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Standard Specifications for Design and Construction
2020 Edition
Table of Contents
Part I. General Requirements .................................................................................... 1
Section 1. Introduction, Authority, and Compliance with Law............................1
1-01 Purpose and Scope................................................................................ 1
1-02 Authority of Central San ......................................................................... 1
1-03 Central Contra Costa Sanitary District Code (District Code) .................. 1
1-04 Enforcement........................................................................................... 1
1-05 Regulation of Private Sewage Disposal Systems................................... 2
1-06 Licenses and Permits............................................................................. 2
1-07 Laws to be Observed ............................................................................. 3
1-08 Protection of Survey Monuments ........................................................... 3
Section 2. Policies and Programs .....................................................................4
2-01 Basic Sewer Service Policy....................................................................4
2-02 Service Area...........................................................................................4
2-03 Payment of Fees and Charges...............................................................4
Section 3. Permits, Contractor's Licenses, Insurance .......................................5
3-01 Central San Permits and Applications.................................................... 5
3-02 Effective Period of Permits..................................................................... 7
3-03 Unpermitted Work .................................................................................. 7
3-04 Emergency Work.................................................................................... 7
3-05 Contractor's Licenses............................................................................. 8
3-06 Insurance ............................................................................................... 8
3-07 Indemnification ....................................................................................... 9
3-08 Personal Liability.................................................................................... 9
3-09 Other Required Permits.......................................................................... 9
Part II. Private Sewage Disposal Systems................................................................. 1
Section 4. Design Criteria..................................................................................1
4-01 General .................................................................................................. 1
4-02 Installation Method ................................................................................. 2
4-03 Minimum Pipe Sizes and Standards....................................................... 3
4-04 Design Capacity..................................................................................... 3
4-05 Point-of-Connection to Mainlines ........................................................... 3
4-06 Alignment ...............................................................................................4
4-07 Pipe Clearances.....................................................................................4
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4-08 Material Selection...................................................................................4
4-09 Structures............................................................................................... 5
Section 5. Environmental Compliance...............................................................7
5-01 Grease, Oil and/or Solids Removal Devices .......................................... 7
5-02 Sampling Structures............................................................................. 11
5-03 Parking Structures................................................................................ 12
5-04 Sewer Connections in Outdoor Areas .................................................. 12
5-05 Swimming Pools, Spas and Fountains................................................. 13
Section 6. Property Rights...............................................................................15
6-01 General ................................................................................................ 15
6-02 Acceptable Documents to Convey Property Rights.............................. 15
Section 7. Submittal Requirements .................................................................16
7-01 General ................................................................................................ 16
7-02 Application............................................................................................ 16
7-03 Requirements for Demolition and Reconnection .................................. 16
7-04 Requirements for New Building Connections....................................... 16
Part 111. Public Sewer Collection Systems................................................................ 18
Section 8. Design Criteria................................................................................18
8-01 General ................................................................................................ 18
8-02 Installation Method ............................................................................... 18
8-03 Minimum Pipe Sizes and Standards..................................................... 19
8-04 Design Capacity................................................................................... 19
8-05 Point-of-Connection to Existing System ............................................... 22
8-06 Pipe Alignment..................................................................................... 22
8-07 Material Selection................................................................................. 24
8-08 Hillside and Creek Area........................................................................ 26
8-09 Structures............................................................................................. 27
8-10 All-Weather Access Roads................................................................... 30
Section 9. Property Rights...............................................................................31
9-01 General ................................................................................................ 31
9-02 Required width of Central San Easement ............................................ 31
9-03 Improvements Allowed within Central San Easement.......................... 31
9-04 Documents Used to Convey Property Rights for Central San Facilities32
9-05 Irrevocable Offers of Dedication by Separate Instrument..................... 32
9-06 Irrevocable Offers of Dedication on Subdivision Maps......................... 33
9-07 Appurtenant Easements....................................................................... 34
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Section 10. Submittal Requirements ...............................................................37
10-01 General ................................................................................................ 37
10-02 Format Requirements........................................................................... 37
10-03 Order of Sheets.................................................................................... 37
10-04 Required Sheets .................................................................................. 38
10-05 Computer Aided Drafting (CAD) System Maps ....................................43
10-06 Sample Plan Sheets.............................................................................44
Section 11. Plan Review .................................................................................50
11-01 General ................................................................................................ 50
11-02 Plan Review Fees ................................................................................ 50
11-03 Status of Submittals, Application.......................................................... 50
11-04 Alignment Review ................................................................................ 51
11-05 Preliminary Plan Review ...................................................................... 52
11-06 Owner's Sewer Improvement Agreement............................................. 53
11-07 Project Security Deposit....................................................................... 54
11-08 Final Review for Construction .............................................................. 54
11-09 Permit Issuance ................................................................................... 55
Section12. Surveying .....................................................................................56
12-01 General ................................................................................................ 56
12-02 Cut Stakes............................................................................................ 56
12-03 Cut Sheets ........................................................................................... 57
Part IV. Recycled Water Distribution System........................................................... 59
Section 13. Design Criteria..............................................................................59
13-01 General ................................................................................................ 59
Section 14. Property Rights.............................................................................60
14-01 General ................................................................................................ 60
Section 15. Submittal Requirements ...............................................................61
15-01 General ................................................................................................ 61
Section16. Plan Review .................................................................................62
16-01 General ................................................................................................ 62
Part V. Construction Requirements.......................................................................... 63
Section 17. Control of the Work ......................................................................63
17-01 Authority of the Central San Inspector.................................................. 63
17-02 Inspection............................................................................................. 63
17-03 Superintendence .................................................................................. 64
17-04 Safety................................................................................................... 64
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17-05 Plans .................................................................................................... 65
17-06 Lines and Grades................................................................................. 67
17-07 Workers................................................................................................ 67
17-08 Equipment............................................................................................ 67
17-09 Notice to Adjacent Property Owners and Residents ............................ 68
17-10 Public Convenience.............................................................................. 68
17-11 Maintenance of Access and Detours.................................................... 70
17-12 Cleanliness of Jobsite .......................................................................... 70
17-13 Construction Sequencing ..................................................................... 70
17-14 Temporary Storm Water Pollution Control............................................ 71
17-15 Bypassing Wastewater......................................................................... 71
17-16 Disruption of Services .......................................................................... 72
17-17 Final Inspection of the Work................................................................. 72
17-18 Warranty of Proposed Public Facilities................................................. 72
17-19 Acceptance of Proposed Public Facilities............................................. 73
Section 18. Control of Material ........................................................................74
18-01 Contractor Furnished Materials............................................................ 74
18-02 Source of Supply and Quality of Materials ........................................... 74
18-03 Acquisition of Materials ........................................................................ 74
18-04 Storage of Materials ............................................................................. 74
18-05 Defective Materials............................................................................... 74
18-06 Trade Names and Alternatives............................................................. 74
18-07 Testing Materials.................................................................................. 75
18-08 Inspection at Source of Supply............................................................. 75
18-09 Certificates of Compliance ................................................................... 76
Part VI. Technical Specifications.............................................................................. 77
Section 03 20 00 - Concrete Reinforcing.........................................................78
Part1 - General ................................................................................................ 78
Part2 - Products............................................................................................... 78
Part3 - Execution ............................................................................................. 79
Section 03 30 00 - Cast-In-Place Concrete.....................................................83
Part1 - General ................................................................................................ 83
Part2 - Products............................................................................................... 84
Part3 - Execution ............................................................................................. 86
Section 03 34 13 - Controlled Low-Strength Material (CLSM).........................90
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Part1 - General ................................................................................................ 90
Part2 - Products............................................................................................... 90
Part3 - Execution ............................................................................................. 91
Section 03 40 00 - Precast Concrete...............................................................93
Part1 - General ................................................................................................ 93
Part2 - Products............................................................................................... 93
Part3 - Execution ............................................................................................. 93
Section 03 60 00 - Grout.................................................................................95
Part1 - General ................................................................................................ 95
Part2 - Products............................................................................................... 96
Part3 - Execution ............................................................................................. 98
Section 05 50 00 - Miscellaneous Metal Work ..............................................100
Part1 - General .............................................................................................. 100
Part2 - Products............................................................................................. 100
Part3 - Execution ........................................................................................... 102
Section 09 90 00 - Painting and Coating.......................................................104
Part1 - General .............................................................................................. 104
Part2 - Products............................................................................................. 105
Part3 - Execution ........................................................................................... 106
Section 22 05 29 - Hangers and Supports for Piping ....................................110
Part1 - General .............................................................................................. 110
Part2 — Products............................................................................................ 110
Part3 — Execution .......................................................................................... 114
Section 31 05 19 - Geosynthetics for Earthwork ...........................................115
Part1 - General .............................................................................................. 115
Part2 — Products............................................................................................ 115
Part3 — Execution .......................................................................................... 116
Section 31 23 16 - Excavation, Bedding and Backfill ....................................119
Part1 - General .............................................................................................. 119
Part2 — Products............................................................................................ 120
Part3 — Execution .......................................................................................... 123
Section 32 12 16 - Asphalt Paving ................................................................130
Part1 - General .............................................................................................. 130
Part2 - Products............................................................................................. 130
Part3 - Execution ........................................................................................... 131
Section 32 15 60 - All-Weather Access Roads..............................................136
Part1 - General .............................................................................................. 136
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Part2 - Products............................................................................................. 136
Part3 - Execution ........................................................................................... 136
Section 33 01 30.11 - Inspection of Sewers..................................................138
Part1 - General .............................................................................................. 138
Part2 - Products............................................................................................. 138
Part3 - Execution ........................................................................................... 139
Section 33 05 13 - Manholes and Structures ................................................144
Part1 - General .............................................................................................. 144
Part2 - Products............................................................................................. 144
Part3 - Execution ........................................................................................... 145
Section 33 05 16 - Cast-Iron Pipe (CIP)........................................................151
Part1 — General ............................................................................................. 151
Part2 — Products............................................................................................ 151
Part3 — Execution .......................................................................................... 152
Section 33 05 19 - Ductile Iron Pipe (DIP).....................................................153
Part1 — General ............................................................................................. 153
Part2 — Products............................................................................................ 153
Part3 — Execution .......................................................................................... 154
Section 33 05 24 - Steel Pipe........................................................................156
Part1 — General ............................................................................................. 156
Part2 — Products............................................................................................ 157
Part3 — Execution .......................................................................................... 158
Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe........................159
Part1 — General ............................................................................................. 159
Part2 — Products............................................................................................ 160
Part3 — Execution .......................................................................................... 161
Section 33 05 31.33 - Acrylonitrile Butadiene Styrene (ABS) Pipe................162
Part1 — General ............................................................................................. 162
Part2 — Products............................................................................................ 162
Part3 — Execution .......................................................................................... 163
Section 33 05 33.13 - High Density Polyethylene (HDPE) Pipe....................164
Part1 — General ............................................................................................. 164
Part2 — Products............................................................................................ 165
Part3 — Execution .......................................................................................... 167
Section 33 05 39.41 - Reinforced Concrete Pipe (RCP) ...............................169
Part1 — General ............................................................................................. 169
Part2 — Products............................................................................................ 170
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Part3 — Execution .......................................................................................... 173
Section 33 05 41 - Vitrified Clay Pipe (VCP) .................................................175
Part1 — General ............................................................................................. 175
Part2 — Products............................................................................................ 176
Part3 — Execution .......................................................................................... 176
Section 33 31 00 - Sanitary Sewerage Piping...............................................178
Part1 - General .............................................................................................. 178
Part2 - Products............................................................................................. 179
Part3 - Execution ........................................................................................... 180
Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.........................185
Part1 - General .............................................................................................. 185
Part2 - Products............................................................................................. 186
Part3 - Execution ........................................................................................... 186
Section 33 31 26 - Multiple-User Low Pressure Sewer Systems (MULPSS) 192
Part1 - General .............................................................................................. 192
Part2 - Products............................................................................................. 193
Part3 - Execution ........................................................................................... 194
Section 33 32 26 - Individual Lot Pumping Systems .....................................196
Part1 - General .............................................................................................. 196
Part2 - Products............................................................................................. 197
Part3 - Execution ........................................................................................... 199
Part VII. Standard Drawings .................................................................................. 202
Section 19. Manholes and Structures............................................................203
19-01 Standard Main Manhole ..................................................................... 203
19-02 Standard Trunk Manhole.................................................................... 204
19-03 Special Trunk Manhole....................................................................... 205
19-04 Shallow Manhole: Type 1 & 2............................................................. 206
19-05 Manhole Base: Pipe Joint Requirements for through Pipes ............... 207
19-06 Manhole Base: Special Detail ............................................................ 208
19-07 Manhole Base: Future Connection..................................................... 209
19-08 Standard Manhole Frame & Cover..................................................... 210
19-09 Bolt-Down Manhole Frame & Cover................................................... 211
19-10 Manhole Adjustment to Finish Grade ................................................. 212
19-11 Manhole Protection Wall & Top Block................................................ 213
19-12 Temporary: Manhole Cover................................................................ 214
19-13 Temporary: Manhole False Bottom .................................................... 215
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19-14 Rodding Inlet...................................................................................... 216
19-15 Rodding Inlet Frame & Cover............................................................. 217
19-16 Temporary: Access Structure............................................................. 218
Section 20. Earthwork and Trenching ...........................................................219
20-01 Trench Structural Detail 1 for existing paved streets & parking areas 219
20-02 Trench Structural Detail 2 for unpaved areas..................................... 220
20-03 Standard Trunk Sewer Trench Details ............................................... 221
20-04 Shared Trench Detail for Side Sewers ............................................... 222
20-05 Trench Dams...................................................................................... 223
20-06 Joint Utility Trench Separation Detail ................................................. 224
20-07 Criteria for the Separation of Water Main and Sanitary Sewers......... 225
20-08 All-Weather Access Road Turnarounds ............................................. 226
Section 21. Mainline Sewers.........................................................................227
21-01 Layout of Curved Alignment............................................................... 227
21-02 Main Sewer Connection to Trunk Sewers .......................................... 228
21-03 Pipe Anchor Detail.............................................................................. 229
21-04 Junction Support ................................................................................ 230
21-05 Concrete Pier Support........................................................................ 231
21-06 Pipe Saddle........................................................................................ 232
21-07 Guard Fence for Creek Crossing ....................................................... 233
21-08 Debris Trap ........................................................................................ 234
Section 22. Side Sewers ...............................................................................235
22-01 Side Sewer Layout to Existing Main................................................... 235
22-02 Side Sewer Layout to New Main ........................................................ 236
22-03 Tap and Wye Connection to Existing Main......................................... 237
22-04 Minimum Layout of Wyes along Main................................................. 238
22-05 Overflow Protection Devices .............................................................. 239
22-06 Clean Check Protection Devices........................................................ 240
22-07 Cleanout Risers.................................................................................. 241
22-08 Side Sewer Repairs............................................................................ 242
22-09 Cleanout Modification for 8" Lateral ................................................... 243
22-10 Side Sewer Tap to RCP Trunk Sewer................................................ 244
Section 23. Side Sewers - Commercial.........................................................245
23-01 RV/Trailer Holding Tank Disposal Facility .......................................... 245
23-02 Grease Interceptor ............................................................................. 246
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23-03 Sand-Oil Interceptor........................................................................... 247
23-04 Concrete Traffic Slabs for Grease Interceptors or Sand-Oil Interceptors
248
23-05 Precast Sampling Structures.............................................................. 249
23-06 Trash Enclosure Detail....................................................................... 250
Section 24. MULPSS and Individual Lot Pumping System............................251
24-01 Individual Lot Pumping System .......................................................... 251
24-02 Multiple-User, Low-Pressure Sewer System Manhole ....................... 252
24-03 Multiple-User, Low-Pressure Sewer System Flushing Inlet................ 253
24-04 Multiple-User, Low-Pressure Sewer System Connection at Gravity
Manhole.......................................................................................................... 254
24-05 Multiple-User, Low-Pressure Sewer System Miscellaneous Details... 255
PartVIII. Glossary.................................................................................................. 256
Section 25. Acronyms, Abbreviations and Terms..........................................256
25-01 Acronyms and Abbreviations.............................................................. 256
25-02 Terms................................................................................................. 258
PartIX. Index......................................................................................................... 263
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Part 1 . General Requirements
Section 1. Introduction, Authority, and Compliance with Law
1-01 Purpose and Scope
The Standard Specifications for Design and Construction shall govern sewer design and
construction work by private individuals, public agencies and businesses within the
boundaries of the Central Contra Costa Sanitary District (Central San). The jurisdiction
of Central San includes the entire sewerage system and its appurtenances from the
point-of-connection with each building's plumbing to the discharge terminus of the
treatment plant outfall. The District Code and all uncodified ordinances of Central San
shall be considered a part of these Specifications and all Plans, profiles, cut sheets,
right-of-way documents, and specifications shall conform to the standards and
requirements herein established.
Addenda to these Specifications may be issued periodically and will be available at
www.centralsan.org and at Central San's Permit Counter.
1-02 Authority of Central San
The authority of Central San to establish and enforce these Specifications is provided in
Division 6, Part 1, of the Health and Safety Code of the state of California, and the
District Code.
1-03 Central Contra Costa Sanitary District Code (District Code)
The District Code provides the authority of the (Central San) Engineer; states that only
contractors licensed in the state of California (and Property Owners in particular cases)
may perform work on private or public sewers, requires contractor registration; and
provides for permits and licenses, fees and charges, real property and improvements,
sewers, source control (pretreatment), and recycled water.
1-04 Enforcement
Subject to due process, Central San may impose fines, disconnect sewers, pursue
other enforcement provided by District Code §1.08 Enforcement and Penalties,
Permit Enforcement Provisions and Remedies, and X5.12 Suspension or Revocation of
Sewer Work Permits and Suspension of Contractor Registrations and/or take legal
action against any person(s) who violates the provisions. Central San may take the
following actions including, but not limited to:
A. Central San may serve a person who violates this code, the terms of any Central
San permit, the requirements of these Standard Specifications, or other rule,
order or regulation of Central San with written notice of the violation. Upon
receipt of the notice, the person shall cease the violation and correct the defect
within the time stated in the notice.
B. When a sewer work permit is not obtained, Central San may order the person in
violation of the permit requirement to comply with the permit procedure; to desist
from further work; to remove existing work; to disconnect from the Central San
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collection system any sewer line constructed, excavated, repaired, rebuilt, altered
or reconstructed without the necessary permit; and/or to expose completed work
for inspection.
C. If the work performed or activity conducted under any sewer work permit violates
any term of that permit or does not conform to pertinent District Code sections,
rules, orders, regulations or specifications, or if the permit holder does not
arrange for required Central San inspections, then Central San may refuse to
sign off on the work and may order the permit holder and/or the current owner of
the property where the sewer which is the object of the work is located, or both,
to desist from further work, remove existing work, disconnect from the Central
San collection system any sewer line constructed, excavated, repaired, rebuilt,
altered or reconstructed, expose completed work for inspection.
D. Central San may suspend or revoke any sewer work permit if the permit holder
fails or refuses to comply with each provision of the permit, pertinent provisions
of this code, the specifications, rules and regulations of Central San, the orders
of Central San staff, or pertinent rules and regulations of a federal or state
agency or to pay any sewer work permit-related fee, charge or financial
obligation (e.g., inspection fees).
E. Central San may also suspend a contractor's Central San registration preventing
the issuance of future sewer work permits during the period of suspension of the
contractor's registration. The duration of a suspension of a Central San
registration shall not exceed two years. Reinstatement of a contractor's
registration shall at minimum be contingent upon verification of correction of all
substandard work, the payment of any outstanding fees, penalties, costs of
corrections and other costs imposed under the District Code.
1-05 Regulation of Private Sewage Disposal Systems
The design, construction, and maintenance of private sewage disposal systems
including septic tanks and leach fields, and methods of sewage disposal other than
Central San's public sewer system are governed by the statutes, ordinances, rules, and
regulations of Contra Costa County and the State of California. See also District Code
9.04.
1-06 Licenses and Permits
Contractors doing sewer work within Central San boundaries shall be properly licensed
in accordance with the provisions of Division 3, Chapter 9, Business and Professions
Code, of the State of California, as amended; as required in District Code §5.04.015,
and in Section 3.
Prior to beginning any work, the Contractor shall obtain all permits and licenses, pay all
inspection charges and permit fees, and give all notices necessary for compliance with
applicable federal, state, county, district, municipal and local laws, ordinances, orders
and regulations.
A person who employs others and applies for a sewer work permit shall obtain and
maintain a trench and/or excavation permit issued by the Division of Occupational
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Safety and Health, state of California (Cal OSHA). The Contractor shall submit a copy
of its current annual Cal OSHA Excavation Permit to the Central San Permit Counter.
No Central San permits will be issued to a contractor unless a current Cal OSHA
Excavation Permit is on file.
1-07 Laws to be Observed
The Contractor shall comply with federal, state, county, district, municipal and local
laws, ordinances, orders, and regulations, which in any manner affect the work and/or
those engaged or employed in the work.
1-08 Protection of Survey Monuments
A Contractor issued a Central San Permit shall protect survey monuments within their
work area. If survey monuments are disturbed or destroyed without having first been
referenced, the Contractor shall engage a Land Surveyor to reset the monuments and
file a Corner Record or Record of Survey as required by law. Monuments shall be
replaced in accordance with the standards of the agency (city or county) having
jurisdiction.
Reference: State of California Business & Professions Code §8771 and §8725, Penal
Code §605, and Government Code §27581.
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Section 2. Policies and Programs
2-01 Basic Sewer Service Policy
Each property having a separate Assessor's Parcel Number shall have a public sewer
extended to it and a separate private side sewer extending from each building's waste
plumbing discharge on the property to the public sewer, including the connection tap or
wye at the public sewer.
Central San will allow an exception to this policy if a property is the last lot on either side
of the road and reasonably can be served from a public sewer via a private side sewer
that serves only the excepted property and installed within a recorded easement across
a single intervening property adjacent to the public sewer.
Public sewers are owned, operated and maintained by Central San.
Private sewers shall be owned, operated and maintained by the Property Owner.
2-02 Service Area
Only properties annexed within the boundaries of Central San may receive sewer
service through Central San public sewer facilities and those properties that have
current "out-of-agency service agreements" approved by the Contra Costa Local
Agency Formation Commission. Annexation charges shall comply with District Code
§L-0-
2-03 Payment of Fees and Charges
A. Fees are due at the time of application for the service or permit to be provided
and Central San may not issue the permit or provide the service as the case may
be until the applicant pays the fee.
B. Annexation Charges: For large annexations or reorganizations, the annexation
charge shall be due when a petition to annex the parcel(s) is submitted to Central
San. For standard annexations, Central San shall collect annexation charges at
the time a permit to connect to the public sewer is issued. For additional
information, see District Code X6.08, Annexation Charges.
C. Capacity Fees: Payment of capacity fees shall be due and made prior to the time
of imposition of any added burden. If a new connection is proposed by the user
making application for a permit, payment shall be made at the time of Central
San's issuance of a permit to connect to the public sewer. For a change of use
where no new connection is proposed by the user, payment shall be due and
made at the time Central San reviews building plans related to the change of
use. If an added burden occurs without payment of capacity fees, payment shall
be due at the time of Central San's discovery of the added burden. For additional
information, see District Code &6.12, Capacity Fee Program.
D. Sewer Service Charge: The initial payment of sewer service charges shall be
made at the time of Central San's collection of capacity fees. For additional
information, see District Code X6.24, Sewer Service Charge.
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Section 3. Permits, Contractor's Licenses, Insurance
3-01 Central San Permits and Applications
Within the annexed boundaries of Central San, a person shall pay the required fees and
obtain a permit from Central San before undertaking sewer work. The Contractor or
Property Owner shall have a valid Central San permit at the jobsite and available for
review by the Inspector during prosecution of the work. Such permits shall fall into the
following classifications:
A. Permit classifications
1. Contractor's Permit - With the exception of property owners, as described in
subsection (A)(2) below, all persons proposing to perform any construction,
excavation, repair, rebuilding, alteration or reconstruction of any public or
private sewer, or proposing to connect any private sewer to a public sewer
facility must be a contractor licensed in the state of California and shall also
obtain a Contractor's Permit Central San.
2. Property Owner's Permit - An owner of real property for sewer work located
on his or her property may obtain a Property Owner's Permit. All work under
a property owner's permit shall be personally performed by the owner. A
Property Owner's Permit shall not be issued for work in a public street or for
connection of a private sewer to a Central San public sewer facility as such
work must be performed by a licensed contractor having obtained a
Contractor's Permit.
B. Standard Permits
1. New Connections
a) Description: For connection of buildings to existing or proposed side
sewers.
2. Sewer Repair/Alteration
a) Description: Building additions or site improvement work may require the
alteration of an existing side sewer such as:
(i) Abandonment/Capping - To abandon side sewers at the public main or
to install a temporary cap on the lateral. When a building connected to
Central San public sewer is to be demolished, an abandonment permit
shall be obtained and the side sewer serving the building shall be
temporarily disconnected and capped at the property or easement
boundary to ensure that debris will not enter the sewer. This is required
prior to obtaining a demolition permit from your local building
department. A Central San Inspector will verify that the lateral is
properly capped. The lateral can be temporarily capped or permanently
abandoned. If the Applicant requests to reuse the existing lateral, the
Applicant will be required to televise it and verify, to the satisfaction of
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the Central San Inspector, that the condition of the lateral is acceptable
before re-connecting. If not, replacement will be required.
(ii) Repairs and Alterations - For work on existing side sewers, which
includes, but is not limited to: repairs, alignment modifications,
installations of new branch side sewers and/or cleanouts.
(iii) Extension - For extension of a side sewer to accommodate site
construction prior to the connection of a building/structure, a Special
Approval shall be requested, authorized, and all applicable connection
fees paid prior to issuance of a side sewer extension permit.
(iv) Tap and Lateral - For the installation of taps, tees or wyes at the main
sewer and private lateral sewers. Exception: lower laterals shall be
constructed as part of main sewer extension jobs.
(v) Grease and/or Sand-Oil Interceptor - For construction of outdoor
grease interceptor and/or sand-oil interceptors.
(vi) Trash Enclosure - For connection of a trash enclosure with or without a
grease trap to the sanitary sewer system.
3. Manhole Only (Public)
a) Description: manholes are required at the point-of-connection with side
sewer when the proposed side sewer is:
(i) to connect to a trunk sewer (e.g. over 12" in diameter); or
(ii) greater than 6" in diameter; or
(iii) as determined by Central San based on the sewer and site conditions.
4. Sewer Main Extensions (Public or Private)
a) Description: required for construction of main and trunk sewers, manholes,
special structures and lower laterals installed as part of sewer extension
jobs.
5. Recycled Water Main Extensions
a) Description: required to extend the recycled water distribution system
6. Recycled Water Connections Only
a) Description: required for construction of a service lateral and meter
installation to connect to the recycled water distribution system
C. Service Request Applications: applications are required for the following service
requests that do not generate a permit. If additional work is necessary after the
service request is completed, the appropriate application will be required to
generate a permit.
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1. Encroachment Verification - When site improvements are to be constructed
near existing Central San sewers and/or rights of way
2. Dye Test - To determine whether buildings on a particular property are
connected to the public sewer main.
3. Air Test - To determine the condition of existing side sewers.
4. Public Sewer Locating - To determine the approximate location of Central
San sewers on a parcel.
5. Right-of-Way - Examples include real property agreements, quitclaims, right-
of-entry, encroachment permits, etc.
6. Surveying - Typically an at-cost service as an add-on to other service
requests.
7. Pump Review - For construction of private sanitary sewer pump systems
outside of the building envelope.
3-02 Effective Period of Permits
As provided by District Code §5.04.060, Central San permits are effective for a period
of 6 months from the date they are issued, unless stated otherwise on the permit.
Central San may specify the effective period for any other permit issued by Central
San. The expiration date of a permit will be shown on the permit. Central San permits
may be renewed in writing, upon submission of a written request and payment of any
applicable fees and charges, for up to 2 additional 6-month terms.
3-03 Unpermitted Work
Performance of sewer or recycled water work without a permit is a violation of District
Code. Central San may employ any enforcement mechanism set forth in District Code
X5.10.020 or as otherwise provided by District Code or law against those persons
responsible for the unpermitted sewer or recycled water work. The person committing
the violation may be subject to a fine or imprisonment as set forth in District Code
1.08.060.
Unpermitted work shall be subject to an administrative fee in addition to all other
applicable fees and charges. At the sole discretion of the Inspector, the Contractor or
Property Owner may be required to uncover work for inspection and/or conduct CCTV
inspection of the work to demonstrate that it meets the requirements of these
Specifications. Where work is found to be out of compliance with the requirements of
these Specifications, the Contractor or Property Owner shall correct all deficiencies, or
shall remove the nonconforming work and replace it with work that complies in all
respects with the requirements.
3-04 Emergency Work
A. When a Contractor is contacted by one of its customers for immediate response
to repair a sewer/recycled water service line at any time outside of Central San
regular inspection hours (see below), the work may be done as an "emergency"
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response only to the extent required to restore sewer/recycled water service and
shall comply with the following:
1. The Contractor may proceed with emergency work only after leaving a
message stating the location and scope of the work required on Central San's
Inspection voicemail.
2. Excavations for repair work shall not be backfilled until favorable Central San
inspection is received; however, excavations shall be properly protected with
4' x 8' sheets of 1-1/8" thick plywood in non-traffic areas or with trench plates
in traffic areas, to ensure public safety whenever work is not in progress.
3. The Contractor shall apply for a Central San permit for the work at 8 a.m. on
the next Central San business day following any emergency response and
shall obtain the permit prior to requesting inspection of the work.
3-05 Contractor's Licenses
A. All contractors doing sewer/recycled water work within the Central San service
area must be registered with Central San and shall be properly and actively
licensed with the state of California Contractors License Law and the California
Contractors State License Board rules and regulations. Contractors shall
present evidence of licensing to Central San upon registration as required by
District Code §5.12.030, including submitting the names of its authorized
representative(s), business address and telephone number(s). Delivery of
correspondence or notices to this address by hand delivery, courier service,
express carrier or U.S. Mail shall be deemed sufficient service.
B. Acceptable license classifications for work on public sewer/ recycled water
mains are:
1. A - General Engineering Contractor;
2. C-34 - Pipeline; and
3. C-42 - Sanitation Systems.
C. The sewer/recycled water work which contractors with C-36 licenses may
perform is restricted to private side sewers/recycled water services from public
sewer/recycled water mains to buildings, excluding connections to the public
sewer/recycled water mains such as taps, wyes, or other work on the public
sewer system.
D. A "B" - General Building Contractor shall not be issued a permit, unless he or
she also holds one of the required specialty licenses.
3-06 Insurance
Contractors registered with Central San shall obtain and maintain workers'
compensation insurance as required by California law, and general and automobile
liability insurance, as set forth in District Code X5.08. Neither this section, nor District
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Code X5.08, nor any predecessor section is or was intended to create or impose any
responsibility upon Central San to ensure that the Contractor obtains and maintains this
insurance, such responsibility being solely that of the Contractor. Central San may,
however, investigate a contractor's insurance coverage at any time. Failure of a
contractor to obtain and maintain required insurance may cause the denial, suspension
and/or revocation of permits, at the sole discretion of Central San.
3-07 Indemnification
The Contractor shall defend, protect, indemnify, and hold Central San, and all of Central
San's officers, directors, employees and agents free and harmless from and against
claim, loss and/or liability, including attorneys' fees arising from or based on the violation
of any such law, ordinance, regulation, or order, whether by the Contractor or its
employees, subcontractors or agents.
The Contractor shall be solely responsible for providing uninterrupted sewer service to
all connected properties affected by its work. The Contractor shall defend, protect,
indemnify, and hold Central San, its officers, directors, agents, and employees free and
harmless against any loss, claim, or liability, including attorneys' fees, arising from or
based on failure to provide such continuous service.
3-08 Personal Liability
No Central San director, officer, employee, or agent shall be personally responsible for
any liability arising under or by virtue of the performance of the work. (Reference:
California Government Code, Title 1, Division 3.6, Part 2, Chapter 1, Article 2, §815)
3-09 Other Required Permits
A. Cal OSHA Excavation Permit: A person who employs others and applies for a
sewer work permit shall obtain and maintain a trench and/or excavation permit
issued by the Division of Occupational Safety and Health, state of California.
The Cal OSHA Excavation Permit shall be on file with Central San prior to
applying for a permit where the depth of excavation will be 5 feet or greater or
where soil conditions in the field may pose a hazard of cave-in for shallower
excavations.
B. Encroachment Permits: Whenever performing sewer work within a public street
or right-of-way, the Contractor shall obtain an encroachment permit from the local
public works jurisdiction (County, City or Town), and have a copy of the permit
available at the jobsite for review by the Inspector at all times while performing
work.
C. When the use of explosives is necessary for the performance of the sewer work,
the Contractor shall ensure that it has the proper Cal/OSHA license to handle
and use explosives for such work. The Contractor shall ensure that all explosives
shall be stored in accordance with the provisions of Division XI of the Health and
Safety Code. The Contractor shall take utmost care to avoid danger or damage
to life and property. The Contractor shall obtain a permit for blasting from the
local Fire Marshal. Central San may inspect blasting licenses and/or permits at
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any time. The Contractor shall notify Cal/OSHA and Central San Inspection
regarding the time and place of the Contractor's use of explosives.
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Part 11 . Private Sewage Disposal
Systems
Section 4. Design Criteria
4-01 General
A. Joint use of a Side Sewer to serve more than one property shall not be permitted.
For additional information, see Subsection 2-01.
B. All Side Sewers shall be equipped with an approved Overflow Protection Device.
C. The construction of a new building normally requires a connection to the Central
San sewer system. Central San has developed procedures to approve the
connection, collect applicable fees, and inspect the construction of any sewer
facilities.
D. Central San staff reviews building plans for any construction project for possible
encroachments into existing public easements or conflicts with existing Central
San facilities. If encroachments exist, plans shall be revised to meet Central
San requirements. Central San staff will also determine the availability of public
sewers in the area to serve any proposed building, as well as the plumbing for a
proposed connection.
E. Side sewers shall be connected by gravity to the mainline. If there is not a
feasible gravity sewering alternative, then Individual Lot Pumping Systems will be
allowed. If a sewage pumping system is proposed, the Contractor shall comply
with the requirements of Section 33 32 26 - Individual Lot Pumping Systems.
F. Independent Systems
1. Unless otherwise permitted by the local building code jurisdiction, the
requirements of the California Plumbing Code, $311 .1 regarding "independent
systems" shall be enforced:
"The drainage system of each new building and of new work installed in
an existing building shall be separate and independent from that of any
other building, and, where available, every building shall have an
independent connection with a public or private sewer."
2. A Variance may be requested to construct a dedicated side sewer from the
rear building underneath the front building if it is not feasible to construct that
side sewer through an adjoining court, yard, or driveway.
3. Side sewers from rear buildings shall be connected downstream of the front
building's clean out and each building shall be equipped with an Overflow
Protection Device.
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4-02 Installation Method
Unless otherwise approved on the Permit, pipes shall be installed by the open-cut
method in compliance with Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
Alternate methods of installation may be proposed by the Job Engineer during the Plan
Review process subject to the following:
A. Horizontal Directional Drilling (HDD)
1. The minimum design slope for pipelines proposed for installation by horizontal
directional drilling (HDD) be 3% (S = 0.0300).
2. Pipe material shall be restrained-joint Ductile Iron Pipe, restrained-joint or
thermo-fusion welded PVC Pipe as specified, or thermo-fusion welded High
Density Polyethylene Pipe as specified in Part VI Technical Specifications.
B. Boring and Jacking
1. The minimum interior diameter of metal castings shall be 8" greater than the
maximum outside diameter of the sewer pipe barrel to be installed, not
including bells.
2. Casings shall be welded steel pipe no less than the minimum diameter and
thickness shown on the Plans and shall comply with Section 33 05 24 - Steel
Pipe.
3. The annular space between the carrier pipe and the casing shall be filled with
grout or silica sand.
C. Pipe Bursting
1. Side sewers will be acceptable for pipe bursting if the following is met during
the pre-installation CCTV inspection:
a) Existing pipe material is vitrified clay or a similar material that can be
fractured by pipe bursting.
b) No sags (standing water); sags shall be repaired prior to pipe bursting
2. Pipe material shall be restrained-joint or thermo-fusion welded PVC pipe or
thermo-fusion welded HDPE pipe (minimum SDR-17) as specified in Part Vl
Technical Specifications. Internal beads shall be removed for all sewers.
C. Cured-In-Place Pipe (CIPP)
1. Side sewers will be acceptable for CIPP repair if the following is met during
the pre-installation CCTV inspection:
a) Pipe shall be free of debris and root intrusion, and thoroughly clean
b) No sags (standing water); sags shall be repaired prior to installation
c) No joint offset > 1/4 inch
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2. The Contractor shall obtain a CCCSD Special Discharge Permit if it proposes
to discharge CIPP process water to the public sewer system. Process water
shall not be discharged to storm drains, gutters watercourses, swales,
impoundments or onto the ground.
4-03 Minimum Pipe Sizes and Standards
A. Size and Slope
1. Minimum and maximum sizes and slopes are shown in Table 1 below:
Table 1. Minimum and Maximum Allowable Slope for Side Sewers
Description Gravitx Pressurized**
Nominal Pipe Slope (%) 1 Nominal Pipe
Size (in) Size (in)
min min max
Residential, Homes (up to 4.0 RUE) 4 2.0* 150 **
Trash Enclosures, Drinking Fountains,
Eyewash Stations, Bathrooms
All Other Uses 6 1.1 **
2. The size of the side sewer shall not be smaller than the size of the building
waste plumbing at its connection to the side sewer.
3. *Applicant may request a Variance if a 4" side sewer cannot meet the
minimum slope required for a 4" pipe but can meet the minimum of a 6" pipe.
4. **Applicant shall demonstrate compliance with Subsection 4-01 Item E to
Central San's satisfaction before proceeding. Applicant shall submit hydraulic
calculations to determine size of lateral while demonstrating the discharge
flow meets Subsection 4-05 for the point-of-connection with the public sewer
system.
4-04 Design Capacity
A. Discharge Flow - The discharge from any side sewer at its point-of-connection to
the main sewer shall not exceed 100 gpm.
B. Fixture Units - The fixture unit equivalents for plumbing fixtures shall be based on
the tables of the Uniform Plumbing Code, latest edition.
4-05 Point-of-Connection to Mainlines
A. The crown of the side sewer shall match the crown of the public sewer it
connects to.
B. Side Sewers shall connect to public sewers at manholes or by installation of
approved taps, wyes or sanitary tees.
C. Side Sewer connections to public sewers over 12" in diameter shall be made at
manholes unless Special Approval is authorized for installation of a tap.
D. Side sewers equal in size to the main sewer shall be connected at a manhole,
unless a Variance is authorized.
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E. Commercial Side Sewer connections to an 8" main sewer may require a manhole
if required by Central San at the time of Application.
F. Side sewer connections shall be made with fittings or adapters recommended by
the manufacturer for use with the particular pipe and as listed on the Approved
Materials List.
G. Side sewer or lateral connections to new or existing manholes shall conform to
DWG 19-01 through 19-07. If connecting to a main sewer along a horizontal
curve, the lateral shall be radial/perpendicular.
H. Connection and side sewer details shall conform to DWG 22-01 through 22-10.
4-06 Alignment
A. Lateral sewers shall have an alignment that provides an angle of intersection with
the downstream section of main sewer of no less than 90°. The maximum
allowable deflection at any point in a side sewer shall be 90°. Consecutive bends
shall be separated by a straight pipe segment at least 2 feet in length.
4-07 Pipe Clearances
A. Minimum horizontal clearance required from building sewers shall comply with
the California Plumbing Code X721.1.
B. Sewer pipes and structures shall be designed and constructed with a minimum of
12" vertical and 12" wall-to-wall horizontal clearance from all other utilities and
improvements, unless a greater clearance is required from the utility or local
jurisdiction.
4-08 Material Selection
A. Side Sewers installed by open-cut shall be PVC SDR-26, unless site conditions
do not meet cover or other requirements, then alternative materials shall be used
in compliance with Table 2, subject to approval by the Central San Inspector.
Side sewers installed by pipe bursting shall be HDPE.
B. During installation, if any portion of a Job does not meet the minimum cover or
clearance requirements shown on the Plans, then Special Approval by the
Inspector is required before proceeding with the work.
C. Lateral sewers installed concurrently with a main sewer extension shall be of the
same material and class as the main sewer.
D. At the point-of-connection to the building waste plumbing, minimum cover for
side sewers shall be 18".
E. The following minimum and maximum allowable pipe cover shall be achieved in
design and construction of sanitary sewers:
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Table 2.Side Sewer Pipe Cover Limitations
Size Material Type and Minimum Class Min-Max Cover in ft
Building Sewers
4"-6" DI Class 52 1 30
Cl Soil Pipe 1.5
VC - 2.5
ABS Schedule 40 24
PVC SDR-26
Schedule 40
HDPE SDR-17
Lateral Sewers
4"-6" DI Class 52 1 30
Cl Soil Pipe 1.5
PVC C900 DR 14 3 24
C900 DR 18 4
SDR-26 5
C900 DR 25
Schedule 40
HDPE SDR-17
ABS Schedule 40
4" VC - 30
6" 20
4-09 Structures
A. Cleanouts shall conform to DWG 22-07 and be provided in the side sewer at the
following locations:
1. point-of-connection to the building drain, within 2 feet of building foundation
2. any single bend greater than 450
3. aggregate horizontal change in direction exceeds 900
4. intervals not to exceed 100 feet, per California Plumbing Code §719.1
B. Overflow Protection Devices
1. Requirement: All Property Owners shall install and maintain an OPD on any
side sewer that is connected, or is intended for connection to, the Central San
sewer system (see also District Code §9.15).
2. Location: Where reasonably possible, OPDs shall not be in areas with
vehicular and foot traffic. If an OPD will be located in an area which will have
concrete or asphalt paving, such as a driveway or sidewalk, the device shall
be installed in a Central San-approved reinforced concrete utility box fitted
with a metal lid. Where the sewage cannot overflow on the area surrounding
an overflow protection device without damage to property, a Central San-
approved check valve shall be installed.
3. Elevation Requirements: OPDs shall be installed at an elevation that protects
the property from damage. The Property Owner is responsible to either (1)
confirm that the backwater overflow prevention device is at the proper
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elevation; or (2) to obtain competent assistance from a licensed plumber or
contractor to confirm its proper elevation. If any subsequent modification of
the property results in the OPD being at an improper elevation, the Property
Owner or Contractor shall adjust the OPD to the proper elevation.
4. For additional specifications, see Section 33 31 16 - Sanitary Sewer Gravity
Service Laterals.
C. Other Structures
1. Other structures, such as pretreatment devices or sampling structures, may
be required. For additional requirements, see Section 5. Environmental
Compliance .
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Section 5. Environmental Compliance
5-01 Grease, Oil and/or Solids Removal Devices
Central San may require any non-domestic user to install a grease, oil and/or solids
removal device according to guidelines set forth below and District Code §10 in order to
prevent grease, sand, flammable liquids, and other substances which are likely to
restrict the flow or create a hazard from entering the sanitary sewer system.
A. Food Service Facilities
Any commercial establishment with common food preparation facilities shall have
a grease intercepto(KEE- and/or grease trap(s) installed, as specified by Central
San. The size of all grease interceptors and/or grease traps will be determined by
Central San on a case by case basis using objective criteria, that may include,
but is not limited to the size and type of facility, volume of business or operation,
plumbing fixtures, and cooking fixtures, drainage fixture units and estimated flow
rate (reference Uniform Plumbing Code, latest edition). Standards for grease
traps and grease interceptors for food service facilities are presented below.
1. Grease Interceptors (Gravity Grease Interceptors per UPC)
a) The term "grease interceptor" shall mean a prefabricated or precast
grease interceptor with a minimum capacity of 1,000 gallons conforming to
current American National Standards Institute (ANSI) standards for
Prefabricated Gravity Grease Interceptors (ANSI Z1001-2016), and DWG
23-02 with a maximum depth of 5' to the top of the inlet pipe. All piping
and connections shall be non-corrosive (e.g. no steel, cast iron, etc.).
b) All grease interceptors shall be installed in accordance with Section 03 40
00 - Precast Concrete and the manufacturer's specifications.
c) All non-domestic drain inlets including, but not limited to, floor drains, floor
sinks, sinks, mop sinks and drains serving dishwashers, wash areas, trash
enclosures and/or trash compactors, shall be plumbed to the grease
interceptor. A Variance may be requested for non-domestic drain inlets
outside the kitchen that will not produce grease.
d) All domestic waste inlets shall be plumbed separately from non-domestic
waste inlets and connected either to the building side sewer downstream
of the grease interceptor or directly to the main sewer.
e) Systems to add enzymes, microbes, or other materials intended to remove
grease from a grease interceptor are prohibited.
f) The grease interceptor shall be installed in a location that is readily
accessible for periodic cleaning, inspection, and/or sampling. Typical
installations of grease interceptors are outside of the building. Proposals
for installations within the interior of the building will be considered on a
case-by-case basis subject to the approval of the Contra Costa County
Health Services Department.
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g) If the grease interceptor is located in an area subject to vehicle traffic, the
grease interceptor shall be designed with a minimum of an H-20 traffic
rating with a monolithic pour for the concrete cap. Alternatively, an
appropriately designed traffic cover shall be installed over the grease
interceptor in accordance with DWG 23-04.
h) A sampling structure shall be installed per Subsection a).
i) Grease interceptors shall be filled with clean water after installation.
2. Grease Traps (Hydromechanical Grease Interceptors (HGI) per UPC)
a) The term "grease trap" shall mean a rust/corrosion resistant grease
removal device conforming to current American Society of Mechanical
Engineers (ASME) standards for Hydromechanical Grease Interceptors
(Al 12.14.3) or Grease Removal Devices (Al 12.14.4).
b) Grease traps shall be installed in accordance with the manufacturer's
specifications with a minimum flow rating of 20 gpm and a minimum
grease containment capacity of 40 pounds.
c) The grease trap shall be connected to specific plumbing fixtures or drains
as required by Central San.
d) The grease trap shall not be connected to:
(i) Dishwashers shall not be plumbed to a grease trap. A Variance may
be considered where an existing installation of a dishwasher is
connected to a dedicated grease trap.
(ii) Garbage disposals/grinders shall not be plumbed to a grease trap and
are prohibited in any commercial establishment with common food
preparation in which the kitchen plumbing is not served by a grease
interceptor.
(iii) Domestic waste shall not be plumbed to a grease trap.
e) The inlet pipe to the grease trap shall be equipped with a flow control
fitting. The flow control fitting shall be designed so that the flow through
the fitting does not exceed the designed input rate of the grease trap. The
flow control fitting shall be installed to be readily accessible for inspection,
cleaning and maintenance. A flow control fitting that has adjustable or
removable parts is prohibited.
f) Systems to add enzymes, microbes, or other materials intended to remove
grease from a grease trap are prohibited.
g) The grease trap shall be installed in a location that is readily accessible for
periodic cleaning according to manufacturer's recommendation,
inspection, and/or sampling.
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h) When the grease trap is installed in-ground, the grease trap lid shall be
flush with the floor; risers provided by the manufacturer shall be used
when needed.
3. Automated Grease Traps (Grease Removal Devices (GRD) per UPC)
a) The term "automated grease trap" shall mean a device that is designed to
remove grease from wastewater using mechanisms that do not rely on
gravity to achieve the separation. The requirements specified above for
grease traps shall apply to automated grease traps.
b) The installation of an automated grease trap requires a Variance to be
authorized by Central San's Environmental Compliance Section.
B. Other Commercial Businesses
Any commercial establishment that has the potential to discharge waste and/or
wastewater which may contain oil, grease, and/or prohibited solids (e.g., vehicle
service, heavy or light industrial, car washes, engine washings, etc.) shall have a
sand-oil interceptor and/or separator(s) installed, as specified by Central San.
Standards for sand-oil interceptors and separators are presented below.
1. Sand-Oil Interceptors:
a) The term "sand-oil interceptor" shall mean a prefabricated or precast
grease, oil, and/or solids removal device with a minimum capacity of 320
gallons as shown on DWG 23-02 and 23-03. All piping and connections
shall be non-corrosive (e.g. no steel, cast iron, etc.).
b) The sand-oil interceptor shall be designed in accordance with the following
performance-based standards:
(i) The interceptor shall have the capacity for a 30-minute retention time,
based on the maximum influent flow rate.
