occurs, it shall mean the College.
Whenever the term Director or Executive Officer occurs, it shall mean the College's
Representative.
b.
Whenever a discrepancy occurs between the Standard Specifications and this
specification, this specification governs.
C.
State of California, Department of Transportation's "Testing Manual", "Method of Preparation of
Bituminous Mixtures for Testing" (California Test 304).
D.
American Society for Testing and Materials (ASTM).
1.03
A.
1.4
SUBMITTALS
Submit the following:
1.
Certificates of compliance with specified standards for natural materials and manufactured
items.
2.
For manufactured items, the manufacturer's technical data of physical properties.
3.
Slurry mix design. Include recommended aggregate grading, asphalt content, and supporting
stabilimeter test results conforming to California Test 304. Do not schedule seal coat work
until submittal has been reviewed.
4.
Samples as requested by the College's Testing Laboratory.
DEFINITIONS
A.
(Pavement) Subgrade: The material in excavation or embankments underlying the lowest layer of
subbase, base, pavement surfacing or other specified layer which is to be placed. (The surface upon
Bowman & Williams
Asphalt Paving
32 12 16 - 1
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/03/15
which embankment is to be placed is sometimes called "subgrade" in other sections, not to be
confused with pavement subgrade).
B.
Structural Section: The planned traffic support layers of specified materials, normally consisting of
subbase, base, and pavement placed over the pavement subgrade. The structural section is also
commonly called the pavement structural section.
C.
Subbase: A layer of aggregate of designed thickness and specified quality placed on the pavement
subgrade as the foundation for a base.
D.
Surface Course: The top layer of AC pavement. The top layer of AC pavement is sometimes called
the "wearing course".
E.
Pavement Reinforcing Fabric: Pavement reinforcing fabric as part of the AC overlay.
F.
Leveling Course: A layer of A.C. pavement placed over uneven surfaces and extensive cracking
prior to placing pavement fabric or reinforcing mesh.
1.05
SITE CONDITIONS
A.
Comply with all requirements of Cabrillo Community College District.
B.
Do not place Slurry Seal or Asphalt Concrete unless atmospheric temperature is at least 50 degrees
Fahrenheit and rising.
PART 2 - PRODUCTS
2.01
MATERIALS
A.
Aggregates:
1.
Asphalt Concrete (AC): Type B, 1/2 inch maximum size, medium grading, CSS Section 39.
B.
Asphalt Binder: Steam-refined paving asphalt, grade AR-8000, CSS Section 92.
C.
Prime Coat: Liquid asphalt, Grade MC-70, CSS Section 93.
D.
Paint Binder or Tack Coat: Type SS1h of SS1 asphaltic emulsion, CSS Section 94.
E.
Sand : The sand shall be 30 mesh sand blast sand composed of clean hard durable particles, free
from lumps of clay or organic material.
I.
F.
Water: The water used in all mixtures shall be fresh and potable.
Pavement Reinforcing Fabric: Reinforcing fabric shall conform to requirements of “TruPave” by
Owens Corning or approved Equal.
2.02 MIXES
A.
Asphalt Concrete (AC):
1.
CSS Section 39, Type B asphalt concrete, 1/2”maximum gradation.
2.
Determine the amount of asphalt binder in accordance with the mix design.
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Asphalt Paving
32 12 16 - 2
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/03/15
B.
Bituminous Seals
1.
CSS Slurry Seal or OverKote Asphalt Paving Coating or its Equivalent.
D.
Do not change sources from those used in mix designs without prior written approval by the
College's Representative.
PART 3 - EXECUTION
3.01
EXAMINATION
A.
Examine areas to receive asphalt concrete paving or slurry seal and verify the following:
1.
That abutting improvements have been set at proper elevations.
2.
That gradients and elevations of pavement subgrade are correct.
3.
That wet receiving surfaces or other conditions that adversely affect execution of this Work
are absent.
B.
Do not start Work until unsatisfactory conditions have been corrected.
3.02
PREPARATION
A.
Damaged asphalt and areas completely saturated by oil and grease should be removed and replaced
as required.
B.
All weeds or other vegetation growing through the asphaltic concrete shall be removed and sprayed
with a suitable sterilant.
C.
All areas to receive slurry shall be power bromides to remove dirt debris and other materials prior to
placing the seal coat.
3.03
BASE PRIME COAT
A.
After Base has been accepted by the College's Representative, place asphalt concrete paving on new
aggregate base while base is still tight and damp.
B.
If base has been allowed to dry before placing asphalt concrete, apply prime coat in amount of 0.25
gallons per square yard of surface area to base in accordance with CSS Section 39, at no additional
cost to College. Allow at least 24 hours for prime coat to set; remove any puddles; and spread sand
over damp spots before placing asphalt concrete.
3.04
A.
3.05
A.
PAINT BINDER
Prior to placing asphalt concrete surfacing, apply a coat of asphaltic emulsion paint binder to all
vertical contact surfaces in accordance with CSS Section 39 at an approximate rate of 0.10 gallons
per square yard of surface covered.
PAVEMENT REINFORCING FABRIC/PAVING MAT (ADD ALTERNATE 1)
Installation of Paving Mat shall conform to the requirements of “TruPave” by Tencate Mirafi or
approved equal.
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Asphalt Paving
32 12 16 - 3
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/03/15
B.
The paving mat must be installed over a hot asphalt tack coat Tack shall be AC-20, 64-22 or 80-100
penetration grade of asphalt applied at a fate of 0.21 to 0.25 gallons per square yard (g/sy). If
atmospheric temperatures are above 100°F then AC-30, 64-22, or 80-100 should be used.
C.
The temperature of the tack coat should not drop below 280°F with a maximum temperature of
400°F.
3.06
ASPHALT CONCRETE
A.