(ii) The interceptor shall be designed to reduce turbulence of the flow
through the unit.
c) The interceptor shall provide for the removal of floatables and settleables
from the wastewater to the maximum extent practicable using multiple
sedimentation chambers, pipe elbows installed between chambers, and/or
other pretreatment design elements.
d) Alternative designs of sand-oil interceptors may be submitted to Central
San for consideration. The specifications, operation, and effectiveness for
the proposed application of the alternative design shall be certified by a
licensed Professional Engineer prior to approval by Central San.
e) All plumbing fixtures which may discharge wastewater containing oil,
grease, and/or solids to the sanitary sewer system including, but not
limited to, floor drains, service sinks, mop sinks, and drains serving wash
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areas and/or trash enclosures shall be connected to the sand-oil
interceptor.
f) All domestic waste inlets shall be plumbed separately from non-domestic
waste inlets and connected either to the building side sewer downstream
of the sand-oil interceptor or directly to the main sewer.
g) Systems to add enzymes, microbes, or other materials intended to remove
grease or oil from a sand-oil interceptor are prohibited without a Variance
authorized by Central San's Environmental Compliance Section.
h) The sand-oil interceptor shall be installed in a location that is readily
accessible for periodic cleaning by a vacuum truck, inspection, and/or
sampling.
i) If the sand-oil interceptor is located in an area subject to vehicular traffic,
the sand-oil interceptor shall be designed with a minimum of an H-20
traffic rating. Alternatively, an appropriately designed traffic cover shall be
installed over the sand-oil interceptor in accordance with DING 23-04.
j) A sampling structure shall be installed per Subsection a).
2. Separators
a) The term "separator" shall mean a rust/corrosion resistant grease, oil,
and/or solids separation device, with a minimum flow rating of 20 gpm.
b) The design, specifications, operation, and effectiveness of the separator
for the proposed application shall be certified by a licensed Professional
Engineer prior to approval by Central San.
c) The separator shall be connected to specific plumbing fixtures or drains as
required by Central San.
d) Domestic waste shall not be plumbed to a separator.
e) The inlet pipe to the separator shall be equipped with a flow control fitting.
The flow control fitting shall be designed so that the flow through the fitting
does not exceed the designed input rate of the separator. The flow control
fitting shall be installed to be readily accessible for inspection, cleaning
and maintenance. A flow control fitting that has adjustable or removable
parts is prohibited.
f) Systems to add enzymes, microbes, or other materials intended to remove
grease or oil from a separator are prohibited.
g) The separator shall be installed in a location that is readily accessible for
periodic cleaning according to manufacturer's recommendation,
inspection, and/or sampling.
h) A sampling structure may be required per Subsection a).
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3. Hair/Fiber/Lint Traps
Barbershops, beauty salons, pet groomers, animal care facilities, and any
other commercial facility that discharges wastewater containing significant
amounts of hair/fiber/lint shall install a "hair trap" or other pretreatment device
as specified by Central San.
4. Clay/Ceramic/Granite/Marble/Solids Traps
Classrooms, manufacturing or any other commercial facilities that discharge
wastewater containing significant amounts of clay, ceramic, granite, marble,
solids, or other similar material residuals shall install a trap or other
pretreatment device as specified by Central San.
5. Dental Practices
a) Amalgam Separators - Dental practices that generate amalgam wastes
shall install an amalgam separator on the vacuum system(s) serving the
facility, prior to discharge to the sanitary sewer. The amalgam separator
shall meet the ISO 11143 standards that are effective at the time of
installation. Separator shall be sized to according to manufacturer's
recommendation to serve the number of operatories and chairs. A
sampling structure may be required per Subsection a).
b) Plaster Traps - Dental practices that discharge wastewater containing
plaster residuals shall install a plaster trap.
6. Other Pretreatment Devices
a) Other pretreatment devices will be considered on a case-by-case basis to
treat specific pollutants.
5-02 Sampling Structures
A. Sampling structures shall be installed immediately downstream of grease
interceptors, sand-oil interceptors, separators, and other pretreatment devices as
specified in this Section and in accordance with DWG 23-05, except if the
interceptor only services the area drains of a parking garage or a trash
enclosure.
B. Sampling structures may also be required by Central San on a case-by-case
basis for the following additional applications:
1. Process waste lines and/or immediately downstream of any pretreatment
units (e.g., silver recovery system, pH adjustment system).
2. Sanitary sewer laterals serving a shell building constructed in an area zoned
for light or heavy industrial use.
3. A business operation classified by Central San as a Permitted Industrial User
(see District Code §10). Contact Central San's Environmental Compliance
Section for specific requirements.
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5-03 Parking Structures
Standards for the connection of parking structures to the sanitary sewer system are as
follows:
A. Drainage from uncovered areas that are exposed to rainwater and/or storm water
run-off shall be directed into the storm drainage system. This includes, but is not
limited to, trench drains placed at the entrance and/or exit of parking structures.
B. All interior floor drains and/or catch basins which are plumbed to the sanitary
sewer shall be connected to an appropriately designed and sized (excluding
flows from fire suppression system) sand-oil interceptor as specified by Central
San.
C. Sand-oil interceptors for parking structures shall be filled with clean water after
installation.
5-04 Sewer Connections in Outdoor Areas
A. General Requirements
To avoid dedicating wastewater collection and treatment capacity to handling of
clean water, District Code X10 prohibits the discharge of unpolluted water,
including, but not limited to rainwater and storm water run-off to sanitary sewers.
Standards for the connection of outdoor areas to the sanitary sewer are as
follows:
1. The outdoor area shall be bermed, raised, and/or sloped to prevent the
introduction of storm water and roofed or equipped with a cover to prevent
rainwater from entering the sanitary sewer system. Roof leaders shall not
discharge to the sanitary sewer.
2. Central San may consider an alternative positive storm water control method
in lieu of a fixed roof or cover for an outdoor area on a case-by-case basis.
The business shall provide Central San with detailed design drawings,
equipment specifications, and operation descriptions, including standard
operation and maintenance procedures, for the proposed alternative positive
storm water control method. In all cases, Central San has the authority to
either approve or disapprove a proposed alternative positive storm water
control method.
3. The installation of a positive storm water control method other than a fixed
roof/cover or a complete wastewater recycling system may subject the
business operation to the monitoring and reporting requirements of an
Industrial User Permit, including the payment of permit fees and additional
oversight by Central San.
B. Surface area drains for stormwater shall not discharge to the sanitary sewer.
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C. Wash Areas —Shall comply with Subsection A above and additionally:
1. Outdoor wash areas shall be adequately sized to capture the wastewater
generated by the washing operations performed in that area.
2. All sanitary sewer drains in the outdoor wash area shall discharge to an
appropriately designed and sized pretreatment device as specified by Central
San.
D. Trash Enclosures — Shall comply with Subsection A above and additionally:
1. If a sanitary sewer drain is required in an outdoor trash enclosure located on
property zoned and/or used for food service facilities, then it shall discharge
to a grease interceptor or grease trap as specified by Central San and as
shown on DWG 23-06.
2. If a sanitary sewer drain is required in an outdoor trash enclosure located on
property zoned for light/heavy industrial use, vehicle service, or used by any
facility that may generate wastes containing oil, grease, flammable liquids, or
other restricted materials, then it shall discharge to an appropriately designed
and sized grease, oil, and/or solids removal device as specified by Central
San.
E. RV/Trailer Holding Tank Dump Station
1. The installation of a centralized RV/Trailer holding tank dump station at a
commercial location may subject the business to the assessment of additional
Central San Sewer Service Charges and to the monitoring and reporting
requirements of an Industrial User Permit, including the payment of fees and
additional oversight by Central San.
2. The RV/Trailer holding tank dump station drain shall be installed per DWG
23-01 and be capped at all times unless being used for the disposal of
RV/Trailer holding tank waste. No other types of waste shall be discharged to
the drain.
F. Outside Utility Equipment Areas
1. All discharges of polluted water from outside utility equipment areas (roof
ventilation systems, boiler blowdown, etc.) shall be discharged to a raised
floor sink or similarly raised floor drain to prohibit the discharge of unpolluted
water (rainwater, storm water run-off) to the sanitary sewer.
2. The discharge of condensate from exterior air conditioning units to the
sanitary sewer is prohibited.
5-05 Swimming Pools, Spas and Fountains
A swimming pool or spa connected to the public sewer shall be equipped with a 2"
maximum diameter discharge pipe.
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The draining of water from swimming pools, spas and/or fountains to the sanitary sewer
shall only be conducted under a Special Discharge Permit issued by Central San. The
discharge shall be controlled with a valve and/or the use of an approved temporary
connection.
A. The drain valve for connections to the sanitary sewer shall always be kept in the
closed position unless a permit is obtained to discharge the water.
B. A flow restrictor or valve shall be installed on the discharge piping of the system
to maintain the approved flow rate.
C. Passive overflow drains shall not be connected to the sanitary sewer system.
D. Outdoor Pool Deck Drains shall not be connected to the sanitary sewer system.
E. Filter Backwash - All filter backwash media shall be prevented from entering the
sanitary sewer system.
1. Diatomaceous Earth (DE) Filters - Wastewater from the backwash of
diatomaceous earth filters shall pass through a solids separation/filtration
system approved by Central San prior to discharge to the sanitary sewer
system.
2. Sand Filters - Wastewater from the backwash of sand filters shall pass
through a sump or similar device approved by Central San to capture any
sand prior to the discharge to the sanitary sewer system.
F. Outdoor Shower Areas
1. Any outdoor shower area with a drain to the sanitary sewer shall be bermed,
raised and/or sloped to prevent the introduction of storm water.
2. The outdoor shower area shall be roofed or equipped with a cover to prevent
rainwater from entering the sanitary sewer system.
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Section 6. Property Rights
6-01 General
When a permit application is submitted for a private sewage disposal system on
property that is not owned by the Applicant, the Applicant shall provide documentation
demonstrating their right to install/ operate/ maintain/ access the proposed property.
Nothing in these Specifications shall be construed as allowing the Applicant/Contractor
to install/ operate/ maintain/ access property not owned by the Applicant without
agreement by the underlying property owner.
6-02 Acceptable Documents to Convey Property Rights
The following recorded documents are generally acceptable for establishing the
required property rights:
• Grant of Private Sanitary Sewer Easement to the property
• Existing private access and/or utility easement appurtenant to a property that
specifically cites uses of "sewers" and/or "utilities"
• Deed Reservation reserving sewer and/or utility easements on or across a
property
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Section 7. Submittal Requirements
7-01 General
Any sanitary sewer work done outside of the building walls requires a Central San
permit and will be inspected by Central San. Permits will only be issued by Central
San's Permit Counter.
Issuance of the permit is required prior to starting any of sewer work, including
trenching/excavating for the sewer line. Any side sewer work performed without a valid
Central San permit will be subject to removal, reconstruction, and additional fees.
Generally, detailed plans are not needed, however, a completed application with a
sketch of the proposed work is required. All side sewer repair work done outside of the
building will be inspected by Central San inspectors. A permit shall be pulled by the
person doing the work either the property owner or a properly licensed contractor as
least 1 business day prior to starting any of the sewer work, including trenching.
The work may be performed by the property owner or by a properly licensed contractor
who is registered with Central San. The property owner may only repair the house
sewer portion of the side sewer as long as the repair work does not require digging
deeper than 5 feet at any point.
Any work within a Central San easement or public right-of-way shall be performed by a
properly licensed contractor.
7-02 Application
Obtain an application from www.centralsan.org/permitting or by emailing
permits centrlsan.org.
7-03 Requirements for Demolition and Reconnection
If the roof is removed from a structure or the remodel makes the building uninhabitable,
Central San requires the side sewer to be capped prior to demolition. Before issuing a
reconnection permit, in compliance with Subsection 7-04 below, Central San requires a
CCTV inspection to verify the condition of the existing side sewer. The Central San
Inspector will determine if the existing side sewer may be re-used or if replacement or
repair is required prior to reconnection of the buildings.
7-04 Requirements for New Building Connections
A. A Building Connection Permit will not be issued until:
1. the main sewer is completed and accepted by Central San;
2. the building rough plumbing system, including the installation of permanent
vents through the roof, has been inspected and signed off by the local
building code enforcement agency; and
3. applicable connection fees and charges shall be paid prior to the issuance of
a Building Connection Permit.
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B. New Residential Connection Requirement: A 4" residential building connection
may be issued prior to roof completion and rough plumbing if the Applicant
requests and complies with the following requirements:
1. The Applicant shall pay all applicable Central San fees and secure Central
San and City/County permit(s) required for the connection of the building(s).
2. The Contractor shall be responsible for the placement of plugs in all
manholes downstream of the building connection(s). Plugs may not be
removed without approval of the Central San Inspector.
3. All rough sewer piping within each building pad shall be capped to prevent
debris and rainwater from entering the sanitary sewer system. The sewer
caps may be removed only to complete the rough plumbing through the roof.
4. The entire sanitary sewer system for this main sewer extension, including
laterals stubs to the property line, shall be ball and flushed prior to Central
San acceptance of the new sewer main. A second CCTV inspection and/or air
test may also be required by Central San inspection at the Applicant's
expense.
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Part Ill . Public Sewer Collection
Systems
Section 8. Design Criteria
8-01 General
A. All sewage facilities proposed to be connected to the Central San system shall
be designed and constructed in a manner consistent with service to the ultimate
tributary service area in compliance with District Code §9.08.020. Central San
shall review plans submitted for construction of new or modified sewer facilities to
evaluate the service requirements for the ultimate tributary service area.
B. Private Main Sewer System design and plan review shall be the same as for
proposed public main sewer extensions.
C. For additional requirements, see Part VI Technical Specifications.
D. Exceptions:
1. Variance Request: Where it is not feasible to meet a requirement, the
Applicant may request a variance by demonstrating why the requirement
cannot be met and explaining what mitigations were taken. Requests shall be
made during the Plan Review Process and approval is at Central San's sole
discretion. Approved Variances shall be noted on the Plans at each location.
Note: Special pipe, bedding, and/or backfill may be directed by Central San.
2. Special Approval: During installation, if any portion of a Job does not meet the
minimum cover or clearance requirements shown on the Plans, then Special
Approval by the Inspector is required before proceeding with the work.
8-02 Installation Method
Unless otherwise indicated on the Plans, pipes shall be installed by the open-cut
method in compliance with Section 33 31 00 - Sanitary Sewerage Piping. Alternate
methods of installation may be proposed by the Job Engineer during the Plan Review
process subject to the following:
A. Horizontal Directional Drilling (HDD)
1. The minimum design slope for pipelines proposed for installation by horizontal
directional drilling (HDD) be 3% (S = 0.0300).
2. Pipe material shall be restrained-joint Ductile Iron Pipe, restrained joint or
thermo-fusion welded PVC Pipe, or thermo-fusion welded HDPE as specified
in Part VI Technical Specifications.
3. Internal beads shall be removed for all sewers.
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B. Cured-In-Place Pipe (CIPP)
1. For all main lines, pre-installation CCTV inspection may be required at the
discretion of the Inspector. If required, the Contractor shall call the Central
San Inspection Office at least 1 business day in advance to arrange for an
Inspector to be present for a pre-installation CCTV inspection. Sewers shall
be thoroughly cleaned prior to the pre-installation CCTV inspection. Sewers
will be acceptable for CIPP repair if the following criteria are met at the pre-
installation CCTV inspection:
a) Pipe shall be free of debris and root intrusion, and thoroughly clean
b) No sag (standing water) >1/2 inch
c) No sag (standing water) > 20 feet in length
d) No joint offset > 1/4 inch
8-03 Minimum Pipe Sizes and Standards
A. Size - The minimum nominal size of a proposed public gravity sewer shall be 8"
in diameter; the size of a new public pressurized sewer size shall be submitted
for approval by Central San.
B. Pipe Selection - Pipe cover and trench configuration requirements for allowable
pipe materials are specified in DWG 20-01 through 20-06. The Job Engineer
shall select pipe material and the strength or thickness class for each reach to be
installed under the Job, subject to Central San review. Pipe to be installed
between successive structures shall be of the same size, material, strength or
thickness class and manufacturer unless otherwise approved by Central San.
C. Minimum Acceptable Slope - The minimum allowable slope and corresponding
minimum/maximum design flows is shown in Table 3.
Table 3. Minimum allowable slopes
Nominal Pipe Minimum Design Maximum Design Minimum Slope
_ Size (in) Flow (cfs) Flow (cfs) (ft/s)
8 0.0 0.81 0.0077
10 0.82 1.28 0.0057
12 1.29 1.57 0.0022
15 1.58 2.45 0.0015
18 2.46 3.53 0.0012
21 3.54 4.81 0.00095
24 4.82 6.28 0.0008
27 6.29 7.95 0.0007
30 7.96 9.81 0.0006
33 9.82 11.87 0.00055
36 11.88 14.13 0.0005
8-04 Design Capacity
A. Capacity Study
When the estimated average base wastewater flow for the job exceeds 45,000
gpd (gallons per day), or additional flow carrying capacity may be required for
existing or future connections upstream of the job, the Job Engineer shall provide
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a capacity study report when Plans are submitted for preliminary review. The
capacity study report shall include a table that presents the: proposed pipe
diameter, slope, length, Manning's roughness coefficient, full pipe capacity,
design capacity and the percentage of design capacity utilized for each proposed
sewer reach. The percentage of design capacity utilized shall be calculated by
dividing the design flow by the design capacity and multiplying by one hundred
(100).
B. Design Flow
1. Equations:
Design Flow = (ABWF * PF) + (GWI * Acres)
% Design Capacity Utilized = Design Flow / Design Capacity * 100
2. Definitions:
a) Peaking Factor (PF) - The peaking factor for the above equation shall be
obtained from Figure 1, which was derived from the maximum peak flows
observed (based on 15-minute flow readings) during a two-week dry
period in late January and early February 1985.
b) Average Base Wastewater - see unit flow factors in Table 4 below
Table 4.Average Base Wastewater Unit Flow Factors
Land Use Category Units Unit Flow Factor
( pd/Unit
Residential, Single Family Residential Unit 195
Residential, Multiple Family Residential Unit 105
Commercial, Industrial, Institutional 1,000 square feet 100
Government, Schools, Churches, etc.
C) Groundwater Infiltration (GWI) - The GWI rate for use in the above
"Design Flow" equation shall be 170 gpd/acre, unless Central San
provides the Job Engineer with an area-specific rate. This rate is an
average for summertime GWI following wet weather seasons with higher-
than-average rainfall in sewers constructed in Central San after 1985.
C. Design Criteria for Gravity Sewers
1. Design Capacity - Main and trunk sewers shall be designed per Figure 1 with
the design capacity based on pipes flowing for-
a) main sewers is 2/3 full (d/D50.67); and
b) trunk sewers is full without surcharging (d/D<_1 .0).
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ABWF (mgd)
Figure 1. Peak Flow Curve
2. Velocity and Slope: The minimum acceptable slope for sewer pipe is based
upon a velocity when flowing full for:
a) main sewers is 3 ft/s; and
b) trunk sewers is 2 ft/s.
The minimum and maximum design flows for each pipe size at the minimum
acceptable slope is provided in Subsection 8-03. However, Central San may
allow a lesser slope and/or a larger pipe size on a case-by-case basis where
the elevation of the existing system constrains the available elevation drop.
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3. Pipe Diameter: Diameter of gravity sewers shall be determined by Manning's
pipe friction formula, using a roughness coefficient, "n," of 0.013 or the pipe
manufacturer's recommendation, whichever is greater.
4. Pipe Cover and Clearance: Shall comply with Subsections 8 and 8-07.
8-05 Point-of-Connection to Existing System
The point-of-connection (POC) of new sewers to the existing sewer system shall be
made at existing manholes or by constructing a new manhole.
8-06 Pipe Alignment
A. General Requirements
1. Locate pipe in centerline of the existing or future road in public right-of-way or
easement.
a) If this is not feasible in the public right-of-way, the Applicant may request a
Variance during the Plan Review process to allow the sewer to be located
within the paved area of the roadway, with not less than 5-feet between
the vertical projection of the outside surface of the pipe or structure at the
surface and the nearest gutter or edge of pavement.
2. Facilities shall not be located:
(i) in creek beds
(ii) in bottom of swales
(iii) below pervious pavement / concrete / pavers
(iv) within C3 stormwater improvements
(v) unrepaired slide areas will not be allowed. However, if the only feasible
gravity route is through a slide area, a Geotechnical Engineer shall a
complete study and propose a slide repair acceptable to Central San.
(vi) See Section 0 for additional alignment requirements within hillside or
creek areas.
B. Clearance Requirements
1. Public Water Utilities
Sewers shall be designed and constructed to provide wall-to-wall pipeline
separation (not including bells) in conformance with DWG 20-07. Sewers
shall not be designed in the "Special Permission" zone unless specific written
approval of the water utility is provided during the Alignment Review Stage.
2. Other Utilities
a) Other utilities shall not be installed directly over sanitary sewers or with
crossings at angles less than 30° to the centerline of the sewer.
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b) Sewer pipes and structures shall be designed and constructed with a
minimum 3 feet wall-to-wall horizontal clearance from all utilities, except
public potable water utilities as noted above.
c) Sewer pipes and structures shall be designed and constructed with a
minimum 12 inches wall-to-wall vertical clearance from all utilities, except
public potable water utilities as noted above.
d) If sewers shall be installed parallel with other utilities, then the Job
Engineer shall design the vertical alignment of the sewer so that future
side or main sewer connections can be installed without conflict with
parallel utilities or abrupt changes in the alignment of the main or side
sewers.
3. Structures and Other Improvements
a) Sewer pipes and structures shall be designed and constructed with a
minimum 5-feet clearance (subsurface, surface, and aerial) from all
improvements that could reasonably impede the operation, maintenance
and reconstruction of sewers, and improvements that require adequate
clearance, include but are not limited to: building and retaining wall
footings, walls, building overhangs, etc.
C. Curves —Vertical and Horizontal
Directional changes to the pipe alignment cannot use angle points and may be
accomplished by using horizontal and vertical curves that comply with the
following requirements:
1. Curves are not permitted if:
a) there is a combination of horizontal and vertical curve between sewer
structures
b) reverse and nonsymmetrical through sewer structures
c) sum of the deflections of curves between consecutive structures exceeds
45°
2. Forced bending of the pipe is permitted if the radius of the curvature is greater
than the minimum allowable radius as specified the pipe manufacturer's
published literature and the pipe material is not ductile iron pipe.
3. Additional requirements for horizontal curves:
a) Provide the mathematically correct curve data [Ratio of radius (R),
deflection/delta angle (D), and arc length (L)]
b) If the radius is less than the minimum allowable radius as specified the
pipe manufacturer's published literature, except for DIP, the use of straight
pipe segments may be permitted if the following conditions are met:
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(i) The use of minimum length specified in the applicable section of these
Specifications for the pipe material being used, joined with fittings,
couplings or bell and spigot joints installed as detailed on DWG 21-01.
(ii) Straight pipe length not to vary in length, except beginning and end of
pipe segment
(iii) The beginning and end pipe segments shall be pipe length divided by
2 for even length of pipe.
(iv) The joint deflection between any two successive pipe segments shall
not exceed the maximum deflection as specified the manufacturer's
published literature for the fitting or coupling (see Approved Materials
List).
(v) The maximum deflection between successive straight segments of
pipe shall not exceed 11-1/4°.
2. Additional requirements for vertical curves:
a) Provide mathematically correct curve data (slopes, length, and invert
elevation)
b) Slopes in and out of vertical curve shall not be less than minimum slopes
as specified in Table 3. Minimum allowable slopes.
D. Sewer Pipe Plugs: Plugs shall be designed and installed in all manholes from
which future sewer line extensions are anticipated.
E. Sewer Line Extensions: The sewer extension shall terminate with the proper
structure, which will minimize the amount of pavement to be disturbed by future
sewer extensions.
F. Railroad and Special Utility Crossings: Where sewers are to be constructed
across or within utility or railroad rights of way requiring tunnels, bores, and/or
special pipe, the tunnel, bore or special pipe shall extend the full length of the
sewer line within the right-of-way. The minimum interior diameter of metal
casings, when required, shall be 8" greater than the maximum outside diameter
of the pipe barrel (excepting bells).
G. Suspended Pipes and Independent Exposed Sewers: The Job Engineer shall
address the following for pipes suspended from bridges or crossings:
1. Vertical design for dead and live loads
2. Lateral loads
3. Seismic loads in any direction at 1g
8-07 Material Selection
A. Material shall be selected in compliance with Table 5 below. However, if the pipe
cover does not meet the limitations of Table 6, then Applicant shall propose an
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alternative material listed in Table 6 for approval during the Alignment Review
stage.
Table 5. Preferred Material for Main and Trunk Sewers
If diameter is... And shall be installed... Then use...
<12" with a slope exceeding 20% ductile iron pipe
under a roadway with pipe slope less than 20% PVC SDR-26
not under a roadway and with pipe slope less than 20% PVC C900 DR 14
12-15" with a pipe slope exceeding 20% ductile iron pipe
with a pipe slope less than 20% PVC SDR-26
>15" PVC C905
B. No sewer work shall begin in roadways that are scheduled for major
improvement until it has been graded to within 6" to the bottom of the subbase.
If a sewer is proposed to be installed in... Then the pipe cover shall be measured
from the...
existing roadway that is not expected to receive existing road surface to the top of pipe
major grade/surface changes
new roadways lower surface of the road structural section
areas expected to become roadway (bottom of the subbase)to the top of pipe
existing roadways that are intended to receive
major rade/surface changes
C. The following minimum and maximum allowable pipe cover shall be achieved:
Table 6. Main and Trunk Sewer Pipe Cover Limitations
Size I Material Type and Minimum Class Min-Max Cover in ft
Main Sewers under Roadway
8" VC - 6 30
10" 15
8"-10" DI Class 52 1 35
PVC SDR-26 5 24
C 900 DR 25
C900DR18 4
C900DR14 3
HDPE SDR-17 5
Main Sewer not under Roadway
8"-10" DI Class 52 1 30
PVC C900 DR 14 3 24
Small Trunk Sewers
12" VC - 6 18
15" 25
12-16" DI Class 52 1 30
12"-15" PVC SDR-26 6 24
14"-24" C905 DR 51
C905 DR 41
C905 DR 32.5
C905 DR 25
C905 DR 21
C905DR18
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8-08 Hillside and Creek Area
A. Provide a geotechnical report when sewers are proposed to be installed:
1. in easement locations where the existing or proposed cross-slope grade
exceeds 25%
2. within 25 feet of the top of a creek bank or 50 feet of the centerline (flowline)
of a creek
3. in historical slide locations or within the area of influence of a potentially
unstable hillside
4. determined by Central San to be necessary due to site conditions
B. The geotechnical evaluation and report shall address the following:
1. Geological setting, general soils and bedrock conditions along the proposed
sewer alignment, and recommended setbacks from slides and creeks.
2. Slope instability or other geotechnical hazards in the vicinity of the proposed
sewer alignment.
3. Potential groundwater issues.
4. The effect of trenching and sewer installation on slope stability.
5. Recommended requirements for trenching, bedding, backfill, or special
supports that may be recommended.
6. Erosion potential of soils around sewer near water courses.
7. Recommended corrective work if geotechnical hazards are identified.
C. If it is not feasible to locate gravity sewers on the downslope side of homes while
maintaining a safe distance from drainage ways, an alternative utilizing sewage
pumping shall be considered.
D. Sewer crossings at creeks or swales shall be as nearly perpendicular to the
centerline (flowline) of the drainage way as feasible, and in no case at an angle
less than 45° to the centerline (flowline) of the creek or swale.
1. A Geotechnical Engineer shall evaluate the need for bank and bottom
protection. If protection is recommended, then the protection shall be included
on the Plans.
2. The Job Engineer shall design support foundations with protection.
3. For spans greater than 18 feet, steel pipe is required per Section 33 05 24 -
Steel Pipe.
4. The following design standards shall be used by the Job Engineer when
designing sewers in hillside and/or creek areas.
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a) Sewers to be installed in easements and private streets which are located
in hillside and/or creek areas shall be restrained joint ductile iron pipe
when the soil in which the sewer will be installed is fine grained, such as
clay.
b) Pipe material other than DIP may be used for sewers to be installed in
easements and private streets which are located in hillside and/or creek
areas when the soil in which the sewer will be located is coarse grained
(including unfractured bedrock).
c) Pipe material other than ductile iron may be used for sewers to be
installed in public streets which are in hillside and/or creek areas.
d) If groundwater is present in the trench area, sewers shall be ductile iron
(no bedding) regardless of the type of soil.
e) Subdrains may be installed to convey underground water from its source
to a storm drain or channel. These subdrains shall be maintained
perpetually by a permanent entity other than Central San.
f) For sewers proposed parallel to existing swales or creeks, the sewer shall
be located at least 50 feet from the centerline (flowline) of the creek or
swale, and at least 25 feet from the top of the bank if the bank is defined,
to minimize the potential slope failure in the vicinity of the sewer resulting
from undercutting at the toe. A Geotechnical Engineer shall review the
proposed alignment and furnish recommendations regarding long-term
erosion and slope stability potential.
g) Manholes to be installed at creek crossings shall be located at least 50
feet from the centerline of the creek, and at least 25 feet from the top of
the creek bank if the creek bank is defined.
8-09 Structures
A. Manholes
1. Location requirements:
a) intervals not greater than 500 feet
b) intervals not less than 50 feet, where practical
c) changes in sewer pipe size
d) sewer intersections
e) sewer grade breaks
f) last upstream lateral (to avoid dry sewer pipe)
2. Access, operation, and maintenance requirements
a) within paved roadway or an all-weather access road outside of parking
stalls
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b) outside of valley gutters or low spots that may accumulate water
c) at center of street, traveled lanes, road intersections
d) at least 5' from curb and gutter
e) within one surface type (e.g. not at the transition between different
surfaces such as concrete and asphalt)
3. Drop Across Structures - Where the horizontal deflection angle between an
incoming sewer and outgoing sewer at a structure will be more than 30°, the
vertical drop across the structure from the inlet to outlet shall be 0.25 feet. A
Variance may be requested for a maximum drop of 1' during the Alignment
Review Stage. Drops exceeding 1' are not allowed. Drop manholes, where
the sewer invert is higher than the top of the shelf, are not allowed.
4. Deflection at Structures — At the manhole, the horizontal angle of deflection
between incoming and outgoing main sewers shall be less than or equal to
90°.
5. Connections to Existing Structures - Connections of proposed sewers at
existing manholes shall conform to the requirements shown in DWG 19-01
through DWG 19-07. If the proposed sewer will connect to an existing
manhole, then core-drilling at the existing base is required.
6. Cul-de-sac Requirements - A special cul-de-sac manhole conforming to DWG
19-06 shall be located at the end of any main sewer terminating within a cul-
de-sac or court.
7. Deep Manholes: If the manhole will be greater than 20' but less than 30'
deep, then a trunk manhole per DWG 19-02 is required regardless of the pipe
size.
8. Manhole Protection Walls- Reinforced concrete, concrete masonry unit or
interlocking block retaining walls conforming to DWG 19-11 shall be installed
around manhole rims and top blocks where required by the Central San.
9. Stationing and Elevations - For calculation purposes, the stationing of a
manhole and the "thru" elevation of a manhole shall be considered as being
located in the center of the manhole.
10. Bases — Precast manhole bases are required on installation of new
manholes, except over existing sewers or otherwise approved during Plan
Review.
B. Rodding Inlets
Rodding inlets are typically not approved because they are considered temporary
terminal structures.
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C. Structures for Multiple-User Low-Pressure Sewer Systems (MULPSS)
1. Manholes - MULPSS manholes conforming to DWG 24-02 shall be installed
at each private pressure lateral service connection, point of intersection of
branch main sewers and at any other location indicated on the Plans or
required by Central San.
2. Flushing Inlets - Flushing Inlets conforming to DWG 24-03 shall be installed at
intervals not to exceed 1,000 feet, at the terminus of each MULPSS main
sewer, and at any other location indicated on the Plans or required by Central
San.
D. Test-Fittings
All test-fittings, unless otherwise approved, shall be wye or tee branches of the
same size, material and strength, pressure and/or thickness class as the line in
which they are being installed.
E. Bolt-Down Manhole Frames and Covers
Where drainage conditions may cause storm waters to inundate sewer
structures, or other locations required by Central San, bolt-down (watertight)
manhole frames and covers conforming to DWG 19-09 shall be installed.
F. Check Dams
For trenches located in swales to limit erosion of soil over the pipeline, Check
Dams shall be installed at intervals not exceeding 20 feet, or at the locations and
intervals otherwise indicated on the Plans or as directed by Central San,
G. Trench Dams
Trench Dams conforming to DWG 20-05 shall be installed at the locations and at
the intervals indicated on the Plans, or as directed by Central San, to prevent the
migration of groundwater through the pipe zone.
H. Pipe Anchors
For trenches where the slope of the sewer exceeds 30%, Pipe Anchors in
conformance with DWG 21-04 shall be installed at intervals not exceeding 40
feet, or at the locations and intervals otherwise indicated on the Plans or as
directed by Central San.
I. Special Structures
Approval is required during the Alignment Review Stage for all above ground
wastewater facilities and other unusual structures or features:
• manholes proposed for trunk sewers 45" in diameter or larger
• manholes greater than 30' deep
• metering manholes
• siphons
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• sewage pumping systems
• vehicle/equipment wash racks
• trailer/RV dump stations
8-10 All-Weather Access Roads
A. All-weather access roads shall be provided for permanent maintenance access
to all sewer structures (i.e., manholes and structures) and shall be designed and
constructed per Section 32 15 60 -All-Weather Access Roads.
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Section 9. Property Rights
9-01 General
District Code §7 defines and establishes the property rights needed for Central San
facilities. When public facilities (sewer or recycled water) are proposed, the Owner shall
obtain, on behalf of Central San, the property rights sufficient to enable Central San to
construct, reconstruct, renew, alter, operate, maintain, inspect, repair and replace its
facilities as may be needed without excessive cost or other undue difficulty in
accordance with the requirements of this Section.
During the Alignment Review Stage, property rights for existing facilities will be
reviewed for compliance with current Code requirements and any deficiencies may
require upgrades as part of the Job.
Nothing in these Specifications shall be construed as allowing the Contractor to make
any arrangements with any person or entity to permit occupancy or use of any land,
structure, or building within the work zone for any purpose whatsoever, either with or
without compensation, in conflict with any agreement between Central San and any
Owner, former Owner, or tenant of such land, structure, or building.
9-02 Required width of Central San Easement
The required width of the Central San Easement is determined by the pipe diameter and
depth to the pipe, as shown in the table below.
Table 7. Required Easement Width
Pipe Diameter Depth Easement Width
(in) Or (feet, surface to invert) (feet)
:510 <_9 15
>_12 >9 20
If the proposed easement conflicts with existing improvements, then Central San may
reduce the easement width at its sole discretion, but in no case shall the width be less
than 10 feet.
9-03 Improvements Allowed within Central San Easement
All Central San structures within easements shall always remain exposed and
accessible via all-weather access roadways for routine and/or emergency maintenance.
Owner shall limit surface improvements in easements to paving and modest
landscaping in compliance with District Code X7.15.060. Neither trees nor stormwater
improvements (e.g. NPDES Provision C.3 requirements) will be allowed within the
easement. Additional examples of prohibited improvements are listed in District Code
7.15.010.
With Central San's written approval, the following encroachments may be authorized
within the easement: utilities, fences, or retaining walls that cross at angles between 450
and 90° to the centerline of the easement and at elevations that will not conflict with the
use of, or access to, Central San's facilities.
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9-04 Documents Used to Convey Property Rights for Central San Facilities
The following documents are generally acceptable for establishing the required property
rights outside of accepted public right-of-way:
• Grant Deed conveying fee ownership of a property to Central San
• Easement dedicated on filed subdivision map to Central San or as a "Sanitary
Sewer Easement"
• Grant of Easement to Central San
• Easement offered to Central San by an Irrevocable Offer of Dedication (IOD).
• Existing private access and/or utility easement appurtenant to a property that
specifically cites uses of "sewers" and/or "utilities"
• Deed Reservation reserving sewer and/or utility easements on or across a
property
• Final Order of Possession or Final Order of Condemnation that conveys the
needed property rights
• Covenants, Conditions, and Restrictions recorded against a property
• A License and Lease granting use of a property to Central San
9-05 Irrevocable Offers of Dedication by Separate Instrument
When an IOD by separate instrument (not granted on a subdivision map) is proposed to
establish the property rights for proposed Central San facilities, then the following shall
apply:
A. Submittals
The Job Engineer shall submit two copies of a legal description and "Right-of-
Way Map for Sewer" (Plat) for each easement, and a copy of the complete
recording or filing information for any lot, parcel or map mentioned in the
description.
The Job Engineer shall address any revision required by Central San, then
submit original wet-stamped and signed legal descriptions and plat maps. Central
San will prepare and send an IOD to the Property Owner. The Property Owner
shall return the signed and notarized document(s), ready for recording, before
Central San will issuance a Sewer Extension Permit.
B. Legal Descriptions
The Job's Land Surveyor shall submit a legal description for each proposed
easement in the form shown on Figure 2 for review. The legal description shall
follow these guidelines:
• Include Title: Exhibit A - Sanitary Sewer Easement
• Generally, easements are described by centerline, sideline, or perimeter
metes and bounds description, as appropriate
• Description tied to at least two found survey monuments of record
• Character of survey monuments and references to recorded information if
applicable
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• All easement lines having a relationship to other boundary lines are qualified
as such
• Central San job number, Easement Central San-assigned parcel number and
the Assessor's Parcel Number (APN) in the upper right hand corner
• A basis of bearing statement may be included as appropriate;
• Area of description
• Reference to accompanying plat (Exhibit B), by which reference made part of
the Legal Description
• Wet stamp or seal with signature and date by the Job's Land Surveyor
• Sheet Number and Number of Sheets
C. Right-of-Way Map for Sewer (Plat)
The Job's Land Surveyor shall sbumit a Right-of-Way Map for Sewer (e.g. Plat)
for each proposed easement in the form shown in Figure 3 for review. The plat
shall follow these guidelines:
• Use Central San Plat Template
• Plat shall be titled: Exhibit B — Central San Right-of-Way Map for Sewer
• The grantor's name(s), recording information and Assessor's Parcel Number
(APN);
• Ties to two found survey monuments of record and basis of bearing, as
appropriate
• When possible, adjacent roads are shown
• Scale of map and orientation arrow pointing toward top of the sheet
• Central San job number and easement parcel number
D. Closure Report
The Job's Land Surveyor shall provide a mathematical closure report for the
description or alignment with closure error, if required.
E. After Central San accepts the job, the Board of Directors will consider formally
accepting the IOD(s).
9-06 Irrevocable Offers of Dedication on Subdivision Maps
When public streets or easements are proposed to be dedicated on a subdivision map,
the following shall apply:
A. Certificate Sheet Required for final Subdivision Maps
1. Public Sewers in Easement
When easements are offered for dedication to Central San, the Owner's
Statement shall include the latest Sanitary Sewer Easement (SSE) offer
language and the map shall correctly delineate the SSE limits so that the
public sewers, as shown on the corresponding sewer extension Plans, are
located within the centerline of the SSE or in the location approved on the
Plans
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2. Public Sewers in Public Lands / Roads
When public lands/ roads are offered for dedication to the Local Agency, the
Owner's Statement shall include this offer language and the map shall
correctly delineate the public land/ road limits so that the public sewers, as
shown on the corresponding sewer extension Plans, are located within the
centerline of the public lands/ roads or in the location approved on the Plans.
B. Submittals
Prior to issuance of a Sewer Extension Permit, the Job Engineer shall submit a
copy of the filed subdivision map and Certificate Sheet.
If the subdivision map cannot be filed prior to commencement of sewer
construction, then Central San may grant permission to begin the sewer
construction and will require that the subdivision map be filed, recorded and
submitted to Central San prior to the acceptance of the proposed public sewer.
C. After Central San accepts the job, then the Board of Directors will consider
formally accepting Offers of Dedication.
9-07 Appurtenant Easements
When existing private access and/or utility easements appurtenant to the property of the
Owner are proposed for the installation of Central San facilities, then the following
procedures shall apply:
A. Submittals
The Job Engineer shall submit copies of all deeds demonstrating that each
property has an appurtenant right for the Central San facilities with a summary
document and map delineating the location of each Owner's property and its
appurtenant rights.
B. Road Maintenance and Access (RMAs)
For Central San facilities proposed within private roads where appurtenant
access and utility easements are used to establish the property rights, the Owner
shall execute a road maintenance and access document that identifies the
responsible party (not Central San) for maintaining the road to meet Central San
access requirements. The document may need to be recorded prior to Central
San's issuance of a Sewer Extension Permit.
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EXHIBIT A CCCSD Job No. 49508
PERMANENT EASEMENT Parcel 1
REAL PROPERTY in city of Martinez, county of Contra Costa, state of California,
described as follows:
Portion of Lot 284 as shown upon LaSalle Heights — Unit No. 8 filed on November 16,
1949 in Book 38 of Maps at Page 31, Contra Costa County records (38 M 31) being
also the parcel of land described in the Grant Deed to John Smith and Jane Smith,
husband and wife, and to Elizabeth A. Jones, a married woman as her sole and
separate property, all as Joint Tenants, recorded on July 16, 2000 as Recorder's
Document 2006-0300449, said county records described as follows:
Commencing at a found railroad spike stam "_ ' 4" as said spike is shown upon
the Record of Survey filed on November I i i Book 96 of Land Surveyors Maps
at Page 41, said county records (96 4 ence south 52° 56' 30" west 97.15 feet
(96.68 feet per 96 LSM 41) alon n arline of Harbor View Drive to a found railroad
spike stamped "LS 3874" as on said map; thence leaving said centerline north
080 41' 57" west 146.57 feet te✓point on the northwesterly line of a 5' Sanitary
Easement the southeasterly line of which is coincident with the southeasterly line of
herein above referenced Lot 284, said point being the POINT OF BEGINNING, said
POINT OF BEGINNING bears north 58° 11' 12" east 50 feet from the westerly corner of
said easement; thence from said POINT OF BEGINNING north 450 46' 31" east 45.01
feet; thence north 65° 20' 47" west 67.34 feet to the northwest line of said Lot; thence
along said line north 430 13' 41 east 10.55 feet; thence south 65° 20' 47" east 69.69
feet; thence north 69° 06' 51" east 54.97 feet to the northerly corner of said 5' Sanitary
Easement; thence south 58° 11' 12" west 109.43 feet along the northwesterly line of
said easement to the POING OF BEGINNING.
Containing an area of 1,294 square feet, more or less.
Attached hereto is a plat entitles Exhibit B and by this reference made a part hereof.
��l�gy,L�1NDS�G I!
a w= WNL.ANS .y
ti•,,14s Z
`JF C
DP 4950B pcl 1 APN 374-171-008
Page 1 of 1 9/13/2007
Figure 2. Sample Legal Description for Exhibit A
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EXHIBIT "B"
CENTRAL CONTRA COSTA SANITARY DISTRICT
RIGHT OF WAY MAP for SEINER
38 NAP0 of
10,
2811 �4
ExIsting Concrete
Retaining Wall 'p� 1
adC-2006-0300449 tits f
F.O.B. a �
0
� I
� � 1
I
~ � Y
P.O.C.
LEGEND;
FOUND RR SPIKE IN'S
STAMPED-LS 3374° y Cb
• P,p,B, POINT OF BEGINNING
13RAWN 6Y; KIWI EAC CHECKED BY; FAC SYSTEM MAP: 1OA2 JOB NO.: 495;-jL
SCALE; DATE; CO,ASS MT,NO,; PARCEL NO,;
1'=30' S-_ - I 374-171-005 1
Figure 3. Sample Plat (Right-of-Way) Map for Exhibit B
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Section 10. Submittal Requirements
10-01 General
Plans shall be submitted to Central San for proposed public main sewer extensions or
private main sewer systems. Proposed private main sewer systems shall be connected
to the public sewer system at a standard manhole.
In accordance with the Business and Professions Code, Professional Engineers Act,
§6735, all civil engineering Plans, specifications, and reports submitted to Central San
shall be prepared by a licensed civil engineer or by a subordinate under his or her
direction, and shall be signed by him or her to indicate his or her responsibility for them.
In addition to the signature, all final civil engineering Plans, specifications, and reports
shall bear the stamp of the registrant, and the expiration date of the certificate or
authority.
10-02 Format Requirements
A. Plot Size: Final Plans submitted to Central San shall be 24" x 36".
B. Font Size: Text shall be a minimum of 1/10" high using a font and line weight as
to be readily legible on half-scale reproductions made from the original drawings.
The sanitary sewer features and labels should be easily differentiated from other
features on the Plans.
C. Type of Prints and Originals: Submittals shall be legible, of high quality, and
produced on high contrast background paper capable of reproducing prints of
equal quality.
D. North Arrow, Scale: All maps and plan views shall have a north arrow shown
thereon. The appropriate scale shall be indicated on all maps, plans, and profiles.
E. Central San job number will be assigned when the Application is accepted. All
submittals to Central San shall clearly indicate this job number. The Central San
job number shall appear within the last 8-1/2" of the lower right-hand corner of all
plan sheets in a minimum of 3/8" height font.
Example: CCCSD Job #6720
10-03 Order of Sheets
All Plans submitted to Central San for review shall have a cover sheet. For small jobs
with short sewer extensions, the cover sheet may serve as the entire plan submittal if all
information presented in this Section can be shown at the scales indicated. If all
required information cannot be presented on the cover sheet, then the following sheet
order is required:
• Cover Sheet
• Abbreviations/Notes
• Plan(s) and Profile(s)
• Right-of-Way
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10-04 Required Sheets
A. Cover Sheet
A sample sheet is shown in Figure 5. Sample Cover Sheet Template. The
following information shall be included on the cover sheet:
1. Vicinity Map/Location Map
A Vicinity Map/Location Map (not necessarily to scale) showing the location of
the job with enough detail to accurately determine the location of the
proposed sewer improvements in relation to major cross streets and local
highways.
2. Project Description
Briefly describe what the proposed sewers will serve, including number of
residential or commercial parcels and buildings, other structures (such as
trash enclosures), and potential future connections that determine the design
flows for the proposed sewers.
3. Sanitary Sewer System Map
A map of a 1" = 100' scale (at a minimum) showing:
• All properties that could be served by the sewer improvement (e.g. in
this project and potential future connections for the ultimate service
area)
• Existing, proposed, abandoned and removed sewers
• Pipe sizes
• Pipe types
• Structures with assigned numbers
• Sewer line stationing or distances between structures
• Distance from the new sewer line connection point to the nearest
existing public sewer structure
• Laterals and ties to nearest property corner
• Tract names and/or numbers
• Street names
• Lot numbers
• Assessor's Parcel Numbers
• Parcel(s) requiring pumped service
• Potential reimbursement parcel(s)
Do not include detailed information such as: structure elevations and pipe
inverts, pipe lengths or slopes, curve data, or easement information.
4. Sheet Index
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5. Proposed Public and Private Sewer Quantities Tables
A Sewer Quantities Table which indicates the total quantities of all types of
pipe, structures, wye branches, laterals, etc. to be constructed, removed, or
abandoned as part of the job. Precast manholes shall be called out separately
from cast-in-place manholes. Proposed public and private system quantities
shall be shown in separate tables.
6. Owner and Owner's Representatives Contact Information
The names and contact information for all owners and owner's
representatives (if applicable), including street address, city, zip code,
telephone number(s) and e-mail address.
7. Variance Table
A table showing requested and authorized Variances and/or Special
Approvals
8. Central San Stamp Area
A 3" high x 4" wide blank area at the lower right-hand corner providing a
location for Central San to stamp the set of drawings designating the
preliminary or final review status of the Plans.
9. Benchmark Statement
A note identifying an acceptable benchmark for elevation that was used as
the basis for vertical control of the design of the sanitary sewer including the
following information:
• The public agency which established the benchmark
• The elevation datum for the benchmark
• The benchmark elevation
• A brief description of the benchmark and its location
NAVD88 is the official Central San datum. Where the NGVD29 datum is used
for design, Central San will accept benchmark elevations transformed to
NAVD88 elevations by use of a web-based program such as "Vertcon."
The cover sheet shall include one of the following benchmark statements,
whichever is appropriate:
• "ALL ELEVATIONS SHOWN HEREON ARE BASED UPON THE
NORTH AMERICAN VERTICAL DATUM OF 1988 (NAVD88.) TO
CONVERT NAVD88 ELEVATIONS TO NATIONAL GEODETIC
DATUM OF 1929 (NGVD29) ELEVATIONS SUBTRACT 2.XX FEET."
• "ALL ELEVATIONS SHOWN HEREON ARE BASED UPON THE
NATIONAL GEODETIC VERTICAL DATUM OF 1929 (NGVD29.) TO
CONVERT NGVD29 ELEVATIONS TO NORTH AMERICAN
VERTICAL DATUM OF 1988 (NAVD88) ELEVATIONS ADD 2.XX
FEET
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B. Abbreviations/Notes Sheet
This sheet shall include General CCCSD and Project Specific CCCSD Notes,
any other notes for the job shall be titled "Non-CCCSD Notes" with the disclaimer
that "These notes are not part of CCCSD's review and approval and if conflicts
arise, CCCSD's notes shall govern", any abbreviations used and a legend for any
symbols used. Central San standard notes are available online at
www.centralsan.org. Project specific notes may be required on the Plans and will
be provided during the Plan Review process.