After prime coats have been approved by the Colleges Representative, spread and compact asphalt
concrete paving to compacted thickness shown on Drawings in accordance with CSS Section 39,
including all requirements for mix temperatures, and thickness of layers.
B.
Provide surface which is dense, smooth, tight, free from pores, loose material of segregation, within
tolerances specified, and free of bird baths.
C.
Finished surface shall be no more than 0.01 feet below the bottom of a 12-foot straightedge laid on
the surface in any direction.
D.
Place asphalt concrete so that finished surface will be 0" to 1/8" above edge of adjacent concrete
gutters designed to collect water runoff, or 0" to 1/8" below edge of adjacent concrete designed to
deposit runoff onto paved surface.
E.
Carefully roll with proper heat at edges alongside curbs, walks and driveways to match balance of
rolled work. Hand tamping will be permitted only where inaccessible to heavy equipment.
3.07
A.
FIELD QUALITY CONTROL
The College's Testing Laboratory will:
1.
Inspect and test base and paving in accordance with CSS, including but not limited to:
a. Compaction and thickness of base.
b. Compaction and thickness of asphaltic concrete.
c. Temperature of asphalt concrete just prior to paving.
2.
B.
3.08
A.
Check thickness of surfacing by coring when directed by the College's Representative.
Contractor will:
1.
Repair areas cored for testing.
2.
As directed by the College's Representative, remove and replace or repair all paving not
meeting Contract Document requirements.
PROTECTION
Permit no surface traffic until surface has cooled sufficiently to resist damage.
END OF SECTION 32 12 16
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Asphalt Paving
32 12 16 - 4
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 33 01 30.13 - SEWER AND MANHOLE TESTING
PART 1 GENERAL
1.1
SUMMARY
A. Section Includes:
1. Testing of Gravity Sewer Piping:
a. Low pressure air testing.
b. Exfiltration testing.
c. Infiltration testing.
2. Testing of pressure piping.
3. Deflection testing of plastic sewer piping.
4. Testing of Manholes:
a. Vacuum testing.
b. Exfiltration testing.
B.
1.2
Related Requirements:
1. Section 33 01 30.72 - Relining Sewers: Relining of sanitary sewer piping and associated
preparatory Work.
2. Section 33 31 00 - Sanitary Utility Sewerage Piping: Pipe materials, manholes, and
accessories normally encountered with gravity sanitary drain building piping from 5 feet
outside building to final connection.
REFERENCE STANDARDS
A. ASTM International:
1. ASTM D2122 - Standard Test Method for Determining Dimensions of Thermoplastic Pipe
and Fittings.
1.3
SUBMITTALS
A. Article 4.7 - Submittals: Requirements for submittals.
B.
Submit following items prior to start of testing:
1. Testing procedures.
2. List of test equipment.
3. Testing sequence schedule.
4. Provisions for disposal of flushing and test water.
5. Certification of test gage calibration.
6. Deflection mandrel drawings and calculations.
C.
Test and Evaluation Reports: Indicate results of piping tests.
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
PART 2 PRODUCTS
2.1
AIR TESTING
A. Equipment:
1. Air compressor.
2. Air supply line.
3. Shutoff valves.
4. Pressure regulator.
5. Pressure relief valve.
6. Stopwatch.
7. Plugs.
8. Pressure Gage: Calibrated to 0.1 psi.
PART 3 EXECUTION
3.1
EXAMINATION
A. Article 4 – The Contractor: Requirements for installation examination.
B.
Verify that manholes and piping are ready for testing.
C.
Verify that trenches are backfilled.
D. Verify that pressure piping thrust restraint system is installed.
3.2
PREPARATION
A. Article 4 – The Contractor: Requirements for preparation.
3.3
B.
Lamping:
1. Lamp gravity piping after flushing and cleaning.
2. Perform lamping operation by shining light at one end of each pipe section between
manholes.
3. Observe light at other end.
4. Pipe not installed with uniform line and grade will be rejected.
5. Remove and reinstall rejected pipe sections.
6. Reclean and lamp until pipe section is installed to uniform line and grade.
C.
Plugs:
1. Plug outlets, wye branches, and laterals.
2. Brace plugs to resist test pressures.
FIELD QUALITY CONTROL
A. Article 11 – Tests and Inspections: Requirements for inspecting and testing.
B.
Testing of Gravity Sewer Piping:
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1.
Date: 03/3/15
Low Pressure Air Testing:
a. Test each reach of gravity sewer piping between manholes.
b. Introduce air pressure slowly to approximately 4 psig.
1) Determine ground water elevation above spring line of piping.
2) For every foot of ground water above spring line of piping, increase starting air test
pressure by 0.43 psi.
3) Do not increase pressure above 10 psig.
c. Allow pressure to stabilize for at least five minutes.
d. Adjust pressure to 3.5 psig or to increased test pressure as determined above when
ground water is present.
e. Testing:
1) Determine test duration for reach of sewer with single pipe size from following
table; do not make allowance for laterals.
NOMINAL PIPE SIZE, INCHES
MINIMUM TESTING TIME, MIN/100 FEET
3
4
6
8
10
12
15
18
21
24
27
30
33
36
0.2
0.3
0.7
1.2
1.5
1.8
2.1
2.4
3.0
3.6
4.2
4.8
5.4
6.0
2)
3)
4)
5)
Record drop in pressure during testing period.
If air pressure drops more than 1.0 psi during testing period, piping has failed.
If 1.0 psi air pressure drop has not occurred during testing period, piping is
acceptable; discontinue testing.
If piping fails, test reach of piping in incremental stages until leaks are isolated,
repair leaks, and retest entire reach between manholes.
END OF SECTION
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33 01 30.13 - 3
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 33 01 30.16 - TV INSPECTION OF SEWER PIPELINES
PART 1 GENERAL
1.1
SUMMARY
A. Section Includes:
1.
Pipeline flushing and cleaning.
2.
TV inspection of sewer pipelines.
3.
Audio-video recording of pipeline interior.
B. Related Requirements:
1.
Section 33 01 30.72 - Relining Sewers.
2.
Section 33 31 00 - Sanitary Utility Sewerage Piping.
1.2
UNIT PRICE - MEASUREMENT AND PAYMENT
A. Article 8 – Contract Price: Contract Sum/Price modification procedures.
B. TV Inspection of Sewer Pipelines:
1.
Basis of Measurement: Included in the unit prices for Re-Lining or Cleaning
Sanitary Sewer.
2.
Basis of Payment: Includes pipeline flushing and cleaning, bypass pumping, TV
inspection, and audio-video recording of pipeline.
1.3
COORDINATION
A. Article 4 – The Contractor: Requirements for coordination.
B. Coordinate Work of this Section with the Engineer.
1.4
PREINSTALLATION MEETINGS
A. Article 4 – The Contractor: Requirements for preinstallation meeting.
B. Convene minimum one week prior to commencing Work of this Section.
1.5
SCHEDULING
A. Article 4 – The Contractor.
B. Schedule Work of this Section to coincide with relining sewers and cleaning sewers. Sewers to be
relined shall be televised twice, once after cleaning and once after relining. Sewers to be
cleaned shall be televised once after cleaning is complete.
1.6
SEQUENCING
A. Section 01 10 00 - Summary: Requirements for sequencing.
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B. Sequence Work in following order:
1.
Televise sewer pipeline after cleaning.
2.
Televise sewer pipeline after relining.
1.7
SUBMITTALS
A. Article 4.7 - Submittals: Requirements for submittals.
B. Submit completed narrated DVDs identified by Project name, street name, right-of-way property
name, and manhole numbers.
C. DVDs become property of Cabrillo College.
D. Inspection Logs:
1.
Submit cleaning and TV inspection logs for each section of sewer line to be
rehabilitated and three copies of color DVDs for Work performed.
2.
Include following minimum information:
a.
Stationing and location of lateral services, wyes, or tees.
b.
Clock time references.
c.
Pipe joints.
d.
Infiltration/inflow defects.
e.
Cracks.
f.
Leaks.
g.
Offset joints.
h.
Other information required to assess condition of sewer.
E. Submit specific detailed description of proposed bypass pumping system, including written
description of plan addressing quantity, capacity, and location of pumping equipment.
F. Submit spill plan to address any spills that might occur.
G. Qualifications Statement:
1.
Submit qualifications for applicator.
1.8
QUALIFICATIONS
A. Applicator: Company specializing in performing Work of this Section with minimum 3 years'
documented experience.
PART 2 PRODUCTS
2.1
DVDs
A. Description: Digital video formatted discs.
B. Audio track containing simultaneously recorded narrative commentary and evaluations of
videographer, describing in detail condition of pipeline interior.
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Date: 03/3/15
PART 3 EXECUTION
3.1
EXAMINATION
A. Article 4 – The Contractor: Requirements for application examination.
B. Verify location of sewer pipelines to be inspected.
3.2
PREPARATION
A. Article 4 – The Contractor: Requirements for application preparation.
B. Flush and clean pipeline to remove all roots, sludge, dirt, sand, stone, grease, and other materials
to ensure clear view of interior conditions.
C. Intercept flushed debris at next downstream manhole using weir or screening device; remove and
dispose of debris off Site.
D. Furnish temporary bypass pumping system around Work area for time required to complete TV
inspection as needed.
3.3
APPLICATION
A. Closed-Circuit TV Camera System:
1.
Use cameras specifically designed and constructed for closed-circuit sewer line
inspection. Use camera equipment with pan and tilt capability to view each lateral
connection at multiple angles.
2.
Use camera capable of moving both upstream and downstream with minimum 500
feet horizontal distance within one setup and direct-reading cable position meter.
3.4
FIELD QUALITY CONTROL
A. Article 11 – Tests and Inspections - Quality Requirements: Requirements for inspecting and
testing.
B. Pipeline Inspection:
1.
Audio-video record sections of sewer pipeline between designated manholes.
2.
Identify and record locations of flat grades, dips, deflected joints, open joints,
broken pipe, protrusions into pipeline, and points of infiltration.
3.
Locate and record service connections.
4.
Record locations of pipeline defects, connection horizontal distance in feet and
direction from manholes.
5.
Video record with pipe section plugged to view 100 percent of inside pipe diameter;
use flow-control methods as specified for bypass pumping system to eliminate
surcharging and reduce flow.
END OF SECTION
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33 01 30.16 - 3
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 33 01 30.72 - RELINING SEWERS
PART 1 GENERAL
1.1
SUMMARY
A. Section Includes:
1. Cleaning and flushing existing sanitary sewers.
2. Taking video of existing sewers and analyzing their condition.
3. Liners for existing sewers:
a. Inverted, resin-impregnated tube pipe liner.
4. Reestablishing service connections.
5. Taking video of finished lining for final acceptance.
B.
1.2
Related Requirements:
1. Section 31 23 16 - Excavation: Excavating for utilities.
2. Section 33 01 30.16 - TV Inspection of Sewer Pipelines: TV inspection of pipeline and
preparatory activities.
UNIT PRICE - MEASUREMENT AND PAYMENT
A. Article 8 – Contract Price: Contract Sum/Price modification procedures.
B.
1.3
Relining Sewers:
1. Basis of Measurement: By linear foot, measuring between existing manholes or cleanouts.
2. Basis of Payment: Includes pipe cleaning and flushing, TV inspection and videography,
bypass pumping, liner installation, and reestablishment of service connections. Also includes
backfilling all access points to finished grade and final pavement or flatwork as shown on
the plans.