A sample is shown in Figure 6. Sample Notes and Abbreviations Sheet
Template.
C. Sewer Plan & Profile Sheets
Samples are shown in Figure 8 and Figure 9.
1. Plan
Sewer Plans shall be drawn at a scale no smaller than 1" = 40', follow in the
same direction as the sewer profile, and include the following:
a) The horizontal relationship between proposed sewer improvements and
existing/ proposed field conditions, utilities, and other facilities
b) Sewer line size and type
c) All structures and their respective numbers
d) All property lines and corners adjacent to the sewer alignment
e) Street names
f) Sewer lateral locations, lengths and ties to property corners
g) Route and elevation of side sewers proposed to connect to former septic
tank service
h) Proposed pumped service lots
i) All necessary sewer line, lateral and structure stationing
j) Horizontal curve data and stationing
k) Angle of deflection at each manhole
2. Profile
Sewer profiles shall be drawn at a scale of 1" = 40' horizontal and 1" = 4'
vertical, read from downstream-to-upstream and left-to-right whenever
possible, and include the following:
a) The existing ground surface at the time of sewer construction and the
finished ground and/or paving surface. Cut sheets where the cut is less
than the minimum cover requirements are subject to rejection.
Part III.Section 10. Submittal Requirements Page 40
July 16, 2020 Regular Board Meeting Agenda Packet- Page 114 of 393
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Standard Specifications for Design and Construction
2020 Edition
b) All structures with their appropriate designations and stationing.
C) Design rim and in and out invert elevations for each structure.
d) Vertical curve data and stationing.
e) Sewer line size, pipe type, pipe class, slope and length of pipe between
each pair of consecutive structures. Pipe types may be designated by
abbreviations listed under Subsection 25-01 and pipe class as listed in
Table 6.
f) Existing and/or proposed utilities and other facilities that cross the
alignment of the sewer
g) The vertical clearance between the sewer and other utilities when the
vertical clearance is less than 12".
h) Road structural section thickness (base plus pavement) for sewers
installed in new roadways.
i) When the pipeline is to be constructed from a subgrade, bench, or
subtrench more than 3 feet below finish grade over the pipeline, such
subgrade, bench, or subtrench profile shall be shown and identified on the
sewer profile.
3. Sewer Line Stationing: Each proposed sewer line and its structures shall be
stationed continuously upgrade from station 0+00 at its point-of-connection to
another sewer line, either proposed or existing. Sewer line stationing shall be
provided for all structures, laterals, horizontal curves and vertical curves.
Where a structure is part of two separate sections of sewer line, both sewer
line stations shall be shown. The horizontal location and invert elevation for
the beginning of the new sewer main (Station 0+00) shall be determined by
taking survey measurements from existing Central San manholes and/or
rodding inlets. For rodding inlets note the stationing of the 450 bend pipe
connection and the rodding inlet.
4. Horizontal Curves: on the plan view, provide the following labels:
a) Radius (R), Deflection/Delta Angle (D), and Arc Length (L)
b) Sewer Station for Beginning Curve (BC) and End Curve (EC)
C) Difference between BC and EC to equal L
d) Provide a Fitting Table for curves less than allowable bending radius (See
"Design Criteria" for "Pipeline Curves"). Fitting Table to include:
(i) sewer stations and inverts at Beginning and End of Curve (BC/EC)
(ii) sewer stations and inverts at Beginning and End of straight pipe or
fitting/couple
(iii) length of straight pipe or fitting/couple
Part III.Section 10. Submittal Requirements Page 41
July 16, 2020 Regular Board Meeting Agenda Packet- Page 115 of 393
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Standard Specifications for Design and Construction
2020 Edition
(iv) sewer station at Beginning and End segment of straight pipe to equal
or exceed pipe length divided by 2
5. Vertical Curves: on the profile view, provide the following labels:
a) slopes in and out of the vertical curve
b) length of vertical curve
c) sewer station and invert at Beginning Vertical Curve (BVC) and End
Vertical Curve (EVC)
d) sewer station and invert at Point of Vertical Intersection (PVI) with the
pipe's invert elevation and the PVI elevation
e) where fittings are required to achieve the desired radius, then provide the
number and type of fittings and the pipe lengths needed to achieve the
radius.
6. Structure Numbers: Consecutively number new sewer structures
downstream-to-upstream beginning with the number one (1). Label existing
structures with identification numbers provided by Central San.
7. Lateral Sewers
a) Extend lateral sewers from their connection at the main sewer to a point
beyond all existing or proposed utility trenches. The lateral sewers
typically end 5 feet inside the property line or 5 feet beyond the edge of
the sewer easement as shown in DWG 22-01 and 22-02.
b) Label sewer station at lateral connection to proposed main and laid-out in
compliance with DWG 22-04.
D. Right-of-Way Sheet
This sheet shall be used to convey right-of-way and access to the proposed
public sanitary sewer system (see Figure 7. Sample Sanitary Sewer Right-of-
Way Sheet Template) and shall include:
1. Right-of-Way System Map
A system map of a 1" = 100' scale (at a minimum) showing:
a) All properties to be served by the sewer improvement and potentially the
properties of the ultimate sewer design if additional land rights are
required with this Job to prevent and-locked parcels
b) All sanitary sewer rights of way with associated widths and respective
parcel numbers
c) Tract names and/or numbers
d) Street names
Part III.Section 10. Submittal Requirements Page 42
July 16, 2020 Regular Board Meeting Agenda Packet- Page 116 of 393
Page 68 of 301
Standard Specifications for Design and Construction
2020 Edition
e) Lot numbers
f) Assessor's Parcel Numbers
2. Right-of-Way Log
A Right-of-Way Log showing parcel numbers, last name of grantor or
subdivision name and/or number, the type of rights, and the recording data of
such rights, if available, for each sewer right-of-way parcel.
10-05 Computer Aided Drafting (CAD) ystem Maps
A. Prior to permit issuance, a digital copy of the Sanitary Sewer System Map, as
approved on the Final Plans, shall be submitted and approved in the following
formats:
1. AutoCAD file (i.e .dwg); and
2. image file (300 dpi, i.e. PDF or TIF format).
B. Exception. No digital submittal will be required for manhole-only installations (i.e.
no main sewer pipes).
C. The following information shall be provided in the AutoCAD file and shall include
onIV the information specified:
1. The Sanitary Sewer System Map shall be designed to be displayed at 1"=100'
scale.
2. The Sanitary Sewer System Map shall be tied to the California State Plane
Coordinate System, Zone 3, NAD 83.
3. A scale bar and north arrow shall be shown on the CAD System Map.
4. The following information shall be provided on different layers and shall not
be combined with other data:
Table 8. CAD Layers
Layer Description Preferred Layer Line type Line Color Plot
Name weight Color
Existing sanitary C-PLAN-SSWR- Dashed 0.5 green Black
sewer pipes E
New sanitary sewer C-PLAN-SSWR- Continuous
pipes N
Existing sanitary C-PLAN-SSWR- Dashed 0.4
sewer structures STRC-E
New sanitary sewer C-PLAN-SSWR- Continuous
structures STRC-N
Existing right-of- C-ESMT-E Dashed 0.16 cyan
way lines
New right-of-way C-ESMT-N Dashed 0.28
lines
Part III.Section 10. Submittal Requirements Page 43
July 16, 2020 Regular Board Meeting Agenda Packet- Page 117 of 393
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Standard Specifications for Design and Construction
2020 Edition
10-06 Sample Plan Sheets
AutoCAD (.dwg format) templates are available at www.centralsan.org, which are
shown in Figure 5 through Figure 8.
Part III.Section 10. Submittal Requirements Page 44
July 16, 2020 Regular Board Meeting Agenda Packet- Page 118 of 393
Standard Specifications for Design and Construction
2020 Edition
SUBDIVISION XXXX - ABCD COURT
LOCATION, CITY - CALIFORNIA XX% SUBMITAL
APN: XXX-XXX-XXX
SANITARY SEWER �jP/�jL/ANS PUBLIC SANITARY SEWER QUANTITIES
jJ
CCCSD JOB lT XXXX DESCRIPTION TTPE/GWG g OVANTRY IT
STD.MAIN NANHOLE—CIE BASE DWG-1 I EA
STD,MAW ASE OLE— DWG-1 3 EA
PRECAST BASE
STC.TRUNK MMFGLI DWG—] I E0.
—V V 8 INCH MHN PYC SDR 2D 1DDD LF
8 INCH MAIN DIP GLA55 52 ICO LF
0 A
4 INCH LATERAL(PRIYATE) PYC SCR 26
150 LF
8 INCH MAIN ARANDON EX YCP 50 LF
4 INCH LATERAL ABANDON ID EA
(AT MAIN) FX FVC I50 LF
VICINITY MAP PRIVATE SANITARY SEWER UUANTI TIES
O 4 1 DESCRIPTION TVP'/GWG 8 OILWITY LIMIT
r—
AI.-w. STD.MAIN MANHOLE OWG-1 ] EA
PRECAST SASE
8 INCH LATERAL PVC SUR 2E 200 LF
0 EA
C INCH LITERAL PYC SCR 2G
ICO LF
SHEET INDEX
DwC.
BHT#
1 COYER SHEET
] ABBREJIATIONS/NOTES
T 3 RIGHT OF WAY
4 PUW ANC PROFILE
SANITARY SEWER SYSTEM MAPBENCHMARK
a OWNER!DEVELOPER PROJECT DESCRIPTION (CHOOSE ONE) APPROVAL SPACE
rE[ 1, 'ALL ELEVATIONS SHOWN HEREON PRE
BASED UPON THE NORTH AMERICAN
VERTICAL DATUM OF 1988(NANCIR9_)TO
CONVERT NAVD89 ELEVATIONS TO NATIONAL
GEGO.IG—.OF 1929(NCVD29)
ELEVATIONS SUBTRACT 2MX FEET",OR
-..\ ]. 'ALL ELIATIONS SHOWN HEREON ARE
SEE RECTION S,PLAN PREPARATION CF OCCSD I EASED UPON THE NATIONAL GEO—IC
STANDARD SPECIFICATIONS FOR DESIGN AND i CONVERT NCVD29 ELEVATIONSOiORNORTH
TO
r 4 CONSTRUCTION,LATEST EDITION
AMERICAN VERDCAL DATUM OF 19BB
(N-6)ELEVATIONS ACD 2.XX FEET
OOOSD JOB#
c•rc3�cc, c•mnn: :n:c.cc, Da.:. n�L w_
ABC DEVELOPER ENGINEER NAME SUBDIVISION XXXX ####
123 STREET STREET ADDRESS
PE SEAL ANYWHERE USA. 12345 CITY, STATE, zIF CODE SANITARY SEWER IMPROVEMENT PLAN ,
(925) 888-8888
(925)888-8888 EMAILUEMAIL.COM LOCATION CITY
EMAILGEMAILCOM CONTRA COSTA COUNTY CALIFORNIA t TI
Figure 5. Sample Cover Sheet Template
i P�V12 i�QL909RMNASYHUMSR�a Packet- Page 119 of 393 Page 45
Standard Specifications for Design and Construction
2020 Edition
GeneraE Cl Mint—(t•B): Project Spbl.l CCCSD Noteal Non•COCSO Willies: Abbreviations:
1. Materials antl Cen.-.1en 1. AII•Weather Ar_ics RoaI note.a TIN port.1 CCCSC's re and
..1 or-c 11 conflF-ts one_-,CCCSd's n'elee mall
IAole:ols nd r c:L-uciio of rikary er:sFoll conform ko CCC$0A be Slqndqrd Specitocat:pns(Iptes:9ed Ripn)9� rep',rremen[s s[ptad ? cInci.m51a the
LGGStl$ nddn , gov rn
2. Onrnpsalsn Testbls 2. Abentlennea,s
fbmpoation testing of bedd Fig and backfill,conducted ander iM1e direction of a performed In
cNi
or gectechnicel ergines'pcenced by rhe Stetz pt Ca lfomie Is repulred ocoNonrc-bwllFotF.eeleteeL lerllliona ofn CCCStl Slondol2l Speulfir:etcn 1-1.n
n ibis job. Axa onI t a bI¢w.rb,ilia .11,51 ontl sFoll do pc M he,under aeporoke LLfS�pomril ontl sM1oll
enq;n¢eY in Cbarg¢Of lbe cU-:p=rlivr ts::dcig n�vl sub-fil tl CertiriCdtion occur before Obr6[l..cti0n CI pea e¢w¢rs.
Repork rnd'm{Ing iM1e!- sults n _ _meed iM1e requ}=�nents o1
s<;r:ryr:tit�nhnrn ti - - -- 2. ReeennMlen alEMalfns Sewer Lelerele
the Certlfio orlon Kepone eF rr.Ieted prior to o wept one pteleti errcc e,
the sewer pnC Instc elide.11 ci f ti al Jpaie•9. 3xennect'cn ul eels11, s er Iekerels.doll x pertormed under ide diiec{ion
x r.;rsn msp¢etnr vanry-hip eh-.rte c:rm smndcr:sparriranpn¢
S. und.rgrwnd urr,i.a pop crp,�-qn.
1ludng Design. All I utilities o shown on!hese plops c e bused l Cennsseelen mExiaing Sewer srub•Cenval San's/ppreaal
off Il feld m kegs e'rel r—d drswinge o requIQ per Secf ioc 6-03
of CC=Stcnderd Sh—end for ell existing ulirnies khat may iccidit=nn _hipt,rg septi_':^.,xcr stub.
r design,-he existing tac1ity I.,been a,Ild ontl the pctnoletl dote r.move ontl raploce-xiY,r�,�_.r-nice
ontl field'I'VI,
of ion Irferrat'an(depib,location,and pipe size and mZtrdl
T)ore prodded or IT.profile...Ubn ,f these ploys. 7. RroeasonW Est"ins Publin Senikary aewae-Mm of 6ypeea
Reaulretl
paringPrier kc pop,ex p.pkipn,it Ie the cantraat.I'
pa re.Lc celsrn re me l' of all utll'ty mee-elnno ncludng Tlb sanwY Fd 1 -J 'I - I .x b-
th t F lcin,p�es mrduct ntl mndc8s fee..tear'-, gee water d.'vter pt i uG�'re m Jl.wed- TM1e con-actor.,F..II e m[a
teleoror'e,=able a ontl storm tl�oinoge that could he a untered w r hypes p:or c Goys ln3C tleonce for GCC 0'c re ew ontl Pp— Plon
tluring a vati.n. - est rIB boo's pd.r ting.nye an.tion, shell include ledule cid all rected c pctivtes,.Abp ndonment
�- sc ens-ruc-
tYe Conlmotor scull nu Pfy Wdxgruuntl ser:ees Aled lIJ54)dY cubing W existing s nitsy s e to o cfler Cccsoo«eels relomdon Inr.l,i{. ,� > nrcon!nnc..ine.[rhfcnn st..n.Ing. axi�iig s we system t.unsure up[�e.m cennecnans remsin fully functional.
4. Pra•Caat Manhole Baaea with C..-In PIPs B.11.IPubll[&Private] 6. Tres Plx1-1tI n
Slundo'tl n -tutee fa n ucn uc L'= _roll be ctu_lxa xilF pre-_osl ,^.n ecto shell protein all trees ontl shrubs that are within edjacent to
onr. III
wIh .1-pinu t
y rs _ ne{. ied the nsiructic a Fer CCC56 St.—M Spec moan Sectio,:-2—
co n
n iM1e eat cn pvi n,
.f,
e.exief nn y.�r,-�r Vr.: All I,-r. nefer uta A bpriet Reporl prop—d by dated a
(n.t sent....
hall hor�en complete hop d—hogs trorn iM1e mon``-�et—-en..rete ve optlan�If pIpell rrorlvs will be under drip Ilne of p,.I-led frees.)
fwwoble resew 11 COOED vn.,., -rihI me bcses,
5. PaewrteM lll. a atlen
Pavement cut me.trenching end/pr dpmpgee c urea du4rc- p,de
.stored'ITh a ection equal be khat of the ev sting
of to and o -M1olf t2-I/2)in of oepFolI o • a(I incF_s
of nogg egote s e tIiJ lever is greoteeJr i[ng limits of the pavd I
restos tiCh.'peel eIdth le Cempelenl 1,ng pmemenl,a d skull:e
with o witlih a ual to llle trench width plus iwelre(--11 inches
o M=
adgo 0
a'T c
twalxy�tagrf(eN lLehd pt a edge T ire eaennq o Frenprpvan Tn
� Ihot ore must extentl to iM1e edge a1[he roctl. Moreysiringert requlremenle
�_ 5rd oby kFe loecl j risdieiioe w., p medr CCCSC r y -rm_n{e nor
nn�ament rnc-mnticn.
u canneo[IvremBull din Pa
Thio job Ii fee.the r line
c econtl I,oteml s
only.Builtlinge shell nal be ted tv the ucneLerA s until:1)Thos
conr,.ieted and occeptetl fcr sew by CCCSC;1)TFe
building.rout'+h plumbinq is Ompleta:.ttl approved by the properautM1Urity,3)
Penne a wnnectian fees ore paid:o CCCSf);end d)A registered s_wer
C.
—t-ehtains a connection pe -1 Leeso.
_ T. Minimum 7-till OMM 13ubaurlae 51&Aerlaq Public&
Private Sawa.
z •set pr lose.nn_reet ie ar.vre�,s al mese sewer
t kFc_- —3 1_d der-.ter(SnFy�rfo�..,ion.c_rd e i_j
cF-11Aoe p u eF eon pn�lr a vote sanery s c'.he'
�vp-pray alts,e- .'ng but rt'.smiled ta:bulaihg fppdrgs,retesogti i s
8. Cpnatmc[lon W New Sevres
u d _ A gn. d e n yea,wren
CCCSC t g d g d g ti t be rcde for.err
tl t'9, rM b Id 9—, t t t t s dont A
V t p IYP tldalh- D'^-19 ntl
rl f i P If by b ib_ hg etl t 4 C3 t;3
m 7�� .
I.rep�ree ari Lry cel 7h-r r.rmriew_
me o'v
CCCSD JOB#
CespneG:
h: checked, pvx', "F do-
ABC DEVELOPER ENGINEER NAME SDBDIVI510N XXXX ####
=.ehm�naa, ba,: PE SEAL ANvwHERE", 12345 CITFT Y,SFATE, ZIF COUE NOTES AND ABBREVIATIONS LEGEND bn�rr�ng
_ Herared, pp::. {925) B6B-RBBB (925) 888-8888 LOCATION CITY
trv. topic fi Dexo ion EMAICEMAIL.COM EMAIL®EMAIL.COM CONTRA COSTA COUNTY CALIFORNIA
Figure 6. Sample Notes and Abbreviations Sheet Template
i P�U'2 i���la o�a���leS{�HMR� a Packet- Page 120 of 393 Page 46
Standard Specifications for Design and Construction
2020 Edition
RIGHT OF WAY SANITARY SEWER RIGHT OF WAY LOG
SYSTEM MAP
q nOWpcl Naemtlinglnfo Belpre Reoerding Info Aker
<SCALE> No Grantee Daysment CCCSD Board Attlan CCCSD Board AOXlon
E CII,Name Enncocllmenl Permit Not Applicebh Not Apolloobh
�I GIV N— -1 Mop-Pubic (Lerx tlenk Iw lulure Not A"III
fp—(Sub XXXR) niry M%)
y C F.-Mep-SSEk (Leve W-1,Iw IWwe (Lwow tlonk lo,Fa...ff (S'b XXXR) Tilhg into) remrtlirrg irrio)
NOlE5:
cccsa I DediC01 OOD)m (�rape J1rk 1`4o)w• (L.pr.eo aikriar�wr.
Apolraplb lbab Menttmerce artl OnnaeNpRmaelb41n4ee n
ea Ao®m ulns�e JyI Gietirq Cann of Easa—t
r _ carlrm 9•e R Wm (0011 (Vdl-h neo) Not Applhpbh
e pre•ribe Central Son o cs s to Na uhlic a e
eo Lber _a4i_' �y��ilsd sw�s
aintolfle0 to meet n c_:e eCeatral S.—stpnbwb Pmp"genar Appud—Eoenrwt (NI—nee) Not Applheoh
Spaifimtian Sectior I5,C-�C�. Allnougb Central Son will
e lbls rood for pubic s+ee ernstructlun,molntenorce RJOI
and operation purvs.Ute,.vliuont stroll eRp:e:sly xflk aeAVe OIBrW Iq ladle
,� aeknowleXge.uronyn a r«raanln aa�nment,lnei- Sub AM Ag D (eIW reeora Inco)
Nip&maintenanceesponsibllltiee for this
rxd. RMA 'w"�r k'g Not Applippch
E pYpEY
Prop"0'— guaek,m aaaoi(Dm) Not APplludle (L-1 bI kk for prein II
rarxbe.oa.
R
CCCSD JOB# �r�Ilnzrr,,.,.•.es
R L•n�nee:
r: checked, oex, .I.,n
ABC DEVELOPER ENGINEER NAME SUBDIVISION IIAXX ####
=.al,minaa, bpm, PE SEAL ANVVYHERE Su5A�1 z3<s ClnY STATLADDPe CODS SANITARY SEWER RIGHT OF WAY oay�a
Rariewed. pe,:. (925) ase-8808 (925) aaa-ansa
EMAIL49EMAIL.COM LOCATION CIN Sbee:Ns_
EMAIL®EMAILCGM CONTRA COSTA COUNTY CALIFORNIA
s xv. wLe a oexri.o �et.
Figure 7. Sample Sanitary Sewer Right-of-Way Sheet Template
�Py Page 47
rOIIIi �Oraomarle��i��rPAg�na Packet- Page 121 of 393
Standard Specifications for Design and Construction
2020 Edition
N
PLAN
SCALE: 1•=40'
/Y'V"VV'V"�/\/"VVV'�/'V'\/VY'Y ti
• SEESECTION5,PLAN PREP4NATIONI!QUIRED
{! ON PLANS,OF CCCSD STANDARD SPECIFICATIONS FOR DESIGN
AND CONSTROCTION,LATEST EDITION,
STATIONINO AT CENTERLINE OF SEWER STARTS AT 0.00
AT POINT OF CONNECTION TO CENTRAL SAN'S SYSTEM.
• SHOW POTHOLING DATA ON PROFILE.
LL
SHOW ANGLE of DEFLECTION AT EACH MANHOLE.EWERPROFILESTOREAD DOWNSTREAM-T6UPSTREAM.EFT•TO.0.IGHT. /l/1
5
_ E
E
PROFILE
Y' SCALE: HORZ I"= 4C'
VER 1" 4' CCCSO JOB#
crc3+cd'. conn: CAocwd, oa.:. w-
_ ABC DEVELOPER ENGINEER NAME SIIBOIVI510N 10CXX ####
CI
STATE, ZIRF CODE PLAN AND PROFILE•LINE• o
PE SEAL ANrwiEREsusa�1x34e .#
�925) Sea-ease (Rzs) 888-8888 ocATION CITY
EMAILOENAILCOM EMAIL®EMAIL.CUM CONTRA COSTA COUNTY CALIFORNIA
Figure 8. Sample Plan and Profile Sheet Template
Pharhllli ��rao�a� le�{�r� �� a Packet- Page 122 of 393 Page 48
Standard Specifications for Design and Construction
2020 Edition
INS
I i
o
— I
umn s G
I, [SEE SECTION 5.PIAN PREPARATION,R 5-04 DATA REOUIREp / -ON PIANS,ITEMS E ANT F STANDARD
PIANS AN SEWER H
AND CON RU CION SEST EDI)SPECIFICATION FOR DESIGN 1055 / - 1055
AND
CONSTRUCTION WTEfiT EDITION.]
� acwl�xv,eu. w
._ ...
z. ATATIONIuc AT CENTERLINE of ENTER, ,,AT TE.. € a C
r ,x
LTUO
AT POINT OF CONNECTION TO GENTERAL SON'S SYSTEM. '] ""'" - �
E
3. SHOW POTHOLING ON PROFILE- y
y 2
4- STOW ANGLE OF CEFlECTION AT EACN MANRCLE - [P m - ---- ---- -
1a50 I � x ra`A
1 w'• rsee �, a
<ir
10451��$£ 1045
1000 �� 1000
PROFILE
SCALE: (H) 1"= 40", (V) 1"— 4"
y
APM 272-030-005 n. rs �tV■]�A!
' f• / •g,/'�y„s" ''� � ze�,ea e-n YF - �_ ksr4c,n� � rnwn
Ell-11-1sue ee-r
�.a�-.s1
ao ca
w FEET
nrwar * - oe`aw m at i
A.
$8r 8r PT45
"""Ltl'„..°�y•`4"u,��e�_�� 'f._ �CC\�N�aN1P
,\dlnYorwluTaOi�xE`seca� : u. 784 IEW DRIVE APN:272-041-OQ2
N.
Ou"R. I �o,du MIH.
'M1m PLANAPN;272-041-003
SCALE: 1"=40'
1S8 CRESTV€EIW�DRIVE
,Ne.,P4�oA nEaRn \
v tae �
cdi��x�Ea
DeelpeeE: prPwe [Nxlrcd'. Ook', ABC DEVELOPER ENGINEER NAME SUBDIVISION 7O[1C% eN N.
####
PE SEAL 123 STREET STREET ADDRESS SANITARY SEWER IMPROVEMENT PLAN o oNeg N0.
ANYWHERE VSA, 12345 CITY,STATE,ZIP CODE T-.#
(925)888-8888 (925)888-8888 CONTRA COSTA COUNTY CALIFORNIA the Na
Rev. ORk B mser�Foe el xd
Figure 9. Sample Plan and Profile Sheet-
July q6" iv&�OraY�omar� le9YHH %ggn�a Packet- Page 123 of 393 Page 49
Page 75 of 301
Standard Specifications for Design and Construction
2020 Edition
Section 11. Plan Review
11-01 General
As part of the first submittal, Central San will designate the main sewers to be
included in each separate Central San "job" and will designate a serial job number.
An overview of the plan review process is shown below:
Alignment Review
-Preliminary Alignment
*Final Alignment
*Variance Request(s)
-Additional Required Reports
*Result:alignment approved
Preliminary Plan Review
•65%
•95%
-Additional Required Submittals
*Result:plans approved
Final Review for Construction
*Final Plans(100%,stamped &signed)
•Pre-Construction Submittals
•Result: permit can be issued
Figure 10. Plan Review Process
11-02 Plan Review Fees
Plan Review fee are paid at the time of Application and are based on the time
required for Central San to conduct a basic plan review and additional fees will be
assessed for resubmittals at each stage. Additional fees will be due prior to the
issuance of the Sewer Extension Permit.
11-03 Status of Submittals, Application
A. Resubmittal of Final Plans
If more than 6 months pass between the time that the Job Engineer is notified
that final plans may be submitted and the actual submittal of these Plans,
Central San will require additional plan review fees and an additional
preliminary plan review cycle or submittal of a written certification from the
Job Engineer stating that there have been no material changes in field
conditions that would affect the validity of the design or the information shown
on the plans submitted for Final Design Review.
July 1P6 zr �AMTO Uk MReeigi`M Agenda Packet- Page 124 of 393 Page 50
Page 76 of 301
Standard Specifications for Design and Construction
2020 Edition
B. Expiration of Application
Applications without activity for 12 months will be deemed to be abandoned
and will be administratively closed, unless an extension has been authorized
by the Mainline Review Engineer. The extensions shall be requested in
writing and justifiable cause demonstrated. Central San may extend the time
for action by the Applicant for up to 2 additional 12-month periods. An
application may not be extended if these Specifications or any other pertinent
codes, laws or ordinances have been amended subsequent to the date of
application. In order to re-start a Job after an application is closed, the
Applicant shall resubmit Plans and pay a new plan review fee.
11-04 Alignment Review
A. Preliminary Alignment Review
Job Engineer shall submit a Sanitary Sewer System Map showing the
proposed point-of-connection to the existing sanitary sewer system and a
profile. The preliminary alignment review is a conceptual review of the
proposed alignment (vertical & horizontal) and point-of-connection to existing
sanitary sewer system. Central San will review and confirm point-of-
connection and identify potholing that may be required in design.
B. Additional Required Reports (if required)
1. Geotechnical Report: If required by Subsection 0, include with alignment
submittal before final alignment can be approved. No grading or trenching
shall commence prior to Central San receiving and evaluating the
adequacy of the report.
2. Capacity Study: If required by Subsection 8-04, include with alignment
submittal before final alignment can be approved.
3. Arborist Report: Central San may require an evaluation and report by a
certified arborist with alignment submittal before final alignment can be
approved. In general, an arborist's evaluation will be required when
sewers are proposed to cross the existing drip lines of large, established
trees, such as heritage oak trees. No grading or trenching shall
commence prior to Central San receiving and evaluating the adequacy of
the report.
The certified arborist shall inspect the proposed sewer alignment during
the evaluation and shall include, but not be limited to:
(i) probable nature, extent and depth of the existing root system,
(ii) impact of sewer trenching on the existing roots,
(iii) necessary precautions and procedures to minimize impacts of
sewer construction,
(iv) any realignment of the sewer proposed to avoid damage,
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(v) alternative trenching methods,
(vi) special backfill requirements, and
(vii) post-construction actions needed.
C. Final Alignment Review
Job Engineer shall resubmit a Sanitary Sewer System Map and profile that
includes utility locating, potholing (if required), and resolves any utility
conflicts. Job Engineer shall identify right-of-way requirements and submit
variance request(s) at this stage.
1. For sewer main extensions to be constructed in existing streets, the
following shall also be completed during alignment review:
a) Obtain field marking/locating of existing facilities prior to potholing;
b) Engage a properly licensed contractor to pothole and expose potential
conflicts with existing improvements where determination of actual
physical location is needed for adequate design and clearance
references, and the results of the potholing shall be noted on the
profiles in the Plans
2. Central San may perform a field verification to confirm that all
underground facilities have been marked and that the Plans reflect the
field marking. If facilities have not been marked or the Plans do not reflect
the field markings, Central San will return the Plans to the Job Engineer
without review.
11-05 Preliminary Plan Review
A. Preliminary Plans
All Preliminary Plans shall comply with Section 10. Plans that do not meet the
minimum standards, will be returned to the Job Engineer without review.
Submittals for preliminary plan review shall include:
1. One complete set of sewer plans (24" x 36")
2. An electronic version of a CAD format Sanitary Sewer System Map as
described in Subsection 10-05;
At the conclusion of each review, a comment letter will be returned to the Job
Engineer. Once the Plans meet Central San's standards, the Job Engineer
will be notified that final construction Plans may be submitted.
B. Additional Required Submittals
1. Annexation Request and Petition: If a property to be served by the job is
not annexed into Central San's service area, then submit an Annexation
Request and Petition.
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2. Individual Lot Pumping System Application: If a property cannot be served
by gravity, then submit an Individual Lot Pumping System Application.
3. Right-of-Way Submittals:
a) Irrevocable Offer of Dedication and Grant of Easement: For public
sewers proposed on private property, an Irrevocable Offer of
Dedication (IOD) for a sanitary sewer easement is required. See
Subsection 9-05 for requirements.
b) Subdivision Map: For public sewer proposed in new developments or
parcel splits requiring subdivision maps, Central San rights of way shall
be established by means of either public dedications of the streets in
which the sanitary sewer will be located, or irrevocable dedication of
sanitary sewer easements to Central San. See Subsection 9-06 for
requirements.
c) Appurtenant Easements: Use of appurtenant easements may be
proposed in lieu of separate IODs for installations in private roadways,
subject to Central San's approval. See Subsection 9-07 for
requirements.
d) Road Maintenance and Access: Where sewers will not be located in
public right-of-way, a Road Maintenance and Access document is
required and shall be noted on the Right-of-Way Log. See subsection
9-07 for requirements.
11-06 Owner's Sewer Improvement Agreement
A property owner proposing to install new public facilities to serve his or her property
shall provide appropriate assurance that the work is diligently pursued to completion.
Therefore, Central San requires an Owner's Sewer/Recycled Water Improvement
Agreement (available at www.centralsan.org) and accompanying Project Security
Deposit to assure Central San does not become responsible for completion of
sewers/recycled water distribution systems in private developments and to indemnify
Central San from liability arising from construction of new facilities by private parties.
The Agreement and Project Security Deposit are also needed to assure new public
sewer/recycled water facilities are constructed in accordance with Plans and
specifications for the work as reviewed by Central San. (Reference: District Code
The property owner proposing to install new public sewer/recycled water facilities, or
his or her properly authorized agent, shall execute an Owner's Sewer/Recycled
Water Improvement Agreement and deposit security with Central San for each job.
The Owner's Sewer/Recycled Water Improvement Agreement and project security
shall be legally executed and submitted to Central San before any contractor's
permit for the work will be issued. (Note: No security is required for issuance of
permits for private sewer facilities.)
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11-07 Project Security Deposit
Project security is required for proposed public sewer or recycled water facilities, as
determined by Central San, in one of the following forms:
A. Surety Bond: A Corporate Surety Bond issued by a surety acceptable to
Central San and authorized to issue such surety bonds in California. The
Central San standard form for an acceptable Owner's Sewer/Recycled Water
Improvement Security Bond is available at www.centralsan.org. The project
security deposit may be reduced to 10% during the warranty period.
B. Certificates of Deposit: 2 Certificates of Deposit (CDs), payable to Central
San, the first for 90% and the second for 10% of the project security deposit.
The first CD (90%) shall mature upon passing the Final Inspection; the
second CD (10%) shall mature after the warranty period. Interest earned by
both CDs shall be payable to the Owner.
C. Letter of Credit: An irrevocable letter of credit or "set-aside" letter from an
established financial institution and in a form acceptable to Central San. The
project security deposit may be reduced to 10% during the warranty period.
D. Cashier's Check: A cashier's check, payable to Central San, in the amount of
100% of the construction cost for the public portion of the Job. If the security
deposit will be used to have Central San issue progress payments to the
Contractor, the cashier's check shall be in the amount 110% of the
construction cost for the portion of the work for which payments will be made
by Central San in order to 10% of the construction cost for Project Security
Deposit during the warranty period. Project payments on the job will be made
no more frequently than bi-weekly.
11-08 Final Review for Construction
A. Final Plans: After receipt of Central San's "No Exceptions Taken" approval
stamp on the latest Preliminary Plan Review, submit the following:
1. Four complete sets of Final Plans (24" x 36"), wet-signed and stamped by
a Professional Engineer
2. Two additional prints of the cover sheet showing the required 1" = 100'
scale Sanitary Sewer System Map
3. An electronic version of a corrected AutoCAD format (.dwg) Sanitary
Sewer System Map
4. An electronic version of the Final Plans as a 300 dpi, PDF or TIF format
5. Payment of any remaining fees
B. Pre-Construction Submittals: Prior to the issuance of a permit for construction
of the main sewer extension, submit the following:
1. Payment of applicable inspection fees and charges
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2. Cut Sheets: After approval of the final grading, submit cut sheets in
compliance with Subsection 12-02.
3. Precast Manhole Bases: If required, submit site-specific shop drawings for
precast concrete bases with cast-in bells showing the inverts, channeling,
and angle of sewer pipes in and out at each location.
4. Project Cost Estimate: Submit the construction bid, contractor's proposal,
or signed construction contract including an itemization in accordance with
the Sewer Quantities Table included on the Plans for approval prior to
submitting the Project Security Deposit.
5. Project Security Deposit: Submit in compliance with Subsection 11-07.
6. Owner's Sewer/Recycled Water Improvement Agreement: Submit in
compliance with Subsection 11-06.
7. Any additional submittals from Subsection 11-05.
11-09 Permit Issuance
A. Permit will only be issued after a favorable review of Subsection 11-08.
B. Expiration of Plans: Plans signed and stamped "Final Review for
Construction" shall expire 3 months from the date on the stamp, unless work
has commenced on the project.
C. Changes after Final Plans are Issued: When any change(s) to Plans are
proposed after the Final Review for Construction, or are required due to field
conditions being different from those indicated in the final construction plans,
(including, but not limited to, changes of pipe type, class, grade, cover,
quantities or any other details that may affect the sanitary sewer installation),
the work subject to change will be suspended until the change(s) have
received favorable review by Central San through the above described
process.
D. Phasing: If construction is proposed to be done in sections or phases,
submittal and approval of the final plans for the entire job shall be as outlined
above. A 1" = 100' (minimum) scale Sanitary Sewer System Map shall be
submitted to Central San for its approval showing the schedule of the phased
construction. Prior to the construction of each section or phase, the Job
Engineer or Contractor shall submit 4 additional prints of the Cover Sheet with
the portion of work to be constructed under the particular section or phase
"highlighted" on the 1"=100' scale Sanitary Sewer System Map, cut sheets for
the particular section or phase and applicable Central San plan review fees.
E. Suspending or Revoking Permit: The permit may be suspended or revoked by
Central San at any time if it is determined that any portion of the Plans, cut
sheets, and/or construction work fails to meet all Central San requirements.
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Section 12. Surveying
12-01 General
The Job Engineer or Surveyor shall notify affected property owners when they plan
to conduct surveys on private property and, if possible, obtain permission to enter
onto the property. However, it is noted under State Law that licensed Surveyors may
enter upon private property pursuant to Section 8774 Business & Professions Code,
as authorized by Section 846.5 of the Civil Code.
Vertical control and protection of the new sewer during construction are critical to
operational success of gravity sewer systems. The integrity of the sewer pipe is most
vulnerable during construction, therefore cut stakes and cut sheets shall be
submitted after grading of roadway subgrade and pad elevations are complete.
Central San review is required prior to issuance of the Central San permit for
construction.
Job Engineer/ Central San Central San
Surveyor
•After grading of •Office review to •Field verify that cut
road subgrade and verify cut sheets stakes match
pad elevations, match Final Plans approved cut
place cut stakes sheets
and submit cut
sheets
Figure 11. Review process for cut sheets and cut stakes
12-02 Cut Stakes
After grading of roadway subgrade and pad elevations are complete, the Job
Engineer or Surveyor shall conduct a field survey. Place offset cut stakes at the
following design locations:
For the main sewer at: 15
• SS Station 0+00 at the downstream point-of-connection with �µ
Central San's existing system
0+
• Manholes and Structures (e.g. manholes) 40
• Wyes and taps for laterals at the main e�
• Joints, couplings or fittings where pipe deflection will exceed
three degrees (Y) C,
84
• Beginning and end of horizontal and vertical curves (BC and EC,
BVC and EVC) o,rr
For the lateral (see DWG 22-01 through 22-04 for layout
requirements) at: �M
• 45° fitting Figure 12.
5 feet beyond property or easement line Sample Stake Cut
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As shown in Figure 12, each cut stake shall be marked with the following:
• offset distance from centerline of the sewer
• sanitary sewer stationing
• depth of cut (surface to invert elevation)
• structure type and number (if applicable)
The maximum intervals for placement of cut stakes shall be:
Table 9. Required Intervals for Cut Stakes
Type of Alignment I Maximum Interval (ft)
Straight horizontal Constant slope <_ 20% 50
Constant slope >20% 25
Horizontal curves Radius <_ 500 ft 25
Radius > 500 ft 50
Vertical Curves 25, minimum of 5 stations
If any cut stakes are removed, damaged, and/or relocated before they have been
used to set the grade of the sewer, then the Job Engineer or Surveyor shall replace
the stakes prior to the installation of the sewer.
12-03 Cut Sheets
After cut stakes have been placed, the Job Engineer or Surveyor shall submit
complete Cut Sheets for gravity sewers, before Central San will issue a permit for
construction. The Cut Sheet shall be in a form similar to Figure 13. An ExcelTI
version of the cut sheet form is available for download at Central San's website
(www.centralsan.org).
To verify that new pipe will be adequately protected during construction, Cut Sheets
shall include:
• ground elevation: at the centerline of the new pipe
• depth of cover: from the bottom of the subgrade to the top of pipe at the
centerline for each station (see Table 6)
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' CENTRAL CONTRA COSTA SANITARY DISTRICT
CUT SHEET FOR SEWER
FOR JOB ENGINEER'S USE DISTRICT DATA
FRFRAREDev KED S EE' 1ofl J05i 2005
'vVNER MJP Developers CONTRACTOR Jon es&Co.,Inc REVI EWED BY J M M
DATE 08/05/2010 FNGRJCB# Engr05-00026 sub# 5125 DATE 8/12/2010
LINE Smith Rd SS Line'A' STATION 0+00 to 4+23
STATION PIPE DIAMETER STRUCTURE SEWER OFF OFFSET FIL ELEV OFFSET REMARKS 1 `C/L *CIL
lin.) SLOPE SET STAKE (invert) CUT GROUND COVER
(Ulft) ELEV. ELEV.
0 + 00.00 8.00 Ex.MH 8'LT 108.00 100.00 8.00 Start 104.33 5.00
0.0077
0 + 25.00 8.00 8'LT 107.36 100.19 7.17 105.00 5.47
0.0077
0 + 50.00 8.00 6 LT 107.22 100.39 6.84 105.21 5.49
0.0077
0 + 65.70 8.00 Lat.Rt. 8'LT 107.30 100.51 6.79 105.33 5.49
0.0077
0 + 7590 8.00 8'LT 107.24 100.58 6.66 105.65 5.74
0.0077 Add
1 + 00.00 8.00 MH#1 8'LT 107.41 1 6.64 105.99 5.89
0.012
1 + 25.00 8.00 W LT 7.64 106.39 5.99
0.012
1 + 48.40 8.00 7101.46
35 7.68 BC 106.68 6.00
0=1111111111, W IM
1 + 57.40 8.00 11114*Coupling L 109.15 7.69 107.13 6.34
A111111,111111."IMAdPaLM
1 + 6200. 8.00 Lat.Rt. W LT 109.15 101.51 7.64 107.19 6.34
012
1 + 75.40 8.00 11114*Cou li 8'LT 109.22 101.67 7.55 107.31 6.30
0.012
1 + 93.40 8.0D 11 1/4'r-oupling 9 LT 109.43 101.89 7.54 107.43 6.21
0.012
2 + 11.40 8-0D 11 114°Coupling 9 LT 109.65 102.11 7.54 107.55 6.11
0.012
2 + 29.40 8.00 11114*Coupling 8'LT 109.87 102.32 7.55 107.89 6.23
0.012
2 + 38.40 8.00 9 LT 108.97 102.43 6.54 1 EC 108.15 6.39
0.012
2 + 50.00 8.00 < 109.33 102.57 6.76 108.39 6.49
0.012
2 + 75.00 8.00 IT LT 109.43 102.87 6.56 109.39 7.19
0.012
3 + 00.00 8.00 6 LT 110.03 103.17 6.86 109.99 7.49
0.012
3 + 25.00 8.00 8'LT 110.36 103.47 6.89 110.49 7.69
0.012
3 + 50.00 8.00 < 110.48 103.77 6.71 110.89 7.79
0.012
3 + 75.00 8.00 8'LT 110.75 104.07 6.68 110.99 7.59
0.012
4 + 00.00 8.00 8'LT 111.15 104.37 6.76 111.49 7.79
0.012
4 + 23.00 8.00 MH#2 8'LT 112.27 104.65 7.62 End 111.97 7.99
Figure 13. Cut Sheet for Sewer
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Part IV. Recycled Water
Distribution
Section 13. Design Criteria
13-01 General
A. Part IV is a placeholder while Central San develops detailed Standard
Specifications for Recycled Water. In the interim, design, property rights,
submittal requirements, and plan review shall follow Part II Private Sewage
Disposal Systems and Part III Public Sewer Collection Systems as applicable.
Contact permits centralsan.org for more information.
B. All recycled water facilities to be connected to the Central San system shall
be designed and constructed in a manner consistent with service to the
ultimate distribution area in compliance with District Code §9.08.020. Central
San shall review Plans submitted for construction of new or modified facilities
to evaluate the service requirements for the ultimate distribution area.
C. Private recycled water systems (e.g. typically landscape irrigation plans)
connecting to Central San's public facilities shall be reviewed, approved,
inspected and tested by Central San.
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Section 14. Property Rights
14-01 General
Comply with Part III.Section 9.
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Section 15. Submittal Requirements
15-01 General
Comply with Part III.Section 10.
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Section 16. Plan Review
16-01 General
Comply with Part III.Section 11, except pre-construction submittals for permit
issuance will not require cut sheets or precast manhole bases. Any other pre-
construction submittals will be determined during the Plan Review process by
Central San.
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Part V. Construction
Requirements
Section 17. Control of the Work
17-01 Authority of the Central San Inspector
A. The Inspector shall decide all questions that arise in the field regarding the
quality or acceptability of materials and/or equipment, completed work and/or
the interpretation of the Plans and/or these Specifications.
B. If the Inspector determines that any work is not in compliance with the Permit,
Plans, Specifications, District Code, or any applicable rules, laws or
regulations, then the Inspector may suspend work, issue a Notice of Violation,
or order that the noncompliant work be corrected, or removed and replaced,
so as to fully comply with the requirements. If work is suspended, the
Contractor shall do all work necessary to provide for safe, smooth and
unobstructed passage for traffic through the construction zone during the
period of the suspension of work, or at the end of each workday. The work
may be resumed when conditions are corrected and verified by the Inspector
and the Contractor is willing and able to properly resume work.
C. If the Contractor fails to comply with any order made under the provisions of
this article within a reasonable time, Central San may have the defective work
corrected at the Contractor's expense.
D. No decisions rendered, nor directions given by the Inspector shall relieve the
Contractor, the Owner or the owner's surety of their obligations or
responsibilities to diligently prosecute the job, or establish any contingent
liability on the part of Central San.
E. If the Contractor fails to act promptly or diligently in the prosecution of work
done under a Central San permit, or should the urgency of a particular
situation require that corrections be made before the Contractor can be
notified or respond to notification, then Central San may have the corrections
made at the Contractor's expense, and the Contractor shall be charged and
shall pay to Central San the cost of such work plus the current Central San
overhead rate to compensate Central San for administration of work (District
Code §5.10).
17-02 Inspection
A. Access: All work done and all materials furnished shall be subject to
inspection. The Inspector shall have access to the work at all times during
construction, and the Contractor shall provide proper and safe facilities for
such access and inspection. The Inspector shall be furnished with every
reasonable facility for ascertaining that the materials and the workmanship
are in accordance with the requirements and intentions of the Plans and
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these Specifications. The Contractor shall submit properly authenticated
documents or samples of materials demonstrating compliance with these
Specifications at any time so requested by Central San.
B. Schedule Inspections: The Contractor shall call to arrange for Central San
inspections required by these Specifications a minimum of one business day
prior to the commencement of work. No work shall begin prior to scheduling
of an inspection. The Contractor shall notify the Inspector of any changes in
work schedule affecting inspections as soon as possible to allow time for
rescheduling. If less than 1 working day's notice is provided, then
rescheduling fees will be required.
C. Regular Work Hours and Overtime: Regular work hours and District Holidays
are posted at https://www.centralsan.org/pod/hours-directions. Any inspection
performed outside regular work hours will be charged at the overtime rate and
paid by the Contractor. If amounts owed for such services are not paid within
30 days from the date of billing, no permits for additional work will be issued.
D. Time Restrictions: The following activities have time-restrictions to ensure the
work can be completed and the site restored during regular inspection hours.
Any variances shall be approved in advance by the Inspector and may be
subject to overtime or additional inspection charges.
Table 10. Time Restrictions on Construction Activities
Activity Shall start before
Trenchless 1 p.m.
Tapping or connections to in-service main or 1 p.m.
trunk sewers
17-03 Superintendence
The Contractor, or a representative of the Contractor who is authorized to make field
decisions, shall always be present at the jobsite when work is in progress. The
Inspector will communicate any determinations or instructions to the Contractor or its
authorized representative. Any determination or instruction given by the Inspector
that is not otherwise required by these Specifications or the District Code to be in
writing will, on request of the Contractor, be given or confirmed by Central San in
writing.
17-04 Safety
A. The Contractor shall be responsible for the safety of its plant, equipment and
personnel, and the public in the immediate vicinity of work subject to these
Specifications. The Contractor shall take any precautions it deems necessary
to prevent injury to people and damage to property.
B. The Contractor and its subcontractors shall comply with all applicable federal,
state and local safety rules, regulations, requirements and orders in the
performance of the work. This shall include the Construction Safety Orders
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and rules of the Division of Industrial Safety, State of California, as contained
in the California Administrative Code, Title 8, Chapter 4.
C. Protection of excavation and trenching shall comply with District Code
9.10.030 and with applicable provisions of the State of California
Administrative Code, Title 8; Industrial Relations, Chapter 4, Subchapter 4,
Construction Safety Orders, and the federal Occupational Safety and Health
Administration (OSHA) Regulations, 29 CFR Part 1926 Subpart P —
Excavations.
D. Competent Person: A Competent Person shall be designated by the
Contractor for any job that requires any individuals to enter a trench or other
excavation regardless of depth. The Competent Person shall conduct daily or
more frequent site inspections as appropriate. The designated Competent
Person shall possess a current certification.
E. Underground Utilities: Prior to any excavation, it is the Contractor's
responsibility to determine the location of all utility installations including,
without limitation, pipes, conductors and conduits for electricity, gas, water,
telephone, cable TV, sewage, storm drainage that could be encountered
during excavation. At least 48 hours prior to commencing any excavation, the
Contractor shall notify Underground Service Alert (USA) by calling 1-800-
227-2600, or 811, in accordance with California state law.
F. Stability of Adjacent Structures: Systems for support of structures adjacent to
excavations are to be provided when the stability of such structures is
threatened by excavation operations. Sidewalks, pavement and other
structures shall not be undermined unless an appropriate protective system is
provided to protect from collapse.
17-05 Plans
A. Final Plans for Main Extensions
1. No changes shall be made in any plan or drawing after it has received
favorable "Final Review for Construction" by Central San, except with
Central San's written concurrence.
2. The Contractor shall keep copies of the Central San-stamped Final Plans
for the project, the Central San Permit, and applicable permits from other
governing agencies incidental to the work at the jobsite (e.g.
encroachment permit) during prosecution of the work, and shall make the
copies available to the Inspector upon request. The Plans, these
Specifications, and required supplementary documents are considered
requirements of the work, and the Contractor shall familiarize itself and
fully comply with all such requirements.
B. Submittals
1. Submit shop drawings and/or other information as required by the Plans or
these Specifications to the Inspector for favorable review prior to
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commencing the related work. These submittals may include, but are not
limited to schedules, fabrication detail drawings, certifications that
materials comply with the specification, evidence of worker's special
qualifications, and information regarding proposed alternate materials,
methods and/or equipment.
2. Review of the Contractor's submittals by Central San shall not relieve the
Contractor of its responsibility for the accuracy of dimensions and details
or for completion of permitted work in compliance with these
Specifications or the Plans.
C. Conformity with the Plans and Allowable Deviations
1. Finished surfaces shall conform to the lines, grades, cross-sections, and
dimensions shown on the Plans.
2. Only deviations from the Plans approved in advance by Central San will
be allowed. Central San reserves the right to order deviation from the
Plans and Specifications as deemed necessary for the proper completion
of the facilities being constructed.
D. Coordination of Plans and Specifications
1. These Specifications, the Plans, and all required supplementary
documents are each an essential part of the permit or agreement, and a
requirement cited in one is as binding as though cited in all. Each
component document is intended to be coordinated with the others, and to
describe and provide for properly completed improvements.
2. The requirements of these Specifications shall govern over citations on
the Plans, unless deviation from the Specifications is specifically
authorized by Central San in writing.
E. Interpretation of Plans and Specifications
1. If the Contractor finds any discrepancy or inconsistency between
information included in the Plans, or these Specifications and any law,
ordinance, regulation, or order, it shall promptly notify Central San.
2. The Contractor shall request clarification, additional information or
direction from Central San if it believes that the work to be done is not
sufficiently clear, detailed or explained in the Plans and/or these
Specifications. Upon receipt of such a request, Central San will render a
determination as expediently as is practical, and the determination made
shall be final.
3. In the event of a discrepancy between the graphical representation and
the words or figures written on a drawing, the words and figures shall be
taken as correct.
4. In the event that an Applicant, Property Owner, Job Engineer, Contractor
or other person fails to comply with these Specifications, the District Code,
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or a specific instruction of the Inspector relative to any work under a
Central San permit or agreement, Central San may suspend or revoke the
permit or agreement until such differences or deficiencies are resolved.
17-06 Lines and Grades
A. Where available grade for side sewer installation is less than 2% and where
the side sewer is more than 100 feet in length, the Central San Inspector may
require that cut sheets and field stakes be submitted by a licensed surveyor
and/or the Contractor use an industrial-standard laser grade control system to
confirm that the pipe is installed to the proper grade.
B. The Contractor shall notify the Job Engineer of the requirements in advance
of starting operations that require stakes or marks. The Contractor shall
request utility marking from USA prior to staking, and favorable review by the
Inspector of stakes in the field is required prior to the commencement of work.
In the judgment of the Inspector, if the stakes or marks suggest that the new
work may conflict with existing improvements, the Contractor shall pothole the
existing improvements to determine whether redesign of the work is required.
C. Stakes and marks shall be carefully preserved by the Contractor. If any such
stakes and marks necessary to complete construction are destroyed or
damaged, the Contractor shall arrange for such stakes and marks to be
replaced.
D. All distances and measurements shall be made in a horizontal plane. Grades
are given from the top of hubs or nails or other points designated by the Job
Engineer.
17-07 Workers
The Contractor shall employ enough competent workers or subcontractors to
produce the work required. If an employee of the Contractor or any subcontractor is
incompetent, appears to be under the influence of alcohol or illegal drugs, or acts in
an unsafe or improper manner, the Contractor shall remove that person from the site
immediately. However, nothing contained in this paragraph shall be construed to
shift the responsibility for supervision of employees of the Contractor or any
subcontractor from the Contractor or subcontractor to Central San, or to require
Central San to take any action regarding any employee of the Contractor or
subcontractor.
17-08 Equipment
The Contractor shall provide adequate and suitable equipment (including, but not
limited to, Personal Protective Equipment, shoring, trench plates, traffic cones, etc.)
needed to produce the quality of work required prior to commencing each day's work
and, when ordered by the Inspector, shall remove unsuitable equipment from the
work.
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Each machine or piece of equipment shall be operated by a person experienced in
handling the make of machine or piece of equipment in use, at a speed or rate of
production not to exceed that recommended by the manufacturer.
17-09 Notice to Adjacent Property Owners and Residents
The Contractor or Owner shall provide written notice to property owners and/or
residents who may be impacted by main sewer or recycled water extension or
private side sewer or recycled service lateral work. The notice shall describe the
type of work to be done and its tentative schedule. For private facility work on
property owned by someone other than the Contractor's customer, the notice shall
be made at minimum of 2 working days prior to the beginning of any work.
17-10 Public Convenience
A. No work may be performed in any public right-of-way without first obtaining an
encroachment permit from the agency having local jurisdiction (i.e., local
traffic engineering, public works department, and/or police).
B. The Contractor shall provide for the safe passage of traffic, including
emergency response vehicles, through the work during construction if work is
located in or affects traffic in any public or private road, right-of-way or access
easement. The attention of the Contractor is directed to the encroachment
permit requirements of Caltrans and/or Contra Costa County and/or cities
within the County regarding the Contractor's responsibility for providing for the
convenience of the public in connection with its operations. Where a conflict
arises, the local ordinances and regulations shall prevail. The Contractor shall
comply with the State of California Department of Transportation's "Manual of
Temporary Traffic Controls for Construction and Maintenance Work Zones"
(latest edition), and any applicable local agency encroachment permit
requirements when work is done in streets, roadways, or similar
thoroughfares subject to vehicular traffic.
C. The Contractor shall conduct its operations to minimize possible obstruction
and inconvenience to traffic, and have under construction no greater length or
amount of work than it can prosecute properly with due regard to the rights
and convenience of the public.
1. Where existing roads are not available for use as detours, all traffic shall
be permitted to pass through the work with as little inconvenience and
delay as possible.
2. Spillage resulting from hauling operations along or across the traveled
way shall be removed immediately.
3. For trenching in existing streets, excavation and pipe installation shall be
coordinated so that no more than 100 linear feet of trench shall be open at
any time. Backfilling operations shall closely follow pipe installation. In new
subdivisions more than 100 feet of trench may be opened if allowed by the
Inspector and if the excavation is properly shored, sloped or benched.
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D. Convenience of abutting Property Owners along the road or sewer shall
reasonably be provided for. Convenient access to driveways, houses and
buildings along the line of the work shall be maintained and temporary
approaches to crossings or intersecting highways shall be provided and kept
in good condition.
E. Right is reserved to cities, local and county authorities, and to water, gas,
telephone, cable and electric power transmission utilities to enter upon any
public highway, road or right-of-way for the purpose of making repairs and
changes that have become necessary by the reason of the sewer or recycled
water installation.
F. All fences subject to interference shall be maintained by the Contractor until
the work is completed, at which time they shall be restored to the condition
existing prior to starting the work.
G. Excavation and backfill shall always be conducted in such a manner as to
provide a reasonably smooth and even surface satisfactory for use by traffic.
When possible, sewer/recycled water construction shall be conducted on one-
half the width of the traveled way at a time and that portion of the traveled
way being used by traffic shall be kept open and unobstructed until the
opposite side of the traveled way is completely ready for use by traffic.
H. While trenching and paving operations are under way, the Contractor shall
ensure that traffic can use the shoulders and the side of the roadbed opposite
the one under construction. When sufficient width is available, a passageway
wide enough to accommodate 2 lanes of traffic shall always be kept open at
locations where construction operations are in active progress.
I. Bridges designed by a licensed Professional Engineer and approved by
Central San shall be installed and maintained across the trench at all
crosswalks, intersections, and at such other points where, in the opinion of
the Inspector, traffic conditions make it advisable for the convenience of
pedestrian traffic.
J. In order to expedite the passage of traffic through or around the work and
where ordered by the State, municipal, local, and/or county authorities having
jurisdiction and/or the Inspector, the Contractor shall install signs, lights,
flares, barricades, and shall furnish a pilot car and driver and other facilities
for the sole convenience and direction of traffic. Whenever the Contractor's
operations create a hazardous condition or where directed by the State,
municipal, local, and/or county authorities having jurisdiction, the Contractor
shall provide and station competent flaggers whose sole duties shall consist
of directing the movement of traffic through or around the work.
K. In addition to the requirements specified for furnishing facilities and flaggers
to expedite the passage of traffic through or around the work, the Contractor
shall furnish and erect, within or adjacent to the limits of the work, such
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warning and directional signs as may be required by the previously named
agencies having jurisdiction.
17-11 Maintenance of Access and Detours
A. The Contractor shall maintain enough trench plates on the jobsite to effect
immediate access for emergency vehicles and reasonable access for
property owners affected by the work. If required, the Contractor shall
construct, maintain, and remove detours to direct both pedestrian and
vehicular traffic through or around the jobsite, as shown on the Plans, or as
directed by the Inspector or other public agency having jurisdiction.
B. At the end of each work day, the Contractor shall ensure that excavations are
properly secured, shored and covered with trench plates to provide for public
safety and unobstructed safe access for vehicular and pedestrian traffic
C. Where the Contractor's operations are not being satisfactorily controlled or
maintained by the Contractor for safe passage of traffic, the Inspector and/or
other public agencies having jurisdiction may order the Contractor to correct
any unsafe conditions, and the Contractor shall comply with such orders.
D. The failure or refusal of the Contractor to properly provide emergency or
Property Owner access, or to employ, control or maintain detours shall be
sufficient cause for suspension of the work until proper access and/or detours
are provided by the Contractor.
17-12 Cleanliness of Jobsite
A. The Contractor shall keep the jobsite clean and orderly and shall sweep
streets affected by the work daily.
B. The Contractor shall promptly remove unused tools and equipment, surplus
materials, rubbish, debris, and dust and shall leave areas affected by work in
a neat and clean condition. Adjacent structures shall be cleaned of dust, dirt,
and debris resulting from the work, as directed by Central San or other local
jurisdictions, and adjacent areas shall be returned to the condition existing
prior to start of work.
C. All clearing, grubbing, demolition, abandonment, and salvage work shall
comply with applicable local, state, and federal statutes, ordinances, codes,
standards, rules, procedures, regulations and safety orders. The Contractor
shall obtain required permits and file required reports in a timely manner.
D. For Sewer Extension Permits, the Contractor shall use appropriately sized
equipment such as power brooms and street sweepers.
17-13 Construction Sequencing
A. All abandonments of side sewer connections to the main sewer shall be
completed before construction of new side sewers or main sewer extensions
on the job.
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B. No building connection will be allowed until downstream sewer jobs passed in
accordance with Subsection 17-17 and accepted in accordance with
Subsection 17-19.
C. Sewer pipelines shall be laid upgrade from the point-of-connection to the
existing sewer with the bell end at the upgrade end of each pipe length.
17-14 Temporary Storm Water Pollution Control
A. The Contractor shall employ best management practices for control of erosion
and jobsite runoff, pollution prevention and protection of water quality.
B. The Contractor shall comply with all applicable federal, state, and local
regulations for disposing of contaminated storm water, groundwater and
contaminated soils resulting from or discovered during excavation.
C. Major contamination, large spills, and other serious hazardous waste
incidents shall require initial containment and immediate response from
specialists. Spills of any material (e.g. sediment-laden wastewater) hazardous
or not, shall be reported immediately. The Contractor shall notify the
Inspector, the Office of Emergency Service (OES) at 8008527550, the
RWQCB at 510-622-2300, and the County Health Department when a
hazardous spill occurs. If there is indecision as to whether water quality will
be impacted, the Contractor shall contact the RWQCB to discuss the
situation.
17-15 Bypassing Wastewater
When work requires that an existing sewer be taken out of operation, the Contractor
shall:
A. Secure and comply with the provisions of permits required for wastewater
bypassing operations, including encroachment permits for equipment and
piping from the applicable local jurisdiction (City or Contra Costa County).
B. Furnish all labor, materials, tools, equipment and supplies required to convey
wastewater from a point upstream to a point downstream of the work.
C. Flow in existing sewers shall not be dammed or otherwise restricted without
the approval of the Inspector. All wastewater facilities shall remain in
continuous operation during construction. Bypassed sewage shall be
contained in an enclosed hose or pipe and shall be redirected into the
sanitary sewer system. Dumping, overland or open channel flow of sewage is
strictly prohibited. Flushing of sewage from spills or from bypass equipment
leakage into storm drains or creeks is also prohibited. Any spill or leakage
shall be immediately contained and conveyed to a sanitary sewer or hauled to
the Wastewater Treatment Plant without undue delay.
D. Pumped bypass systems shall be continuously monitored.
E. After the work necessitating bypassing is completed, flow shall be restored to
normal, all equipment shall be removed from the sewer system, and all pipes
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or structures modified or damaged during the bypass operations shall be
restored to their original condition.
17-16 Disruption of Services
If any operation results in the disruption of service to the public main sewer or
recycled water distribution system, the Contractor shall immediately notify Central
San's Inspector or Central San's emergency dispatch at 925-933-0990. In such a
case, Central San crews will be dispatched, and the Contractor will be billed for all
Central San's costs.
17-17 Final Inspection of the Work
The Contractor may request the Final Inspection when the following has been met:
A. All work covered by the Central San permit is completed, including correction
of deficiencies.
B. All proposed public facilities are set to the final grade.
C. For private developments such as subdivisions, tracts, townhouses,
condominiums and commercial centers, installation is complete for all other
utilities and permanent structural site improvements such as roadway
surfacing, curbs, gutters, sidewalks, etc.
D. The Contractor has cleaned all roadways, rights of way, and all ground used
in connection with the work, of all rubbish, excess materials, falsework,
temporary structures, and equipment, and all parts of the work shall be left in
a neat and presentable condition. Nothing herein, however, shall require the
Contractor to remove warning and directional signs prior to acceptance by
Central San, but the Contractor shall do so immediately after the Final
Inspection is passed.
17-18 Warranty of Proposed Public Facilities
A. Immediately upon passing the Final Inspection for proposed public facilities, a
one-year warranty period on all work shall commence. The warranty shall be
in addition to, and not in limitation of, any other warranty/guarantee required
by law.
B. During the warranty period, Central San, at its sole discretion, may perform
CCTV or other inspections to determine the condition of the proposed public
facilities.
C. Any defective materials, faulty workmanship, and/or deficiencies which are
discovered within the warranty period shall be corrected and/or replaced by
the Contractor.
1. The warranty period may be extended for an additional one-year after
acceptance of such correction or replacement at the discretion of Central
San.
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2. If the repair work is not satisfactorily completed in a timely manner,
Central San may proceed with the necessary repairs and deduct the cost
from the project security in accordance with District Code X5.16.080.
17-19 Acceptance of Proposed Public Facilities
A. Staff will recommend that the Board of Directors, or their authorized
representative, accept the proposed public facilities as contributed assets
after the following conditions have been met-
1.
et:1. The Final Inspection was passed in accordance with Subsection 17-17
2. The Owner has obtained, on behalf of Central San, sufficient property
rights in accordance with Section 9 or Section 14
3. Manufacturer's guarantees, instructions, and parts lists have been
delivered to Central San, if applicable
B. Acceptance of contributed assets for proposed public facilities shall be made
by Central San's Board of Directors, or authorized representative.
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Section 18. Control of Material
18-01 Contractor Furnished Materials
The Contractor shall furnish all materials required to complete the work. The
Contractor shall ensure that materials needed each day are on the jobsite prior to
commencing that day's work.
18-02 Source of Supply and Quality of Materials
Only materials listed on the Approved Materials List shall be used in the work.
Alternative materials conforming to the requirements of these Specifications and
favorably reviewed by Central San will be added to the Approved Materials List and
may be used in the work. All materials proposed for use may be inspected or tested
by Central San at any time during their preparation and use. If it is found that
sources of supply which have been approved do not furnish a uniform product, or if
the product from any source proves unacceptable at any time, the Contractor shall
furnish material from other sources on the Approved Materials List. No material
which after approval has in any way become unfit for use shall be used in the work.
18-03 Acquisition of Materials
The Contractor shall have on-hand, at the time construction starts on any section of
the work, all materials necessary to complete that section of the work in a
reasonable time period.
18-04 Storage of Materials
Materials shall be stored in an approved staging area to ensure the preservation of
their quality and fitness for the work. When determined to be necessary by the
Inspector, materials shall be covered and/or placed on wooden platforms or other
hard, clean surfaces and not on the ground. Stored materials shall be located to
facilitate prompt inspection.
18-05 Defective Materials
Materials that do not conform to the requirements of these Specifications shall be
deemed defective. Such defective materials, whether in place or not, shall be
rejected and removed immediately from the site of the work, unless otherwise
permitted by the Inspector. Central San may remove and replace defective material
should the Contractor fail to comply promptly with any order made under the
provisions of this paragraph. Any cost incurred by Central San will be charged to the
Contractor and/or Owners.
18-06 Trade Names and Alternatives
A. For convenience, certain equipment or materials may be designated on the
Plans in these Specifications, or in the Approved Materials List by trade name
or manufacturer citing model and/or part numbers. The use of alternative
equipment and/or materials that are of equal quality and of the required
characteristics for the purpose intended may be permitted in accordance with
the following requirements:
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1. All information necessary for evaluation of proposed alternative equipment
or materials shall be submitted a minimum of 10 working days prior to the
date that the equipment or materials shall be ordered by the Contractor to
ensure that there is no unacceptable delay in the work. This information
shall include: the names of the manufacturer and supplier of the item, the
manufacturer's model or part number, trade name or other item
identification, the manufacturer's published application, installation and/or
operation manuals and any guarantees, warranties, catalog cuts, data
sheets, and certification of compliance with standards testing agency
specifications or other test procedures used for product quality assurance.
2. Within 5 working days of its receipt of a complete request for consideration
of proposed alternative equipment and/or materials, Central San will
render a determination regarding the suitability of the proposed alternative
for addition to the Approved Materials List, and its determination shall be
final.
B. If the Contractor does not submit timely requests for consideration of
proposed alternative equipment and/or materials, it shall use only equipment
and/or materials that are specifically named in these Specifications, shown on
the Plans or listed in the Approved Materials List.
18-07 Testing Materials
A. Whenever reference is made to a test designation of the American Society for
Testing and Materials (ASTM), or any other recognized national testing or
standards organization, it is to be understood that the most current test
method in use on the date of these Specifications shall prevail.
B. Whenever abbreviations are used in these Specifications or on the Plans in
connection with a reference to material or work requirements or test methods,
such abbreviations shall be construed as set forth under Acronyms,
Abbreviations and Terms.
C. When requested by the Inspector, the Contractor shall furnish samples of
materials proposed for use in the work. Materials may be tested at any time
during the progress of the work. Material found to be defective shall be
rejected.
18-08 Inspection at Source of Supply
Central San may inspect equipment and/or materials proposed for use in main
sewer or recycled water extensions at the source of supply or manufacture.
Representatives of Central San shall be provided reasonable access to such parts of
production facilities that are related to the manufacture or production of equipment
and/or materials proposed for use in the work. Central San assumes no obligation to
inspect materials at the source of supply.
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18-09 Certificates of Compliance
A. Central San may permit the use of equipment and/or materials without
sampling and testing if the equipment and/or materials are accompanied by a
Certificate of Compliance stating that the equipment and/or materials comply
in all respects with the requirements of these Specifications. The certificate
shall be signed by an authorized representative of the manufacturer of the
equipment and/or materials.
B. All materials used based on a Certificate of Compliance may be sampled and
tested at any time. The fact that material is used on the basis of a Certificate
of Compliance shall not relieve the Contractor of responsibility for
incorporating material in the work which conforms to the requirements of the
Plans and Specifications and any such material not conforming to such
requirements will be subject to rejection whether in place or not.
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Part V1 . Technical Specificationsi
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Section 03 20 00 - Concrete Reinforcing
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall furnish, fabricate, and place all concrete reinforcing, welded
wire fabric, couplers and concrete inserts for use in reinforced concrete.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 60 00 - Grout
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ACI 315 Detail and Detailing of Concrete Reinforcement
ACI 318 Building Code Requirements for Structural Concrete and
Commentary
ASTM A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement
ASTM A 185 Specification for Steel Welded Wire Reinforcement, Plain for
Concrete
ASTM A 615 Specification for Deformed and Plain Billet-Steel Bars for
Concrete Reinforcement
ASTM A 775 Specification for Epoxy-Coated Reinforcing Steel Bars
CRSI MSP-1 Concrete Reinforcing Steel Institute Manual of Standard
Practice
Part 2 - Products
2.1 GENERAL
Materials specified in this Section that may remain or leave residue on or within the
concrete shall be classified as acceptable for potable water use by the U.S.
Environmental Protection Agency.
2.2 CONCRETE REINFORCING
A. Concrete reinforcing for all cast-in-place, reinforced concrete construction
shall conform to the following requirements:
1. Bar reinforcement shall conform to the requirements of ASTM A 615 for
Grade 60 Billet Steel Reinforcement with supplementary requirement S-1,
or as otherwise shown.
2. Welded wire fabric reinforcement shall conform to the requirements of
ASTM A 185 and the details shown; provided that welded wire fabric with
longitudinal wire of W4 size wire and smaller shall be either furnished in
flat sheets or in rolls with a core diameter of not less than 10"; and
provided further that welded wire fabric with longitudinal wires larger than
W4 size shall be furnished in flat sheets only.
Part VI. Technical Specifications
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3. Spiral reinforcement shall be cold-drawn steel wire conforming to the
requirements of ASTM A 82.
B. Accessories:
1. Accessories shall include all necessary chairs, slab bolsters, concrete
blocks, tie wires, dips, supports, spacers and other devices to position
reinforcement during concrete placement. All bar supports shall meet the
requirements of the CRSI Manual of Standard Practice, including special
requirements for supporting epoxy-coated reinforcing bars. Wire bar
supports shall be CRSI Class 1 for maximum protection with a 1/8"
minimum thickness of plastic coating that extends at least 1/2" from the
concrete surface. Plastic shall be gray in color.
2. Concrete blocks (dobies), used to support and position Concrete
Reinforcing, shall have the same or higher compressive strength as
specified for the concrete in which it is located. Wire ties shall be
embedded in concrete block bar supports.
C. Epoxy coating for reinforcing and accessories, where indicated, shall conform
to ASTM A 775.
2.4 EPDXY GROUT
Epoxy for grouting reinforcing bars shall be specifically formulated for such
application, for the moisture condition, application temperature and orientation of the
hole to be filled. Epoxy grout shall meet the requirements specified in Section 03 60
00 - Grout.
Part 3 - Execution
3.1 GENERAL
A. All reinforcement-steel, welded wire fabric and other appurtenances shall be
fabricated and placed in accordance with the requirements specified herein.
Welded splices or mechanical couplers shall not be used unless approved by
Central San. Reinforcement shall not be straightened or re-bent.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 FABRICATION
A. Concrete Reinforcing shall be accurately formed, and the fabricating details
shall be prepared in accordance with ACI 315 and ACI 318. Stirrups and tie
bars shall be bent around a pin having a diameter not less than 1" for No. 3
bars, 2" for No. 4 bars and No. 5 bars. Bars shall be bent cold. The Contractor
shall fabricate reinforcement bars for structures in accordance with bending
diagrams, placing lists and placing drawings.
Part VI. Technical Specifications
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B. Fabricating Tolerances: Bars used for concrete reinforcement shall meet the
following requirements for fabricating tolerances:
Bars Tolerance inch
Cut or sheared length 1
Depth of truss bars +0, -1/2
Stirrups, ties, and spirals 1/2
All other bends 1
3.3 PLACING
A. Concrete Reinforcing shall be accurately positioned and shall be supported
and wired together to prevent displacement, using annealed-iron wire ties or
suitable clips at intersections. Concrete, plastic, metal supports, spacers, or
metal hangers shall support all Concrete Reinforcing. Where concrete is to be
placed on the ground, supporting concrete blocks (or dobies) shall be used, in
sufficient numbers to support the bars without settlement, but in no case shall
such support be continuous. All concrete blocks used to support Concrete
Reinforcing shall be tied to the steel with wire ties that are embedded in the
blocks. For concrete over form work, the Contractor shall furnish concrete,
metal, plastic or other acceptable bar chairs and spacers.
B. Limitations on the use of bar support materials shall be as follows:
1. Concrete dobies are permitted at all locations, except where architectural
finish is required.
2. Wire bar supports are permitted only at slabs over dry areas and exterior
wall surfaces.
3. Plastic bar supports are permitted at all locations, except on grade.
4. Tie wires shall be bent away from the forms in order to provide the
specified concrete coverage.
C. Bars additional to those shown that may be found necessary or desirable for
the purpose of securing reinforcement in position shall be provided by the
Contractor.
D. Unless otherwise specified, reinforcement placing tolerances shall be within
the limits specified in Section 7.5 of ACI 318.
E. Bars may be moved as necessary to avoid interference with other Concrete
Reinforcing, conduits, or embedded items. If bars are moved more than 1 bar
diameter or enough to exceed the specified tolerances, the resulting
arrangement of bars shall be as acceptable to Central San.
F. Welded wire fabric reinforcement placed over horizontal forms shall be
supported on slab bolsters. Slab bolsters shall be spaced not more than 30"
on centers, shall extend continuously across the entire width of the
reinforcement mat, and shall support the reinforcement mat in the plane
indicated.
Part VI. Technical Specifications
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G. Welded wire fabric placed over the ground shall be supported on wired
concrete blocks (dobies) spaced not more than 3 feet on centers in any
direction. The practice of placing welded wire fabric on the ground and
hooking into place in the freshly placed concrete shall not be used.
H. Epoxy-coated reinforcing bars shall be stored, transported, and placed in
such a manner as to avoid chipping of the epoxy coating. Non-abrasive slings
made of nylon and similar materials shall be used. Specially coated bar
supports shall be used. All chips or cracks in the epoxy coating shall be
repaired with a compatible epoxy repair material prior to placing concrete.
I. Accessories supporting reinforcing bars shall be spaced such that there is no
deflection of the accessory from the weight of the supported bars. When used
to space the reinforcing bars from wall forms, the forms and bars shall be
located so that there is no deflection of the accessory when the forms are
tightened into position.
3.4 SPACING OF BARS
The clear distance between parallel bars not including bundled bars (except in
columns and between multiple layers of bars in beams) shall not be less than the
nominal diameter of the bars, not less than one and 1-1/2 times the maximum size of
the coarse aggregate, nor less than 1". The clear distance between bars shall also
apply to the distance between a contact splice and adjacent splices or bars.
3.5 SPLICING
A. Reinforcement bar splices shall only be used at locations shown. When it is
necessary to splice reinforcement at points other than where shown, the
character of the splice shall be as acceptable to Central San.
B. The length of lap for reinforcement bars, unless otherwise shown, shall be in
accordance with ACI 318.
C. Laps of welded wire fabric shall be in accordance with ACI 318. Adjoining
sheets shall be securely tied together with No. 14 tie wire, one tie for each 2
running feet. Wires shall be staggered and tied in such a manner that they
cannot slip.
D. Splices in column spiral reinforcement, when necessary, shall be made by a
lap of 1-1/2 turns.
3.6 CLEANING AND PROTECTION
A. Concrete Reinforcing shall be protected at all times from conditions conducive
to corrosion until concrete is placed around it.
B. The surfaces of all Concrete Reinforcing and other metal work to be in
contact with concrete shall be thoroughly cleaned of all dirt, grease, loose
scale, rust, grout, mortar and other foreign substances immediately before the
concrete is placed. Where there is delay in depositing concrete, reinforcement
shall be re-inspected and, if necessary, re-cleaned.
Part VI. Technical Specifications
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3.7 EMBEDMENT OF DRILLED, REINFORCING-STEEL DOWELS
A. Hole Preparation:
1. The hole diameter shall be as recommended by the epoxy manufacturer
but shall be no larger than '/4" greater than the diameter of the outer
surface of the reinforcing bar deformations.
2. The depth of the hole shall be as recommended by the epoxy
manufacturer to fully develop the bar but shall not be less than 12 bar
diameters, unless noted otherwise.
3. The hole shall be drilled by methods that do not interfere with the proper
bonding of epoxy.
4. Existing reinforcing steel in the vicinity of proposed holes shall be located
prior to drilling. The location of holes to be drilled shall be adjusted to
avoid drilling through or nicking any existing reinforcing bars.
5. The hole shall be blown clean with clean, dry compressed air to remove all
dust and loose particles.
B. Epoxy shall be injected into the hole through a tube placed to the bottom of
the hole. The tube shall be withdrawn as epoxy is placed but kept immersed
to prevent formation of air pockets. The hole shall be filled to a depth that
ensures that excess material will be expelled from the hole during dowel
placement.
C. Dowels shall be coated with epoxy and twisted during insertion into the
partially filled hole so as to guarantee full wetting of the bar surface with
epoxy. The bar shall be inserted slowly enough to avoid developing air
pockets.
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Section 03 30 00 - Cast-In-Place Concrete
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall furnish materials, form, mix, place, cure, repair, finish and do all
other work required to produce finished concrete in accordance with the provisions
of this section.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 20 00 - Concrete Reinforcing
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ACI 301 Specifications for Structural Concrete for Buildings
ACI 347 Guide to Formwork for Concrete
ASTM C 33 Specification for Concrete Aggregates
ASTM C 94 Specification for Ready-Mixed Concrete
ASTM C 150 Specification for Portland Cement
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete
ASTM C 309 Specification for Liquid Membrane-Forming Compounds for
Curing Concrete
ASTM C 494 Specification for Chemical Admixtures for Concrete
ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use in Concrete
1.4 CONTRACTOR SUBMITTALS
A. When the Contractor proposes to use a mix design not listed in the Approved
Materials List, the proposed mix design including the proportions and
gradations of all materials proposed shall be submitted to Central San and
shall receive favorable review prior to use. Mix designs shall be tested by an
independent testing laboratory for properties specified in this section, and the
results shall be submitted with the proposed concrete mix designs.
B. Where ready-mix concrete is used, the Contractor shall furnish certified
delivery tickets at the time of delivery of each load of concrete. Each ticket
shall show the state certified equipment used for measuring, and the total
quantities, by weight, of cement, sand, each class of aggregate, admixtures,
and the amounts of water in the aggregate, added at the batching plant, and
the amount allowed to be added at the site for the specific design mix. In
addition, each certificate shall state the mix number, total yield in cubic yards,
and the time of day, to the nearest minute, corresponding to the time when
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the batch was dispatched, when it left the plant, when it arrived at the job,
when unloading began, and when unloading was finished.
C. When a water-reducing admixture is proposed, the Contractor shall furnish
mix designs for concrete both with and without the admixture.
Part 2 - Products
2.1 CONCRETE REINFORCING
Concrete Reinforcing shall satisfy the requirements specified in Section 03 20 00 -
Concrete Reinforcing.
2.2 CONCRETE MATERIALS
A. See Approved Materials List, or approved equal.
B. Materials shall be delivered, stored, and handled to prevent damage by water
or breakage. Only one brand of cement shall be used.
C. All materials furnished for the work shall comply with the requirements of
Sections 201, 203, and 204 of ACI 301, as applicable.
D. Materials for concrete shall conform to the following requirements:
1. Cement shall be standard brand Portland cement conforming to ASTM C
150 for Type I I or Type V.
2. Clean potable or recycled water free from objectionable quantities of silty
organic matter, alkali, salts and other impurities shall be used.
3. Aggregates shall be obtained from pits acceptable to Central San, shall be
non-reactive, and shall conform to ASTM C 33. Lightweight sand for fine
aggregate shall not be permitted.
4. Ready-mix concrete shall conform to the requirements of ASTM C 94.
5. Air-entraining agent shall meet the requirements of ASTM C 260.
6. Fly Ash shall meet the requirements of ASTM C 168.
7. Admixtures may be added at the Contractor's option to control the set,
effect water reduction, and increase workability. The use of an admixture
shall be subject to acceptance by Central San. Concrete shall not contain
more than one water reducing admixture. Water reducing admixture shall
conform to ASTM C 494, Type A or Type D.
8. Calcium chloride shall not be used in concrete.
2.3 CURING MATERIALS
Materials for curing concrete shall conform to ASTM C 309 and be on the Approved
Materials List. Curing compounds shall be white pigmented and resin based. Sodium
silicate compounds shall not be used.
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2.4 CONCRETE DESIGN REQUIREMENTS
A. General
1. Concrete shall be composed of cement, admixtures, aggregates and
water. These materials shall be of the qualities specified. The mix shall be
designed to produce a concrete capable of being deposited to obtain
maximum density and minimum shrinkage and where deposited in forms
to have good consolidation properties and maximum smoothness of
surface.
2. The Contractor is cautioned that the limiting parameters specified below
are NOT a mix design. Additional cement or water reducing agent may be
required to achieve workability demanded by the Contractor's construction
methods.
B. Concrete shall meet the requirements in the following tabulation:
Minimum 28-Day Compressive Strength (psi) 4,000
Maximum Size Aggregate (inches) 1
Minimum Cement per cu yd (sacks*) 6.0
Slump Range 2" to 4"
Maximum W/C Ratio (by weight) 0.45
*Note: One sack of cement equals 94 lbs.
2.5 MEASUREMENT OF CEMENT AND AGGREGATE
The amount of cement and of each separate size of aggregate entering into each
batch of concrete shall be determined by direct weighing equipment acceptable to
Central San.
2.6 MEASUREMENT OF WATER
The quantity of water entering the mixer shall be measured by a suitable water
meter or other measuring device acceptable to Central San and capable of
measuring the water in variable amounts within a tolerance of 1%.
2.7 READY-MIXED CONCRETE
A. Ready-mixed concrete shall be delivered to the site of the work, and
discharge shall be completed within one hour after the addition of the cement
to the aggregates or before the drum has been 250 revolutions, whichever
occurs first. In hot weather, or under conditions contributing to quick stiffening
of the concrete, or when the temperature of the concrete is 85°F or above, the
time between the introduction of the cement to the aggregates and discharge
shall not exceed 45 minutes.
B. Truck mixers shall be equipped with electrically-actuated counters by which
the number of revolutions of the drum or blades may be readily verified. The
counter shall be of the resettable, recording type, and shall be mounted in the
driver's cab. The counters shall be actuated at the time of starting mixers at
mixing speeds.
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C. Each batch of concrete shall be mixed in a truck mixer for not less than 70
revolutions of the drum or blades at the rate of rotation designated by the
manufacturer of equipment. Additional mixing, if any, shall be at the speed
designated by the manufacturer of the equipment as agitating speed. All
materials including mixing water shall be in the mixer drum before actuating
the revolution counter for determining the number of revolutions of mixing.
D. Each batch of ready-mixed concrete delivered at the jobsite shall be
accompanied by a certified delivery ticket furnished to Central San's
Inspector.
E. The use of non-agitating equipment for transporting ready-mixed concrete will
not be permitted only if the pour can be made with continuous placement and
within 30 minutes of batching at the plant.
Part 3 - Execution
3.1 GENERAL
Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms and
conditions of an encroachment permit issued by a city or county) are greater, in
which case the greater requirements shall govern.
3.2 FORMWORK REQUIREMENTS
A. Forms to confine the concrete and shape it to the required lines shall be used
wherever necessary. The Contractor shall assume full responsibility for the
adequate design of all forms, and any forms that are unsafe or inadequate in
any respect shall promptly be removed from the jobsite and replaced. The
design and inspection of concrete forms, false work, and shoring shall comply
with applicable local, state and federal regulations. All design, construction,
maintenance, preparation, and removal of forms shall be in accordance with
ACI 347 and the requirements specified herein.
B. All vertical surfaces of concrete members shall be formed, except where
placement of the concrete against the ground is called for on the Plans.
C. Forms may be reused only if in good condition and acceptable to Central San
3.3 REINFORCEMENT REQUIREMENTS
A. All Concrete Reinforcing and appurtenances shall be fabricated and placed in
accordance with Section 03 20 00 - Concrete Reinforcing.
B. Reinforcement shall not be straightened or re-bent. Bars with kinks or bends
not shown shall not be used. All bars shall be bent cold.
C. Concrete Reinforcing shall be accurately positioned as shown and shall be
supported and wired together to prevent displacement, using annealed iron
wire ties or suitable clips at intersections. Where concrete is to be placed on
the ground, supporting concrete blocks (or dobies) shall be used, in sufficient
numbers to support the bars without settlement, but in no case shall such
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support be continuous. All concrete blocks used to support Concrete
Reinforcing shall be tied to the steel with wire ties that are embedded in the
blocks.
D. Tie wires shall be bent away from the forms in order to provide the specified
concrete coverage.
E. Concrete Reinforcing shall at all times be protected from conditions conducive
to corrosion until concrete is placed around it.
3.4 PROPORTIONING AND MIXING
A. Proportioning of the concrete mix shall conform to the requirements of
Chapter 3 of ACI 301.
B. Mixing of concrete shall conform to the requirements of Chapter 7 of ACI 301.
C. Re-tempering of concrete that has partially hardened shall not be permitted.
3.5 PREPARATION OF SURFACES FOR CONCRETING
A. Earth surfaces shall be thoroughly wetted by sprinkling, prior to the placing of
any concrete, and these surfaces shall be kept moist by frequent sprinkling up
to the time of placing concrete thereon. The surface shall be free from
standing water, mud, and debris at the time of placing concrete.
B. All water entering the space to be filled with concrete shall be cut off or
diverted prior to placement of concrete. No concrete shall be deposited
underwater nor shall the Contractor allow still water to rise on any concrete
until the concrete has attained its initial set. Water shall not be permitted to
flow over the surface of any concrete in such manner and at such velocity as
will injure the surface finish of the concrete.
3.6 HANDLING, TRANSPORTING AND PLACING
A. Placing of concrete shall conform to the applicable requirements of Chapter 8
of ACI 301 and the requirements of this Section. No aluminum materials shall
be used in conveying any concrete.
B. Concrete shall be conveyed from the mixer to place of deposit by methods
that prevent separation or loss of material.
C. No concrete shall be placed when the ambient temperature exceeds 105°F.
3.7 CONSOLIDATION
As concrete is placed in the forms or in excavations, it shall be thoroughly settled,
tamped and compacted, throughout the entire depth, into a dense, homogeneous
mass, filling all corners and angles, thoroughly embedding the reinforcement,
eliminating rock pockets, and bringing only a slight excess of water to the exposed
surface of concrete during placement using mechanical vibrators. Vibrators shall be
high speed power vibrators (8,000 to 10,000 rpm).
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3.8 FINISHING CONCRETE SURFACES
A. Finished surfaces shall be free from fins, bulges, ridges, offsets,
honeycombing, or roughness of any kind, and shall present a finished,
smooth, continuous hard surface, and shall be plumb, level or conform to the
profiles and dimensions shown on the Plans.
B. No treatment is required after form removal except for curing, repair of
defective concrete, and treatment of surface defects.
C. Surface holes larger than 2" in diameter or deeper than 3" are defined as
surface defects in basins and exposed walls.
3.9 CURING
A. All concrete shall be cured for no less than 7 days after placing, in
accordance with the methods indicated below:
Surface to be Cured Method
Unstripped forms 1
Encasement concrete, thrust blocks, manhole bases and 2
top blocks
All other concrete surfaces 3
B. Method 1: Outside of wooden forms shall be wetted immediately after
concrete has been placed and shall be kept wet with water until removal. If
steel forms are used the exposed concrete surfaces shall be kept
continuously wet until the forms are removed. If forms are removed within 7
days of placing the concrete, curing shall be continued in accordance with
Method 3.
C. Method 2: The surface shall be covered with moist earth for no less than 4
hours or more than 24 hours after the concrete is placed. Earthwork
operations that may damage the concrete shall not begin until at least 7 days
after placement of concrete. Stacking of manhole components on cast-in-
place bases shall not commence until the next working business day after the
base has been placed.
D. Method 3: The surface shall be sprayed with a liquid curing compound
applied in accordance with the manufacturer's printed instructions. Curing
compound shall be applied as soon as the concrete has hardened enough to
prevent marring on unformed surfaces and within one hour after removal of
forms. Repairs to formed surfaces shall be made within the one-hour period.
3.10 TREATMENT OF SURFACE DEFECTS
All repairs shall be built up and shaped in such a manner that the completed work
will conform to the requirements of this section, using approved methods which will
not disturb the bond, cause sagging or cause horizontal fractures. Surfaces of said
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repairs shall receive the same kind and amount of curing treatment as required for
the concrete in the repaired section.
3.11 CARE AND REPAIR OF CONCRETE
The Contractor shall protect all concrete against injury or damage from excessive
heat, lack of moisture, overstress or any other cause until Acceptance of Proposed
Public Facilities by Central San. Care shall be taken to prevent the drying of
concrete and to avoid roughening or otherwise damaging the surface. Any concrete
found to be damaged, or which may have been originally defective, or which
becomes defective at any time prior to the Acceptance of Proposed Public Facilities,
or which departs from the established line or grade, or which, for any other reason,
does not conform to the requirements of the Plans, shall be satisfactorily removed
and replaced with acceptable concrete.
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Section 03 34 13 - Controlled Low-Strength Material (CLSM)
Part 1 - General
1.1 THE REQUIREMENTS
The Contractor shall furnish all materials for Controlled Low Strength Material
(CLSM) in accordance with the provisions of this Section.
1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 33 Specification for Concrete Aggregates
ASTM C 39 Standard Test Method for Compressive Strength of
Cylindrical Concrete Specimens
ASTM C94 Specifications for Ready-mixed Concrete
ASTM C 150 Specification for Portland Cement
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete
ASTM C 494 Specification for Chemical Admixtures for Concrete
ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural
Pozzolan for Use as a Mineral Filler in Portland Cement
Concrete
1.3 CONTRACTOR SUBMITTALS
When the Contractor proposes to use a mix design not listed in the Approved
Materials List, the proposed mix design including the proportions and gradations of
all materials proposed shall be submitted to Central San and shall receive favorable
review prior to use. Mix designs shall be tested by an independent testing laboratory
for properties specified in this Section, and the results shall be submitted with the
proposed CLSM mix designs.
1.4 QUALITY ASSURANCE
Central San Inspectors may take samples of CLSM from time to time to ensure
compliance with the requirements of this Section.
Part 2 - Products
2.1 MATERIALS
A. See Approved Materials List, or approved equal.
B. CLSM shall be a mixture of cement (one sack per cubic yard minimum; two
sacks per cubic yard maximum), pozzolan, fly ash, coarse and fine
aggregate, admixtures, and water batched by a ready mix concrete plant and
delivered to the work by means of standard transit mixing trucks. The mixture
shall produce a material which may be excavated by hand. The minimum 28-
day compressive strength shall be 50 psi and the maximum 28-day
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compressive strength shall be no greater than 150 psi in accordance with
ASTM C 39.
C. Cement shall be Type II in accordance with the requirements of ASTM C 150.
D. Pozzolan and/or fly ash may be added to improve the flowability and shall be
Type F in accordance with the requirements of ASTM C 618.
E. Coarse aggregate shall consist of a well-graded mixture of crushed rock, or
sand with a maximum size aggregate of 3/8". 100% shall pass the 1/2" sieve.
Not more than 30% shall be retained by the 3/8" sieve and not more than
12% shall pass the number 200 sieve. All material shall be free from organic
matter and meet the requirements of ASTM C 33.
F. Clean potable or recycled water free from objectionable quantities of silty
organic matter, alkali salts and other impurities shall be used.
2.2 ADMIXTURES
A. An air entraining admixture may be added to improve the workability and shall
be in accordance with the requirements of ASTM C 260. The entrained air
content shall be a minimum of 8% and a maximum of 20% as required by the
Contractor to meet the uses specified herein.
B. A water reducing agent may be added in accordance with the requirements of
ASTM C 494 to improve workability.
Part 3 - Execution
3.1 GENERAL
Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms and
conditions of an encroachment permit issued by a city or county) are greater, in
which case the greater requirements shall govern.
3.2 PREPARING FOR PLACEMENT
The subgrade and compacted fill and/or trench to receive CLSM shall be
appropriately bedded, backfilled and compacted.
3.3 MIXING AND DELIVERING
CLSM shall be batched by a ready-mix batching plant acceptable to Central San.
3.4 PLACEMENT
A. Use of CLSM in the pipe zone may cause flotation or displacement of the pipe
during installation of the CLSM. The Contractor shall take necessary
precautions to prevent flotation and ensure that the pipe is installed according
to the alignment and grade shown on the Plans.
B. CLSM shall be placed by means of tailgate discharge, conveyor belts,
concrete pumps, or other means acceptable to Central San.
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C. A vibrator may be used to ensure that all voids, crevices, and pockets are
filled with CLSM. Care shall be taken to avoid over-consolidation of the
material separating the large and fine aggregate.
D. Where new CLSM shall be placed against existing CLSM, the placement shall
be clean of all loose and foreign material. The surface of existing CLSM shall
be soaked a minimum of one hour before placement of fresh CLSM. No
standing water will be allowed before starting placement of fresh CLSM.
E. When placing CLSM for trench dams, the Contractor shall ensure that no
voids exist around the pipe barrel and that the CLSM completely fills the
trench width, including keyways, for the full depth required, as shown.
F. When using CLSM as abandonment grout, the Contractor shall contain CLSM
in sewer pipelines and structures to be abandoned using bulkheads.
3.5 FINISHING CLSM
The finished surface of CLSM shall be smooth and to the grade shown on the Plans
or as directed by Central San.
3.6 PROTECTION
CLSM shall be protected from running water, rain, freezing, or other conditions that
could damage the material until cure is complete.
3.7 TRENCH BACKFILL
No equipment, traffic, or backfill shall be allowed on the CLSM until the surface of
the CLSM is able to withstand a 20-psi load without displacement or damage. If
necessary, the Contractor shall provide steel trench plates that span the trench until
the CLSM has reached the required strength.
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Section 03 40 00 - Precast Concrete
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall furnish and install precast boxes and vaults as shown on the
Plans, including appurtenances necessary for a complete installation.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 30 00 - Cast-In-Place Concrete
B. Section 03 60 00 - Grout
1.3 CONTRACTOR SUBMITTALS
The Contractor shall submit shop drawings for all precast concrete items not
included in the Approved Materials List. Submitted drawings shall show all
dimensions, location and type of embedded items, lifting inserts, and details of
reinforcement and joints.
1.4 QUALITY ASSURANCE
A. Tests on component materials and for compressive strength of concrete will
be performed as specified herein.
B. Test methods and criteria for evaluation and acceptance of concrete shall be
as specified in Section 03 30 00 - Cast-In-Place Concrete.
Part 2 - Products
2.1 MANUFACTURED ITEMS
A. Precast items shall be as listed in the Approved Materials List or approved
equal.
B. Concrete used for manufactured vaults shall have a minimum 28-day
compressive strength of 3,000 psi.
C. Precast items to be installed in areas subject to vehicular traffic shall be
designed for H-20 loads.
2.2 PREFORMED JOINT SEALANT
Preformed joint sealant shall be as listed in the Approved Materials List or approved
equal.
2.3 NON-SHRINK GROUT
Non-shrink grout shall be as specified in Section 03 60 00 - Grout.
Part 3 - Execution
3.1 GENERAL
Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms and
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conditions of an encroachment permit issued by a city or county) are greater, in
which case the greater requirements shall govern.