REFERENCE STANDARDS
A. ASTM International:
1. ASTM D256 - Standard Test Methods for Determining the Izod Pendulum Impact
Resistance of Plastics.
2. ASTM D638 - Standard Test Method for Tensile Properties of Plastics.
3. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and
Reinforced Plastics and Electrical Insulating Materials.
4. ASTM D1693 - Standard Test Method for Environmental Stress-Cracking of Ethylene
Plastics.
5. ASTM D2837 - Standard Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe Materials or Pressure Design Basis for Thermoplastic Pipe Products.
6. ASTM D3350 - Standard Specification for Polyethylene Plastics Pipe and Fittings Materials.
7. ASTM D5260 - Standard Classification for Chemical Resistance of Poly(Vinyl Chloride)
(PVC) Homopolymer and Copolymer Compounds and Chlorinated Poly(Vinyl Chloride)
(CPVC) Compounds.
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Date: 03/3/15
8.
ASTM D5813 - Standard Specification for Cured-In-Place Thermosetting Resin Sewer
Piping Systems.
9. ASTM F1216 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by
the Inversion and Curing of a Resin-Impregnated Tube.
10. ASTM F1743 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by
Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP).
11. ASTM F2019 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by
the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Cured-in-Place
Thermosetting Resin Pipe (CIPP).
1.4
COORDINATION
A. Article 4 – The Contractor: Requirements for coordination.
B.
Coordinate Work of this Section with users connected to system.
C.
Notify the College at least 48 hours in advance of expected disruption of sanitary service.
D. Limit disruption of service to individual properties to one-time occurrence for maximum of eight
hours.
1.5
E.
Do not disrupt customer service between hours of 5:00 PM and 8:00 AM.
F.
Provide and maintain temporary facilities, including piping and pumps, to meet requirements.
PREINSTALLATION MEETINGS
A. Article 4 – The Contractor: Requirements for preinstallation meeting.
B.
1.6
Convene minimum one week prior to commencing Work of this Section.
SUBMITTALS
A. Article 4.7 Submittals: Requirements for submittals.
B.
Product Data: Submit manufacturer information on liner material, curing chemicals, and
lubricants.
1. For inverted, resin-impregnated tube pipe lining system, submit a complete description of
proposed wet-out procedures.
C.
Shop Drawings: Indicate liner dimensions for each pipe size to be relined.
D. Samples: Submit two samples of liner material in both uncured and cured state.
E.
Digital Video Discs (DVDs):
1. Submit video recordings of piping sections as follows:
a. Show condition of existing pipe and pipe joints and location of existing service
connections after cleaning and prior to relining.
b. Show cured liner and reestablished service connections after relining Work is complete.
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F.
Date: 03/3/15
Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
G. Delegated Design Submittals: Submit signed and sealed Shop Drawings with design calculations
and assumptions for liner thickness.
H. Test and Evaluation Reports: Submit reports certifying liner material meets ASTM testing
standards listed in this Section.
I.
Manufacturer Instructions:
1. Submit detailed description of liner placement and curing procedures for piping.
2. Include description of procedures for sealing liner material at manholes and reestablishing
service connections.
3. Submit manufacturer's requirements for receiving, handling, and storage of materials.
J.
Source Quality-Control Submittals: Indicate results of shop or factory tests and inspections.
K. Field Quality-Control Submittals: Indicate results of Contractor-furnished tests and inspections.
L.
1.7
Qualifications Statements:
1. Submit qualifications for manufacturer, installer, licensed professional, pipeline assessor,
and inspector.
2. Submit manufacturer's approval of installer.
CLOSEOUT SUBMITTALS
A. Article 7 – Contract Time - Execution and Closeout Requirements: Requirements for submittals.
B.
1.8
Article 4.10 – Maintenance of Documents: Record actual locations of each service connection.
Prepare a set of as built drawings for the project.
QUALITY ASSURANCE
A. Perform Work according to Caltrans standards.
B.
1.9
Maintain 1copy of each standard affecting Work of this Section on Site.
QUALIFICATIONS
A. Manufacturer: Company specializing in manufacturing products specified in this Section with
minimum five years of documented experience.
B.
Installer: Company specializing in performing Work of this Section with minimum five years'
documented experience in installation of liner materials and licensed or certified by manufacturer.
C.
Licensed Professional: Professional engineer experienced in design of specified Work and
licensed in State of California.
D. Pipeline Assessor:
1. Person specializing in assessing condition of sewer pipelines prior to and following relining.
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2.
E.
Date: 03/3/15
Currently certified in Pipeline Assessment and Certification Program (PACP) of the National
Association of Sewer Service Companies (NASSCO).
Inspector:
1. Person specializing in inspection of sewer pipeline rehabilitation.
2. Currently certified in Inspector Training and Certification Program (ITCP) of NASSCO.
1.10 DELIVERY, STORAGE, AND HANDLING
A. Article 8.3.6 - Materials and Equipment Not Incorporated into the Work: Requirements for
transporting, handling, storing, and protecting products.
B.
Inspection: Accept materials on Site in manufacturer’s original packaging and inspect for
damage.
C.
Store liner material according to manufacturer instructions.
D. Protect liner material from moisture and other potential damage.
1.11 EXISTING CONDITIONS
A. Field Measurements:
1. Verify field measurements prior to fabrication.
2. Indicate field measurements on Shop Drawings.
1.12 WARRANTY
A. Article 8 – Contract Time: Requirements for warranties.
B.
Furnish two-year manufacturer's warranty for liner.
PART 2 PRODUCTS
2.1
PERFORMANCE AND DESIGN CRITERIA
A. Design lining material to have sufficient structural strength to support dead loads, live loads, and
groundwater load imposed, assuming existing pipe cannot share loading or contribute to
structural integrity of liner.