3.2 INSTALLATION
A. All precast items shall be installed in accordance with the manufacturer's
recommendations. All joints shall be sealed by the use of preformed sealant
or joint tape so as to be watertight. All precast boxes and vaults shall be set
on a minimum foundation of 6" of Type I Bedding and Backfill Material
compacted to 95% relative compaction.
B. Connections to precast items shall be made by one of the following:
1. Casting sections of pipe into the item.
2. Core drilling or casting pipe chases into the items. Where core drilled
holes or cast-in pipe chases are used; the annular space between the
core-drilled hole or chase and the connecting pipe shall be filled with non-
shrink grout or sealed using an approved resilient connector, skirt or
reducing coupling, unless otherwise specified on the Plans. All such
connections shall be watertight.
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Section 03 60 00 - Grout
Part 1 - General
1.1 THE REQUIREMENT
A. The Contractor shall furnish grout and shall form, mix, place, cure, repair,
finish and do all other work as required to produce finished grout in
accordance with the provisions of this Section.
B. The following types of grout are covered in this Section:
1. Non-Shrink Grout: shall be used wherever grout is shown on the Plans or
required by these Specifications, unless another type is specifically
referenced.
2. Epoxy Grout
3. Grout for Topping and Concrete Fill
4. Abandonment Grout
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 30 00 - Cast-In-Place Concrete
B. Section 03 34 13 - Controlled Low-Strength Material (CLSM)
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 109 Test Method for Compressive Strength of Hydraulic Cement
Mortars (Using 2-in or 50-mm Cube Specimens)
ASTM C 579 Test Methods for Compressive Strength of
Chemical-Resistant Mortars, Grouts, Monolithic Surfacing,
and Polymer Concretes
ASTM C 827 Standard Test Method for Change in Height at Early Ages of
Cylindrical Specimens of Cementitious Mixtures
ASTM C1107 Standard Specification for Packaged dry, Hydraulic Cement
Grout (Non-shrink)
1.4 CONTRACTOR SUBMITTALS
Upon request by Central San, the Contractor shall submit certified test results
verifying that grout meets the compressive strength, shrinkage, and expansion
requirements specified herein; and manufacturer's literature containing instructions
and recommendations on the mixing, handling, placement and appropriate uses for
each type of grout used in the work.
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1.5 QUALITY ASSURANCE
A. Field Tests: Compression test specimens may be taken by the Inspector at
any time during construction to ensure continued compliance with these
Specifications. The specimens will be made by the Inspector.
1. Compression tests and fabrication of specimens for non-shrink grout will
be performed as specified in ASTM C 109.
2. Compression tests and fabrication of specimens for epoxy grout will be
performed as specified in ASTM C 579, Method B.
Part 2 - Products
2.1 CEMENT GROUT
A. Cement grout shall be composed of 1-part cement, 3 parts sand, and the
minimum amount of water necessary to obtain the desired consistency.
Where needed to match the color of adjacent concrete, white Portland
cement shall be blended with regular cement as needed. The minimum
required compressive strength at 28 days shall be 4,000 psi.
B. Component materials for cement grout materials shall be as specified in
Section 03 30 00 - Cast-In-Place Concrete.
2.2 PREPACKAGED GROUTS
A. Non-Shrink Grout:
1. Non-shrink grout shall be inorganic, non-gas liberating, nonmetallic,
cement-based grout requiring only the addition of water. Manufacturer's
instructions shall be printed on each bag or other container in which the
materials are packaged. The specific formulation for each class of non-
shrink grout shall be as recommended by the manufacturer for the
particular application.
2. Non-shrink grouts shall have a minimum 2) day compressive strength of
5,000 psi; shall have no shrinkage (0.0%) and a maximum of 4%
expansion in the plastic state when tested in accordance with ASTM C
827; and shall have no shrinkage (0.0%) and a maximum of 0.2%
expansion in the hardened state when tested in accordance with ASTM
C1 107.
3. Non-shrink grout shall be used for the repair of all holes and defects in
concrete members which are water bearing or in contact with soil or other
fill material, grouting under all equipment base plates, and at all locations
where grout is specified in the Plans; except for those applications where
epoxy grout, grout for topping and concrete fill, and abandonment grout is
specified herein.
B. Epoxy Grout:
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1. Epoxy grout shall be a pourable, non-shrink, 100% solids system. The
epoxy grout system shall have 3 components: resin, hardener, and
specially blended aggregate, all pre-measured and prepackaged. The
resin component shall not contain any non-reactive diluents. Resins
containing butyl glycidyl ether (BGE) or other highly volatile and
hazardous reactive diluents are not acceptable. Variation of component
ratios is not permitted unless specifically recommended by the
manufacturer. Manufacturer's instructions shall be printed on each
container in which the materials are packaged.
2. The chemical formulation of the epoxy grout shall be that recommended
by the manufacturer for the particular application.
3. The mixed epoxy grout system shall have a minimum working life of 45
minutes at 75°F.
4. The epoxy grout shall develop a compressive strength 5,000 psi in 24
hours and 10,000 psi in 7 days when tested in accordance with ASTM C
579, Method B. There shall be no shrinkage (0.0%) and a maximum 4%
expansion when tested in accordance with ASTM C 827.
2.3 GROUT FOR TOPPING AND CONCRETE FILL
A. Grout for topping of slabs and building up surfaces of tank, channel and basin
bottoms shall be composed of cement, fine aggregate, coarse aggregate,
water, and admixtures proportioned and mixed as specified herein. All
component materials and procedures specified for concrete in Section 03 30
00 - Cast-In-Place Concrete shall apply except as noted otherwise herein.
B. Topping grout and concrete fill shall contain a minimum of 6 sacks (564
pounds) of cement per cubic yard with a maximum water-cement ratio of
0.45.
C. Coarse aggregate shall be graded as follows:
U.S. Standard Sieve Size Percent by Weight Passing
1/2" 100
3/8" 90-100
No. 4 20-55
No. 8 5-30
No. 16 0-10
No. 30 0
D. Final mix design shall be as determined by trial mix design under supervision
of an approved testing laboratory.
E. Strength: Minimum compressive strength of topping grout and concrete fill at
the end of 28 days shall be 3,000 psi.
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2.4 ABANDONMENT GROUT
Refer to Section 03 34 13 - Controlled Low-Strength Material (CLSM) for
abandonment grout requirements.
2.5 CURING MATERIALS
C. Curing materials shall be as specified in Section 03 30 00 - Cast-In-Place
Concrete for cement grout and as recommended by the manufacturer of
prepackaged grouts.
2.6 CONSISTENCY
A. The consistency of grouts shall be that necessary to completely fill the space
to be grouted for the particular application. Dry pack consistency shall be
such that the grout is plastic and moldable but will not flow. Where dry pack is
called for on the Plans, it shall mean a grout of that consistency; the type of
grout to be used shall be as specified herein for the particular application.
B. The slump of grout for topping and concrete fill shall be adjusted to match
placement and finishing conditions but shall not exceed 4".
2.7 MEASUREMENT OF INGREDIENTS
A. Measurements for cement grout shall be made accurately by volume using
containers. Shovel measurement shall not be allowed.
B. Prepackaged grouts shall have ingredients measured by means
recommended by the manufacturer.
Part 3 - Execution
3.1 GENERAL
A. All surface preparation, curing, and protection of cement grout shall be as
specified in Section 03 30 00 - Cast-In-Place Concrete. The finish of the grout
surface shall match that of the adjacent concrete.
B. Base concrete shall have attained its design strength before grout is placed,
unless otherwise authorized by Central San.
C. Grout at the consistency necessary for the particular application shall be
placed in such a manner so as to completely fill the space to be grouted.
D. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 GROUTING PROCEDURES
A. Prepackaged Grouts:
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1. All mixing, surface preparation, handling, placing, consolidation, curing,
and other means of execution for prepackaged grouts shall be done
according to the instructions and recommendations of the manufacturer.
B. Grout for topping or concrete fill:
1. All finish work shall be completed prior to placement of topping or concrete
fill. The base slab shall be given a roughened textured surface by
sandblasting or hydro blasting, exposing the aggregates, to ensure
bonding to the base slab.
2. The minimum thickness of grout topping and concrete fill shall be 1".
Where the finished surface of concrete fill is to form an intersecting angle
of less than 450 with the concrete surface it is to be placed against, a key
shall be formed in the concrete surface at the intersection point. The key
shall be a minimum of 3" wide by 1" deep.
3. The base slab shall be thoroughly cleaned and wetted prior to placing
topping and fill. No topping concrete shall be placed until the slab is free
from standing pools or ponds of water. A thin coat of Type II cement shall
be broomed into the surface of the slab just before topping of fill
placement. The topping and fill shall be compacted by rolling or tamping,
brought to established grade, and floated.
4. Topping grout placed on sloping slabs shall proceed uniformly from the
bottom of the slab to the top, for the full width of the placement.
5. The surface shall be tested with a straight edge to detect high and low
spots which shall be immediately eliminated. When the topping and fill has
hardened sufficiently, it shall be steel troweled to a smooth surface free
from pinholes and other imperfections. An approved type of mechanical
trowel may be used as an assist in this operation, but the last pass over
the surface shall be by hand-troweling. During finishing, no water, dry
cement or mixture of dry cement and sand shall be applied to the surface.
C. Abandonment Grout
1. Placing of Material
a) Batching, mixing, and placing may be started if the weather conditions
are favorable and when the air temperature is 34°F and rising. At the
time of placement, the abandonment grout shall have a temperature of
at least 40°F. Mixing and placing shall stop when the air temperature is
38°F or less and falling.
b) The Contractor shall contain abandonment grout in sewer pipelines
and structures to be abandoned using bulkheads.
c) The Contractor shall utilize an air gap or relief for proper flow.
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Section 05 50 00 - Miscellaneous Metal Work
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall provide miscellaneous metalwork and appurtenances,
complete, in accordance with the Plans and these Specifications.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 20 00 - Concrete Reinforcing
B. Part VII Standard Drawings
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM A 36 Carbon Structural Steel
ASTM A 48 Specification for Gray Iron Castings
ASTM A 123 Zinc (Hot-Dip Galvanized) Coatings on Iron and Steel
Products
ASTM A 153 Zinc Coating (Hot-Dip) on Iron and Steel Hardware
ASTM A 307 Carbon Steel Bolts and Studs, 60,000 psi Tensile
ANSI/AWS D1.1 Structural Welding Code— Steel
AWS American Welding Society Standards
Part 2 - Products
2.1 GENERAL
A. See Approved Materials List, or approved equal.
B. Standard: Structural steel shapes, plates, bars (excluding Concrete
Reinforcing covered in Section 03 20 00 - Concrete Reinforcing) shall
conform to the requirements of ASTM A 36.
C. Corrosion Protection: Fabricated steel shall be coated in accordance with
Section 05 50 00 - Miscellaneous Metal Work or shall be hot dip galvanized
as indicated on the Plans.
D. Stainless Steel: Unless otherwise indicated, stainless steel metalwork and
bolts shall be of Type 316 stainless steel and shall not be galvanized.
2.2 BOLTS AND ANCHORS
A. Standard Service Bolts (Not Buried or Submerged): Bolts, anchor bolts and
cap screws shall be in accordance with the requirements of ASTM A 307
Grade A or B, or threaded parts of ASTM A 36.
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B. Length of Bolts: The length of all bolts shall be such that after joints are made
up, each bolt shall extend through the entire nut, but in no case more than '/2"
beyond the nut.
C. Adhesive Anchors: Unless otherwise indicated, all drilled, concrete or
masonry anchors shall be adhesive anchors. No substitutions will be
considered unless accompanied with ICBO report verifying strength and
material equivalency.
D. Epoxy adhesive anchors are required for drilled anchors where exposed to
weather, in submerged, wet, splash, overhead and corrosive conditions, and
for anchoring handrails, pumps, mechanical equipment and reinforcing bars.
Epoxy systems shall be per the Approved Materials List. Threaded rods shall
be Type 316 stainless steel. Holes are to be clean and dry prior to the
application of epoxy.
E. Unless otherwise shown, glass capsule, polyester resin adhesive anchors will
be permitted in locations not specified above and shall be per the Approved
Materials List. Threaded rod shall be galvanized steel.
F. Expanding-Type Anchors: Expanding-type anchors if indicated or permitted
shall be steel expansion type per the Approved Materials List. Lead caulking
anchors will not be permitted. Size shall be as shown. Non-embedded buried
or submerged anchors shall be Type 316 stainless steel.
G. Lubricant: Non-seize lubricant shall be applied to the threads of all stainless-
steel bolts prior to installation.
2.3 CASTINGS
A. Steel castings shall contain no less than 0.6% of manganese and not less
than 0.2% of silicon.
B. All castings shall be sound and free from shrinkage crack, blow holes and
other defects. All fins and burnt sand shall be removed. Excessive porosity
and spongy surfaces will constitute causes for rejection. Central San shall be
final judge as to whether the defects present are sufficient to cause rejection.
C. No welding or patching of defects in castings will be permitted unless
authorized by the Inspector. Any such welding or patching done without the
Inspector's consent shall be cause for rejection.
D. All castings shall be true to the form and dimensions shown on the Standard
Drawings. After inspection and prior to shipping, all machined surfaces shall
be coated with a blue rust inhibitive lacquer, or other material which can be
easily removed, unless otherwise specified.
E. Castings shall not be more than 7-1/2% overweight.
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2.4 CAST IRON FRAME AND COVERS
A. Castings for manhole frames and covers shall be non-rocking and shall
conform to the requirements of ASTM A 48, Class 30. Cast iron covers and
frames with a rubber O-ring shall be heavy traffic type with a minimum weight
and diameter as shown in the Standard Drawings. Frame and cover shall be
designed for H-20 traffic loading. Each item in a set of frames and covers
shall be supplied by the same Manufacturer.
B. Refer to DWG 19-08 for cover requirements. Covers for public sewer
manholes shall be marked "CCCSD." Covers for manholes in private sewer
systems shall be marked "Sanitary Sewer".
C. The cover and its seat in the frame shall be machined so that the cover will sit
evenly and firmly in the frame. Cast iron frames and covers shall be dipped or
painted with asphalt.
2.5 FILLETS
A. Steel, gray iron, malleable iron and bronze castings shall be provided with
continuous fillets in all inside angles. The radius of curvature of the exposed
surface of a fillet shall define the size of the fillet.
B. The size of fillets shall not be less than one-half (1/2) of the thickness of the
thinnest adjoined member nor less than '/2".
2.6 MATCH MARKING
Connecting parts assembled in the shop for the purpose of alignment in the field
shall be match marked.
Part 3 - Execution
3.1 GENERAL
Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms and
conditions of an encroachment permit issued by a city or county) are greater, in
which case the greater requirements shall govern.
3.2 FABRICATION AND INSTALLATION REQUIREMENTS
Except as otherwise indicated, the fabrication and erection of structural steel shall
conform to the requirements of the American Institute of Steel Construction "Manual
of Steel Construction," current edition.
3.3 WELDING
A. All welding shall be by the metal-arc method or gas-shielded arc method as
described in the American Welding Society's (AWS) "Welding Handbook" as
supplemented by other pertinent standards of the AWS. Qualification of
welders shall be in accordance with the AWS Standards.
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B. In assembly and during welding, the component parts shall be adequately
clamped, supported and restrained to minimize distortion and for control of
dimensions. Welded reinforcement shall be as indicated by the AWS
Standards. Upon completion of welding, all weld splatter, flux, slag and burrs
left by attachments shall be removed. Welds shall be repaired to produce a
workmanlike appearance, with uniform weld contours and dimensions. All
sharp corners of material which are to be painted or coated shall be ground to
a minimum 1/32" chamfer.
C. Welding electrodes shall be uniformly and heavily coated (not washed) and
shall be of such nature that the coating will not chip or peel while being used
with the maximum amperage specified by the manufacturer.
3.4 GALVANIZING
All structural steel plates shapes, bars and fabricated assemblies to be galvanized
shall be thoroughly cleaned of rust and scale, and galvanized in accordance with the
requirements of ASTM A 123. Bolts, anchor bolts, nuts and similar threaded
fasteners, after being properly cleaned, shall be galvanized in accordance with the
requirements of ASTM A 153. Field repairs to galvanizing shall be made using
approved coating according to the Approved Materials List.
3.5 DRILLED ANCHORS
Drilled anchors and reinforcing bars shall be installed in strict accordance with the
manufacturer's instructions. Holes shall be roughened with a brush on a power drill,
cleaned and dried. Expanding anchors if permitted shall not be installed until the
concrete has reached the required 28-day compressive strength. Adhesive anchors
shall not be loaded until the adhesive has reached its indicated strength in
accordance with the manufacturer's instructions.
3.6 CUTTING WITH TORCH
A. The use of a cutting torch is permissible if the metal being cut is not carrying
stress during the operation.
B. When cutting with a torch, cuts shall be true to line with a maximum deviation
of 1/8'. All burned edges shall be finished by grinding or chipping.
C. The use of the cutting torch will be permitted on ends that form compression
connections providing a minimum of 1/4" of metal is left to be removed by
machining.
- END OF SECTION —
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Section 09 90 00 - Painting and Coating
Part 1 - General
1.1 THE REQUIREMENT
A. The Contractor shall apply protective coatings, complete and in place, where
indicated on the Plans, or as directed by the Inspector, in accordance with the
requirements of this Section.
B. The Contractor or its subcontractor who applies the protective coatings shall
possess a valid license from the California Contractor's State License Board
as required for performance of the painting and coating work.
1.2 CONTRACTOR SUBMITTALS
A. Upon request by Central San, the Contractor shall submit the following
information prior to commencement of protective coating work:
1. Coating Materials List: Showing the manufacturer and the name of the
product. The list shall be submitted prior to or at the time of submittal of
samples.
2. Upon request by Central San, Contractor shall provide samples of all
paint, finishes, and other coating materials on 8-1/2" by 11" sheet metal.
Each sheet shall be completely coated over its entire surface with one
protective coating material, type, and color.
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards: The following referenced surface preparation
Specifications of the Steel Structures Painting Council shall form a part of this
specification:
SSPC SP Description
1 Solvent Cleaning Removal of oil, grease, soil, salts, and other soluble
contaminants by cleaning with solvent, vapor, alkali,
emulsion or steam.
2 Hand Tool Cleaning Removal of loose rust, loose mill scale, loose paint and
other loose detrimental foreign matter, by hand
chipping, scraping, sanding and wire brushing.
3 Power Tool Cleaning Removal of loose rust, loose mill scale, loose paint and
other loose detrimental foreign matter, by power tool
chipping, descaling, sanding, wire brushing and
grinding.
5 White Metal Blast Removal of all visible rust, oil, grease, soil, dust, mill
Cleaning scale, paint, oxides, corrosion products and foreign
matter by blast cleaning.
6 Commercial Blast Removal of all visible oil, grease, soil, dust, mill scale,
Cleaning rust, paint, oxides, corrosion products, and other foreign
matter, except that staining shall be limited to no more
than 33% of each square inch of surface area.
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7 Brush-Off Blast Removal of all visible oil, grease, soil, dust, loose mill
Cleaning scale, loose rust and loose paint.
10 Near-White Blast Removal of all visible oil, grease, soil, dust, mill scale,
Cleaning rust, paint, oxides, corrosion products and other foreign
matter, except that staining shall be limited to no more
than 5% of each square inch of surface area.
13 Surface Preparation of Removal of all visible oil, grease, soil, dust, mill scale,
Concrete, Abrasive paint, oxides, corrosion products and foreign matter by
Blast Cleaning Method I blast cleaning.
1.4 QUALITY ASSURANCE
A. The Contractor shall prepare surfaces and apply coatings in strict accordance
with the requirements and intent of the Specifications. All materials furnished
and all work accomplished shall be subject to inspection by Central San. The
Contractor shall provide access and allow for adequate time to perform all
inspections.
B. Quality assurance procedures and practices shall be used to monitor all
phases of surface preparation, application and inspection throughout the
duration of the project. Procedures or practices not specifically defined herein
may be used provided they meet recognized and acceptable professional
standards and are approved by Central San.
Part 2 - Products
2.1 GENERAL
A. The Contractor shall use suitable coating materials as recommended by the
manufacturer. Materials shall comply with Volatile Organic Compound (VOC)
limits applicable at the site.
B. Coating materials shall be sealed in containers clearly labeled to indicate the
designated name, formula or specification number, batch number, color, date
of manufacture and name of manufacturer, all of which shall be plainly legible
at the time of use.
2.2 COATING SYSTEMS FOR EXPOSED STEEL PIPE
A. Zinc/Epoxy/Polyurethane System: The zinc primer shall be an aromatic
urethane that contains at least 83% of metallic zinc by weight in the dried film
and is recommended by the coating manufacturer as a primer for this system.
The intermediate coat shall be a high-build two-component epoxy with a
solids content of at least 69% by volume. Finish coats shall be a two-
component aliphatic acrylic or polyester polyurethane coating material that
provides superior color and gloss retention, resistance to chemical fumes and
severe weathering. Finish coat shall have a minimum solids content of 73%
by volume.
1. Prime coat (minimum dry film thickness = 3 mils): Tnemec Series 90-97
Tneme-Zinc, Amercoat 68HS, Carbozinc 859, or equal.
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2. Intermediate coat (minimum dry film thickness = 4 mils): Tnemec Series
N69 Polyamidoamine Epoxy, Amerlock 400, Carboguard 890 or equal.
3. Finish coats (one or more, minimum dry film thickness = 3 mils): Tnemec
Series 1075 Endurashield, Ameron Amershield, Carbothane 134 HG or
equal.
4. Total system minimum dry film thickness = 10 mils.
5. Intermediate coat shall be applied in excess of 4 mils minimum dry film
thickness or in more than one coat as necessary to completely cover the
organic zinc primer and prevent application bubbling of the polyurethane
finish coat.
6. More than one finish coat shall be applied as necessary to produce a
finish with uniform color and texture. If the organic zinc primer is used as a
pre-construction or shop applied primer, all damaged and uncoated areas
shall be spot abrasive blasted and coated after construction using the
indicated material.
Part 3 - Execution
3.1 GENERAL
Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms and
conditions of an encroachment permit issued by a city or county) are greater, in
which case the greater requirements shall govern.
3.2 STORAGE, MIXING AND THINNING OF MATERIALS
A. Manufacturer's Recommendations: Unless otherwise indicated, the coating
manufacturer's printed recommendations and instructions for thinning, mixing,
handling, applying, and protecting its coating materials, for preparation of
surfaces for coating and for all other procedures relative to coating shall be
strictly observed.
B. All protective coating materials shall be used within the manufacturer's
recommended shelf life.
C. Storage and Mixing: Coating materials shall be stored under the conditions
recommended by the Material Safety Data Sheets, and shall be thoroughly
stirred, strained, and kept at a uniform consistency during application.
Coatings of different manufacturers shall not be mixed together.
3.3 METAL SURFACE PREPARATION (UNGALVANIZED)
A. The minimum abrasive blasting surface preparation shall be as indicated in
the coating manufacturer's printed recommendations for the intended service.
B. Workmanship for metal surface preparation shall be in conformance with the
current SSPC Standards and this Section. Blast cleaned surfaces shall match
the standard samples available from the National Association of Corrosion
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Engineers (NACE), Standard TM-01-70 - Visual Standard for Surfaces of New
Steel Airblast Cleaned with Sand Abrasive and TM-01-75 - Visual Standard
for Surfaces of New Steel Centrifugally Blast Cleaned with Steel Grit.
C. All oil, grease, welding fluxes, and other surface contaminants shall be
removed by solvent cleaning per SSPC SP1 - Solvent Cleaning prior to blast
cleaning.
D. All sharp edges shall be rounded or chamfered and all burrs, surface defects
and weld splatter shall be ground smooth prior to blast cleaning.
E. The type and size of abrasive shall be selected to produce a surface profile
that meets the coating manufacturer's recommendation for the particular
coating and service conditions. Abrasives for submerged and severe service
coating systems shall be clean, hard, sharp cutting crushed slag. Automated
blasting systems shall not be used for surfaces that will be in submerged
service. Metal shot or grit shall not be used for surfaces that will be in
submerged service, even if subsequent abrasive blasting is planned to be one
with hard, sharp cutting crushed slag.
F. The abrasive shall not be reused unless an automated blasting system is
used for surfaces that will be in non-submerged service. For automated
blasting systems, clean oil-free abrasives shall be maintained. The abrasive
mix shall include at least 50% grit.
G. The Contractor shall comply with the applicable federal, state and local air
pollution control regulations for blast cleaning.
H. Compressed air for air blast cleaning shall be supplied at adequate pressure
from well-maintained compressors equipped with oil and moisture separators
that remove at least 95% of the contaminants.
I. Surfaces shall be cleaned of all dust and residual particles of the cleaning
operation by dry air blast cleaning, vacuuming, or another approved method
prior to painting.
J. Enclosed areas and other areas where dust settling is a problem shall be
vacuum cleaned and wiped with a tack cloth.
K. Damaged or defective coating shall be removed by the blast cleaning to meet
the clean surface requirements before recoating.
L. If the required abrasive blast cleaning will damage adjacent work, the area to
be cleaned is less than 100 square feet, and the coated surface will not be
submerged in service, then SSPC SP2 or SSPC SP3 is to be used.
M. Shop applied coatings of unknown composition shall be completely removed
before the indicated coatings are applied. Valves, castings, ductile or cast-
iron pipe, and fabricated pipe or equipment shall be examined for the
presence of shop-applied temporary coatings. Temporary coatings shall be
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completely removed by solvent cleaning per SSPC SP1 before the abrasive
blast cleaning work has been started.
N. Shop primed equipment shall be solvent cleaned in the field before finish
coats are applied.
3.4 SURFACE PREPARATION FOR GALVANIZED FERROUS METAL
A. Unless noted otherwise, galvanized ferrous metal shall be alkaline cleaned
per SSPC SP1 to remove oil, grease, and other contaminants detrimental to
adhesion of the protective coating system to be used, followed by brush off
blast cleaning per SSPC SP7.
B. Pretreatment coatings of surfaces shall be in accordance with the printed
recommendations of the coating manufacturer.
3.5 SURFACE PREPARATION OF FERROUS SURFACES WITH EXISTING
COATINGS
A. General: All grease, oil, heavy chalk, dirt, or other contaminants shall be
removed by solvent or detergent cleaning prior to abrasive blast cleaning. The
generic type of the existing coatings shall be determined by laboratory testing.
B. The Contractor shall provide the degree of cleaning indicated in the coating
system schedule for the entire surface to be coated. If the degree of cleaning
is not indicated in the schedule, deteriorated coatings shall be removed by
abrasive blast cleaning to SSPC SP6. Areas of tightly adhering coatings shall
be cleaned to SSPC SP7, with the remaining thickness of existing coating not
to exceed 3 mils.
C. If coatings to be applied are not compatible with existing coatings, the
Contractor shall apply intermediate coatings per the paint manufacturer's
recommendation for the indicated coating system or shall completely remove
the existing coating prior to abrasive blast cleaning. A small trial application
shall be conducted for compatibility prior to painting large areas.
D. Coatings of unknown composition shall be completely removed prior to
application of new coatings.
E. Where indicated or where site conditions do not permit dry abrasive blasting
due to dust or air pollution considerations, water abrasive blasting or wet
abrasive blasting may be used. In both methods, paint-compatible corrosion
inhibitors shall be used, and coating application shall begin as soon as the
surfaces are dry. Water abrasive blasting shall be done using high pressure
water with sand injection. In both methods, the equipment used shall be
commercially produced equipment with a successful service record. Wet
blasting methods shall not be used for submerged and severe service coating
systems unless indicated.
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3.6 PREPARATION FOR COATING
A. All surfaces to receive protective coatings shall be cleaned as indicated prior
to application of coatings. The Contractor shall examine all surfaces to be
coated and shall correct all surface defects before application of any coating
material. All marred or abraded spots on shop-primed and on factory-finished
surfaces shall receive touch-up restoration prior to any coating application.
Surfaces to be coated shall be dry and free of visible dust.
B. Surfaces that are not to receive protective coatings shall be protected during
surface preparation, cleaning, and coating operations.
C. All hardware, lighting fixtures, switch plates, machined surfaces, couplings,
shafts, bearings, nameplates on machinery, and other surfaces not to be
painted shall be removed, masked or otherwise protected. Drop cloths shall
be provided to prevent coating materials from falling on or marring adjacent
surfaces. The working parts of all mechanical and electrical equipment shall
be protected from damage during surface preparation and coating operations.
Openings in motors shall be masked to prevent entry of coating or other
materials.
D. Care shall be exercised not to damage adjacent work during blast cleaning
operations. Spray painting shall be conducted under carefully controlled
conditions. The Contractor shall be fully responsible for and shall promptly
repair any and all damage to adjacent work or adjoining property occurring
from blast cleaning or coating operations.
E. Cleaning and coating shall be coordinated so that dust and other
contaminants from the cleaning process will not fall on wet, newly coated
surfaces.
3.7 APPLICATION OF COATING
A. Coating shall be done in a workmanlike manner so as to produce an even film
of uniform thickness. Edges, corners, crevices, and joints shall receive special
attention to insure thorough cleaning and adequate thickness of coating
material. The finished surfaces shall be free from runs, drops, ridges, waves,
laps, brush marks, and variations in color, texture, and finish. The finish coat
application shall be so complete that the addition of another coat would not
substantially change the color or texture of the finished work.
B. All damage to surfaces resulting from the work shall be cleaned, repaired,
and refinished to its original condition.
- END OF SECTION -
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Section 22 05 29 - Hangers and Supports for Piping
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall provide all tools, supplies, materials, equipment, and all labor
necessary for the furnishing, construction, and installation of all pipe supports,
hangers, guides, and anchors shown, specified, or required for a complete and
operable piping system.
1.2 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS
Commercial Standards.-
A.
tandards:A. AISC Specifications for the Design Fabrication, and Erection of Structural
Steel for Buildings
B. ANSI/ASME B31.1 Power Piping
C. ASTM A123 Specification for Zinc (Hot-Dip Galvanized) Coatings on Iron and
Steel Products
Part 2 — Products
2.1 GENERAL
A. Code Compliance: All piping systems and pipe connections to equipment
shall be properly supported, to prevent undue deflection, vibration, and
stresses on piping, equipment, and structures. All supports, and parts thereof,
shall conform to the requirements of ANSI/ASME B31.1, except as
supplemented or modified by these Specifications. Supports for plumbing
piping shall be in accordance with the latest edition of the applicable plumbing
code, or local administration requirements.
1. All pipe supports and restraints shall be designed to support their
respective pipes under the maximum combination of peak loading
conditions, including pipe weight, liquid weight, liquid movement, pressure
forces, thermal expansion and contraction, vibrations and all probable
externally applied forces, including but limited to seismic forces, wind
forces and forces applied during construction.
B. Structural Members: Wherever possible, pipes shall be attached to structural
members. All supplementary members shall be in accordance with the
requirements of the building code and the American Institute of Steel
Construction.
C. Support Spacing: Supports for piping with the longitudinal axis in
approximately a horizontal position shall be spaced to prevent excessive sag,
bending and shear stresses in the piping, with special consideration given
where components, such as flanges and valves, impose concentrated loads.
Where calculations are not made or more stringent requirements from pipe
manufacturers prevail, suggested maximum spacing of supports are given in
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the tables herein. Vertical supports shall be spaced to prevent the pipe from
being overstressed from the combination of all loading effects:
1. Support Spacing for Schedule 40 & 80 Steel Pipe:
Pipe Size (in) Max Span (ft)
1/2 6
3/4 & 1 8
1-1/4 to 2 10
3 12
4 14
6 17
8 & 10 19
12 & 14 23
16 & 18 25
20 & Above 30
2. Support Spacing for Welded Fabricated Steel Pipe:
Maximum Spans for Pipe Supported in Minimum
120-degree Contact Saddles (feet)
Pipe Size Wall Thickness (inches)
(in) 3/16 '/4 5/16 3/8 7/16 1/2 5/8 3/4 7/8 1
24 33 37 41 43 45 47
26 34 38 41 44 46 48
28 34 38 41 44 47 49
30 34 38 42 45 48 49
32 34 39 42 45 48 50
34 35 39 43 46 48 50
36 35 39 43 46 49 51 55
38 35 39 43 46 49 51 55
40 35 40 43 47 49 52 56
42 35 40 44 47 50 52 56
45 -- 40 44 47 50 53 57
48 -- 40 44 47 50 53 58 61
For steel pipe sizes not presented in this table, the support spacing shall be
designed so that the stress on the pipe does not exceed 5,000 psi. Maximum
deflection of pipe shall be limited to 1/360th of the span and shall be
calculated by using the formula:
L = (7500tD/(32t+D))1/2
where: t = Thickness (inches)
D = Diameter (inches)
L = Maximum span (feet)
3. Support Spacing for Ductile Iron Pipe:
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Pipe Size in Suggested Max Span ft
All Sizes Supports per length or 10 feet
One of 2 supports located at joint
4. Support Spacing for Copper Tubing:
Nominal Pipe Maximum Span
Diameter (feet)
(inches)
1/2 to 1-1/2 6
2to4 10
6 and greater 12
D. Pipe Hangers: Pipe hangers shall be capable of supporting the pipe in all
conditions of operation. They shall allow for free expansion and contraction of
the piping and shall prevent excessive stress on equipment. All hangers shall
have a means of vertical adjustment after erection. Hangers shall be
designed so that they cannot become disengaged by any movement of the
supported pipe. Hangers subject to shock, seismic disturbances, or thrust
imposed by the actuation of safety valves, shall include hydraulic shock
suppressors. All hanger rods shall be subject to tensile loading, only.
E. Hangers Subject to Horizontal Movements: At hanger locations where lateral
or axial movement is anticipated, suitable linkage shall be provided to permit
such movement. Where horizontal pipe movement is greater than 1/2", or
where the hanger rod deflection from the vertical is greater than 4° from the
cold to the hot position of the pipe, the hanger rod and structural attachment
shall be offset in such a manner that the rod is vertical in the hot position.
F. Spring-Type Hangers: Spring-type pipe hangers shall be provided for piping
subject to vibration or vertical expansion and contraction, such as engine
exhausts and similar piping. All spring-type hangers shall be sized to the
manufacturer's printed recommendations and the loading conditions
encountered. Variable spring supports shall be provided with means to limit
misalignment, buckling, eccentric loading, or to prevent overstressing of the
spring, and with means to indicate at all times the compression of the spring.
The support shall be designed for a maximum variation in supporting effort of
25% for the total travel resulting from thermal movement.
G. Thermal Expansion: Wherever expansion and contraction of piping is
expected, a sufficient number of expansion loops or joints shall be provided,
together with the necessary rolling or sliding supports, anchors, guides,
pivots, and restraints. They shall permit the piping to expand and contract
freely in directions away from the anchored points and shall be structurally
suitable to withstand all loads imposed.
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H. Heat Transmission: Supports, hangers, anchors, and guides shall be so
designed and insulated, that excessive heat will not be transmitted to the
structure or to other equipment
I. Riser Supports: Where practical, risers shall be supported on each floor with
riser clamps and lugs, independent of the connected horizontal piping.
J. Freestanding Piping: Free-standing pipe connections to equipment, like
chemical feeders, pumps, etc., shall be firmly attached to fabricated steel
frames made of angles, channels, or I-beams anchored to the structure.
Exterior, free-standing overhead piping shall be supported on fabricated pipe
stands, consisting of pipe columns anchored to concrete footings, with
horizontal, welded steel angles and U-bolts or clamps, securing the pipes.
K. Point Loads: Any meters, valves, heavy equipment, and other point loads on
PVC, fiber glass, and other plastic pipes, shall be supported on both sides,
according to manufacturer's recommendations, to avoid undue pipe stresses
and failures. To avoid point loads, all supports on plastic and fiber glass
piping shall be equipped with extra wide pipe saddles or galvanized steel
shields.
L. Noise Reduction: To reduce transmission of noise in piping systems, all
copper tubes in buildings and structures shall be wrapped with a 2-inch wide
strip of rubber fabric or similar, suitable material, at each pipe support,
bracket, clip, or hanger.
2.2 MANUFACTURED SUPPORTS
A. Stock Parts: Where not specifically shown or detailed, designs, generally
accepted as exemplifying good engineering practice, using stock or
production parts, shall be utilized wherever possible. Such parts shall be
locally available, new, of best commercial quality, designed and rated for the
intended purpose.
B. Manufacturers, or Equal-
1.
qual:1. Basic Engineers, Pittsburgh, PA;
2. Bergen-Paterson Corp., Boston, MA;
3. Elcen Metal Products Company, Franklin Park, IL;
4. Grinnell Corp., Cranston, RI;
5. NPS Industries, Inc., Secaucus, NJ.
2.3 COATING
A. Galvanizing: Unless otherwise indicated in the Project Documents, all
fabricated pipe supports, other than stainless steel or non-ferrous supports,
shall be blast-cleaned after fabrication and hot-dip galvanized in accordance
with ASTM A123.
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B. Other than stainless steel or non-ferrous supports, all supports shall receive
protective coatings in accordance with the requirements of Section 09 90 00 -
Painting and Coating. Pipe supports shall be painted to match the piping
system.
Part 3 — Execution
3.1 INSTALLATION
A. General: All pipe supports, hangers, brackets, anchors, guides, and inserts
shall be fabricated and installed in accordance with the manufacturer's printed
instructions and ANSI/ASME B31.1. All concrete inserts for pipe hangers and
supports shall be coordinated with the formwork.
B. Appearance: Pipe supports and hangers shall be positioned in such a way as
to produce an orderly, neat piping system. All hanger rods shall be vertical,
without offsets. Hangers shall be adjusted to line up groups of pipes at the
proper grade for drainage and venting, as close to ceilings or roofs as
possible, without interference with other work.
3.2 FABRICATION
A. Quality Control: Pipe hangers and supports shall be fabricated and installed
by experienced welders and fitters, using the best welding procedures
available. Fabricated supports shall be neat in appearance without sharp
corners, burrs, and edges.
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Section 31 05 19 - Geosynthetics for Earthwork
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall furnish and install geotextile in accordance with the provisions
of this Section.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 31 23 16 - Excavation, Bedding and Backfill
B. Section 32 12 16 - Asphalt Paving
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM D 276 Test Methods for Identification of Fibers of Textiles
ASTM D 4354 Practice for Sampling of Geosynthetics for Testing
ASTM D 4491 Standard Test Methods for Water Permeability of
Geotextiles
ASTM D 4533 Standard Test Methods for Trapezoid Tearing Strength of
Geotextiles
ASTM D 4632 Test Method for Grab Breaking Load and Elongation of
Geotextiles
ASTM D 4751 Test Method for Determining Apparent Opening Size of a
Geotextile
ASTM D 4833 Standard Test Methods for Index Puncture Resistance of
Geomembranes and Related Products
ASTM D 4873 Guide for Identification, Storage and Handling of
Geosynthetic Rolls and Samples
TxDOT 3099 Geotextile Asphalt Retention
Part 2 — Products
2.1 GEO TEXTILE FOR WRAPPING FOUNDATION ROCK
A. Geotextile shall be as listed in the Approved Materials List.
B. Geotextile wrapped around the foundation rock material shall be a high
modulus woven fabric. The fabric shall be inert to commonly encountered
chemicals, rot-proof, and resistant to ultraviolet light exposures, insects, and
rodents. The fabric shall meet the following physical requirements:
Property Requirement Test Method
Grab/Elongation, Ibs/% 160 x 160 / 150 x 50 ASTM D 4632
Trapezoidal Tearing Strength, 60 x 60 ASTM D 4533
lbs.
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Apparent Opening Size US Sieve <70 ASTM D 4751
Puncture, lbs. 95 ASTM D 4833
Permeability, Sec-1/ pm/ft. 1.4/110 ASTM D 4491
2.2 GEO TEXTILE FOR PAVING
A. Geotextile paving fabric shall be as listed in the Approved Materials List.
B. Geotextile for paving shall be a non-woven material consisting of at least 85%
by weight of polyolefin, polyesters, or polyamides. The fabric shall be
resistant to chemical attack, rot and mildew and shall have no tears or defects
that will adversely alter its physical properties. The fabric shall be specifically
designed for pavement application and be heat bonded on one side only to
assist in preventing bleed through of tack coat and sticking of fibers to wheels
of lay-down equipment. The fabric shall meet the following physical
requirements:
Property Requirement Test Method
Tensile Strength, lbs. 80 ASTM D 4632
Elongation, percent 50 ASTM D 4632
Asphalt Retention, gal/sq yd 0.2 TxDOT 3099
Melting Point, degrees F 300 ASTM D 276
Surface Texture Heat bonded on one side Visual inspection
only
Note: All numerical values shown above represent minimum average roll
values. Test results from any sampled roll in a lot shall meet or exceed the
minimum values shown. Lots shall be sampled in accordance with ASTM D
4354.
2.3 TACK COAT
The tack coat used to bond the fabric to the base pavement shall be in accordance
with the requirements of Section 32 12 16 -Asphalt Paving, except that the use of
cutbacks or emulsions that contain solvents shall not be allowed.
Part 3 — Execution
3.1 GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
B. Geotextile shall be provided in rolls wrapped with protective covering to
protect the fabric from mud, dirt, dust, debris, ultraviolet radiation, and
abrasion. The fabric shall be free of defects or flaws that significantly affect its
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physical properties. Each roll of fabric in the shipment shall be labeled in
accordance with ASTM D 4873.
C. Geotextile shall be handled and placed in accordance with the manufacturer's
recommendations.
3.2 INSTALLATION OF GEOTEXTILE FOR FOUNDATION ROCK
A. Geotextile for foundation rock shall be installed as specified in the Plans and
Section 3123 16 - Excavation, Bedding and Backfill. The geotextile shall be
wrapped entirely around the rock with a minimum 12" overlap. Punctures in
the geotextile shall be covered with a 12" square minimum patch.
B. Geotextile and foundation rock shall be provided beneath manholes and
structures where water or soft ground is present.
3.3 PAVEMENT SURFACE PREPARATION
The pavement surface shall be cleaned to remove all dirt, water, and oil from base
pavement or aggregate base rock. Cracks 1/4" wide and wider shall be cleaned and
filled with suitable bituminous material or by a method approved by Central San
and/or the local jurisdiction. Crack filling material shall be allowed to cure prior to
geotextile placement. Where pavement is severely cracked, rutted, deformed, or
otherwise distressed, a leveling course shall be placed as directed by Central San
and/or the local jurisdiction.
3.4 TACK COAT
A. Minimum air and pavement temperature shall be 50°F or higher for placement
of asphalt and shall be 60°F or higher for placement of asphalt emulsion.
B. The sealant material shall be spread by means of a calibrated pressure
distributor truck. The asphalt sealant shall be uniformly spray-applied to the
prepared dry pavement surface at the rate of 0.20 to 0.30 gallons per square
yard or as recommended by the geotextile manufacturer and approved by
Central San. When using emulsions, the application rate shall be increased
as directed by Central San to offset water content of the emulsion. Some
underlying surfaces may require a higher application rate. Within street
intersections, on steep grades, or in other zones where vehicle speed
changes are commonplace, the normal application rate shall be reduced
about 20% as directed by Central San but to no less than 0.20 gallons per
square yard.
C. For paving grade asphalt cements, the distributor tank temperature shall not
be less than 285°F nor exceed 325°F to avoid damage to the geotextile. For
asphalt emulsions, the distributor tank temperatures shall be maintained
between 130°F and 160°F.
D. The target width of sealant application shall be the width of the geotextile plus
6". The sealant shall be applied only as far as in advance of geotextile
installation as is appropriate to insure a tacky surface at the time of geotextile
placement. Geotextile shall be placed the same day as the sealant. Traffic
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shall not be allowed on the sealant. Excess asphalt shall be cleaned from the
road surface.
3.5 PLACEMENT OF GEO TEXTILE FOR PAVING
A. The geotextile shall be placed into the sealant using mechanical or manual
laydown equipment capable of providing a smooth installation with a minimum
amount of wrinkling or folding prior to the sealant cooling and losing
tackiness. When asphalt emulsions are used, the emulsion shall be allowed
to cure properly, essentially with no moisture remaining prior to placing the
geotextile and overlay. Wrinkles or folds in excess of 1" shall be slit and laid
flat. All transverse joints and slit folds or wrinkles shall be shingle-lapped in
the direction of the paving operation. Brooming and/or pneumatic rolling will
be required to maximize geotextile contact with pavement surface. Additional
hand-placed sealant material may be required at laps and repairs as
determined by Central San and/or the local jurisdiction.
B. All areas with geotextile placed shall be paved the same day. No traffic
except necessary construction equipment and emergency vehicles shall be
allowed to drive on the fabric. Turning of the paver and other vehicles shall be
done gradually and kept to a minimum to avoid movement and damage to the
geotextile. Abrupt starts and stops shall also be avoided. Damaged geotextile
shall be removed and replaced with the same type of geotextile, and the
overlaps shall be shingle-lapped in the direction of paving. Overlaps shall not
exceed 6".
3.6 PLACEMENT OF OVERLAY OR TRENCH PATCH
A. All areas in which geotextile has been placed shall be paved during the same
day. The temperature of the hot mix shall not exceed 325°F. Sealant bleeding
through the geotextile shall be removed. Excess sealant can be removed by
broadcasting hot mix or sand on the fabric. Excess sand or hot mix should be
removed before beginning the paving operation. In the event of rainfall on the
fabric prior to the placement of the asphalt overlay, the geotextile shall be
allowed to dry completely before asphalt is placed. This will prevent the
trapping of water (steam) under the hot asphalt that could induce cracking.
B. Asphalt concrete pavement shall be placed over the geotextile to a minimum
thickness of 2-1/2" or the thickness required by the local jurisdiction,
whichever is greater in accordance with the requirements specified in Section
32 12 16 -Asphalt Paving.
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Section 31 23 16 - Excavation, Bedding and Backfill
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall provide all labor, materials, and equipment necessary to
perform all excavation, bedding, backfill and grading operations required for
construction of the work.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 03 34 13 - Controlled Low-Strength Material (CLSM)
B. Section 31 05 19 - Geosynthetics for Earthwork
C. Part VII Standard Drawings
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM D 1556 Test Method for Density and Unit Weight of Soil in Place
by Sand-Cone Method
ASTM D 1557 Test Methods for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-Ibf/ft3 (2,700 kN-
m/m3))
ASTM D 2419 Standard Test Method for Sand Equivalent Value of Soils
and Fine Aggregates
ASTM D 2487 Practice for Classification of Soils for Engineering
Purposes (Unified Soil Classification System)
ASTM D 6938 Test Methods for In-Place Density and Water Content of
Soil and Soil-Aggregate by Nuclear Methods (Shallow
Depth)
ASTM D 4253 Test Methods for Maximum Index Density and Unit
Weight of Soils Using a Vibratory Table
ASTM D 4254 Test Methods for Minimum Index Density and Unit
Weight of Soils and Calculation of Relative Density
1.4 CONTRACTOR SUBMITTALS
A. Compaction testing of bedding and backfill materials shall be required for all
main sewer extensions and laterals in public streets.
B. Compaction testing of bedding and backfill for side sewer work on private
property may be required at the discretion of the Inspector.
C. The required compaction testing shall be conducted under the direction of a
Civil or Geotechnical Engineer licensed by the State of California. As a
condition of Central San's Final Inspection, a Certification Report indicating
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that compaction results meet or exceed the requirements of these
Specifications shall be submitted by the engineer in responsible charge of the
compaction testing with a cover letter bearing the engineer's professional
stamp.
D. Compaction testing shall be completed prior to the acceptance televising of
the sewer and installation of final paving.
1.5 QUALITY ASSURANCE
A. Where soil material is required to be compacted to a percentage of maximum
density, the maximum density at optimum moisture content will be determined
in accordance with ASTM D 1557. Where cohesionless, free draining soil
material is required to be compacted to a percentage of relative density, the
calculation of relative density will be determined in accordance with ASTM D
4253 and D 4254. Field density in-place tests will be performed in accordance
with ASTM D 1556, ASTM D 6938, or by such other means acceptable to
Central San. At a minimum, compaction tests shall be conducted for each 50
feet of trench and for each 2 feet of trench depth, unless otherwise specified
by the agency with jurisdiction for the roadway.
B. If a first test and a subsequent re-test of the bedding or backfill show non-
compliance with the density required under this Section, the Contractor shall
remove and re-compact the material represented by the test/retest as
necessary to ensure compliance.
C. The Contractor shall provide access in the excavation for the soil compaction
testing technician or Inspector. This shall include providing site-specific safety
equipment and temporary shoring to enable compaction testing at each
required level within the excavation. Should the Contractor have backfilled to
an elevation above that required to be tested, he shall excavate the backfill
down to the necessary level for testing and provide shoring at his cost.
Subsequent backfilling shall also be at the Contractor's cost.