B.
Design liner to least possible thickness to minimize decreasing interior pipe diameter.
C.
Design liner material to provide jointless, continuous, and structurally sound construction able to
withstand imposed static, dynamic, and hydrostatic loads on a long-term basis.
D. Identify design provisions for shrinkage control to prevent future misalignment of service
reconnections.
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2.2
Date: 03/3/15
INVERTED, RESIN-IMPREGNATED TUBE PIPE LINER
A. Manufacturers:
1. National Liner, LLC, Insituform; Aegion Corporation or Perma-Liner Industries LLC.
2. Substitutions: As specified in Article 4.8 – Materials and Equipment.
B.
2.3
Description:
1. Fabric Tube:
a. One or more layers of absorbent, non-woven felt fabric, felt/fiberglass, or fiberglass.
b. Comply with ASTM D5813, F1216, F1743, and F2019.
c. Capable of absorbing and carrying resins.
2. Resin: Corrosion-resistant polyester or vinyl ester resin and catalyst system that, when
properly cured within tube composite, meets requirements of ASTM F1216, ASTM F1743,
ASTM F2019 & ASTM D5813.
3. Wet-Out Fabric Tube: Uniform thickness and excess resin distribution that, when
compressed at installation pressure, will meet or exceed design thickness after cure.
SOURCE QUALITY CONTROL
A. Article 11 – Tests and Inspections: Requirements for testing, inspection, and analysis.
B.
Inspection: Inspect each lot of liner for defects and test according to ASTM D2837 and ASTM
D1693. Verify that liner is homogeneous throughout, uniform in color, and free of cracks, holes,
foreign materials, blisters, or deleterious faults.
C.
Marking:
1. For testing purposes, mark each production lot with identical marking number.
2. Mark liner at 5-foot intervals or less with coded number identifying manufacturer, SDR,
size, material, date, and shift when liner was extruded.
3. At end of production shift during extrusion, change marking code to indicate where new
production shift started.
D. Chemical and Physical Testing: Test cured samples according to ASTM D5260.
PART 3 EXECUTION
3.1
EXAMINATION
A. Article 4 – The Contractor: Requirements for installation examination.
B.
3.2
Verify location and size of piping to be relined.
PREPARATION
A. Article 4 – The Contractor: Requirements for installation preparation.
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2015 Sanitary Sewer Relining Project
Date: 03/3/15
B.
Cleaning: Clean existing sewer pipes of debris, sedimentation, and mineral deposits with highvelocity cleaner, bucket and scraper, root saws, rolling or balling units, or other appropriate
means.
C.
Initial Video Inspection and Repair:
1. Conduct closed-circuit video inspection as specified in Section 33 33 00 - Low Pressure
Utility Sewerage.
2. Determine condition of existing piping, degree of offset of joints, crushed walls, and
obstructions.
3. Determine sizes and locations of service entrances and connections.
4. Evaluation of pipe conditions to be done by a pipeline assessor.
5. Inspection of Work to be done by an ITCP-certified inspector.
6. Clear obstructions, service piping protrusions, and other materials from bottom of existing
pipe to ensure inserted pipe liner directly contacts existing pipe wall.
D. Bypassing Sewage:
1. Set up bypassing pump system to isolate each section of piping for relining.
2. Maintain bypass pumping until lining is totally formed and service connections
reestablished.
3.3
INSTALLATION
A. Excavate for point repairs only on emergency basis and as permitted by the Project Engineer.
B.
Establish access points with Project Engineer.
C.
Excavate and backfill as specified in Section 31 23 16 - Excavation.
D. Perform relining and reestablish service connections without need for excavation while
minimizing disruptions to adjacent occupied buildings and traffic.
E.
Inverted, Resin-Impregnated Tube Pipe Liner:
1. Coat outside or inside layer of fabric tube (before inversion or pull-in, as applicable) with an
impermeable, flexible membrane that will contain resin and facilitate, if applicable, vacuum
impregnation and monitoring of resin saturation during resin impregnation (wet-out)
procedure.
2. Prior to installation, and as recommended by manufacturer, place remote temperature gages
or sensors inside host pipe to monitor temperature during cure cycle.
3. Position wet-out tube in pipeline using method specified by manufacturer. Care should be
exercised not to damage tube during installation.
4. Cure installed liner by using appropriate medium according to manufacturer's recommended
cure schedule.
5. Allow installed pipe liner to cool according to manufacturer's recommendations.
6. Verify no gap or annular space exists between finished liner and existing pipe. Grout annular
space to prevent damage to or collapse of liner or service connections.
7. Install watertight seals to host pipe at beginning and end of installed liner.
F.
Service Connections:
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1.
2.
3.
4.
3.4
Date: 03/3/15
Reestablish existing sewer service connections through use of closed-circuit television
camera and remote-controlled cutting device.
Match invert of reestablished service with previously existing invert. Maintain minimum of
95 percent to maximum of 100 percent of original service connection opening.
Reestablish sewer service connection with uniform cuts free of burrs and sharp edges.
After re-establishing service connection, flush piping clean.
FIELD QUALITY CONTROL
A. Article 11 – Tests and Inspections: Requirements for testing, adjusting, and balancing.
B.
Testing of Deformed Polyethylene (PE) Pipe Liner: As specified in Section 33 01 30.13 - Sewer
and Manhole Testing.
C.
If liner fails to re-form, remove failed liner and install new liner.
D. Conduct closed-circuit video inspection of completed relining Work.
E.
No infiltration of groundwater is permitted.
F.
Acceptance:
1. No visual defects, including foreign inclusions, dry spots, pinholes, cracks, or delamination.
2. Confirm that service connections are complete and unobstructed.
END OF SECTION
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Date: 03/3/15
SECTION 33 05 16 - PRECAST CONCRETE UTILITY STRUCTURES
PART 1 GENERAL
1.1
SUMMARY
A.