Part 2 — Products
2.1 SUITABLE BEDDING AND BACKFILL MATERIAL
A. Bedding and backfill material shall be selected or processed clean, free from
grass, roots, brush, other vegetation, debris, refuse or other deleterious
material of any kind.
B. The following types of bedding and backfill materials are designated and
defined as follows:
1. Type I Bedding and Backfill Material (Class 2 Aggregate Base): Shall be
newly quarried or recycled material (not mined alluvial material), and shall
be certified by the quarry or recycler as complying with the provisions of
Caltrans Specifications Section 26 (Class 2 Aggregate Base) for 3/4"
maximum grading.
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2. Type III Bedding and Backfill Material (native material from trench
excavation): Shall be free from vegetable matter, debris and refuse, shall
contain no concrete, stones or clods larger than 3" in any dimension and
shall contain sufficient fines so that all voids will be filled when compacted,
and shall be so constituted that compaction requirements can be met.
3. Select Type III Bedding and Backfill Material (native material from trench
excavation): Shall meet all requirements of the above described Type III
Bedding and Backfill Material with the additional requirement that the
maximum particle size shall be 3/4" in diameter.
4. Coarse Bedding Material (Drain Rock/Foundation Rock): Shall be crushed
stone or gravel (not mined alluvial material), with a minimum of 95%
crushed particles per CTM 205, durable and free from slaking or
decomposition under action of alternate wetting and drying with minimum
Durability Index of 40 per CTM 229. The material shall meet the following
gradation requirements:
Sieve Size Percentage Passing
2-inch 100
1-1/2-inch 90-100
3/4-inch 5-30
3/8-inch 0-5
No. 200 0-2
C. Controlled Low Strength Material shall conform to the requirements of Section
03 34 13 - Controlled Low-Strength Material (CLSM).
2.2 UNSUITABLE MATERIAL
A. Unsuitable materials for bedding and backfill shall include soils, which when
classified under ASTM D 2487 fall in the classifications of PT, OH, CH, MH,
or OL. In addition, any soil that cannot be sufficiently compacted to achieve
the percentage of maximum density specified for the intended use shall be
considered unsuitable.
B. Chemical testing for corrosivity shall be performed for all materials proposed
for use as bedding and backfill for metallic or reinforced concrete pipe. The
testing shall be in accordance with the requirements of CTM 417, CTM 422
and CTM 643. Bedding and backfill materials shall be considered unsuitable
when the chloride concentration exceeds 500 ppm, sulfate concentration
exceeds 1,500 ppm, resistivity is less than 2,000 ohm-cm or pH is less than
6.5. Testing shall be performed by a qualified laboratory approved by Central
San, and the data shall be submitted to the Inspector for acceptance prior to
use of the material in the work.
C. Type III materials which are too wet to be compacted to specified compaction
shall not be rejected solely because they are too wet for proper compaction.
The Contractor may at its option, dry these materials in accordance with
Paragraph 3.8.G of this section prior to compaction. Alternatively, the
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Contractor may remove the Type III materials and provide imported backfill
material.
D. Backfill placed within 6" of any structure or pipe shall be free of rocks or
unbroken clods of earth larger than 3" in any dimension.
E. All material that is determined to be unsuitable for use as bedding and backfill
or that is in excess of the amount required shall be removed immediately and
disposed of properly by the Contractor.
2.3 USE OF SUITABLE BEDDING AND BACKFILL MATERIAL
Backfill types shall be used in accordance with the following provisions:
A. Pipe zone backfill (bedding, haunching and shading), as defined under
paragraph 3.6 Bedding and Backfill herein, shall be Type I Bedding and
Backfill Material (Class 2 Aggregate Base) unless otherwise specified on the
Plans.
B. Trench zone backfill, as defined under paragraph 3.6 Bedding and Backfill
herein, for pipelines in public and private streets and other paved areas shall
be Type I Bedding and Backfill Material (Class 2 Aggregate Base).
C. Trench zone backfill in future roadway or street rights-of-way or in off road
locations (e.g., easements) may be Type III Bedding and Backfill Material
(native trench soil) so long as specified compaction is achieved.
D. Final Backfill as defined under "Pipe and Utility Trench Backfill herein, for
pipelines in public and private streets and other paved areas shall be Type I
Bedding and Backfill Material (Class 2 Aggregate Base).
E. Backfill around structures, vaults, and valve boxes shall be Type I Bedding
and Backfill Material (Class 2 Aggregate Base).
F. Backfill used to replace structure and pipeline trench over-excavation of wet
or soft trench bottom conditions shall be Coarse Bedding and Backfill Material
(Drain Rock/Foundation Rock) with a geotextile envelope (minimum one-foot
overlap) around the rock to prevent migration of fines.
G. Controlled Low Strength Material may be used for pipe zone backfill and
trench zone backfill whenever pre-approved in writing by Central San or
shown on the Plans.
H. Trenches in landscaped or cultivated areas shall have the top 12" inches
backfilled with topsoil.
2.4 FILTER FABRIC
Filter fabric shall be as specified in Section 31 05 19 - Geosynthetics for Earthwork.
2.5 TRENCH DAMS, AND PIPE ANCHORS
Trench Dams and Pipe Anchors shall be provided at the locations shown on the
Plans and shall be constructed as shown in the Standard Drawings as follows:
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• DWG 20-05 Trench Dams
• DWG 21-03 Pipe Anchor Detail
Trench dams shall be of the length and width dimensions shown in the detail, shall
extend below finished grade as shown in the detail, and shall be constructed of
controlled low strength material (CLSM) as specified in Section 03 34 13 - Controlled
Low-Strength Material (CLSM).
Part 3 — Execution
3.1 GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
B. Prior to any excavation and backfill work, the Contractor shall obtain and
provide Central San with copies or other evidence of acquisition thereof, all
required permits for the work, including but not limited to: County and/or City
encroachment permits, Central San permits, Cal OSHA Excavation Permit,
and Competent Person certification.
C. Material to be used for backfill shall be laid alongside of the trench and kept
trimmed so as to cause as little inconvenience as possible to public travel and
the normal use of adjacent properties. However, stockpiled material shall be
kept a minimum of two feet from the edge of the trench and the face of the
stockpile shall be sloped as needed. Free access shall be provided to all fire
hydrants, water gates, meters, and private drives. Gutters or other drainage
ways shall be kept clear unless other temporary provisions are made for
maintaining drainage.
D. In advance of placing sewer pipe or structures, material within the area where
such pipe or structures are to be placed, which in the opinion of the Inspector
is unsuitable including, but not limited to vegetable matter, garbage, and junk
piles, either on the surface or buried, shall be removed and disposed of.
E. Water to control dust resulting from grading operations, excavation, backfill,
and the passage of traffic through the work area shall be applied by means
that will ensure a uniform application of water with no runoff.
F. The Contractor shall remove and dispose of all excess excavated material at
a suitable preferred site(s). The Contractor shall obtain all necessary fill and
grading permits and a written release from property owners upon completion
of use of said sites.
3.2 STRUCTURE EXCAVATION
A. Except when specifically provided to the contrary, excavation shall include the
removal of all materials of whatever nature encountered, including all
obstructions of any nature that would interfere with the proper execution and
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completion of the work. The removal of these materials shall conform to the
lines and grades shown on the Plans or as directed by the Inspector Unless
otherwise provided, the entire construction site shall be stripped of all
vegetation and debris, and such material shall be removed from the site prior
to performing any excavation or placing any fill. The Contractor shall furnish,
place, and maintain all supports and shoring that may be required for the
sides of the excavations, and all pumping, ditching, or other measures
required for the removal or exclusion of water, including storm water,
groundwater, and wastewater reaching the site of the work from any source
so as to provide dry working conditions and to prevent damage to the work or
adjoining property. Excavations shall be benched, sloped, shored or
otherwise supported in a safe manner in accordance with applicable State
safety requirements and the requirements of OSHA Safety and Health
Standards for Construction (29CFR1926).
B. Excavation under structures, manholes, vaults and others: Except where
otherwise specified for a particular structure or directed by the Inspector,
excavation shall be carried to the grade of the bottom of the bedding. Where
shown on the Plans or directed by the Inspector, areas beneath structures
shall be over-excavated. The exposed surface shall be scarified to a depth of
6", brought to optimum moisture content, and compacted to 95% relative
compaction. Where over-excavation is directed by the Inspector to provide for
the placement of foundation rock over wet or soft soils, scarification and re-
compaction shall not be performed.
3.3 TRENCH EXCAVATION
A. Excavation for sewers shall be made only after pipe and other necessary
materials are delivered on the site of the work. After such delivery, trench
excavation shall proceed as rapidly as possible, and the pipe installed and the
trench backfilled without undue delay. In public street areas, excavation and
pipe installation shall be coordinated to the end that a minimum of
interference with traffic will result.
B. Refer to table below for required trench widths according to nominal pipe size.
Pipe Size in Trench Width in
2-4 18
6-8 24
10-12 30
14-18 36
24 42
C. The pipe bedding shall be given a final trim, using a laser for establishing
grade, such that each pipe section when first laid will be continually in contact
with the bedding along the bottom of the pipe. The Contractor shall excavate
bell holes at pipe joints.
D. For trenching in existing streets, excavation and pipe installation shall be
coordinated so that no more than 100 linear feet of trench shall be open at
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any time. Backfilling operations shall closely follow pipe installation. In new
subdivisions more than 100 feet of trench may be opened if allowed by the
Inspector and if the excavation is properly shored, sloped or benched. All
trenches shall be fully backfilled at the end of each day or, properly shored
and covered by heavy steel plates adequately braced and capable of
supporting H-20 vehicle loads in those locations subject to traffic and with 1-
1/8" plywood in off road locations where it is impractical to backfill at the end
of each day. Use of steel traffic plates is subject to the prior approval of the
agency issuing the encroachment permit. Traffic plates shall be staked in
place, with adjacent plates tack-welded together, and shall be provided with
non-skid coating. Compacted cold mix asphalt shall be placed around the
plate perimeter to provide a smooth transition from adjacent pavement.
E. Where the bottom of the trench becomes soft or is unstable due to
groundwater and/or movement of construction equipment, the Contractor
shall over-excavate unsuitable material to a minimum depth of 9" below the
base elevation to establish a stable foundation for the bedding or to a depth
as otherwise directed by the Inspector. Geotextile shall be placed on the over-
excavated trench bottom and staked to the trench walls, coarse bedding
material in conformance with these specifications shall be placed on the
fabric, and the fabric shall then be un-staked from the trench wall and
wrapped over the coarse bedding material forming a closed envelope with a
minimum 1-foot overlap at the top edges of the fabric.
F. Any over-excavation carried below the grade ordered, specified, or shown,
shall be backfilled and compacted to the required grade with the specified
material.
3.4 EMBANKMENT EXCAVATION
A. The relative compaction of the natural ground area upon which embankments
are to be constructed, for a depth of not less than 2 feet below finished grade,
shall be not less than 90% relative compaction.
B. If finished grade is less than 3 feet, above natural ground, the natural ground
shall be excavated to a depth of not less than 3 feet below finished grade and
re-compacted to a relative compaction of not less than 90%.
C. When embankments are to be made and compacted on hillsides, or where
new fill is to be compacted against existing embankments, the slopes of the
original hillside, old or new fill, shall be cut into a minimum of 6 feet
horizontally as the work is brought up in layers. Material thus cut out shall be
re-compacted along with the new fill. Fill shall be compacted to a relative
compaction of not less than 90%.
3.6 BEDDING AND BACKFILL
A. Except for required foundation material (in an envelope of geotextile) coarse
bedding material being placed in over-excavated areas, where water or soft
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ground is present, backfill shall not be placed until after all water is removed
from the excavation.
B. Pipe zone bedding and backfill operations shall be performed in accordance
with the following requirements:
1. Type I Bedding and Backfill Material (Class 2 Aggregate Base) shall be
placed and properly compacted in the pipe zone. The pipe zone is defined
as that portion of the vertical trench cross-section lying between a plane 4
to 6" below the bottom surface of the pipe, i.e., the trench sub-grade, and
a plane at a point 12" above the top outside surface of the pipe. The sub-
zones of the pipe zone are defined as follows:
a) "Bedding is that portion of the Pipe Zone between the bottom of the
trench or the top of required foundation material and the lowest point
on the outside surface of the pipe barrel excepting bells;
b) "Haunching" is that portion of the Pipe Zone between the top of the
Bedding and the horizontal centerline of the pipe;
c) "Shading" is that portion of the Pipe Zone between the top of the
Haunching and a horizontal plane 12" above the highest point on the
outside surface of the pipe barrel excepting bells.
2. Controlled Low Strength Material (CLSM) shall be provided in lieu of Type
I Bedding and Backfill Material where indicated on the Plans Contractor
shall provide a method to prevent pipe from floating during backfill. (The
remaining portions of the trench shall be backfilled as specified elsewhere
in this Section.)
3. After compacting the bedding, the Contractor shall perform a final trim
using a laser for establishing grade, such that each pipe section when laid
will be continually in contact with the bedding along the bottom of the pipe.
The Contractor shall provide bell holes at each pipe joint.
4. Backfill in trenches shall be placed uniformly on each side of the pipe to
prevent displacement. The Contractor shall exercise care to prevent
damage to the pipeline coating, cathodic bonds, or the pipe itself during
the installation and backfill operations. The Contractor shall hand shovel
slice the bedding along the sides of the pipe in order to ensure filling any
voids under the pipe haunches.
C. Warning Tape: A colored detectable metallic foil core plastic tape, at least 3"
in width, shall be placed on top of the pipe zone backfill wherever sewers are
installed. The tape shall have printed on it the words "Caution: Sewer Buried
Below." The warning tape shall be utilized for all pipes (mains and laterals).
D. After the pipe zone backfill has been placed as specified above, and after all
excess water has completely drained from the trench, backfilling of the trench
zone may proceed. The trench zone is defined as that portion of the trench
excavation between the top of the shading and the ground surface in unpaved
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areas, and the horizontal plane at lowest point of the pavement structural
section in paved areas.
E. "Final Backfill" is that portion of the Trench Zone in paved areas between the
top of the trench backfill and the lowest point of the pavement structural
section.
F. Joint utility trench excavations shall conform to the requirements shown on
DWG 20-06.
3.7 PLACING AND SPREADING OF BACKFILL AND EMBANKMENT
MATERIALS
A. Backfill materials shall be placed and spread evenly in layers. The backfill
layers shall be evenly spread so that each layer shall not exceed 8" in un-
compacted thickness. Backfill layers greater than 8" but no more than 24"
may be used after the Contractor demonstrates by compaction testing as
specified in 3.8 below, that required compaction levels will be achieved.
B. During spreading, each layer shall be thoroughly mixed as necessary to
promote uniformity of material in each layer. Pipe zone backfill materials shall
be manually spread around the pipe so that when compacted, the pipe zone
backfill will provide uniform bearing and side support.
C. Where the backfill material moisture content is below the optimum moisture
content, water shall be added before or during spreading until the proper
moisture content is within the range where the specified compaction can be
achieved.
D. Where the backfill material moisture content is too high to permit the specified
degree of compaction, the material shall be bladed, aerated or dried and/or
mixed with dryer material until the moisture content is satisfactory.
E. Whenever selection is possible, embankment material having a sand
equivalent value of less than 10 shall be deposited in the lower portions of
embankments and no such material shall be placed within 3 feet of planned
finished grade.
F. When the embankment material consists of large rocky material, or hard
lumps such as hardpan or cemented gravel which cannot be broken readily,
such material shall be well distributed throughout the embankment, and
sufficient earth or other fine material shall be placed around the large material
as it is deposited so as to fill the interstices and produce a dense compact
embankment, but in no case shall any material exceed 24" in any dimension.
3.8 COMPACTION OF BACKFILL AND EMBANKMENT MATERIALS
A. The Contractor shall provide a minimum of one compaction test per day, and
an additional compaction test for each 500 sf completed and at each structure
(e.g. manholes), and as required on the Plans or at the direction of the
Central San Inspector.
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B. Each layer of backfill material as defined herein, shall be mechanically
compacted to the specified percentage of maximum density. Equipment that
is consistently capable of achieving the required degree of compaction shall
be used and each layer shall be compacted over its entire area while the
material is at the required moisture content. Compaction at the top of the pipe
zone shall be done using a plate compactor.
C. Flooding, ponding, or jetting shall not be used.
D. Equipment weighing more than 10,000 pounds shall not be used within a
horizontal distance equal to the depth of the trench. Hand operated power
compaction equipment shall be used where use of heavier equipment is
impractical or restricted due to weight limitations.
E. The following compaction requirements shall be in accordance with ASTM D
1557 except for free draining materials (i.e., Coarse Bedding Material/Drain
Rock/Foundation Material), which shall be in accordance with ASTM D 4253
and D 4254 for cohesionless free draining type materials. Where other public
agency, utility company or encroachment permit requirements govern, the
highest compaction standards shall apply.
Percent (%) Location or Use of Fill Relative
Compaction
Pipe zone backfill including bedding and over excavated 90
foundation zone
Final backfill beneath paved areas or structures. 95
Trench backfill in unpaved easement or future street areas. 90
Trench Zone backfill. 90
Backfill under structures. 95
Backfill around structures under paved areas. 95
Backfill around structures in landscaped areas. 90
Embankment material 90
F. The Contractor shall maintain the indicated trench cross section at a minimum
of 12" above the top of the pipe (the top of the "pipe zone").
G. Embankments shall be constructed as recommended by the geotechnical
engineer in compacted layers of uniform thickness.
H. At the time of compaction, the moisture content of embankment material shall
be such that the relative compactions specified will be obtained and the
embankment will be in a firm and stable condition. Embankment material
which contains less than the required moisture content shall be watered and
material which contains excessive moisture shall not be compacted until the
material is dry enough to obtain the required compaction.
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3.9 TEMPORARY PAVING
A minimum of 2" of cold or hot mix temporary asphalt shall be placed in finished
trenches and rolled to a smooth surface at the end of each day unless final paving
can be completed, or steel plates are used to cover trenches in paved streets. Traffic
plates shall be subject to the requirements of 3.3 above. The temporary asphalt shall
be placed within '/4" of finished pavement grade.
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Section 32 12 16 - Asphalt Paving
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall perform all work associated with Asphalt Concrete (AC)
pavement and base restoration as specified herein and satisfying all the
encroachment permit requirements of agencies having right-of-way jurisdiction,
whichever is more stringent.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 31 05 19 - Geosynthetics for Earthwork
B. Section 31 23 16 - Excavation, Bedding and Backfill
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM D 1188 Test Method for Bulk Specific Gravity and Density of
Compacted Bituminous Mixtures Using Coated Samples
ASTM D 1557 Test Methods for Laboratory Compaction Characteristics
of Soil Using Modified Effort (56,000 ft-Ibf/ft3 (2,700 kN-
m/m3))
ASTM D 2950 Test Method for Density of Bituminous Concrete in Place
by Nuclear Methods
AASHTO T 209 Maximum Specific Gravity and Density of Bituminous
Paving Mixtures
Caltrans Standard Specification §37 Bituminous Seals
Caltrans Standard Specification §39 Asphalt Concrete
Caltrans Standard Specification §59 Painting
Caltrans Standard Specification §84 Traffic Stripes & Pavement Markings
Caltrans Standard Specification §85 Pavement Markers
Caltrans Standard Specification §92 Asphalts
Caltrans Standard Specification §93 Liquid Asphalt
Caltrans Standard Specification §94 Asphaltic Emulsions
Part 2 - Products
2.1 GENERAL
Without limiting the generality of other requirements of the Plans, all work specified
herein shall conform to or exceed the requirements of the local jurisdiction.
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2.2 AGGREGATE BASE
Aggregate base shall be Type I backfill material as specified in Section 3123 16 -
Excavation, Bedding and Backfill.
2.3 PRIME COAT
Prime coat shall be Grade SC-70 liquid asphalt complying with the requirements of
Caltrans Standard Specification §93.
2.4 TACK COAT
Tack coat shall be emulsified asphalt Grade SS-1 or SS-1 h, CSS-1 or CSS-1 h
diluted with one-part water to one-part emulsified asphalt. Emulsified asphalt shall
comply with the requirements of Caltrans Standard Specification §94.
2.5 ASPHALT
Asphalt shall be Grade AR-4000 complying with the requirements of Caltrans
Standard Specification §92.
2.6 ASPHALT-AGGREGATE COURSE MIXTURE
A. The job-mix formula for the asphalt-aggregate mixture shall be within the
limits specified in Caltrans Standard Specifications §39. Asphalt aggregate
shall be Type A, 1/2" maximum, medium.
B. The asphalt-aggregate course mixture shall meet the Caltrans Standard
Specifications §39-2.02.
2.7 PAVEMENT MARKINGS, STRIPES, PAVEMENT MARKERS AND CURB
PAINTING
A. Stripes and pavement marking replacement shall be thermoplastic material in
accordance with Caltrans Standard Specifications, Section 84.
B. Pavement marker replacement shall be in accordance with Caltrans Standard
Specifications §85.
C. Paint for replaced curbs, where required for fire lanes, no parking zones, and
other similar markings shall match existing color and be in accordance with
Caltrans Standard Specifications §59-6.
D. Pavement lane delineators shall match existing and shall be in accordance
with Caltrans Standard Specifications requirements.
Part 3 - Execution
3.1 GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
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B. Pavement Restoration: Pavement cut for trenching and/or damages caused
during the work shall be restored with a cross section equal to that of the
existing road, or a minimum of 4" of asphalt over 6" of aggregate base
(whichever is greater). The limits of the pavement restoration shall extend to
competent existing pavement, and shall be "T-cut" with a minimum width
equal to the trench width plus 12" on each side of the trench. Where the edge
of the "T-cut" is within 24" of the edge of the existing paving, restoration in
that area shall extend to the edge of the road.
3.2 SUBGRADE PREPARATION
The subgrade shall be prepared as specified Section 31 23 16 - Excavation,
Bedding and Backfill. The surface of the subgrade after compaction shall be hard,
uniform, smooth, self-draining and true to grade and cross-section with roller.
3.3 PREPARATION OF EXISTING AC PAVEMENT
The edge of existing AC pavement shall be saw cut to provide a smooth joint for new
pavement. The Contractor may saw cut or mechanically grind the pavement before
excavating the trench to facilitate removal of pavement. After trench backfill and
compaction, the Contractor shall saw cut and remove a minimum of 12" AC beyond
any irregular or damaged pavement on each side of the trench before installation of
the trench pavement patch.
3.4 AGGREGATE BASE
Aggregate base (AB) shall be provided where shown to the thickness required. The
Contractor shall install aggregate base to match existing pavement AB thickness or
a thickness of 6", whichever is greater. AB shall be delivered to the jobsite as
uniform mixtures and each layer shall be spread in one operation. Segregation shall
be avoided, and the base shall be free of pockets of coarse or fine material. Where
the required thickness is 6" or less, the base materials may be spread and
compacted in one layer. Where the required thickness is more than 6" the base
material shall be spread and compacted in 2 or more layers of approximately equal
thickness. The maximum compacted thickness of any single layer shall not exceed
8". The compaction of each layer of aggregate base shall be not less than 95% of
maximum density when measured in accordance with ASTM D 1557. The
compacted surface of the finished aggregate shall be hard, uniform, smooth, self-
draining and true to grade and cross-section.
3.5 PRIME COAT
Prior to placing pavement, a prime coat shall be applied to the compacted base or
subgrade at a rate between 0.30 and 0.50 gal/sq yd.
3.6 TACK COAT
A tack coat shall be applied to existing paved surfaces where new asphalt concrete
is to be placed on or against existing pavement. It shall also be applied to the
contact surfaces of all pavement joints, curbs, gutters, manholes and the like
immediately before the adjoining asphalt pavement is placed. Care shall be taken to
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prevent the application of tack coat material to surfaces that will not be in contact
with the new asphalt concrete pavement. Tack coat shall be applied at the rate of
0.20 to 0.30 gal/sq yd.
3.7 ASPHALT CONCRETE
A. At the time of compaction, the temperature of mixture shall not be lower than
285°F or higher than 325°F, the lower limit to be approached in warm weather
and the higher in cold weather.
B. Asphalt concrete shall not be placed when the atmospheric temperature is
below 50°F or during unsuitable weather.
C. Asphalt concrete shall be spread and compacted in the number of layers and
thicknesses specified in Caltrans Standard Specifications, Section 39-6.
D. The depositing, distributing and spreading of the asphalt concrete shall be
accomplished in a single, continuous operation.
E. The mix shall be compacted using suitable compaction methods immediately
after placing, such as a paving roller for larger jobs.
F. Upon completion, the final surface, pavement shall be true to grade and
cross-section. The edge between new and existing pavements shall be flush.
When a 10-foot long straightedge is laid on the finished surface parallel to the
center of the roadway, the surface shall not vary from the edge of the straight
edge more than 1/8" except at intersections or changes of grade. In the
transverse direction, the surface shall not vary from the edge of the
straightedge more than 1/4".
G. The relative density after compaction shall be 96% of the density obtained by
using AASHTO Test Method T 209. A properly calibrated nuclear asphalt
testing device shall be used for determining the field density of compacted
asphalt concrete in accordance with ASTM D 2950, or cores may be
laboratory tested in accordance with ASTM D 1188. The Contractor shall
supply certified test reports of the adequacy of compaction. The Contractor
shall provide a minimum of one compaction test per day and an additional
compaction test for each 500 sf completed.
3.8 PAVEMENT MARKINGS, STRIPES, PAVEMENT MARKERS AND CURB
PAINTING
H. The Contractor shall restore all existing pavement markings, stripes and
pavement markers to their original or better condition. Stripes and pavement
marking replacement shall be installed in accordance with Caltrans Standard
Specifications §84 unless otherwise directed by Central San.
I. Pavement marker replacement shall be installed in accordance with Caltrans
Standard Specifications §85 unless otherwise directed by Central San.
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J. Paint for replaced curbs, where required for fire lanes, no parking zones and
other similar markings shall be installed in accordance with Caltrans Standard
Specifications §59-6 unless otherwise directed by Central San.
3.9 SLURRY SEAL
A. For all locations that will not receive a full-width pavement overlay, a slurry
seal shall be applied to match the surfaces of adjacent existing pavement and
to cover the joint between the pavement patch and the existing pavement.
Before placing slurry seal the pavement shall be cleaned by sweeping or
other means necessary to remove all loose particles of paving, dirt and other
extraneous material.
B. The slurry seal shall be mixed in accordance with the requirements of
Caltrans Standard Specifications §37-2.04 and the following provisions:
1. Mixing machines shall be equipped with a water pressure system and
nozzle type spray bars to provide a rate of application of the fog spray.
The mixing machine shall be adjusted to compensate for ambient
temperature, surface texture, etc., and shall cover the entire surface
without flowing or ponding.
2. The slurry mixture shall be uniformly spread by means of a controlled
spreader box conforming to the requirements of Caltrans Standard
Specifications §37-2.05.
3. The slurry mix shall be placed in accordance with the requirements of
Caltrans Standard Specification §37-2.06 and the following provisions:
4. Slurry seal shall not be placed if the pavement or the air temperature is
below 55°F.
5. Slurry seal shall be feathered onto existing pavement to provide a smooth
transition between new and existing pavements.
C. All existing and new manhole covers, valve boxes, vault covers and the like
shall be temporarily covered during slurry sealing to prevent contact with
these surfaces. The temporary coverings shall be removed after application of
the slurry seal.
3.10 ASPHALT CONCRETE PAVEMENT OVERLAY
A. Pavement grinding shall be performed such that the new finished pavement
grade accurately matches the grade of existing gutters and storm drain inlets
and restores the existing street crown sloping.
B. Where indicated on the Plans, the Contractor shall install geotextile paving
fabric in accordance with Section 31 05 19 - Geosynthetics for Earthwork
prior to placement of the pavement overlay.
C. Existing manhole covers, valve and survey monuments pots and vault lids
shall be raised to the new pavement grade as required by each agency with
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jurisdiction over these appurtenances. The Contractor shall restore any utility
structures and appurtenances that become damaged during grinding or
overlay work including, but not limited to, raising castings to match new
finished grades and repairing concrete collars. The Contractor shall
coordinate work with those utility agencies that require repairs to be
performed by their own forces.
D. Any joint between overlaid pavement and existing pavement shall be slurry
sealed per Paragraph 3.9 upon completion of the overlay work. Existing
pavement markings shall be restored in accordance with the requirements of
Paragraph 3.8 above.
E. Overlaid pavement shall be flush with the existing pavement grade at all joints
with existing pavement and/or gutters.
- END OF SECTION —
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Section 32 15 60 - All-Weather Access Roads
Part 1 - General
1.1 THE REQUIREMENT
All-weather roads shall be provided for permanent maintenance access to all Central
San structures (e.g., manholes and rodding inlets). The Contractor shall construct
these roads as shown on the Plans and specified in this Section.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 31 23 16 - Excavation, Bedding and Backfill
B. Section 32 12 16 - Asphalt Paving
C. Section 03 30 00 - Cast-In-Place Concrete
1.3 CONTRACTOR SUBMITTALS
A. Any alternative materials not listed in this Section shall be submitted for
review and approval by Central San. If the alternative material is a
requirement of a local jurisdiction (e.g. City or County), the Applicant shall
submit a copy of correspondence with the local jurisdiction stating their
acceptance and/or requirement of the material.
Part 2 - Products
2.1 MATERIALS
A. Type I Bedding and Backfill Material (aggregate base) shall be in accordance
with the requirements of Section 31 23 16 - Excavation, Bedding and Backfill.
B. Asphalt Concrete shall be in accordance with Section 32 12 16 -Asphalt
Paving.
C. Concrete shall be in accordance with the requirements of Section 03 30 00 -
Cast-In-Place Concrete.
Part 3 - Execution
3.1 REQUIRED STRUCTURAL CROSS SECTION
A. The minimum structural cross section for all-weather access roads shall
depend on the finished grade of roadway as follows:
Finished Minimum Required Structural Cross Section
Grade
<10% 11" of Type I Bedding and Backfill Material (newly quarried crushed "Clayton Blue" or
equal, not recycled material or mined alluvium), or equivalent section based on Caltrans
"Gravel Equivalent Method", over competent native sub-base
10-15% 2-1/2" of Asphalt Concrete (AC), over a minimum of 9" of Type I Bedding and Backfill
Material (newly quarried crushed "Clayton Blue" or equal, not recycled material or mined
alluvium), or equivalent based on Caltrans "Gravel Equivalent Method", or 6" reinforced
concrete (#4 @ 16" OC each way, or equivalent WWF), over a minimum of 3"Type I
Bedding Material sub-base
15-20% 6" of reinforced concrete (#4 @ 16" OC each way, or equivalent WWF) over a minimum of
3" Type I Bedding Material sub-base compacted to 95% relative compaction, grooved per
Contra Costa County Fire Protection District Drawing. No. FPS-001-D3.
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>20% 1 not allowed
3.2 REQUIRED GEOMETRY
A. Minimum geometric requirements for all-weather access roads shall be as
follows:
1. The minimum width of access roads shall be 12 feet.
2. The maximum cross slope of access roads shall be 2%.
3. The minimum radius at the centerline of access roads shall be 28 feet.
4. Access roads shall either have access to a public road at each end, or
shall have a turn-around as shown on DWG 20-08.
3.3 DRAINAGE
Engineered drainage facilities to properly convey storm water runoff from the
roadway surface and adjacent areas into storm drains or drainage ways shall be
provided.
- END OF SECTION —
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Section 33 01 30.11 - Inspection of Sewers
Part 1 - General
1.1 THE REQUIREMENT
A. The Contractor shall furnish all labor, materials, tools, and equipment
necessary to clean, perform testing, and provide for televising of completed
sewer pipelines.
B. The Contractor shall call the Central San Inspection Office at least one
business day in advance to arrange for an Inspector to be present for the pre-
installation CCTV inspection.
C. The Contractor shall notify the Inspector at least one business day prior to
any cleaning, testing, or televising work. All final testing and cleaning of sewer
lines shall be done in the presence of the Inspector.
D. The Contractor shall complete cleaning and testing of sewer lines as required
in this Section prior to requesting CCTV inspection.
E. No testing will be allowed until all utilities have been installed.
F. If deficiencies are identified during testing, the Contractor shall re-test after
the deficiencies have been corrected.
1.2 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 969 Standard Practice for Infiltration and Exfiltration
Acceptance Testing of Installed Precast Concrete Pipe
Sewer Lines
ASTM C 1091-03a Test Method for Hydrostatic Infiltration Testing of Vitrified
Clay Pipe Lines
AWWA C600-54T Installation of Ductile-Iron Water Mains and Their
Appurtenances
ASTM D 3034 Specification for Type PSM Poly (Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
ASTM F 679 Specification for Poly (Vinyl Chloride) (PVC) Large-
Diameter Plastic Gravity Sewer Pipe and Fittings
Part 2 - Products
2.1 MATERIAL REQUIREMENTS
A. Mandrels, temporary plugs, low-pressure testing equipment and all other
necessary materials shall be provided by the Contractor, subject to the
Inspector's approval.
B. No materials shall be used which would be injurious to the public, personnel,
adjacent improvements or the pipeline.
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C. Air test gauges shall be laboratory-calibrated test gauges and shall be
recalibrated by a certified laboratory prior to the leakage test. Gauge shall be
easy to read in no more than 1 psi per increment and have a maximum full-
scale range of 5 psi.
Part 3 - Execution
3.1 GENERAL
A. The Contractor shall clean pipelines by balling and flushing or hydroflushing
prior to deflection and pressure testing.
B. The Contractor shall perform deflection and pressure tests after submittal of
compaction reports demonstrating compliance with the backfill compaction
requirements and before CCTV inspections.
C. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 CLEANING
A. After the pipeline installation has been completed to the satisfaction of Central
San, the Contractor shall clean the pipe in the presence of the Inspector.
B. The Contractor shall clean all sewer installations, deemed necessary by the
Inspector, with a cleaning ball or device in accordance with the device
manufacturer's instructions or recommendations and flushed. Hydroflush-
pressure shall be maintained below 2,000 psi. Traps with screens in
accordance with DWG 21-08 shall be used to trap debris. The Contractor
shall remove all debris from the manhole prior to removing the trap.
C. Release of water during and/or after cleaning and testing has been
completed, shall be performed in a manner approved by the Inspector. The
Contractor shall be responsible for the proper disposal of water released.
D. The Contractor shall perform an additional cleaning of the pipeline after the
installation of final paving, top block, frames and covers, and after all other
required inspections, if required by the Inspector due to a reasonable
determination that additional debris may have accumulated in the pipeline
after initial cleaning.
3.3 PIPELINE DEFLECTION TESTING
PVC and HDPE pipe 8" in diameter or larger shall be tested for deflection, joint
displacement, or other obstruction by passing a rigid mandrel through the pipe.
Deflection shall be tested after submittal of daily compaction reports demonstrating
compliance with, but prior to, permanent resurfacing. The mandrel shall be a full
circle, rigid, non-adjustable, an odd-numbered leg (9 leg minimum), acceptable to
the Inspector as to design and manufacturer. Mandrel size shall meet the minimum
requirements set forth in ASTM D 3034 and ASTM F 679. The circular cross section
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of the mandrel shall have a diameter of at least 95% of the specified average inside
diameter of the pipe and the minimum length of the circular portion of the mandrel
shall be equal to the nominal diameter of the pipe. Where obstructions and
excessive deflection encountered by the mandrel, the Contractor shall remove,
replace and retest the deficient section. Re-rounding will not be allowed.
3.4 PIPELINE LEAKAGE TESTING
A. Repaired pipelines shall be re-tested as follows:
Sewer Type/Size Acceptable Tests
Gravit <_ 16" low-pressure air test or a water pressure test
Gravity > 16" water pressure test only
Pressurized air-over-water pressure test at 120% of maximum design
(force mains) operating pressure, measured at the lowest point of the
pipeline section being tested.
B. Air Testing
1. Each section of main sewer and its appurtenant connected laterals
shall be tested between successive manholes by plugging and bracing
all openings in the sewer lines. If any leaks are found, the air pressure
shall be released, the leaks eliminated, and the test procedure started
over again.
2. Air tests shall be conducted in accordance with the following procedure
and the table below:
Pipe Diameter Length of Line Length of test
in ft minutes
4 to 8 All 4
10 0 to 215 4
> 215 5
12 0 to 155 4
155 to 190 5
> 190 6
15 & 16 Oto 120 5
120 to 165 7
> 165 8
>16 Hydrostatically test in accordance with
Paragraph C
Note: All tests shall be performed at 4 psi using a 5 Ib
gage.
All necessary test equipment shall be in proper working order and tests shall
be made in the presence of the Inspector. Test plugs shall be carefully placed
at each end of the section of line to be tested. When all necessary test
equipment is in place, a compressed air supply shall be attached to the air
fitting on the test equipment and the air pressure within the line increased to 4
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psi. After the air supply is securely turned off or disconnected, there shall be a
2-minute waiting period to allow stabilization of air within the sewer line before
the actual test period begins. In no case shall the air pressure within the line
be less than 3-1/2 psi at the beginning of the test period. The allowable air
pressure loss shall not exceed 1 psi. When testing side sewers, or portions
thereof, the test period shall be 4 minutes and the allowable loss shall not
exceed 1 psi. After completion of a test, the air pressure shall be released
slowly through the valve, which is incorporated in the test equipment. Air test
plugs shall not be removed until the air pressure is no longer measurable.
C. New sewers larger than 16" diameter shall be hydrostatically tested in
accordance with the following procedure-
1.
rocedure:1. After installation, all new trunk sewer pipelines shall be thoroughly cleaned
prior to pressure testing. A section of trunk sewer shall be prepared for
testing between two structures by plugging the inlet side of the discharge
manhole and all openings in the upstream manhole except the discharge
opening. All plugs shall be properly braced against the manhole wall to
withstand the forces of the test in order to prevent loss in the event of a
failure.
2. A section of the trunk sewer prepared as above shall be tested by filling it
with water to an elevation 5 feet above the top of pipe at the upstream end
of the test section, or 5 feet above the existing groundwater elevation,
whichever is greater. The water shall be introduced into the test section at
least one hour in advance of the test period and refilled as necessary prior
to commencement of the test period to allow the pipe and joint material to
become saturated. The loss in water may be determined by measuring the
rate of fall of the water level, but the level shall not be allowed to fall more
than one foot below the specified head during the test period.
3. For RCP, the pressure shall be maintained for not less than 4 hours and
the leakage rate shall not exceed 200 gallons per inch of diameter per
mile of pipe for 24 hours (ASTM C 969-02). For VCP, the pressure shall
be maintained for not less than one hour and the leakage rate shall not
exceed 200 gallons per inch diameter per mile for 24 hours (ASTM C
1091-03a). For DIP, the pressure shall be maintained for not less than one
hour and the leakage rate shall not exceed 70 gallons per inch diameter
per mile of pipe of 24 hours (AWWA C600-54T).
D. When leakage exceeds the amount allowed by the specifications, the
Contractor shall locate the leaks, submit a repair procedure for the Inspector's
review, and make the necessary repairs.
3.5 MANHOLE TESTING
A. Hydrostatic Testing: Central San may require hydrostatic testing for leakage
after installation and prior to backfilling. Prior to hydrostatic testing, all
manholes shall be visually inspected. All defects shall be repaired by the
Contractor, with non-shrink grout, to the satisfaction of the Inspector. All pipes
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entering the manhole shall be sealed at a point outside the manhole walls to
include testing of the pipe/manhole joints. Safety lines shall be secured to all
plugs utilized. The manhole shall be filled with water to a level 2" below the
top of the frame. After a period of at least one hour to allow the water level to
stabilize, the manhole shall be refilled and the water level shall be checked.
The water level shall again be checked after a period of 4 hours. If the water
level drops by more than 1", the leakage shall be considered excessive, and
the Contractor shall make necessary repairs and retest the manhole.
B. Vacuum Testing: As an alternative to manhole hydrostatic testing, the
Inspector may allow the use of vacuum testing. A vacuum of 10" of mercury
shall be drawn on the manhole, the valve on the vacuum line of the test hood
closed and the vacuum pump shut off. The manhole shall be deemed to have
passed the test if the vacuum drop is less than 1" of mercury during a one-
minute test period.
3.6 CCTV INSPECTION
A. Central San will perform a CCTV inspection of the sanitary sewer upon
substantial completion of the work.
1. The Contractor shall coordinate with the Inspector to arrange for an
acceptable time to conduct the inspection.
2. Defects discovered by the CCTV inspection shall be corrected and the line
re-inspected at the Contractor's cost.
3. If a portion of an entire job is to be CCTV inspected, a separate fee will be
due as established by Central San. Inspection fees are payable prior to
the date of the partial CCTV inspection.
4. The Contractor shall request CCTV inspection once the following have
been completed:
a) Sewer pipelines are installed, backfilled, and compacted.
b) Structures are in place, channeling is complete, and pipelines are
accessible from structures.
c) All other underground facilities, utility piping, and conduits in the vicinity
are installed.
d) For street locations, placement of aggregate base has been
completed.
e) Pipelines to be inspected have been cleaned and flushed.
f) Final pressure test has been completed.
g) Mandrel testing is complete.
B. The procedure outlined below will be repeated until all deficiencies observed
by CCTV inspection have been corrected to the satisfaction of Central San.
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1. The Contractor shall request Central San to schedule the CCTV
inspection.
a) If Central San's CCTV crew arrives at the jobsite and the work is not
ready or accessible, the Contractor will be billed the cancellation fee
payable to Central San prior to the date of rescheduled CCTV
inspection. The Contractor shall reschedule CCTV inspection as
outlined above.
2. Central San will televise the job.
a) If no deficiencies are observed, the work will be considered
satisfactory.
b) If deficiencies are observed, a recording will be made and defects
serious enough to require correction will be identified by the Inspector
who will provide written notification. If corrective work is indicated and
viewing of the recording is desired, the Contractor shall contact the
Inspector to set a time for the viewing. All corrective work will be
subject to approval by Central San. Central San reserves the right to
require cleaning and additional leak testing of the repaired pipeline.
Those portions of the pipeline where deficiencies have been corrected
shall be re-televised. Payment of re-television inspection fees shall be
paid to Central San prior to the scheduled date of the inspection.
C. The following observations from CCTV inspections will require correction:
1. Low spot 0.0625 x diameter of pipe or greater (e.g., 0.5" for an 8" pipe).
2. Joint separations (3/4" or greater opening between pipe sections).
3. Cocked joints present in straight runs or on the inside of pipe curves.
4. Chips in pipe ends.
5. Cracked or damaged pipe.
6. Offset joints.
7. Infiltration.
8. Debris or other foreign objects.
9. Other obvious deficiencies.
D. CCTV inspection of the work and the correction of observed defects shall not
relieve the Contractor of its responsibility for the warranty period.
— END OF SECTION —
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Section 33 05 13 - Manholes and Structures
Part 1 - General
1.1 THE REQUIREMENT
The Contractor shall furnish and install manholes and structures, complete with
precast manhole bases or cast-in-place (if approved during Plan Review), pipe
connections, barrel and cone components, preformed joint sealant, grade rings,
frames, covers and other appurtenances shown on the Plans or specified in this
Section.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Part VII Standard Drawings
B. Section 03 30 00 - Cast-In-Place Concrete
C. Section 03 60 00 - Grout
D. Section 05 50 00 - Miscellaneous Metal Work
E. Section 31 05 19 - Geosynthetics for Earthwork
F. Section 33 01 30.11 - Inspection of Sewers
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 150 Specification for Portland Cement
ASTM C 478 Specification for Precast Reinforced Manhole Sections
1.4 CONTRACTOR SUBMITTALS
Upon request by Central San, the Contractor shall submit complete shop drawings
for all precast manhole bases to Central San and shall receive favorable review prior
to ordering the bases.
1.5 QUALITY ASSURANCE
After installation, the Contractor shall demonstrate that all manholes have been
properly installed, level, with tight joints, at the correct elevations and orientations
and that the backfilling has been carried out in accordance with the Plans and these
Specifications. Vacuum testing of manholes may be required at Central San's sole
discretion.
Part 2 - Products
2.1 MATERIALS
A. Manhole bases may be either cast-in-place or precast. Channels and shelves
shall conform to the requirements DWG 19-01 through 19-07. Manhole
channels shall be shaped to form a smooth transition of uniform cross-section
from inlet pipes to the outlet pipe, both horizontally and vertically.
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B. Precast Concrete Components: Only components listed in the Approved
Materials List shall be used in the construction of manholes.
1. Precast manhole bases, and barrel and cone sections shall be
manufactured by a process that will produce dense homogeneous
reinforced concrete of high quality in conformance with ASTM C 478.
Cement shall be Type V Portland Cement as specified in ASTM C 150.
2. Precast manhole components shall be designed to support vertical
AASHTO H-20 truck loading, plus the weight of soil above the cone
section.
3. Pipe connections at precast bases shall be pipe bells of the size, material
and class of inlet and outlet pipes, integrally cast into the base by the
manufacturer.
4. The minimum wall thickness for barrel and cone sections (in inches) shall
be calculated by dividing the nominal diameter of the barrel (in inches) by
twelve (i.e., D/12).
5. Manhole throats shall be constructed of reinforced concrete grade rings.
C. Preformed plastic sealing gasket for sealing joints between the manhole
base, barrel and cone sections shall be as listed in the Approved Materials
List.
D. Non-shrink grout shall conform to the requirements Section 03 60 00 - Grout.
E. Castings for manhole frames and covers shall conform to the requirements of
Section 05 50 00 - Miscellaneous Metal Work.
F. Primer and sealant tape for sealing exterior joints between precast
components shall be as listed in the Approved Materials List.
G. Concrete for cast-in-place manhole and rodding inlet components (bases and
top blocks) shall conform to Section 03 30 00 - Cast-In-Place Concrete.
2.2 TEMPORARY COVERS
Temporary covers for new construction or reconstruction of manholes shall be
fabricated as detailed in DWG 19-12.
2.3 TEMPORARY PLUGS
Temporary plugs shall be of the mechanical expanding type. Pneumatic are not
acceptable.
Part 3 - Execution
3.1 GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
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and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
B. An All-Weather Access Road as specified in this Section is required for
access to all structures in off-road locations (e.g., easements).
3.2 INSTALLATION
A. Temporary Plugs
1. Mechanical expanding-type temporary plugs shall be installed and
removed, as specified below, in the presence of an Inspector. Plugs shall
be secured by tethering with a '/4" nylon rope attached to the top of a wood
2'x4' of sufficient length to extend from the shelf to a point in the throat
within 6" of the underside of the cover.
a) When a manhole exists or a new manhole is constructed at the
beginning of a new main extension, a temporary plug shall be installed
at the inlet of the new pipe at the existing manhole or new manhole.
b) When a new main extension begins at an existing rodding inlet or stub,
a temporary plug shall be installed on the outlet of the first manhole
upstream from the beginning of the new main extension.
B. Cast-in-Place Manhole Bases
1. Cast-in-place manhole bases over existing sewers shall be poured against
undisturbed native soil, which has been excavated to the dimensions
shown on the Plans. For new sewer installations, the cast-in-place
manhole base shall be poured over 6" Type 1 Backfill. See DWG 19-01
through 19-08. If the excavation extends beyond the dimensions shown on
the Standard Drawings, the Contractor shall construct forms and pour the
base to the specified dimensions.
2. If water or soft ground is encountered at the bottom of the excavation, a
minimum lift of 9" of coarse-bedding material in a geotextile wrap shall be
used as shown on DWG 19-01.
3. A joint forming ring shall be used to form a level joint groove in the
manhole base while the concrete is fresh to receive the first precast barrel
section. The metal forming ring may be removed as soon as the concrete
has set sufficiently to eliminate any slump in the joint groove.
4. Manhole channels shall be shaped to form a smooth transition from inlet
pipes to the outlet pipe, both horizontally and vertically.
C. Precast Manhole Bases (on all new main sewer extensions)
1. Precast manhole bases shall be placed to the lines and grades shown on
the Plans as an integral part of the pipe laying operation on a minimum
thickness of 6" of Type I Bedding and Backfill Material compacted to 95%
relative compaction. Where soft ground or water is present, a minimum
thickness of 9" of Coarse Bedding Material in a wrap of geotextile, per the
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requirements of Section 31 05 19 - Geosynthetics for Earthwork, shall be
placed below the course of Type I Bedding and Backfill Material.
2. Inlet and outlet pipe connections at precast bases shall be pipe bells cast
into the base by the manufacturer.
3. All precast concrete manholes shall be installed in strict conformance with
the manufacturer's written instructions on a well-compacted foundation.
D. Setting Precast Barrel and Cone Sections
1. All joint surfaces of precast manhole bases, barrel and cone sections shall
be thoroughly cleaned and dried prior to setting, and shall be sealed with a
preformed plastic sealing gasket listed in the Approved Materials List at
each joint as follows:
a) Remove the paper wrapper from one side of the gasket, retaining the
outside paper in place to protect the gasket and assure against
stretching.
b) Place the plastic gasket strip in the joint, forming a continuous gasket
around the entire circumference of the manhole joint.
c) Remove the paper wrapper from the exposed side of the gasket and
place the next manhole component.
d) Care shall be taken in the handling of barrel and cone sections after
the plastic gasket has been affixed to avoid displacing the gasket or
contaminating the joint or gasket with dirt or other foreign material. Any
displaced or soiled gaskets shall be removed and replaced.
e) Care shall be taken to properly align the manhole section with the
previously set section before it is lowered into position.
f) During cold or wet weather, the joint surfaces shall be heated with hot
air until ice, frost, and moisture are removed and surface to be primed
is dry and warm. Hot air shall also be passed over plastic gasket strips
immediately prior to attaching them to joint surfaces and immediately
prior to setting the section.
E. Manhole frames and covers shall not be set to final grade until the pavement
has been completed, unless otherwise approved by Central San. Precast
concrete grade rings shall be installed as shown in the Standard Drawings.
Paving around the manhole shall be in accordance with local jurisdiction
requirements. Openings in manholes shall be protected from construction
loads, debris and unauthorized entry.
F. When new piping is installed in existing structures, the Contractor shall
accurately position core-drilled openings in the concrete as shown on the job
Plans and Standard Drawings or otherwise directed by the Inspector.
Openings shall be of sufficient size to permit a final alignment of pipelines and
fittings without deflection of any part and to allow adequate space for
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satisfactory placement of mechanical seals or packing with non-shrink grout
where the pipe passes through the wall to ensure the resulting structure is
watertight. Before placing the non-shrink grout, concrete surfaces shall be
sandblasted, thoroughly cleaned of sand and any other foreign matter, and
coated with epoxy bonding compound. After connection of the new inlet pipe,
the Contractor shall re-channel the inside of the existing manhole base to
provide a smooth flow channel to the new exit pipe.
G. The throat shall be constructed using appropriately sized reinforced concrete
grade rings to bring the manhole cover to finished grade surface. No plastic
sealing gaskets shall be used for jointing grade or extension rings.
H. Manhole top blocks shall be poured against forms constructed to the specified
dimensions shown on DWG 19-01.
I. All manholes located on slopes steeper than 3:1 (horizontal to vertical) in
easement areas shall be constructed with a reinforced concrete, reinforced
concrete masonry unit or interlocking masonry unit retaining wall as shown on
DWG 19-11.
J. All manholes shall be tested in accordance with Section 33 0130.11 -
Inspection of Sewers.
K. Temporary covers shall be used during construction until permanent frames
and covers are installed.
3.3 RECONSTRUCTION OF EXISTING STRUCTURES
A. General
1. Reconstruction work on any particular structure shall be diligently
prosecuted so as to be completed within 3 calendar days after work is
begun on that particular structure. The Contractor shall provide continuous
access for Central San maintenance forces to the structure at all times.
2. When removing existing structures, the Contractor shall take precautions
to ensure that no foreign material enters the structure or the downstream
system. Before any work is started, the base shall be covered with a
plywood ("false bottom") as shown on DWG 19-13, and then the false
bottom shall be covered with a drop cloth of heavy canvas. The drop cloth
and false bottom shall be kept in place during the work to catch debris,
and upon completion, shall be removed with the collected debris. No
debris shall enter the downstream system or be allowed to remain in the
manhole.
B. Structure Adjustments and Repairs
1. All workmanship and materials for structure adjustments shall conform to
the requirements of these Specifications. In the case of existing brick or
cast-in-place concrete structures, repair or adjustments shall be
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accomplished with materials in-kind or with precast elements as detailed
on the Plans.
2. Existing structure precast elements, adjustment rings, frames, and covers
removed for adjustments and/or repairs may be reinstalled only when
such undamaged items are permitted by the Inspector for reuse.
3. Manhole adjustments shall be accomplished by one of the methods
specified below or as shown on the Plans:
a) Upward adjustments of manholes to finish grade surface may be
accomplished with reinforced concrete grade rings, formed concrete
and/or a single cast iron extension ring when the adjusted manhole
throat will not exceed 12" in height. In no case shall multiple cast iron
extension rings be used in adjustments. When adjustments are made
that position the bottom of the cast iron manhole frame above the
existing concrete top block, the top block shall be reconstructed in
accordance with the requirements of DWG 19-01 through 19-08.
b) Whenever upward adjustment of manholes would result in a completed
manhole throat section exceeding 12" in height, the upper manhole
section, including the top block and cone section, shall be removed
and the adjustment shall be made by reconstructing the structure using
manhole barrel and cone sections, grade rings and frames and covers
in accordance with the requirements of these Specifications and DWG
19-01 through 19-08.
c) Downward adjustments of manholes shall be accomplished by removal
of existing grade or extension rings and cone and barrel sections as
required, and reconstructing the structure using manhole barrel and
cone sections, grade rings and frames and covers in accordance with
the requirements of these Specifications and DWG 19-01 through 19-
08.
4. Rodding inlet adjustments shall be accomplished by one of the methods
specified below or as detailed on the Plans:
a) Upward adjustments of rodding inlets shall be accomplished with
formed concrete or cast-iron extension rings where the extension will
not exceed 8", including any previous adjustments. When adjustments
are made that position the bottom of the cast iron frame above the
existing concrete top block, the top block shall be reconstructed in
accordance with the requirements of these Specifications and DWG
19-14.
b) Upward adjustments of rodding inlets exceeding 8" shall be
accomplished by removing the structure's frame, cover, and top block,
and reconstructing the structure in accordance with the requirements
of these Specifications and DWG 19-14. Pipe used for such
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adjustments shall be as required for pipeline repair and shall be
installed to extend the line and grade of the existing pipe.
c) Downward adjustments of rodding inlets shall be accomplished by
removal and reconstructions of the entire upper section of the structure
including the top block.
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Section 33 05 16 - Cast-Iron Pipe (CIP)
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install cast-iron pipe (CIP) and all
appurtenances as specified, complete and in place, as shown on the Plans, as
specified in this Section and in Section 33 31 16 - Sanitary Sewer Gravity Service
Laterals.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM A 74 Standard specifications for Hub and Spigot Cast Iron Soil
Pipe and Fittings
CISPI 301 Hubless Cast Iron Soil Pipe and Fitting for Sanitary and
Storm Drain, Waster and Vent Piping Applications
1.4 QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture
or installation of the pipe shall be tested in accordance with the
requirements of the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 01
30.11 - Inspection of Sewers.
Part 2 — Products
2.1 PIPE AND FITTINGS
A. All hub and spigot cast iron pipe (CIP) shall conform to the requirements
of ASTM A 74 as it applies to single hub, extra heavy and service weight
pipe.
B. Service weight, Class SV, pipe shall be the normal requirement of CIP
installations; however, the Inspector may require use of extra heavy, Class
XH, pipe or ductile iron pipe under special conditions.
C. CIP may be installed without the use of foundation bedding material where
such trench bottom provides solid bearing for the full length of the pipe.
The Inspector may require foundation bedding material where conditions
warrant.
D. Cast Iron "Hubless" pipe and fittings shall conform to the requirements of
the Cast Iron Soil Pipe Institute, (CISPI), "Standard No. 301."
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Section 33 05 16- Cast-Iron Pipe Page 151
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Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements
of this Section and Section 33 31 16 - Sanitary Sewer Gravity Service
Laterals.
B. Work shall meet or exceed the requirements of these Specifications
unless applicable requirements of an agency having jurisdiction (including
the terms and conditions of an encroachment permit issued by a city or
county) are greater, in which case the greater requirements shall govern.
C. CIP shall not be used in food service or grease interceptor applications.
3.2 COUPLINGS
A. Hubless pipe shall be installed in accordance with CISPI Pamphlet No.
100 using only 4 banded couplings or approved equals per the Approved
Materials List.
B. The use of a properly calibrated torque wrench set to 60 foot-pounds for
jointing shall be mandatory.
- END OF SECTION -
Part VI. Technical Specifications
Section 33 05 16- Cast-Iron Pipe Page 152
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Section 33 05 19 - Ductile Iron Pipe (DIP)
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install ductile iron pipe (DIP) and all appurtenances
as specified, complete and in place, as shown on the Plans, as specified in this
Section and in Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 -
Sanitary Sewer Gravity Service Laterals.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 00 - Sanitary Sewerage Piping
C. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ANSI/AWWA C110/A21.10 Ductile-Iron and Gray-Iron Fittings, 3 in.
through 48 in. for Water and Other Liquids
ANSI/AWWA C111/A21.11 Rubber-Gasket Joints for Ductile-Iron and
Gray-Iron Pressure Pipe and Fittings
ANSI/AWWA C115/A21.15 Flanged Ductile-Iron and Gray-Iron Pipe
with Threaded Flanges
ANSI/AWWA C150/A21.50 Thickness Design of Ductile-Iron Pipe
ANSI/AWWA C151/A21.51 Ductile-Iron Pipe, Centrifugally Cast
ANSI/AWWA C153/A21.53 Ductile-Iron Compact Fittings, 3 in. through
12 in. for Water and Other Liquids
AWWA C600 Installation of Ductile-Iron Water Mains and
Their Appurtenances
1.4 QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 0130.11 -
Inspection of Sewers.
Part 2 — Products
2.1 GENERAL
A. Ductile-iron pipe (DIP) shall conform to the latest revision of ANSI/AWWA
C1 50/A21 .50 subject to the following supplemental requirements. The pipe
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shall be furnished complete with rubber gaskets, and all special fittings shall
be provided as shown on the Plans.
B. Bell and spigot joints and mechanical joints are acceptable for underground
applications. As an alternative to bell and spigot joints the use of mechanical
and flanged joints will be permitted for above ground applications only.
2.2 PIPE
Ductile iron pipe shall be of the diameter indicated at a minimum Class 52, and shall
be manufactured with standard bell and spigot joints in accordance with the latest
revision of ANSI/AWWA C151/A21.51.
2.3 LINING AND COATING
Pipe shall have standard asphaltic coating on the exterior and be epoxy lined on the
interior with Protecto 401 TM ceramic epoxy lining as manufactured by U.S. Pipe, or
approved equal.
2.4 FITTINGS
A. Fittings shall be ductile iron at a minimum of Class 52. Fittings shall conform
to the latest revision of either ANSI/AWWA C1 10/A21.10 or ANSI/AWWA
C1 53/A21 .53. Fittings and accessories shall be furnished with either Push-on
or Mechanical Type Joints in accordance with ANSI/AWWA C111/A21.11.
B. Ductile-iron pipe and fittings shall be furnished with mechanical joints, push-on
joints, flanged joints, and/or restrained joints, as required. Bolted joints shall not
be used for underground installations.
1. Mechanical and push-on bell and spigot joints shall conform to
ANSI/AWWA C111/A21.11 and be furnished complete with all
necessary accessories.
2. Flanged joints shall conform to ANSI/AWWA C1 15/A21.15.
3. Restrained joints shall be per the Approved Materials List.
Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33
31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 INSTALLATION OF PIPE
All pipe shall be installed in accordance with ANSI/AWWA C600.
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3.3 RUBBER-GASKETED JOINTS
Immediately before jointing pipe, the bell end of the pipe shall be thoroughly
cleaned, and a clean rubber gasket, lubricated with an approved vegetable-based
lubricant, shall be placed in the bell groove. The spigot end of the pipe shall be
carefully cleaned and lubricated with a vegetable-based lubricant. The spigot end of
the pipe section shall then be inserted into the bell of the previously laid joint and
pushed into its proper position. Tilting of the pipe to insert the spigot into the bell will
not be permitted.
- End of Section -
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Section 33 05 24 - Steel Pipe
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install steel pipe and all appurtenances as
specified, complete and in place, as shown on the Plans, as specified in this Section
and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary
Sewer Gravity Service Laterals.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 09 90 00 - Painting and Coating
B. Section 33 01 30.11 - Inspection of Sewers
C. Section 33 31 00 - Sanitary Sewerage Piping
D. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 150 Standard Specification for Portland Cement
AWWA C208-07 AWWA Standard for Dimensions for Fabricated Steel
Water Pipe Fittings
AWWA C205-07 AWWA Standard for Cement-Mortar Protective Lining
and Coating for Steel Water Pipe — 4 in (100 mm) and
Larger-Shop-Applied
AWWA C620-07 AWWA Standard for Spray-Applied In-Place Epoxy
Lining of Water Pipelines, 3 In. and Larger
ANSI/AWS D1.1 Structural Welding Code
1.4 CONTRACTOR SUBMITTALS
A. Upon request by Central San, the Contractor shall submit shop drawings and
material details for steel pipe and fittings before the pipe and/or fittings are
manufactured.
B. If such shop drawings are to be submitted by the pipe fabricator or
manufacturer for Central San 's review, the District assigned Job Number and
Contractor's signature shall appear on each drawing, attesting the fact that
the manufacturer has reviewed the drawings, and if such are accepted,
installation will be in conformance therewith.
1.5 QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
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B. Submittals and testing shall be done in compliance with Section 33 0130.11 -
Inspection of Sewers.
Part 2 — Products
2.1 GENERAL
A. Lining refers to corrosion protection applied to the inside of a pipe. While
coating refers to corrosion protection applied to the outside of pipe.
B. Cement-Mortar protective lining and coating for steel pipe shall meet the
requirements of AWWA Standard C205-07.
C. Epoxy protective lining and coating for steel pipe shall meet the requirements
of AWWA Standard C620-07.
2.2 LININGS AND COATINGS
A. Concrete linings and coatings shall be manufactured with Type II Portland
cement conforming to the requirements of ASTM C 150, Concrete linings
shall extend to the ends of each pipe length. The concrete coating shall be
held back 3" from each end of each pipe, except where otherwise specified
for abutting pipe or structure connections.
B. Approved corrosion protective coating shall meet the requirements of Section
09 90 00 - Painting and Coating, and be shop applied to all exposed metal
portions of pipe before shipment. Minor shop coating damage shall be
repaired in the field with material consistent with that used by the pipe
manufacturer as directed by the Inspector.
2.3 FABRICATION
A. All pipe shall be clearly marked with date of manufacture, type of lining and/or
coating and name or trademark of the manufacturer as identification on each
individual length unless otherwise specified or shown on the Plans.
B. Fabrication of steel pipe shall be in accordance with the minimum basic
requirements of the following table:
Minimum Basic Steel Pipe Fabrication Requirements
Diameter of Pipe (in.)* 6 8 10 12 14
Steel Cylinder Gauge (US Std) 10 7
Uniform Minimum Lining 1/2 2/3
Thickness (inches)
Uniform Minimum Coating 1
Thickness (inches)
Rod-Wrapping or Wire 7/32 inch diameter or greater at 1.75 inches
Reinforcement maximum clear spacing. Self-furring welded
fabric of 2-by-4 inch No. 13 gauge steel wire.
*The lined pipe shall have a nominal pipe size within the one quarter (1/4)
inch tolerance.
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2.4 FITTINGS
A. Fittings for steel pipe shall conform to the requirements of AWWA C 208.
Special fittings shall be shop fabricated as detailed on the Plans and
approved shop drawings for construction.
B. Steel coupling for joining steel pipe shall consist of acceptable beveled or
flared sleeves, pressed or rolled steel flanges, rubber or neoprene gaskets
and steel bolts with hexagon nuts.
C. Deflection fittings shall not exceed 11.25° at any one angle break in such
fitting and the minimum distance between all miters in a fabricated fitting shall
be 3 feet.
Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33
31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 WELDING
A. All welding shall be performed by qualified welders, welding operators, and
tackers who have had prior experience with the type of materials to be used.
Welders shall be qualified under the provisions of ANSI/AWS D1.1 by an
independent local, approved testing agency not more than six (6) months
prior to commencing work on the casing or pipeline. Machines and electrodes
similar to those used in the work shall be used in qualification tests.
B. Appropriately sized joint rings for joining steel pipe shall be welded to the
cylinder to form a self-centering bell and spigot type joint sealed by a
compressed rubber gasket. When such method of jointing is used, Class I
mortar shall be used to point the joint on the inside and Class I non-shrink
grout shall be used to completely fill the annular space between abutting pipe
sections on the outside.
C. Field welds will be permitted only as shown on the Plans. A hand hole will be
required for all field welds. Welding shall be in accordance with the AWS
standards. After field welding is complete and inspected by Central San, all
exposed portions of the cylinder and joint shall be wrapped with 18-gauge
stucco wire and then cement grout band coated with Class I non-shrink grout.
The grout band, once finished, shall immediately be coated with a membrane-
type, fast curing material that will seal the band surface completely.
- END OF SECTION -
Part VI. Technical Specifications
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Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install PVC pipe and all appurtenances as
specified, complete and in place, as shown on the Plans, as specified in this Section
and Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary
Sewer Gravity Service Laterals.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 00 - Sanitary Sewerage Piping
C. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
AWWA C900-07 Standard for Polyvinyl Chloride (PVC) Pressure Pipe and
Fabricated Fittings, 4 In. Through 12 In. (100 mm through
300 mm), for Water Transmission and Distribution
AWWA C905-08 Polyvinyl Chloride (PVC) Pressure Pipe and Fabricated
Fittings, 14 In. Through 48 In. (350 mm Through 1,200
mm), for Water Transmission and Distribution
ASTM D 1784 Specification for Rigid Poly (Vinyl Chloride) (PVC)
Compounds and Chlorinated Poly (Vinyl Chloride)
(CPVC) Compounds.
ASTM D 2241 Specification for Poly (Vinyl Chloride) (PVC) Pressure-
Rated Pipe (SDR-Series)
ASTM D 2321 Practice for Underground Installation of Thermoplastic
Sewer Pipe for Sewers and Other Gravity-Flow
Applications
ASTM D 3034 Specification for Type PSM Poly (Vinyl Chloride) (PVC)
Sewer Pipe and Fittings
ASTM F 477 Standard Specification for Elastomeric Seals (Gaskets)
for Joining Plastic Pipe
ASTM F 1674 Test Method for Joint Restraint Products
1.4 QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 0130.11 -
Inspection of Sewers.
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Part 2 — Products
2.1 GENERAL
All PVC pipe shall be continuously and permanently marked with the manufacturer's
name, pipe size and pressure rating in psi.
2.2 PIPE
A. All PVC pipe shall be joined by compression, solvent-welded, thermo-fusion
welded or mechanical restrained joints as shown on the Plans.
B. Polyvinyl chloride pipe (PVC) shall conform to the requirements of ASTM D
3034, SDR-26, or AWWA C900 or C905, Class 100, 150, 165, 200, 253, or
305. Material for PVC pipe shall conform to the requirements of ASTM D
1784 for Class 12454-B or 12454-C as defined therein.
C. Flexible rubber rings for compression type joints for PVC pipe and fittings
shall conform to the requirements of ASTM F 477.
D. All sun-faded pipe or pipe with noticeable surface defects will be rejected and
shall be replaced by the Contractor.
2.3 COUPLINGS AND FITTINGS
A. Couplings shall be as listed in the Approved Materials List.
B. All fittings for PVC pipe shall conform to the requirements of ASTM D 2241.
The ring groove and gasket ring shall be compatible with PVC pipe ends.
C. The strength class of fittings shall be no less than the strength class of any
adjoining pipe.
D. PVC fittings shall, at a minimum, conform to the requirements of ASTM D
3034 as they apply to type SDR-26 PVC Sewer Pipe using an Elastomeric
Gasket Joint in a bell and spigot assembly system. Rubber sealing gaskets
shall meet the requirements of ASTM F 477.
E. All PVC pipe entering or leaving a concrete structure shall have a rubber
sealing gasket, as supplied by the pipe manufacturer, firmly seated
perpendicular to the pipe axis, around the pipe banded and cast into the
structure base or near the structure wall center as a water stop. Said water
stop may also consist of a manhole coupling with rubber sealing rings cast
into the structure base (see DWG 20-05).
2.4 RESTRAINED JOINTS FOR C900 PVC PIPE
All restrained joints used in sanitary sewer applications shall meet or exceed the
requirements of ASTM F 1674. All restrained joints shall be per the Approved
Materials List.
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Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Section 33 31 00 - Sanitary Sewerage Piping and Section 33
31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet the specified requirements of these Specifications unless the
requirements of the local agency having jurisdiction are greater, in which case
the greater requirements shall govern.
3.2 INSTALLATION
PVC pipe shall be installed in accordance with the requirements of ASTM D 2321;
as specified herein and shown on the Plans.
3.3 HORIZONTAL CURVES
Horizontal curves shall be installed using straight pipe segments, each a minimum of
five feet in length and joint deflections or fittings in accordance with the requirements
of DWG 21-01, or with forced bends where the radius of the curve exceeds the
minimums specified in the table below:
SDR-26 PVC Pipe (Forced Bends)
Pipe Diameter 4" 6" 8" 10"
Minimum Radius 135' 200' 260' 322'
3.4 FIELD JOINTING
A. Each pipe compression-type joint shall be joined with a lock-in rubber ring
and a ring groove that is designed to resist displacement during pipe
insertion.
B. The ring and the ring seat inside the bell shall be wiped clean before the
gasket is inserted. A thin film of lubricant shall be applied to the exposed
surface of the ring and to the outside of the clean pipe end. Lubricant other
than that furnished with the pipe shall not be used.
C. Joints shall not be deflected either vertically or horizontally in excess of the
printed recommendations of the pipe manufacturer.
- END OF SECTION -
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Section 33 05 31.33 - Acrylonitrile Butadiene Styrene (ABS) Pipe
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install ABS pipe and all appurtenances as specified,
complete and in place, as shown on the Plans, as specified in this Section and
Section 33 31 00 - Sanitary Sewerage Piping and Section 33 31 16 - Sanitary Sewer
Gravity Service Laterals.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
C. Section 33 31 00 - Sanitary Sewerage Piping
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM D 1527 Standard Specification for Acrylonitrile-Butadiene-
Styrene (ABS) Plastic Pipe, Schedules 40 and 80
ASTM D 2235 Standard Specification for Solvent Cement for
Acrylonitrile Butadiene-Styrene (ABS) Plastic Pipe and
Fittings
ASTM D 2680 Standard Specification for Acrylonitrile-Butadiene-
Styrene (ABS) and Poly (Vinyl Chloride) (PVC)
Composite Sewer Piping
ASTM D 2751 Standard Specification for Acrylonitrile-Butadiene-
Styrene (ABS) Sewer Pipe and Fittings
1.4 QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
B. Submittals and testing shall be done in compliance with Section 33 0130.11 -
Inspection of Sewers.
Part 2 — Products
2.1 GENERAL
Products shall be per the Approved Materials List.
2.2 PIPE AND FITTINGS
A. Composite ABS pipe and fittings shall conform to the requirements of ASTM
D 2680.
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B. All ABS solid wall pipe and fittings less than 6" in diameter (side sewer) shall,
at a minimum, conform to the requirements of ASTM D 2751 and D 1527 as
they apply to schedule 40 ABS sewer pipe respectively using solvent cement
joint assembly systems.
Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Section 33 31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 INSTALLATION
A. Cement used for all ABS pipe joints shall conform to the requirements of
ASTM D 2235. Jointing shall be accomplished by applying a coating of
cement to the inside of the socket and to the outside of the spigot end of pipe
to be joined in sufficient quantity that when the spigot is fully inserted into the
socket a bead of excess cement will form around the entire circumference of
the outside juncture of the said spigot and socket. Excess cement shall then
be removed.
B. The Contractor shall apply a coating of cement to all pipe ends of ABS
composite pipe whether within a coupling or not. The purpose is to prevent
migration of groundwater into the annular space.
C. All ABS pipe entering or leaving a concrete structure shall have a standard
(water stop) manhole gasket, as supplied by the pipe manufacturer, firmly
clamped around the pipe exterior and cast into the structure base or near the
structure wall center as a water stop.
3.3 REPAIRS
When repairing an ABS composite pipe a standard chemically welded coupling is
required for each joint. Cut each coupling at a 450 angle with a narrow-bladed saw
and deburr the edges. Each pipe shall be cut square and deburred. A minimum of a
2-foot piece of pipe shall be used. With 2 straps placed loosely on the edges of each
repair joint, apply primer and cement to inside of the coupling and outside of the
ABS pipe at each joint. Center the coupling around the repair joint placing the cut
upward. Tighten the straps around the coupling allowing the coupling to slide such
that there is a tight fit around the ABS pipe. Finally, dip fiberglass tape into the
primer and lay over the cut applying cement over the strip. Do not apply test
pressures internally or externally for 16 hours, but install bedding and backfill
immediately.
- END OF SECTION -
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Section 33 05 33.13 - High Density Polyethylene (HDPE) Pipe
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install high-density polyethylene pipe (HDPE) and
all appurtenances as specified, complete in place, as shown on the Plans, as
specified in this Section and Section 33 31 00 - Sanitary Sewerage Piping and
Section 33 31 16 - Sanitary Sewer Gravity Service Laterals. The HDPE pipe and
fittings specified herein shall be used only in association with pipe bursting methods
and directional drilling construction methods unless otherwise approved by Central
San.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 00 - Sanitary Sewerage Piping
C. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM D 638 Test Method for Tensile Properties of Plastics
ASTM D 696 Test Method for Coefficient of Linear Thermal Expansion
of Plastics
ASTM D 746 Test Method for Brittleness Temperature of Plastics and
Elastomers by Impact
ASTM D 1238 Test Method for Flow Rates of Thermoplastics by
Extrusion Plastometer
ASTM D 1248 Specification for Polyethylene Plastics Molding and
Extrusion Materials
ASTM D 1505 Test Method for Density of Plastics by the Density-
Gradient Technique
ASTM D 1525 Test Method for Vicat Softening Temperature of Plastics
ASTM D 1693 Test Method for Environmental Stress-Cracking of
Ethylene Plastics
ASTM D 2240 Test Method for Rubber Property - Durometer Hardness
ASTM D 2837 Test Method for Obtaining Hydrostatic Design Basis for
Thermoplastic Pipe Materials
ASTM D 3350 Specification for Polyethylene Plastics Pipe and Fittings
Materials
ASTM F 585 Practice for Insertion of Flexible Polyethylene Pipe into
Existing Sewers
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ASTM F 714 Specification for Polyethylene (PE) Plastic Pipe (SDR-
PR) Based on Outside Diameter
PLASTICS PIPE Renewing Sewers with Polyolefin Pipe Industry (PPI)
1.4 QUALITY ASSURANCE
A. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
B. Submittals and testing shall be done in compliance Section 33 0130.11 -
Inspection of Sewers.
Part 2 — Products
2.1 GENERAL
Referenced pipe sizes are nominal pipe diameters.
2.2 PIPING MATERIALS
A. Pipe and fittings shall be high density, high molecular weight polyethylene
with a cell classification of 345434D, as defined in ASTM D 3350 and shall be
colored white or light gray. In addition, the material shall be listed by the
Plastic Pipe Institute with a designation of PE 3408 and shall be classified as
a Type III, Class C, Category 5, Grade P34 material, as defined in ASTM D
1248.
B. Fittings shall be of the same material and class as the pipe. Identification of
pipe and fittings shall be in accordance with ASTM D 3350. Pipe and fittings
shall be made from virgin material. No rework compound, except that
obtained from the manufacturers own production of the same formulation,
shall be used. Pipe and fittings shall be homogeneous throughout and shall
be free of visible cracks, holes, foreign material, blisters, or other deleterious
faults.
C. Dimensions of pipe and fittings shall be in accordance with ASTM F 714. Pipe
and fittings shall be at minimum SDR-17 with cast iron/ ductile iron outside
diameter and have a minimum pressure rating of 100 psi at 73.4°F.
D. The physical properties of the pipe and fittings material shall be as follows:
PROPERTY TEST METHOD VALUE
Density ASTM D 1505 0.955gm/cc
Melt Index ASTM D 1238 0.14 m/10 min
Environmental Stress-Cracking Resistance a ASTM D 1693 > 5,000 hr
> 800hr
Tensile Strength, Yield b ASTM D 638 3,200 psi
Elongation at Break ° ASTM D 638 > 750 percent
Vicat Softening Temperature ASTM D 1525 257° F
Brittleness Temperature ASTM D 746 < -180° F
Flexural Modulus ASTM D 3350 125,000 psi
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PROPERTY TEST METHOD VALUE
Modulus of Elasticity ASTM D 638 105,000 psi
Hardness ASTM D 2240 65 Shore D
Coefficient of Linear Thermal Expansion d ASTM D 696 8.3x10-4 in/in/'F
1.2x10 in/in/ F
Long Term Strength e ASTM D 2837 1,600 psi
800 psi
a - Condition A, B & C @ 0°F; Compressed Ring @ 50°F
b - Type IV specimen
c - Type IV specimen
d - Molded specimen; Extruded pipe
e - @ 73°F; @ 140°F
2.3 JOINTS
A. Joints in HDPE pipe shall be made using thermal butt-fusion welding
equipment designed for the specific purpose of permanently connecting
HDPE pipes. This equipment shall be capable of squarely facing the pipe
ends to be joined, properly heating each pipe end to the temperature range
specified by the pipe manufacturer, and applying and sustaining the
appropriate pressure, as recommended by the pipe manufacturer. Test joints
may be requested at the Inspector's discretion to ensure the quality of the
joints.
B. For main sewer installation, the butt-fusion welding machine shall be outfitted
with a measuring and recording unit that documents the conditions existing
during the fusion of each individual weld. A printout that includes the date and
time each joint was made, the joint number, the initials of the machine
operator, the platen temperature at the time of mating, the pressure during
the heating cycle, the time period for the heating cycle, the pressure during
the soak cycle, and the time period of the soak cycle shall be machine-
generated and delivered to Central San at the end of each work shift, if
required by the Inspector. The recording unit shall be a DataLogger, as
manufactured by McElroy Manufacturing, Inc., or approved equal.
C. Fusion equipment shall be operated by technicians who have been certified
by a major gas public utility such as Pacific Gas and Electric or Southern
California-Edison for operation of such equipment. A copy of the technician's
certification shall be provided to Central San prior to the start of the work, if
requested by the Inspector. Furthermore, all technicians performing butt-
fusion welding on this project shall have a minimum of 2 years' experience
operating the same equipment used hereon.
D. Butt-fusion welding equipment shall be as follows, or approved equal:
1. McElroy No. 412 Hydraulic Fusion Machine, McElroy Manufacturing,
Tulsa, Oklahoma.
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2. Proweld Field 12 (315)-R, Asahi/America, Malden, Massachusetts.
2.4 FITTINGS
A. The Contractor shall provide fabricated fittings where required. Fabricated
fittings shall be of the same material as, and shall have a minimum pressure
rating equal to, the pipeline material. If the fitting is in-line with the pipeline
(i.e., a flange adapter), then the I.D. of the fitting shall be the same as the
pipe. If the fitting is off-line (i.e., a tee), then the fitting shall have an I.D. in
accordance with the Plans. Unless otherwise required, all fittings shall be
butt-fusion welded or flanged.
B. Terminations to pipe or fittings made of other pipe materials shall be made by
using flanges. Flanges shall consist of flange adapters butt-fusion welded to
the HDPE pipe end, ductile iron back-up rings with a pressure rating of at
least 150 psi, Type 316 stainless steel bolts, nuts and washers, and 1/8"
thick, black-reinforced rubber gaskets. In no case shall threaded fittings or
adapters be used to connect HDPE materials.
Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Section 33 3100 - Sanitary Sewerage Piping and Section 33
31 16 - Sanitary Sewer Gravity Service Laterals.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 HANDLING AND STORAGE
1. The Contractor shall inspect each pipe and fitting prior to butt-fusion welding
and again prior to installation. Any damaged pipe or fittings shall be replaced
by the Contractor.
2. Prior to butt-fusion welding or installation, each pipe or fitting shall be
thoroughly cleaned and shall be kept clean. The material used to clean the
pipe and fittings shall be as recommended by the pipe manufacturer.
3.3 BUTT-FUSION WELDING
A. Butt-fusion welds shall be performed in accordance with manufacturer's
instructions.
B. For main sewer installations, the Contractor shall mark each joint with the
individual joint number, corresponding to the joint identification number
appearing on the printout of the data logger attached to the butt-fusion
welding machine. The printout shall be attached to the pipe near the joint for
collection by Central San.
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C. Contractor shall remove the internal melt bead from the welded joint and shall
be accomplished in a manner that does not score or gouge the pipe.
3.4 PIPE DEFLECTION
Horizontal curves shall be installed by forced bending of the pipe. Minimum
curvature radius requirements for HDPE pipe are shown on the table below. All
designs of curvilinear sewers are subject to approval by Central San.
Pipe DR Minimum Curve Radius
<_ 9 20 times pipe O.D.
> 9 - 13.5 25 times pipe O.D.
> 13.5- 21 27 times pipe O.D.
> 21 30 times pipe O.D.
Fitting or flange 100 times pipe O.D.
present in bend
3.5 FIELD COUPLINGS
A. Fittings/joints that are to be assembled after pipe bursting or directional
drilling has been completed shall be butt fused where accessible.
B. Electrofusion couplings listed in the Approved Materials List shall be used on
inaccessible locations.
C. Saddles used for taps shall be per the Approved Materials List.
- END OF SECTION -
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Section 33 05 39.41 - Reinforced Concrete Pipe (RCP)
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install reinforced concrete sewer pipe (RCP) and all
appurtenances as specified, complete and in place, as shown on the Plans, as
specified in this Section and Section 33 31 00 - Sanitary Sewerage Piping.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 00 - Sanitary Sewerage Piping
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 76 Specification for Reinforced Concrete Culvert, Storm
Drain and Sewer Pipe
ASTM C 150 Specification for Portland Cement
AWWA C 302 Reinforced Concrete Pressure Pipe, Non-cylinder Type,
for Water and Other Liquids
1.4 CONTRACTOR SUBMITTALS
A. Certificates guaranteeing that the pipe furnished hereunder is in compliance
with the requirements of these Specifications and the referenced standards.
B. Quality control records as required herein.
C. Detailed fabrication including pipe designs, special pipe, dimensions, weights,
joint details, laying diagrams and a fabrication schedule. Drawings shall
indicate, at relative scale, concrete covers, reinforcement placements, joint
assembly design, the design pipe size, D-load, cement type, concrete
strength and areas, and types and placements of reinforcement.
D. Three-edge bearing test results. Results shall indicate the Central San
assigned project number, agency and operator performing the test, date, pipe
size and specified D-load and ultimate test load applied. The ultimate test
load applied shall not exceed 110% of the specified D-load.
E. Fabrication plant joint leakage testing results.
1.5 QUALITY ASSURANCE
A. For concrete pipes of 30" inside diameter and larger, each pipe joint shall be
inspected by the Contractor from the inside of the installed piece of pipe
before backfilling and before the next piece of pipe is connected. The
inspection shall include the checking of proper joint gaps and gasket
placement, and damaged or chipped joints. The Contractor shall verify the
deflection at each joint by comparing the width of gaps at the top and bottom
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and each side of each joint. Gaps exceeding manufacturer's
maximum/minimum allowable limits and/or with potentially rolled or pinched
gaskets shall be corrected before the next piece of pipe is installed. If a pipe
section, which has previously been installed, is moved or dislodged in the
process of installing the next pipe section, those pipe joints which have been
previously checked and which may have been affected by the moving or
dislodging shall be rechecked. In addition, at the completion of each pipe
installation day, the Contractor shall again inspect the inside of the pipeline
installed that day for potential problems that may have developed since the
individual joint inspections. The Contractor shall correct all excessive gaps
and potential problems that may affect the passing of the leakage test before
any more pipes are installed.
B. The Inspector may participate in any or all of the alignment checks or interior
pipe inspections. The Central San's inspection, if implemented, will be for
general compliance only and will not relieve the Contractor from being fully
responsible for the overall installation quality including the proper alignment,
grades, and the passing of the specified leakage test. The Contractor shall
provide all necessary access and safety equipment that will assure a safe
work area and facilitate the inspection process for the Inspector.
C. Central San reserves the right to reject the repairing of pipe joints needed to
pass the specified leakage test. Such repairs may be allowed only at the
Inspector's discretion, and may require the installation of exterior concrete
collars designed for leakage and settlement in addition to interior repairs, or
other approved equivalent repair methods to ensure the integrity of the
pipeline for the full design life. Repair of chipped joints, if approved by Central
San, shall be made after the passing of the specified leakage test, as
approved by Central San.
D. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
E. Submittals and testing shall be done in compliance with Section 33 0130.11 -
Inspection of Sewers.
Part 2 — Products
2.1 PIPE MATERIALS
A. All pipe sizes refer to the nominal inside diameter of pipe (including any pipe
linings) and no pipe, except where specified herein, shall be more than 3/8"
smaller than the nominal size designated. All pipe, joints incorporated into the
pipe, and manufactured fittings connecting pipe between structures shall be
fabricated by one and only one manufacturer and be of the same type,
quality, class, and size unless otherwise specified or shown. Jointing of pipe
dissimilar in size and/or material shall be accomplished at structures. All field
cut pipe shall be accomplished by methods and equipment recommended by
the pipe manufacturer. No hammer and chisel cuts will be permitted. All pipe
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and fittings delivered to the jobsite shall be properly marked by the
manufacturer with, at a minimum, the manufacturer's name, piece number,
pipe diameter, class (or D-load) and date of manufacture. All elliptically
reinforced pipe shall also be marked with a "field top" designation.
B. Reinforced Concrete Sewer Pipe with Flared or Flush Bell and Spigot Joint:
All reinforced concrete pipe and fittings shall conform to the requirements of
ASTM C 76 and as modified herein-
1.
erein:1. Materials shall comply with the appropriate ASTM designation under
which the subject pipe is to be manufactured, modified as specified
hereunder:
a) Cement used in the manufacture of RCP shall be Type II in
conformance with ASTM C 150.
b) No admixtures shall be introduced to concrete mixes.
C) Rubber for gaskets shall be neoprene and shall comply with the
requirements of AWWA C 302.
d) Aggregates used shall consist of granitic, calcareous or combinations.
2. Design shall comply with appropriate ASTM designation under which the
subject pipe is to be manufactured and as modified herein.
a) In no case shall pipe be less than that specified under ASTM C 76
provisions for Class III, Walls "B" or "C". Wall "A" shall not be
acceptable.
b) Total concrete cover of reinforcement at the inner wall, (clearance of
steel surface to inner wall surface), nominal 1-1/2", regardless of pipe
diameter size or type and placement configuration of reinforcement.
Minimum concrete cover at the outer wall shall not be less than 1".
c) Joint design for 30" diameter and larger pipe shall be reinforced
concrete bell and spigot incorporating a fully-retained, double rubber
gasketed joint with a '/2" diameter Schedule 40 PVC testing tube
extending from the inside of the pipe into the annular space between
the two gaskets. A removable plastic screw-in plug shall be provided to
protect the tube opening. Position of the testing tube shall be at the
spring line of the pipe.
d) RCP for tunneled installations shall be double spigot type with Type
316 stainless steel joint band. The minimum thickness of the Type 316
stainless steel joint band shall be 1/2" unless a greater thickness is
required by the Contractor for the tunnel and jacking operation.
3. PVC lined reinforced concrete pipe shall be manufactured by the vertically
cast process, utilizing stationary inner and outer forms. Vertically cast pipe
shall be wet cast, vibrated, steam cured, and shall remain in the forms for
a minimum of 6 hours. Pipe manufactured by the "Dry Cast" method is
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unacceptable. Fabrication of centrifugally spun and vertically cast pipe
shall be in accordance with AWWA C 302 and as modified herein:
a) Form oils or release agents shall not contain any material or
substances that would penetrate or otherwise retard concrete set at
the formed surface.
b) The steel forms shall be placed horizontally in a machine capable of
spinning the forms at speeds that will produce concrete meeting or
exceeding the concrete strengths required under the appropriate
ASTM standard for the subject pipe specified.
4. Pipe fabrication plant and field hydrostatic joint leakage testing shall be in
accordance with the following minimum criteria:
a) All pipes shall be subject to a D-load test by the manufacturer. Three-
edge bearing test loads shall be applied to the extent that no greater
than a 0.01-inch crack is produced in tested pipe sections.
b) Applied test loading may be terminated without producing a 0.01-inch
maximum crack if or when such loading has reached 110% of that
required for and relative to the specified D-load for the subject pipe.
Central San may select at random and test as specified in
ANSI/AWWA C 302. The cost of the pipe and the tests shall be borne
by the Contractor. Pipe will be acceptable under the test requirements
specified herein when all test specimens conform to the test
requirements, the manufacturer will be allowed to retest 2 additional
specimens for each specimen that failed, and the pipe shall be
acceptable only when all of the retest specimens meet the strength
requirements.
c) Fabrication plant joint leakage testing shall be performed in
accordance with AWWA C 302. The pipe test pressure shall be a
minimum head of 25 feet.
5. Pipe minimum and maximum lengths, except where required otherwise
shall be in accordance with AWWA C 302.
C. The quality of materials, the process of manufacture, and the finished pipe
shall be subject to inspection and approval by Central San or its assignee.
Pipe shall be substantially free of fractures and internal surface roughness.
The ends of the pipe shall be normal to the walls and centerline of the pipe,
within the limits of variations given in ASTM C 76. Pipe shall be subject to
rejection for failure to conform to any of the specification requirements.
Central San's decision regarding rejection of the pipe shall be final and the
rejected pipe shall be immediately removed from the jobsite and replaced at
the Contractor's cost. Individual sections of pipe may be rejected for any of
the following defects:
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1. Fractures or cracks passing through the wall, except for a single end crack
that does not exceed the depth of the joint.
2. Defects that indicate proportioning, mixing, and molding not in compliance
with ASTM C 76.
3. Spigot and/or bell surface and/or dimensional irregularities which may
impede assembling the joint or affect leak tightness.
4. Surface defects indicating honeycomb, rock pockets or open texture.
5. Damaged or cracked ends where such damage would prevent making a
satisfactory joint.
6. Any continuous crack having a surface width of 0.01" or more and
extending for a length of 12" or more, regardless of position in the wall of
the pipe.
Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Part 1 - General.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 PIPE INSTALLATION
A. RCP shall be installed in accordance with the Manufacturer's
recommendations and the additional requirements of this Section.
B. Bell holes shall be excavated at each joint to provide full-length barrel support
of the pipe and to prevent point loading at the bells or couplings.
C. Pipe bedding or trench subgrade beneath the pipe shall be compacted and
graded to provide a uniform and continuous support beneath the pipe at all
points between the bell holes or pipe joints.
D. Unless otherwise required, all pipes shall be laid straight between changes in
alignment and at uniform grade between changes in grade. Where lined
reinforced concrete pipe is specified, it shall be installed with the unlined area
of the pipe circumference centered on the invert. For pipes with elliptical
reinforcement, the pipe shall be placed with the minor axis of the
reinforcement in a vertical position.
E. For standard beveled pipes where it is necessary to defect the pipe joint to
achieve the required line or grade, the amount of joint "pull" shall not exceed
the pipe manufacturer's recommendation. Pipes installed in straight lines or
grades shall have a uniform end gap all around the pipe joint.
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3.3. PIPE DEFLECTION
Horizontal Curves shall be installed in straight pipe segments and joint deflections or
fittings in accordance with DWG 21-01. Minimum curvature radius requirements for
RCP pipe are shown on the table below. All designs of curvilinear sewers are
subject to approval by Central San.
Allowable Deflection Per Joint I Segment Length I Minimum Radius
1.2 Degree Joint Deflection 8'0" 400 ft.
3.4 JOINTS
A. Care shall be taken to avoid dragging the spigot on the ground or allowing it
to be damaged by contact with gravel, crushed stone, or other hard objects.
B. Joint mating surfaces shall be cleaned immediately prior to jointing.
C. After the subgrade has been prepared as specified, the rubber gaskets shall
be placed in the groove(s) on the spigot ring, and the spigot end of the pipe
then centered into the bell of the adjoining pipe and pushed into position.
Care shall be taken to avoid twisting or cutting the gasket(s) when jointing the
pipe. The inside surface of the bell, the gasket groove(s) and the gasket(s)
shall be lubricated immediately prior to jointing with a compound
recommended by the manufacturer which will facilitate the telescoping of the
joint.
D. After the pipe joint is made, the Contractor shall check proper gasket(s)
placement with a feeler gauge supplied by the pipe manufacturer for such
testing. Where joint placement is found to be improper, the tested pipe
section shall be first removed, the gasket(s) checked for defects due to
manufacturing error, a new gasket(s) installed if necessary, the pipe re-laid,
and the gasket(s) placement rechecked.
3.5 TRENCH LOAD
A. Trench load calculations and design shall reflect the following minimum
criteria-
1.
riteria:1. Maximum trench width of 24" greater that the outside diametric dimension
(O.D.) of the pipe barrel not including bells and a backfill density relative to
that anticipated but, in all cases, not less 120 pounds per cubic foot.
2. A dead load factor not greater than1.9 for bedding shown and specified
under DWG 20-01 through 20-03.
3. Live load and impact factors relative to that anticipated but, in all cases,
not less than that produced by using AASHTO H-20 load criteria and an
impact factor of 1.5.
4. A safety factor of not less than 1.5.
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Section 33 05 41 - Vitrified Clay Pipe (VCP)
Part 1 — General
1.1 THE REQUIREMENT
The Contractor shall furnish and install vitrified clay pipe (VCP) and all
appurtenances as specified, complete and in place, as shown on the Plans, as
specified in this Section and Section 33 31 16 - Sanitary Sewer Gravity Service
Laterals and Section 33 3100 - Sanitary Sewerage Piping.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Section 33 01 30.11 - Inspection of Sewers
B. Section 33 31 00 - Sanitary Sewerage Piping
C. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ASTM C 12 Practice for Installing Vitrified Clay Pipe Lines
ASTM C 301 Test Methods for Vitrified Clay Pipe
ASTM C 700 Specification for Vitrified Clay Pipe, Extra Strength,
Standard Strength and Perforated
1.4 CONTRACTOR SUBMITTALS
Upon request by Central San, the Contractor shall furnish a certified affidavit of
compliance for all pipe and other products or materials furnished under this Section,
as specified in the referenced standards.
1.5 QUALITY ASSURANCE
A. All pipes shall be subject to a hydrostatic pressure test and a 3-edge bearing
test at the manufacturer's plant.
B. All pipe and fittings shall be true, circular, and concentric with the barrel of the
pipe, on a plane at right angles to the longitudinal axis of the pipe. At no point
shall the thickness of the pipe spigot be less in thickness than the shell of the
main body of the pipe. Socket ends shall be square with the longitudinal axis
and shall be true, circular and concentric with the barrel of the pipe.
C. All pipe and fittings shall have smooth interiors and shall be free from
injurious cracks, checks, blisters, broken extremities or other imperfections.
D. Pipe shall be subject to rejection for failure to conform to any specification
requirement. Central San's decision regarding rejection of the pipe shall be
final and the rejected pipe shall be immediately removed from the jobsite and
replaced at the Contractor's cost. Individual sections of pipe may be rejected
for any of the following defects:
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1. A single crack in the pipe or fitting extending through the entire
thickness, regardless of the length of such crack; a single crack which
extends through one-fifth (1/5) of the barrel thickness and is over 2"
long. Any surface firing crack that is more than 1/32" wide at its widest
point.
2. Lumps, blisters, pits, or flakes on the interior surface of a pipe or fitting.
3. When spigot or bell of the pipe varies from a true circle more than 3%
of its nominal diameter.
4. Any piece broken from the spigot end that extends through the barrel.
5. Tramp clays, grog, or other foreign matter fused to the exterior or
interior surface of the pipe or fittings.
E. Except as modified in this Section, all materials used in the manufacture or
installation of the pipe shall be tested in accordance with the requirements of
the referenced standards.
F. Submittals and testing shall be done in compliance with Section 33 0130.11 -
Inspection of Sewers.
Part 2 — Products
2.1 PIPE AND FITTINGS
Clay pipe and fittings shall be extra strength, glazed, unless otherwise shown, and
shall conform to the requirements of ASTM C 700.
2.2 JOINTS
Joints in vitrified clay pipe shall be made up using a factory-made bell and spigot
compression joint, or a coupling listed in the Approved Materials List.
Part 3 — Execution
3.1 GENERAL
A. Sewer pipelines shall be constructed in compliance with the requirements of
this Section and Section 33 31 00 - Sanitary Sewerage Piping.
B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 INSTALLATION OF VCP
A. Installation of pipe shall be in accordance with ASTM C 12. Pipe laying shall
proceed upgrade with spigot ends pointing in direction of flow. After a section
of pipe has been lowered into the prepared trench, supported along the full
length of the pipe section, and immediately before joining the pipe, the ends
of the pipe to be joined shall be cleaned and the rubber gasket lubricated, all
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in accordance with the pipe manufacturer's written instructions. Assembly of
the pipe length shall be in accordance with the recommendations of the
manufacturer. All special tools and appliances required for joining the pipe
shall be provided by the Contractor. When cutting or machining of the pipe is
necessary, only tools and methods recommended in writing by the pipe
manufacturer and approved by Central San shall be employed.