B.
1.2
Section includes precast concrete utility structures:
1.
Cleanout boxes
2.
Frames and covers.
Related Sections:
1.
Section 31 05 13 - Earthwork.
2.
Section 33 31 00 – Sanitary Sewer System
3.
Section 03 30 00 – Concrete Site Work
REFERENCES
A.
American Association of State Highway Transportation Officials:
1.
B.
C.
AASHTO M306 - Drainage Structure Castings.
American Concrete Institute:
1.
ACI 318 - Building Code Requirements for Structural Concrete.
2.
ACI 211.1 - Standard Practice for Selecting Proportions for Normal, Heavyweight and
Mass Concrete.
3.
ACI 211.2 - Standard Practice for Selecting Proportions for Structural Lightweight
Concrete.
ASTM International:
1.
ASTM A36/A36M - Standard Specification for Carbon Structural Steel.
2.
ASTM A48/A48M - Standard Specification for Gray Iron Castings.
3.
ASTM C33 - Standard Specification for Concrete Aggregates.
4.
ASTM C39/C39M - Standard Test Method for Compressive Strength of Cylindrical
Concrete Specimens.
5.
ASTM C138 - Standard Test Method for Unit Weight, Yield, and Air Content of
Concrete.
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2015 Sanitary Sewer Relining Project
1.3
6.
ASTM C143/C143M - Standard Test Method for Slump of Hydraulic Cement Concrete.
7.
ASTM C150 - Standard Specification for Portland Cement.
8.
ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.
9.
ASTM C857 - Standard Practice for Minimum Structural Design Loading for
Underground Precast Concrete Utility Structures.
10.
ASTM C891 - Standard Practice for Installation of Underground Precast Concrete Utility
Structures.
11.
ASTM C913 - Standard Specification for Precast Concrete Water and Wastewater
Structures.
12.
ASTM C1244 - Standard Test Method for Concrete Sewer Manholes by the Negative Air
Pressure (Vacuum) Test.
SUBMITTALS
A.
Article 4.7 - Submittals: Requirements for submittals.
B.
Product Data:
1.
1.4
1.5
Submit data for structures, frames and covers, steps, component construction, features,
configuration, and dimensions.
QUALITY ASSURANCE
A.
Obtain precast concrete utility structures from single source.
B.
Perform structural design in accordance with ACI 318.
C.
Preform Work in accordance with NPCA Quality Control Manual for Precast Plants.
QUALIFICATIONS
A.
1.6
Date: 03/3/15
Manufacturer: Certified by NPCA Plant Certification Program prior to and during Work of this
section.
DELIVERY, STORAGE AND HANDLING
A.
Article 4.8 Materials and Equipment: Requirements for transporting, handling, storing, and
protecting products.
B.
Comply with precast concrete manufacturer’s instructions for unloading, storing and moving
precast structures. Lift structures from designated lifting points.
C.
Do not deliver products until concrete has cured 5 days or attained minimum 75 percent of
specified 28 day compressive strength.
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Date: 03/3/15
D.
Store precast concrete structures to prevent damage to University’s property or other public or
private property. Repair property damaged from materials storage.
E.
Mark each precast structure by indentation or waterproof paint showing date of manufacture,
manufacturer, and identifying symbols and numbers shown on Drawings to indicate its intended
use.
PART 2 PRODUCTS
2.1
PRECAST CONCRETE UTILITY STRUCTURES
A.
2.2
1.
Santa Rosa Cast Products Company.
2.
Christy Concrete.
3.
Substitutions: Refer to Section 01 60 00 – Product Requirements regarding Product
Options and Substitutions.
B.
Precast Concrete Utility Structures: Reinforced precast concrete.
C.
Foundation Slab: Cast-in-place or Precast concrete, leveled top surface.
FRAMES AND COVERS
A.
2.3
Fabricators:
Manufacturers:
1.
Santa Rosa Cast Products.
2.
Christy Concrete.
3.
Neenah Foundry Co.
4.
Substitutions: Refer to Section 01 60 00 – Product Requirements regarding Product
Options and Substitutions.
5.
Furnish materials in accordance with University Standards.
ACCESSORIES
A.
Steps: Formed galvanized steel rungs.
1.
Diameter: 3/4 inch minimum
2.
Width: 12 inches.
3.
Spacing: 16 on center vertically.
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2015 Sanitary Sewer Relining Project
B.
Inserted and Embedded Items:
1.
C.
Joint Sealants and Joint Gaskets:
1.
Gasket Joints for Circular Concrete Pipe: ASTM C443; oil-resistant rubber gaskets.
2.
External Sealing Bands: ASTM C877 (ASTM C877M); Type I rubber and mastic bands.
3.
Preformed Joint Sealants for Concrete Pipe and Box Sections: ASTM C990.
4.
Elastomeric Joint Sealants: ASTM C920; polyurethane.
Pipe Entry Connectors: ASTM C923.
E.
Grout:
1.
Manufacturers:
a.
Bitumastic Model.
b.
Beazer East, Inc.
c.
Substitutions: Refer to Section 01 60 00 – Product Requirements regarding
Product Options and Substitutions.
d.
CONCRETE MIX
G.
Select proportions for normal weight concrete in accordance with ACI 318. and ACI 211.1.
H.
Provide concrete to the following criteria:
1.
2.5
Cement Grout: Portland cement, sand and water mixture with stiff consistency to suit
intended purpose.
Bituminous Coating:
1.
2.4
Structural Steel Sections: ASTM A36/A36M; with galvanized coating.
D.
F.
Date: 03/3/15
Compressive Strength: 4,000 psi at 28 days.
FABRICATION
A.
Fabricate precast concrete utility structures in accordance with ACI 318. and NPCA Quality
Control Manual for Precast Plants.
B.
Fabricate precast concrete utility structures to size, configuration, knock out panels, and openings
as indicated on Drawings.
CONCRETE FINISHES
A.
Formed Surfaces Not Exposed to View: As formed.
Bowman & Williams
Precast Concrete Utility Structures
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
B.
2.6
Date: 03/3/15
Exposed to View Finishes: light broom.
SOURCE QUALITY CONTROL
A.
Article 11 – Tests and Inspections: Testing, inspection and analysis requirements.
PART 3 EXECUTION
3.1
3.2
3.3
EXAMINATION
A.
Article 4 – The Contractor: Verification of existing conditions before starting work.
B.
Verify items provided by other sections of Work are properly sized and located.
C.
Verify correct size and elevation of excavation.
D.
Verify subgrade and bedding is properly prepared, compacted and ready to receive Work of this
section.
PREPARATION
A.
Coordinate placement of inlet and outlet pipe or duct sleeves required by other sections.
B.
Do not install structures where site conditions induce loads exceeding structural capacity of
structures.
C.
Inspect precast concrete structures immediately prior to placement in excavation to verify are
internally clean and free from damage. Remove and replace damaged units.
INSTALLATION
A.
Install underground precast utility structures in accordance with ASTM C891.
B.
Lift precast concrete structures at lifting points designated by manufacturer.
C.
When lowering structures into excavations and joining pipe to units, take precautions to ensure
interior of pipeline and structure remains clean.
D.
Install precast concrete base to elevation and alignment indicated on Drawings.
E.
Remove knockouts or cut structure to receive piping without creating openings larger than
required to receive pipe. Fill annular space with grout.
F.
Connect pipe to structure and seal watertight. Cut pipe flush with interior of structure.
G.
Grout base to achieve slope to exit piping. Trowel smooth.
H.
Set frame and cover level without tipping, to elevations indicated on Drawings.
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Precast Concrete Utility Structures
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Cabrillo Community College District
2015 Sanitary Sewer Relining Project
I.
3.4
Date: 03/3/15
Backfill excavations for structures in accordance with Section 31 05 13.
FIELD QUALITY CONTROL
A.
Article 11 – Tests and Inspections: Field inspecting, testing, adjusting, and balancing.
END OF SECTION 33 05 16
Bowman & Williams
Precast Concrete Utility Structures
33 05 16 - 6
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
SECTION 33 31 00 - SANITARY UTILITY SEWERAGE PIPING
PART 1 GENERAL
1.1
SUMMARY
A. Section Includes:
1. Sanitary sewerage piping.
2. Pipe markers.
3. Bedding and cover materials.
B.
1.2
Related Requirements:
1. Section 03 30 00 - Cast-In-Place Concrete: Concrete type for cleanout base pad construction.
2. Section 31 05 13 - Earthwork: Product and execution requirements for excavation and
backfill required by this Section, Soils for backfill in trenches.
3. Section 32 11023 – Aggregate Base Course: Aggregate for backfill in trenches.
4. Section 31 23 17 - Trenching: Execution requirements for trenching required by this Section.
DEFINITIONS
A. Bedding: Fill placed under, beside, and directly over pipe, prior to subsequent backfill operations.
1.3
UNIT PRICE - MEASUREMENT AND PAYMENT
A. Article 8 – Contract Price: Contract Sum/Price modification procedures.
1.4
B.
Pipe and Fittings:
1. Basis of Measurement: Included in the price for relining sanitary sewer.
2. Basis of Payment: Includes hand trimming, excavation, bedding, pipe and fittings, and
connection to building service piping and to College’s sewer system.
C.
Cleanout:
1. Basis of Measurement: Included in the price for relining sanitary sewer.
2. Basis of Payment: Includes hand trimming, excavating, foundation pad, unit installation with
accessories, and connection to sewer piping.
REFERENCE STANDARDS
A. American Association of State Highway and Transportation Officials:
1. AASHTO T 180 - Standard Method of Test for Moisture-Density Relations of Soils Using a
4.54-kg (10-lb) Rammer and a 457-mm (18-in.) Drop.
B.
ASTM International:
1. ASTM D2321 - Standard Practice for Underground Installation of Thermoplastic Pipe for
Sewers and Other Gravity-Flow Applications.
2. ASTM D2564 - Standard Specification for Solvent Cements for Poly(Vinyl Chloride) (PVC)
Plastic Piping Systems.
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Sanitary Utility Sewerage Piping
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2015 Sanitary Sewer Relining Project
3.
4.
5.
6.
C.
1.5
Date: 03/3/15
ASTM D2729 - Standard Specification for Poly(Vinyl Chloride) (PVC) Sewer Pipe and
Fittings.
ASTM D3034 - Standard Specification for Type PSM Poly(Vinyl Chloride) (PVC) Sewer
Pipe and Fittings.
ASTM D6938 - Standard Test Method for In-Place Density and Water Content of Soil and
Soil-Aggregate by Nuclear Methods (Shallow Depth).
ASTM F477 - Standard Specification for Elastomeric Seals (Gaskets) for Joining Plastic
Pipe.
American Water Works Association:
1. AWWA C111 - Rubber-Gasket Joints for Ductile-Iron Pressure Pipe and Fittings.
2. AWWA C150 - Thickness Design of Ductile-Iron Pipe.
3. AWWA C151 - Ductile-Iron Pipe, Centrifugally Cast.
COORDINATION
A. Article 4.3 Supervision & Construction Procedures - Administrative Requirements: Requirements
for coordination.
B.
1.6
Coordinate Work of this Section with termination of sanitary sewer connection outside building,
connection to municipal sewer utility service, and trenching.
PREINSTALLATION MEETINGS
A. Article 4.3 Supervision & Construction Procedures - Administrative Requirements: Requirements
for preinstallation meeting.
B.
1.7
Convene minimum one week prior to commencing Work of this Section.
SUBMITTALS
A. Article 4.7 - Submittals: Requirements for submittals.
B.
Product Data: Submit manufacturer information indicating pipe material to be used, pipe
accessories, and fittings.
C.
Manufacturer's Certificate: Certify that products meet or exceed specified requirements.
D. Manufacturer Instructions: Indicate special procedures required to install specified products.
E.
1.8
Field Quality-Control Submittals: Indicate results of Contractor-furnished tests and inspections.
CLOSEOUT SUBMITTALS
A. Article 7.2 – Progress and Completion of Work: Requirements for closeout procedures.
B.
Project Record Documents: Record locations of pipe runs, connections, manholes, cleanouts,] and
invert elevations.
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Sanitary Utility Sewerage Piping
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2015 Sanitary Sewer Relining Project
C.
1.9
Date: 03/3/15
Identify and describe unexpected variations to subsoil conditions or discovery of uncharted
utilities.
QUALITY ASSURANCE
A. Perform Work according to Caltrans standards.
B.
Maintain one copy of each standard affecting Work of this Section on Site.
1.10 EXISTING CONDITIONS
A. Field Measurements:
1. Verify field measurements prior to fabrication.
2. Indicate field measurements on Shop Drawings.
PART 2 PRODUCTS
2.1
SANITARY SEWERAGE PIPING
A. Plastic Pipe:
1. Material: Polyvinyl chloride (PVC).
2. Comply with ASTM D3034, SDR-21, 26 or 35.
3. Inside Nominal Diameter: varies with SDR,
4. End Connections: Bell and spigot style, with rubber-ring-sealed gasket joint.
5. Fittings: PVC.
6. Joints:
a. Elastomeric gaskets.
b. Comply with ASTM F477.
2.2
MATERIALS
A. Bedding and Cover:
1. Bedding: Select Sand as specified in Section 31 05 13 - Earthwork.
2. Cover: Flowable Fill as specified in Section 31 05 13 – Earthwork and Section 31 23 24
Fowable Fill.
3. Soil Backfill from Above Pipe to Finish Grade: as specified in Section 31 05 13 –
Earthwork.
2.3
ACCESSORIES
Pipe Markers:
A. Detectable Warning Tape: Bright colored, continuously printed, minimum 6 inches wide by 4 mil
thick, manufactured for direct burial service.
B.
Tracer Wire: #10 AWG shielded copper wire taped to top of pipe at 3’ intervals, terminate at
locations designated by the University’s Representative.
Bowman & Williams
Sanitary Utility Sewerage Piping
33 31 00 - 3
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
Date: 03/3/15
PART 3 EXECUTION
3.1
EXAMINATION
A. Article 4.1 – Contractor Review of Contract Documents: Requirements for installation
examination.
3.2
B.
Verify that excavation base is ready to receive Work.
C.
Verify that excavations, dimensions, and elevations are as indicated on Drawings.
PREPARATION
A. Article 4.1 – Contractor Review of Contract Documents: Requirements for installation
preparation.
B.
Correct over-excavation with 1 sack concrete slurry mix.
C.
Remove large stones or other hard materials that could damage pipe or impede consistent
backfilling or compaction.
D. Protect and support existing sewer lines, utilities, and appurtenances.
E.
3.3
Utilities:
1. Maintain profiles of utilities.
2. Coordinate with other utilities to eliminate interference.
3. Notify Architect/Engineer if crossing conflicts occur.
INSTALLATION:
A. Bedding:
1. Excavate pipe trench as specified in Section 31 23 17 - Trenching.
2. Place bedding material at trench bottom.
3. Level materials in continuous layer not exceeding 6 inches.
4. Maintain optimum moisture content of bedding material to attain required compaction
density.
B.
Piping:
1. Install pipe, fittings, and accessories according to ASTM D2321, and seal joints watertight.
2. Lay pipe to slope gradients as indicated on Drawings.
3. Maximum Variation from Indicated Slope: 1/8 inch in 10 feet.
4. Install bedding at sides and over top of pipe, to minimum compacted thickness of 12 inches.
5. Backfill and compact as specified in Section 31 23 17 - Trenching.
6. Do not displace or damage pipe when compacting.
7. Pipe Markers: As specified in Section 2.3 Accessories.
8. Install Site sanitary sewage system piping to within 5 feet of building, and connect to
building sanitary waste system as specified in Section 22 13 00 - Facility Sanitary Sewerage.
Bowman & Williams
Sanitary Utility Sewerage Piping
33 31 00 - 4
Cabrillo Community College District
2015 Sanitary Sewer Relining Project
3.4
Date: 03/3/15
FIELD QUALITY CONTROL
A. Article 11 – Tests & Inspections: Requirements for inspecting and testing.
3.5
B.
Request inspection by Architect/Engineer prior to and immediately after placing bedding.
C.
Testing:
1. If tests indicate that Work does not meet specified requirements, remove Work, replace, and
retest.
2. Pipe Testing:
a. Pressure Test: As specified in Section 33 01 30.13 - Sewer and Manhole Testing.
b. Infiltration Test: As specified in Section 33 01 30.13 - Sewer and Manhole Testing.
c. Deflection Test: As specified in Section 33 01 30.13 - Sewer and Manhole Testing.
3. Compaction Testing:
a. Comply with ASTM D6938.
b. Testing Frequency: every 100 feet.
PROTECTION
A. Article 7 – Contract Time: Requirements for protecting finished Work.
B.
Protect pipe and aggregate cover from damage or displacement until backfilling operation is in
progress.
END OF SECTION
Bowman & Williams
Sanitary Utility Sewerage Piping
33 31 00 - 5