B. All necessary precautions shall be taken to prevent uplift or floating of the
pipe prior to the completion of the backfilling operation. The Contractor shall
assume full responsibility for any damage due to this cause and shall restore
and replace the pipe to its specified condition and grade if it is displaced due
to floating.
3.3 PIPE DEFLECTION
Horizontal curve layouts shall be done as shown on DWG 21-01. Minimum curvature
radius requirements for VCP pipe are shown on the table below.
Nominal Pipe Max. Allowed Equation for r (feet) Minimum Radius of
Diameter Deflection Minimum Radius Curvature, for Pipe Len th L of:
(inches) (Degrees) (L= Pipe Length) 4' 6' 8' 10'
4 to 12 2.4 r= 24.0(L) 96 144 192
15 to 24 1.8 r= 32.0(L) 128 192 256 320
27 to 36 1.2 r= 48.0(L) 192 288 384 480
39 to 48 0.9 r= 64.0(L) 256 384 512 640
3.4 MANHOLES
VCP entering and leaving manholes or other structures shall have 2 standard joints
within 3 feet of the manhole base. One joint shall be incorporated in the manhole
base or installed immediately adjacent to the manhole base and there shall not be
less than 12" between the 2 joints (see DWG 19-05).
- END OF SECTION -
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Section 33 31 00 - Sanitary Sewerage Piping
Part 1 - General
1.1 THE REQUIREMENT
A. The Contractor shall furnish all pipe, fittings, tools, materials and labor
required to install and test sanitary sewers, in accordance with these
Specifications.
B. Pipe materials and installation procedures shall be in accordance with the
pipe manufacturer's recommendations unless otherwise specified in these
Specifications.
C. For a particular sewer installation, pipe and manufactured fittings connecting
pipe between structures shall be of one and only one manufacturer's brand
and of the same type, quality, class and size.
D. Joining of pipe dissimilar in size and/or material shall be accomplished either
by use of an Expansion Block as detailed in DWG 21-04, or by use of special
adapters or couplings listed on the Approved Materials List.
E. Where field cuts are required, the Contractor shall use tools and/or equipment
recommended by the pipe manufacturer. No hammer nor chisel cuts will be
permitted.
F. All pipe and fittings delivered to the jobsite shall be marked by the
manufacturer with such inventory and identification (Brand Name, Pipe Type,
Strength Class, Batch Lot, Lengths, etc.) as to be properly identified in the
field as meeting the requirements of these Specifications.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Part VII Standard Drawings
B. Section 4 Design Criteria
C. Section 8 Design Criteria
D. Section 12 Surveying
E. Section 09 90 00 - Painting and Coating
F. Section 31 23 16 - Excavation, Bedding and Backfill
G. Section 33 01 30.11 - Inspection of Sewers
H. Section 33 05 19 - Ductile Iron Pipe (DIP)
I. Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe
J. Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:
ANSI/ASME B1.20. Pipe Threads, General Purpose (inch)
ANSI/AWS D1.1 Structural Welding Code
B. Codes:
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Cal/OSHA Construction Safety Orders
1.4 QUALITY ASSURANCE
A. Pipe shall be subject to inspection at the place of manufacture. During the
manufacture of the pipe, Central San shall be given access to all areas where
manufacturing is in progress and shall be permitted to make all inspections
necessary to confirm compliance with these Specifications.
B. Except where otherwise specified, all materials used in the manufacture of
the pipe shall be tested in accordance with the applicable specifications and
standards. The manufacturer shall perform all tests at its own cost.
C. All installed pipe shall be cleaned and tested in accordance with Section 33
0130.11 - Inspection of Sewers.
1.5 MANUFACTURER'S SERVICE REPRESENTATIVE
Where the assistance of a manufacturer's service representative is required, in order
to obtain compliance for pipe joints, supports, or special connections, the Contractor
shall arrange for such assistance.
1.6 MATERIAL DELIVERY, STORAGE AND PROTECTION
All piping materials, fittings, valves, and accessories shall be delivered in a clean
and undamaged condition, and stored off the ground. All pipe and appurtenances
shall be protected from damage by sunlight, moisture, corrosive materials,
equipment and other sources. All defective or damaged pipe or appurtenances shall
be removed from the jobsite and replaced with new materials.
Part 2 - Products
2.1 GENERAL
A. Pipes, fittings, and appurtenances shall be furnished in accordance with the
requirements of the applicable Section for the particular pipeline material
being used and the Approved Materials List.
B. See Subsection 8-03 for additional requirements.
C. Referenced pipe sizes are nominal pipe diameters.
D. Application of pipe coatings shall be in accordance with the requirements of
the applicable Section of these Specifications for the particular pipeline
material being used and Section 09 90 00 - Painting and Coating.
2.3 WYES
Sewer lateral bends shall be made with sewer Combination Wye and (1/8) Bends —
not with sanitary tees.
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Part 3 - Execution
3.1 GENERAL
A. Line & Grade: Sewer pipelines shall be constructed to the alignment and
grade shown on the Plans, and in compliance with these Specifications.
A. Clearances: Clearance from other utilities and improvements shall comply
with Subsection 8-06.
B. Material/Cover: Pipe material and cover shall comply with Subsection 8-07.
C. Surveying: The grade line shall be established by setting cut stakes in
compliance with Section 12 before trench excavation is started. During pipe
installation, the Contractor shall continuously utilize an industrial-standard
laser grade control system to confirm that the pipe is installed to the design
grade, subject to the following requirements:
1. The Contractor shall provide a properly calibrated laser instrument and an
operator who is qualified and trained in the operation of the particular laser
instrument being used.
2. Laser control points shall be established benchmarks or construction cut
stakes identified on the approved cut sheets.
3. Laser shall contain a direct grade reading screen, which will allow the
Inspector to verify the grade at all times.
3.2 INSTALLATION
A. General
1. Sewer pipelines shall be laid upgrade from the point-of-connection to the
existing sewer with the bell end at the upgrade end of each pipe length.
2. Sewer pipes, branches, stubs, or other open ends which are not to be
immediately connected, shall be plugged or capped.
3. Where it becomes necessary to modify the design pipe alignment to
resolve conflicts, the Contractor shall propose a revised alignment to the
Inspector who may allow installation per the revised alignment or may
require that the revision be submitted to the Job Engineer for
consideration. Such revision may be made by the deflection of joints, by
the use of fittings or by forced bending of the pipe if permitted, however, in
no case shall the deflection in the pipe or at any joint exceed the
maximum deflection recommended by the pipe manufacturer.
4. The Contractor shall take all necessary precautions to prevent excavated
or other foreign material from getting into the pipe during the laying
operations. At all times when laying operations are not in progress and at
the close of the day's work, the openings of all pipe and specials, whether
in the trench or in storage, shall be protected with suitable bulkheads to
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prevent unauthorized access by persons, animals, water, or any
undesirable substance.
B. Open-Cut:
1. Pipe shall not be laid when the Inspector determines that the condition of
the trench is unsuitable.
2. If the sewer is to be laid in an area that is to be filled, and the cover prior
to filling is less than the required minimum cover specified pipe material
and type, the pipe shall not be laid until the area has been properly filled
and compacted to a level at least equal to required minimum cover above
the proposed pipe, unless otherwise authorized by the Inspector.
3. If field conditions in areas that are potentially unstable or subject to
settlement warrant, the Inspector may require that the Contractor
substitute a different pipe material/type for the pipe shown on the Plans.
4. Pipe, fittings and appurtenances shall be carefully handled and protected
against damage, impact shocks, and free fall. Pipe shall be stored in a
manner which will protect it from damage at the trench site or elsewhere.
The Contractor shall inspect each pipe and fitting prior to installation to
determine that only undamaged material is installed.
5. Before placement of pipe in the trench, each pipe or fitting shall be
thoroughly cleaned of any foreign substance and shall be kept clean at all
times thereafter.
6. Non-marring slings shall be used for lowering each length of pipe into the
trench (chains shall not be used). The pipe shall be laid on properly
compacted bedding material as specified in Section 31 23 16 -
Excavation, Bedding and Backfill. No blocking will be permitted, and the
pipe shall have full bearing for its entire length between bell holes
excavated in said bedding material to prevent point loading at the bells or
couplings and to allow for unobstructed assembly of all joints. Excavation
shall be made as needed outside the normal trench section at field joints
to permit adequate access to the joints for field connection operations and
for application of coating on field joints. After jointing is completed, bell
holes shall be backfilled with properly compacted bedding material, taking
care not to damage, move, or lift the pipe from its bedding support.
7. The Contractor shall prevent the pipe from floating during and after its
installation.
8. Warning Tape Installation: See Section 3123 16 - Excavation, Bedding
And Backfill for warning tape requirements.
C. Alternative Installation Methods: Unless otherwise indicated on the Plans,
sewers shall be installed by the open-cut method. Alternate methods of
installation may be proposed by the Applicant during the permit application
process and subject to the following:
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1. Subsection 8-02 Installation Method
2. Horizontal Directional Drilling (HDD)
a) Marked utilities within 10' of centerline shall be potholed.
b) Cut stakes shall be placed at 20-foot intervals along the proposed
centerline of the pipe alignment.
c) The installed pipeline shall be within 6" horizontal and 1" vertical of the
alignment indicated in the Plans at all locations. In addition, for gravity
sewers the pipeline shall be free draining throughout.
3. Boring and Jacking
a) The annular space between the carrier pipe and the casing shall be
filled with grout or silica sand.
b) Marked utilities within 10' of centerline shall be potholed.
4. Pipe Bursting
a) Marked utilities within 10' of centerline shall be potholed.
b) The Contractor shall fully expose the main sewer where a lateral is to
be replaced to within 4' of its point-of-connection to the main sewer, so
that the point-of-connection can be inspected.
c) When the Contractor proposes to pull through bends greater than 45),
the existing pipe shall be exposed to allow a minimum radius of 2 feet
at bends. Realigned pipe shall be properly bedded and backfilled in
accordance with Section 3123 16 - Excavation, Bedding and Backfill
after bursting.
d) The pipe shall be pulled a minimum of 2 feet beyond the planned
connection to allow inspection of the condition of the pipe (e.g., for
scarring or other damage) and removal of approximately 4" where
bulging occurs around the bursting head.
e) Connections to existing pipes in insertion and receiving pits shall
employ fittings or couplings listed in the Approved Materials List. Prior
to making connection at each end of an installed reach of pipe with
fittings or couplings, the Contractor shall allow a minimum of 6 hours to
elapse to allow pipe to relax from the tension resulting from pulling the
pipe and for the pipe to equalize with ambient ground temperature.
5. Cured-In-Place Pipe (CIPP)
a) The Contractor shall obtain a Central San Special Discharge Permit if it
proposes to discharge CIPP process wastewater to the public sewer
system. Process wastewater shall not be discharged to storm drains,
gutters watercourses, swales, impoundments or onto the ground.
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3.3 CONNECTIONS TO EXISTING SEWERS
A. Connections shall be made in compliance with Subsection 8-05.
B. Existing sewers are shown on the Plans at the locations where new sewers
are to be connected. It is the responsibility of the Contractor to determine the
exact location and depth of the existing sewers prior to the installation of any
sewer pipe. New pipe shall be plugged with mechanical plugs until further
connection is necessary.
C. Connection of new main and/or trunk sewers to existing lines up to and
including 48" in diameter shall be made at existing manholes or by
constructing a new manhole over the point-of-connection, or by removing an
existing rodding inlet or plug and extending new pipe of the same diameter,
material and class from the point-of-connection.
1. Where the connection is to be made into an existing manhole, the
Contractor shall make the connection by core-drilling through the manhole
shelf to the existing channel, installing the new pipe, finishing a new
channel within the manhole and repairing any damage to the structure.
2. Where the connection is to be made by constructing a new manhole on an
existing sewer, the manhole and new connection shall conform to the
details shown in DWG 19-01 through 19-06. The existing sewer shall be
kept intact until immediately before the cleaning and flushing operation for
the new sewer is to begin.
3. Where the connection is to be made at a removed rodding inlet or plug,
the existing piping shall be cut square and ends properly prepared for the
connection shown and an air test fitting shall be installed at the connection
of new and existing pipelines.
4. All new pipe shall be plugged with an approved mechanical plug and
mortar until the line is completed and ready for testing.
D. Side Sewer Connections to Main Sewers: See Section 4-05 and Section 33
31 16 - Sanitary Sewer Gravity Service Laterals.
3.4 REPAIRS TO EXISTING SIDE SEWERS AND MAINS
A. Repairs to main sewers and trunk sewers 16" or less in diameter shall be
made using pipe and fittings specified in Section 33 05 19 - Ductile Iron Pipe
(DIP), or Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe.
B. When repair of a damaged section of pipe is required within 18" of a pipe
joint, the replacement section shall extend to and include the joint.
C. Where repair couplings are permitted, only couplings listed in the Approved
Materials List shall be used.
D. The Inspector may require replacement of broken, damaged or improper pipe
or fittings discovered during sewer repair or replacement work.
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3.5 REPAIRS TO NEW SEWER MAINS
A. If damage to the new main sewer pipe is identified during inspection, testing
or televising, the Contractor shall repair the damage or replace the pipe as
instructed by the Inspector. When repair of a damaged section of pipe is
required within 18" of a pipe joint, the replacement section shall be extended
to include the joint. Repair procedures shall comply with the following:
1. VCP and DIP SEWER MAINS — Manufacturer's recommended couplings
shall be used. The damaged pipe shall be removed by squarely cutting out
the damaged section. The replacement pipe shall be squarely cut
approximately 1/2" shorter than the missing section. The repair couplings
shall be placed onto the pipe ends, the replacement assembly inserted
into the gap, the repair couplings moved to be centered over each new
joint, and the fasteners or bands tightened as required.
2. ABS TRUSS and PVC TRUSS SEWER MAINS - A standard chemically
welded coupling strap is required for each joint. Use a narrow-bladed saw
to cut each coupling strap at a 45° angle to the centerline of the pipe and
deburr the edges of the cuts. The replacement pipe shall be a minimum of
2 feet in length, shall be squarely cut approximately 1/2" shorter than the
removed section, and its ends shall be deburred. With the 4 coupling
straps placed loosely on the edges of each repair joint, apply primer and
cement to the inside of the coupling strap and the outside of the pipe ends
at each joint. Center the coupling strap on the joint placing the cut upward.
Tighten the straps around the coupling allowing the coupling to slide such
that there is a tight fit around the ABS or PVC pipe. Finally, dip fiberglass
tape into primer and lay over the cut applying cement over the strip. Do
not apply test pressures internally or externally for 16 hours, proceed with
Paragraph B immediately.
3. PVC MAIN SEWERS - PVC double bell repair couplings shall be used.
The damaged pipe shall be removed by squarely cutting out the damaged
section, and the remaining ends shall be beveled. The replacement pipe
shall be a minimum of 3 feet in length and shall be squarely cut
approximately 1/2" shorter than the missing section, and its ends shall be
beveled. Reference lines indicating the spigot stab distance required for
centering the repair coupling shall be clearly marked on all cut ends. The
repair couplings shall be placed onto the pipe ends, the replacement
assembly inserted into the gap, the repair couplings moved to be centered
over each new joint.
B. The Contractor shall re-bed the pipe and backfill the excavation with properly
compacted bedding and backfill material in accordance with Section 3123 16
- Excavation, Bedding and Backfill.
- END OF SECTION —
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Section 33 31 16 - Sanitary Sewer Gravity Service Laterals
Part 1 - General
1.1 THE REQUIREMENT
A. The Contractor shall furnish all pipe, fittings, tools, materials and labor
required to install and test sanitary sewer laterals, in accordance with these
Specifications.
B. Pipe materials and installation procedures shall be in accordance with the
pipe manufacturer's recommendations unless otherwise specified in these
Specifications.
C. For a particular sewer installation, pipe and manufactured fittings connecting
pipe between structures shall be of one and only one manufacturer's brand
and of the same type, quality, class and size.
D. Joining of pipe dissimilar in size and/or material shall be accomplished either
by use of an Expansion Block as detailed in DWG 21-04, or by use of special
adapters or couplings listed on the Approved Materials List.
E. Where field cuts are required, the Contractor shall use tools and/or equipment
recommended by the pipe manufacturer. No hammer and chisel cuts will be
permitted.
F. All pipe and fittings delivered to the jobsite shall be marked by the
manufacturer with such inventory and identification (Brand Name, Pipe Type,
Strength Class, Batch Lot, Lengths, etc.) as to be properly identified in the
field as meeting the requirements of these Specifications.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Part VII Standard Drawings
B. Section 33 01 30.11 - Inspection of Sewers
C. Section 33 05 16 - Cast-Iron Pipe (CIP)
D. Section 33 05 19 - Ductile Iron Pipe (DIP)
E. Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe
F. Section 33 05 33.13 - High Density Polyethylene (HDPE) Pipe
G. Section 33 31 00 - Sanitary Sewerage Piping
H. Section 4 Design Criteria
I. Subsection 17-15 Bypassing Wastewater
A. District Code §9.15
1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
Contra Costa Environmental Health Division 1.4 QUALITY ASSURANCE
A. Except where otherwise specified, all materials used in the manufacture of
the pipe shall be tested in accordance with the applicable specifications and
standards. The manufacturer shall perform all tests at its own cost.
B. All installed pipe shall be cleaned and tested in accordance with Section 33
0130.11 - Inspection of Sewers.
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Part 2 - Products
2.1 GENERAL
A. Pipes, fittings, and appurtenances shall be furnished in accordance with the
requirements of the applicable Section for the particular pipeline material
being used and the Approved Materials List.
B. See Subsection 4-03 for additional requirements.
C. Referenced pipe sizes are nominal pipe diameters.
D. All side sewers materials shall be new, free from defects, and marked to
identify manufacturer, material, class and other appropriate information.
2.2 BANDED COUPLINGS
Where banded couplings are used for joining of new pipe or repair of existing
pipelines, only couplings listed in the Approved Materials List shall be allowed.
2.2 OVERFLOW PROTECTION DEVICES (OPDs)
A. Overflow Protection Devices (OPD) and utility boxes shall be as listed in the
Approved Materials List and as shown on DWG 22-05.
B. Utility boxes over OPDs in areas subject to vehicular traffic shall be rated for
H-20 traffic service.
C. Utility boxes over OPDs shall be fitted with a grate lid and box extensions, if
required to provide proper clearances.
Part 3 - Execution
3.1 GENERAL
A. Structures shall be designed and installed in compliance with Subsection 4-
09.
B. When performing work on side sewers, the Contractor shall bypass wastewater
around the work area in accordance with the requirements of Subsection 17-
15, or shall arrange with the Property Owner to temporarily shut down the side
sewer. The Contractor shall ensure that no wastewater is discharged from side
sewer to the excavation.
C. Minimum pipe slope shall conform to Subsection 4-03. Wherever available
slope is less than 2% or the length of the side sewer is greater than 100 feet,
the side sewer shall be installed using an industrial-standard laser grade
control system to confirm that the pipe is installed to the proper grade.
Requirements for operation of the laser grade control system shall be as
specified Section 33 31 00 - Sanitary Sewerage Piping.
D. When an existing building that is sewered by a septic tank is to be connected
to the Central San public sewer system, the new side sewer shall be installed
in accordance with these Specifications. A cleanout and Overflow Protection
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Device shall be installed at the building. The existing sewer from the building
to the septic tank may be used as part of the new side sewer for the building if
it: (1) is of a material listed on the Approved Materials List, (2) is a minimum
of 4" in diameter, (3) passes a hydrostatic or low-pressure air test, and (4)
passes a CCTV inspection.
E. Removal of septic tanks after installation of a new side sewer connection to
the Central San public sewer shall be in accordance with the requirements of
the Contra Costa Environmental Health Division.
F. When a building connected to Central San public sewer is to be demolished,
an abandonment permit shall be obtained and the side sewer serving the
building shall be temporarily disconnected and capped at the property or
easement boundary.
3.2 OVERFLOW PROTECTION DEVICES
A. All Property Owners shall install and maintain an OPD on any side sewer that
is connected, or is intended for connection to, the Central San sewer system
(see also District Code §9.15).
B. Side Sewer Installations or Alterations or Repairs: No person shall install,
alter or repair a side sewer that is connected, or is intended for connection to
the Central San sewer system without installing an OPD of the type and in the
manner prescribed in these Specifications. Prior to installation of coupling
when repairing side sewers a maximum spacing of 1/4" shall be left between
the pipe ends to allow for proper installation of coupling. See DWG 22-08 for
side sewer repair details.
C. Maintenance Requirements: OPDs shall be maintained so as to provide for
their continuing function as designed. OPDs shall be accessible at all times
and shall be kept free from any obstructions including, but not limited to,
rocks, soil, vegetation, grass, trees, bushes, plants, landscaping, concrete,
asphalt or other ground coverings that may impair the function of and
accessibility to the devices.
D. Elevation Requirements: OPDs shall be installed at an elevation that protects
the property from damage. The Property Owner is responsible to either (1)
confirm that the backwater overflow prevention device is at the proper
elevation; or (2) to obtain competent assistance from a licensed plumber or
Contractor to confirm its proper elevation. If any subsequent modification of
the property results in the OPD being at an improper elevation, the Property
Owner or Contractor shall adjust the OPD to the proper elevation.
E. Installation of extendable backwater overflow devices shall be determined by
Inspector for the given field conditions.
3.3 INSTALLATION
A. General
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1. Sewer pipelines shall be laid upgrade from the point-of-connection to the
existing sewer with the bell end at the upgrade end of each pipe length.
2. Sewer pipes, branches, stubs, or other open ends which are not to be
immediately connected, shall be plugged or capped.
3. Where it becomes necessary to modify the design pipe alignment to
resolve conflicts, the Contractor shall propose a revised alignment to the
Inspector who may allow installation per the revised alignment or may
require that the revision be submitted to the Job Engineer for
consideration. Such revision may be made by the deflection of joints, by
the use of fittings or by forced bending of the pipe if permitted, however, in
no case shall the deflection in the pipe or at any joint exceed the
maximum deflection recommended by the pipe manufacturer.
4. The Contractor shall take all necessary precautions to prevent excavated
or other foreign material from getting into the pipe during the laying
operations. At all times when laying operations are not in progress and at
the close of the day's work, the openings of all pipe and specials, whether
in the trench or in storage, shall be protected with suitable bulkheads to
prevent unauthorized access by persons, animals, water, or any
undesirable substance.
B. Lateral Sewer Location
1. Prior to a Sewer Extension Permit passing the final inspection, the lateral
stub-outs to the properly line shall be accurately marked by the
Contractor.
2. Prior to installation of lateral sewers in subdivisions, the lot corner nearest
the side sewer and the lateral sewer terminus shall both be staked and
flagged in the field. Where curbs, gutters and/or sidewalks exist or are to
be a part of an improvement, the location of each lateral sewer shall be
permanently marked by imprinting an "S" (1-1/2" size) or by chiseling an
"S" (4" size) in the concrete surface vertically above the lateral sewer pipe.
The "S" shall be marked on the curb, gutter or on the sidewalk.
C. Open Cut:
1. Pipe shall not be laid when the Inspector determines that the condition of
the trench is unsuitable.
2. If the sewer is to be laid in an area that is to be filled, and the cover prior
to filling is less than the required minimum cover specified pipe material
and type, the pipe shall not be laid until the area has been properly filled
and compacted to a level at least equal to required minimum cover above
the proposed pipe, unless otherwise authorized by the Inspector.
3. If field conditions in areas that are potentially unstable or subject to
settlement warrant, the Inspector may require that the Contractor
substitute a different pipe material/type for the pipe shown on the Plans.
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4. Pipe, fittings and appurtenances shall be carefully handled and protected
against damage, impact shocks, and free fall. Pipe shall be stored in a
manner which will protect it from damage at the trench site or elsewhere.
The Contractor shall inspect each pipe and fitting prior to installation to
determine that only undamaged material is installed.
5. Before placement of pipe in the trench, each pipe or fitting shall be
thoroughly cleaned of any foreign substance and shall be kept clean at all
times thereafter.
6. Non-marring slings shall be used for lowering each length of pipe into the
trench (chains shall not be used). The pipe shall be laid on properly
compacted bedding material as specified in Section 31 23 16 -
Excavation, Bedding and Backfill. No blocking will be permitted, and the
pipe shall have full bearing for its entire length between bell holes
excavated in said bedding material to prevent point loading at the bells or
couplings and to allow for unobstructed assembly of all joints. Excavation
shall be made as needed outside the normal trench section at field joints
to permit adequate access to the joints for field connection operations and
for application of coating on field joints. After jointing is completed, bell
holes shall be backfilled with properly compacted bedding material, taking
care not to damage, move, or lift the pipe from its bedding support.
7. The Contractor shall prevent the pipe from floating during and after its
installation.
8. Warning Tape Installation: To mark the location of side sewers,
electronically detectable marking tape shall be installed one foot below
subgrade from the main sewer end of each side sewer to the connected
building. See Section 3123 16 - Excavation, Bedding And Backfill for
warning tape requirements.
D. Alternative Installation Method Requirements: Unless otherwise indicated on
the Permit, side sewers shall be installed by the open-cut method. Alternate
methods of installation may be proposed by the Applicant during the permit
application process and subject to the following:
1. Section 4 Design Criteria for side sewers
2. Horizontal Directional Drilling (HDD)
a) Marked utilities within 10' of centerline shall be potholed.
b) Cut stakes shall be placed at 20-foot intervals along the proposed
centerline of the pipe alignment.
c) The installed pipeline shall be within 6" horizontal and 1" vertical of the
alignment indicated in the Plans at all locations. In addition, for gravity
sewers the pipeline shall be free draining throughout.
3. Boring and Jacking
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a) The annular space between the carrier pipe and the casing shall be
filled with grout or silica sand.
b) Marked utilities within 10' of centerline shall be potholed.
4. Pipe Bursting
a) Marked utilities within 10' of centerline shall be potholed.
b) The Contractor shall fully expose the main sewer where a lateral is to
be replaced to within 4' of its point-of-connection to the main sewer, so
that the point-of-connection can be inspected.
c) When the Contractor proposes to pull through bends greater than 45),
the existing pipe shall be exposed to allow a minimum radius of 2 feet
at bends. Realigned pipe shall be properly bedded and backfilled after
bursting.
d) The pipe shall be pulled a minimum of 2 feet beyond the planned
connection to allow inspection of the condition of the pipe (e.g., for
scarring or other damage) and removal of approximately 4" where
bulging occurs around the bursting head.
e) Connections to existing pipes in insertion and receiving pits shall
employ fittings or couplings listed in the Approved Materials List. Prior
to making connection at each end of an installed reach of pipe with
fittings or couplings, the Contractor shall allow a minimum of 6 hours to
elapse to allow pipe to relax from the tension resulting from pulling the
pipe and for the pipe to equalize with ambient ground temperature.
3.4 POINT-OF-CONNECTION TO MAIN SEWERS
A. Connections shall comply with Subsection 4-05.
B. Side sewer connections where wyes, tees or laterals were not installed during
main sewer construction, shall be made by installing a tap listed in the
Approved Materials List, installing a main sewer repair spool (replacement
pipe section) as specified in Paragraph 3.5 below, including a new wye
branch or tee fitting, or by core drilling through an existing manhole at the top
of the shelf or crown of the main/trunk sewer pipe. Installation of taps shall
comply with the following requirements:
1. Only pre-qualified Contractors shall be permitted to install tap and saddle
connections on VCP, CIP, DIP, RCP, PVC-Truss or ABS-Truss.
2. Before commencing excavation for tap installation, the Contractor shall
have sufficient Type I bedding and backfill material at the site to properly
re-bed the main and lateral sewers, and backfill the excavation.
3. The excavation for the tapping work shall be a minimum of 2 feet in width,
give enough length for workspace, without under-cut sides and shall be
properly shored. A minimum clearance of 3" below, 6" on each side and
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12" each way along the main from the point-of-connection shall be
provided for tap installation.
C. If the main sewer is damaged during excavation for or during installation of
the tap, the Contractor shall install a main sewer repair spool (replacement
pipe section) as specified in Section 33 31 00 - Sanitary Sewerage Piping,
including a new wye branch or tee fitting.
D. The outer surface of the main in this exposed area shall be thoroughly
cleaned prior to tapping.
3.5 REPAIRS
A. Repairs to side sewers shall conform to DWG 22-08 and be made using pipe
and fittings specified in:
1. Section 33 05 19 - Ductile Iron Pipe (DIP)
2. Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe
3. Section 33 05 33.13 - High Density Polyethylene (HDPE) Pipe
4. Section 33 05 16 - Cast-Iron Pipe (CIP)
B. When repair of a damaged section of pipe is within 18" of a pipe joint, the
replacement section shall extend to and include the joint.
C. Where repair couplings are permitted, only couplings listed in the Approved
Materials List shall be used.
D. The Inspector may require replacement of broken, damaged or improper pipe
or fittings discovered during sewer repair or replacement work.
3.6 TESTING AND TELEVISING
Laterals installed with a Sewer Extension Permit shall be tested as a part of the main
sewer system in accordance with the requirements of Section 33 0130.11 -
Inspection of Sewers. New building sewers and side sewer repairs shall be subject
to low-pressure air or hydrostatic testing or CCTV inspection at the discretion of the
Inspector.
- END OF SECTION -
Part VI. Technical Specifications
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Section 33 31 26 - Multiple-User Low Pressure Sewer Systems (MULPSS)
Part 1 - General
1.1 THE REQUIREMENT
A. The Contractor shall furnish all pipe, manholes, flushing inlets, valves, fittings,
other appurtenances, tools, materials, and labor required to install and test
multiple-user low-pressure sewer systems (MULPSS), in accordance with the
requirements of the Plans and this Section.
B. Extension of MULPSS shall be subject to the same rules, requirements and
procedures as apply to extensions of the public gravity main sewers.
C. Individual lot pumping systems (ILPS) connected to MULPSS shall conform to
Section 33 32 26 - Individual Lot Pumping Systems and in addition shall:
1. Utilize "grinder" pumps with nearly vertical pump curves (semi-positive
displacement type pumps) discharging at less than 20 gallons per minute;
2. Incorporate a redundant curb stop (isolation valve) and check valve at
each connection to a MULPSS, in addition to the isolation and check
valves installed at the ILPS;
D. Connections to the MULPSS shall be at a manhole as specified in DWG 24-
02.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Part VII Standard Drawings
B. Section 33 32 26 - Individual Lot Pumping Systems
C. Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe
D. Section 33 05 33.13 - High Density Polyethylene (HDPE) Pipe
1.3 CONTRACTOR SUBMITTALS
Upon request by Central San, the Contractor shall submit catalog cuts and/or shop
drawings for any proposed MULPSS components not listed in the Approved
Materials List.
1.4 QUALITY ASSURANCE
Leakage Test: After closing the isolation valves at each individual lot connection and
fitting the lowest flushing inlet with a liquid filled pressure gauge having a full-scale
reading of 160 psi, the multi-user low-pressure sewer shall be filled with water and
pressurized with compressed air at its high point until the pressure gauge reads 100
psi (air-over-water). The pressure shall be allowed to stabilize for a period of at least
5 minutes immediately preceding a minimum 15-minute test period. There shall be
no pressure drop during the test period.
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Part 2 - Products
2.1 GENERAL
All equipment and accessories shall be standard manufactured items and shall be
specifically manufactured for sewage use by a company regularly engaged in the
manufacture and assembly of pumping system components.
Typical materials list for a MULPSS:
Item Description
1 1 5/8"X 1 5/8" Unistrut P1000T-HG Pipe Supports, Or Equal: Fastened to Concrete
Floor With 1/2" Zinc Plated Expansion Anchors (3" embedment-2 each strut) and
Attach Pipes to Struts with "Crush-A-Clamp"Assemblies (Unistrut Part No. 027NO32
for 11/4", or equal).
2 1 5/8" X 1 5/8" X 16" Unistrut P1000T-HG Pipe Supports, or equal: Fastened to
Concrete Floor with 1/2" Zinc-Plated Expansion Anchors (3" embedment-2 each strut)
And Attach Pipes to Struts with "Crush-A-Clamp"Assemblies (Unistrut Part No.
027NO32 for 11/4". Part No. 030N034 for 11/2", Part No. 038n044 for 2", or equal);
Thrust Restraint Struts: Attach to Adjacent Pipe Support Struts with Angle Fittings and
Channel Nuts.
3 11/4" Compression (BN5)X 11/2" FIPT, Multi Fittings with White Collet& Red Insert, or
equal
4 TW#10 Copper Tracer Wire, Extend to Terminal Board in each Manhole.
5 11/2"X 11/2"X 11/2" Schedule 80 PVC (FIPT X FIPT X FIPT), or equal
6 60" Diameter X 36" Precast Manhole Base, Or Cast- In-Place Base and 60" Diameter
X 24" Precast Manhole Barrel.
7 Black HDPE 3408, IPS OD, SDR-11 (160 psi): 11/4" Chevron Phillips Performance
Pipe Municipal & Industrial Series, or equal.
8 60" Diameter X 18" Precast Manhole Barrel
9 60" Diameter Concentric Reducer Slab
10 24" Diameter X 3" Precast Grade Ring
11 Tracer Wire Terminal Board (See Detail 11/2" True Union PVC Combination
on DWG 24-04). Check Valve, Valve/Ball Valve Flow
12 1 1/2"True Union PVC Swing Check Control P/N 2200-15TU, or equal
Valve FIPT X FIPT
13 Tracer Wire Terminal Board See Detail on DWG 24-04).
14 1 1/4" MIPT X 1" FIPT Brass Reducing Bushing
15 1" Brass Ball Valve with Stainless Steel Handle FIPT X FIPT
16 11/2" Schedule 80 PVC Pipe Nipples, MIPT X MIPT(Typ)
2.2 PIPES AND FITTINGS
A. Casing pipe and fittings shall be C900 PVC (DR-14) of the size indicated on
the Plans, conforming to Section 33 05 31.11 - Polyvinyl Chloride (PVC)
Gravity Pipe.
B. Pressure sewer pipe shall be HDPE (SDR-11) of the size indicated on the
Plans, conforming to Section 33 05 33.13 - High Density Polyethylene
(HDPE) Pipe.
C. Brass pipe and threaded fittings shall be 1" diameter Schedule 40 NPS.
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2.3 VALVES
A. Isolation Valves shall be true union ball valves of the size indicated on the
Plans, fabricated from PVC rated for 150 psi service at 75°F.
B. Check Valves shall be true union flap check valves of the size indicated on
the Plans, fabricated from PVC rated for 150 psi service at 75°F.
C. Combination Isolation/Check Valves shall be a combination true union ball
valve and flap check valve of the size indicated on the Plans, fabricated from
PVC rated for 150 psi service at 75°F.
D. Bronze ball valves shall be 1" diameter, FIPT x FIPT, rated for a maximum
working pressure of 600 psi WOG (water, oil, gas), having chromium plated
balls and PTFE (Teflon) seats.
2.4 MANHOLE COMPONENTS
A. Precast manhole components shall be as listed in the Approved Materials List
and as shown in DWG 24-02 through 24-05.
B. Standard manhole frames and covers shall be as listed in the Approved
Materials List.
2.5 TRACER WIRE AND TERMINAL BOARDS
A. Tracer wire shall be TW #10 copper.
B. Terminal Boards for tracer wires shall be fabricated from three-eighths (3/8)
inch HDPE sheet and 3/16" diameter brass machine screws, washers and
knurled nuts.
2.6 FLUSHING NOZZLE COMPONENTS
A. Pressure gauges shall be glycerin-filled having stainless steel cases, brass
internal components, 1/4" NPT inlets and 2" diameter dials having maximum
range of 300 psi and 5 psi graduations, Grainger Stock Number 5WZ52, or
equal.
B. Pressure relief valves shall have bronze bodies, stainless steel ball valves, 1"
MNPT inlet ports, 3/4" right angle FNPT outlet ports, adjustable outlet pressure
from 0 to 400 psi and maximum outlet flow of 4 gpm; Dayton Model Number
3YB67, or equal.
Part 3 - Execution
3.1 GENERAL
A. Casing pipes and structures (manholes and flushing inlets) for MULPSS shall
be installed in accordance with the requirements of these Specifications
pertaining to installation of gravity sewers, except where otherwise required in
this Section.
sPart VI. Technical Specifications �,/ inn
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B. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
3.2 INSTALLATION OF PRESSURE SEWER MAIN
A. After installing the casing pipe and manhole bases, pull HDPE pressure
sewer main pipe of the size indicated on the Plans into the casing.
B. The Contractor may pull more than one reach of adjacent HDPE pressure
sewer main pipe of the same size through intermediate manholes.
3.3 PLUMBING AT MANHOLES
A. Plumbing for pressure sewer mains and laterals shall be configured and firmly
attached to galvanized metal struts as shown on the Plans and in DWG 24-02
through 24-05.
B. At most, 4 private pressure lateral sewers shall be connected to the public
pressure sewer main at each manhole. Connection tees shall be located as
near to the center of the manhole as is practical to provide adequate space
for initial assembly and disassembly/assembly for future maintenance.
3.4 TRACER WIRE
A. Pull tracer wire into pipe casing when installing the HDPE pressure sewer
main in the casing.
B. Terminate the tracer wires on a terminal board at each manhole. Test each
tracer wire for continuity after installation.
3.5 FLUSHING INLET ASSEMBLIES
The Contractor shall install a flushing inlet assembly as shown on DWG 24-03 at
each Flushing Inlet shown on the Plans.
- END OF SECTION -
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Section 33 32 26 - Individual Lot Pumping Systems
Part 1 - General
1.1 THE REQUIREMENT
A. Design and construction of private individual lot pumping systems shall be in
conformance with applicable Cal/OSHA regulations, electrical, plumbing, and
building codes, and the requirements of this Section.
B. Pumping systems for single residential units may be either simplex (single
pump) or duplex (two pumps). Systems to serve multiple residential units or
nonresidential uses service shall be duplex systems (two pumps).
C. Flow Rates: Pumping systems shall produce a velocity in the pressure sewer
(force main) of 3 to 7 ft/s when pumping against the non-surcharged head at
sump Low Water Level (LWL).
1. Connection to House Plumbing: Systems connected to the house
plumbing shall employ grinder pumps that discharge at a maximum flow
rate of 30 gpm.
2. Connection to Side Sewer: Systems connected to side sewers shall
discharge at a maximum flow rate of 70 gpm.
1.2 RELATED WORK SPECIFIED ELSEWHERE
A. Part VII Standard Drawings
B. Section 4 Design Criteria
C. Section 03 30 00 - Cast-In-Place Concrete
D. Section 03 34 13 - Controlled Low-Strength Material (CLSM)
E. Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe
F. Section 33 05 33.13 - High Density Polyethylene (HDPE) Pipe
1.3 CONTRACTOR SUBMITTALS
A. The Contractor shall submit a complete Individual Lot Pumping System
Application including manufacturer's Specifications for pumps, electrical
controllers, sumps, and alarms to Central San and receive favorable review
prior to purchasing any pumping system components or commencing
construction work.
B. The Contractor shall submit a copy of the electrical permit signed off as
approved by the local building code enforcement agency to the Inspector prior
to startup testing of the pumping system.
1.4 QUALITY ASSURANCE
A. Leakage Test: After closing the isolation valve at the pump station, the pump
discharge pressure sewer shall be filled with water and pressurized with
compressed air to 150% of the operating pressure or 60 psi, whichever is
greater, at its point-of-connection to the gravity sewer system (air-over-water).
The pressure shall be allowed to stabilize for a period of 5 minutes
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immediately preceding a 10-minute test period. To pass the test, there shall
be no pressure drop during the test period.
B. Electrical Permit and Inspection: The Property Owner or the Contractor shall
obtain an electrical construction permit for the electrical control and alarm
work from the local building code enforcement agency and shall show
evidence of favorable inspection of the system prior to functional testing of the
pumping system.
C. Functional Test: When the pumping system installation is complete and
favorable inspection of the electrical work has been obtained, the Contractor
shall call Central San's Inspector for functional testing of the system. The
Contractor shall arrange for a supply of water for use in the functional testing.
The Inspector will witness the Contractor's operation of the system during the
functional test, which shall include running through more than one normal
automatic pumping cycle; hand (manual) switching of pumps; alternation of
pumps in duplex systems; activation, silencing and resetting of alarms (visual
and audible); and activation of all other switches and system features.
Part 2 - Products
2.1 GENERAL
All equipment and accessories shall be standard manufactured items and shall be
specifically manufactured for sewage use by a company regularly engaged in the
manufacture and assembly of pumping system components.
2.2 PUMPS
A. Pump systems shall be reviewed by Central San. Pumps shall be approved
for residential sewage service by a Nationally Recognized Testing Entity
(NRTE) such as Underwriters Laboratories (UL Listed) and/or Canadian
Standards Association (CSA), and shall carry a certification label for this use,
and shall be one of the types described below-
1.
elow:1. Submersible, centrifugal, non-clog pumps: Impeller shall be a non-clog
type and shall be capable of passing a 2" sphere. The pump discharge
shall be at least 2" in diameter.
2. Submersible, centrifugal or positive displacement grinder pumps: The
grinder pump shall be constructed of long-lasting, low maintenance
material that is capable of reducing all components in normal domestic
sewage (including "foreign objects", such as paper, wood, plastic, glass,
rubber, etc.) to finely divided particles which will pass freely through the
passages of the pump, force main, and fittings. The pump discharge shall
match the manufacturer's recommended discharge size but shall be at
least 1-1/4" in diameter.
B. For duplex systems (two pumps), an alternator shall be provided to
automatically alternate between the pumps on each operating cycle so that
each pump is assured of near-equal operating time. For duplex systems, the
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High-Water Alarm (HWA) shall be activated in the event that the lead (first)
pump is unable to maintain proper level and the lag (second) pump is called
to run.
2.3 PUMP SUMPS
A. The pump sump shall include integral anti-flotation flanges, and shall be
fabricated from one of the following materials:
1. Asphalt-coated steel (minimum 3/16" plate), with interior and exterior
surfaces protected with a minimum of 0.10" thick corrosion barrier
acceptable to Central San.
2. Filament wound fiberglass, minimum 1/4" wall thickness with tank interior
surface protected with a minimum of 0.10" thick, resin-rich corrosion
barrier.
3. Reinforced concrete pipe or manhole barrel sections with a corrosion
barrier of PVC "T-lock" or other material or coating acceptable to Central
San.
4. High density polyethylene (HDPE).
5. A Central San-approved alternative.
B. The sump shall have a 4" minimum inlet and an outlet at least the size of the
pump discharge. The invert of the inlet shall be at least 6" above the First
Pump On set-point elevation.
C. The pump sump cover shall be epoxy coated steel plate (1/2" minimum
thickness), heavy cast iron or the pump system manufacturer's standard
molded plastic, and shall be designed to support reasonably anticipated dead
and live loads, including impact (H-20 required for traffic areas).
2.4 MOTORS
A. Motors for column-type pumps shall be a drip-proof vertical type, totally
enclosed, weather protected, and shall conform to the standards of NEMA.
B. Only explosion proof pump and motor assemblies approved by an NRTE and
listed as explosion proof for Class 1, Division 1, Groups C and D locations
shall be used in non-residential applications.
C. Pumps constructed with separate thermal overload protection and moisture-
sensing seal failure probes shall have these devices connected to sensors
and to an alarm in the control panel according to the manufacturers'
recommendations.
2.5 MOTOR LEVEL CONTROLS AND PANELS
A. The pump's level controls shall employ either: 1) a ball and rod mechanical
float switch mounted above the cover; 2) a weighted mechanical-type float
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switch sealed within a polypropylene shell with a neoprene-covered cable; or
a Central San approved alternate.
B. Each pump level control switch shall be wired directly and independently to
terminals in the control panel.
C. Each pump and the level control/alarm system shall be on separate electrical
circuit breakers.
D. The following level control scheme shall be provided:
1. A "High Water Alarm (HWA)" switch set to alarm a minimum of 3" below
the invert elevation of the gravity inlet sewer and to start the "lag" pump in
a duplex system.
2. The single pump in a simplex system and the "lead" pump in a duplex
system shall be set to start at least 6" below the gravity inlet sewer (High
Water Level (HWL)).
3. Pump(s) shall turn off at least 3" above the LWA or 3" above the pump
suction if an LWA is not included. The distance between the HWL and
pump turning off shall be great enough to allow the pump to run for at
least thirty (30) seconds during each pump cycle.
4. An optional "Low Water Alarm" (LWA) switch set to alarm at an elevation
above the pump suction inlet and wired to a redundant pump shut off.
2.6 INTRINSICALLY SAFE CIRCUITS
Level control and alarm system circuit wiring connected to level switches in the tank
shall be listed as intrinsically safe by an NRTE. The circuits shall reduce the power
to the pilot devices and alarms to a value incapable of releasing sufficient thermal or
electrical energy to ignite an explosive environment. Separate conduits for the
control and motor power wiring shall be run between the sump and the control panel.
Both conduits shall be provided with seals to prevent sewer gases from migrating to
the control panel.
Part 3 - Execution
3.1 GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless
applicable requirements of an agency having jurisdiction (including the terms
and conditions of an encroachment permit issued by a city or county) are
greater, in which case the greater requirements shall govern.
B. Installation of pumping system components shall conform to the manufacturer
recommendations.
C. A standard clean out with an Overflow Protection Device shall be installed
between the served building(s) and the sump inlet.
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D. The gravity sewer between the building(s) and the sump shall meet the cover
requirements in Subsection 4-08.
3.2 PUMP SUMP
A. Ballast consisting of material specified in Section 03 30 00 - Cast-In-Place
Concrete or Section 03 34 13 - Controlled Low-Strength Material (CLSM), and
weighing at least 1-1/2 times the calculated buoyant force on the sump
assuming the groundwater surface is one (1) foot below finish grade shall be
provided. The required minimum volume of ballast material will be cited on
the approved Central San pump curve data sheet.
B. The top of the cover shall be at least 3" above the surrounding ground surface
in non-traffic areas. The sump cover shall be securely attached to the pump
sump with stainless steel bolts, and all joints between the component parts
and openings shall be sealed with gas tight gaskets.
C. The sump shall be vented to atmosphere, either: 1) to the building drain-
waste-roof vent; or 2) through an integral vent in the cover.
3.3 CONTROL PANEL, ALARM SYSTEM AND ELECTRICAL WORK
A. The Control Panel shall be mounted outside the pump sump on a post or
building wall, or inside the served building. The panel shall have a NEMA 1
classification when mounted inside a building or a minimum NEMA 3R
classification when mounted outside the building.
B. The Alarm Panel, or a remote alarm indicator, shall be mounted within the
building that is served by the pump and shall provide a visible pilot light and
audible alarm with silencer to alert the building occupants to alarm events.
The alarm system shall be on a separate electrical circuit from pump motor
power. When activated by a high water or low water condition, the alarm
system shall remain latched until manually acknowledged and cleared.
C. Electrical work shall conform to the technical and permitting requirements of
the local building code enforcement agency.
3.4 DISCHARGE LINE
A. The pressure portion of the discharge line, including the isolation valve, check
valve and mechanical couplings shall be the same size as or larger than the
pump discharge line. The valves and discharge line connecting the isolation
valve, check valve, cleanout and mechanical couplings inside the sump shall
be DWV (drain, waste, vent) brass, copper, PVC (Schedule 40 or 80), or a
Central San approved alternate material. The isolation valve shall be operable
from grade and shall be placed in a utility box if outside the sump.
B. The portion of the pressure discharge line between the sump and its
connection to the private gravity side sewer shall be PVC conforming to
Section 33 05 31.11 - Polyvinyl Chloride (PVC) Gravity Pipe; or High Density
Polyethylene (SDR-11) conforming to Section 33 05 33.13 - High Density
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Polyethylene (HDPE) Pipe; and shall meet depth and bedding requirements
for side sewers as specified in Section 4.
C. A standard tee or wye branch with cleanout shall be placed where the
discharge line connects to the private gravity side sewer as shown in DWG
24-01. The discharge line may connect to an existing building lateral
downstream of the building cleanout with a wye connection. If physical
limitations prevent at least five feet of gravity lateral from being installed the
pressure pipe may be connected directly to the gravity main through a 4" wye
with a 4x2 reducer; no tee connection shall be allowed.
- END OF SECTION -
Part VI. Technical Specifications
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Part VII . Standard
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DWG 19-01
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
STANDARD MAIN MANHOLE
ROUND BLOCK SQUARE BLOCK CONCRETE TOP BLOCK 4'-6"
#4 CONTINUOUS _ O.D. ROUND OR 4'-6" SQUARE,
I
SDES PARALLEL TO OR AT
RGHT ANGLES TO EDGE OF
�• PAVEMENT
SQUARE BLOCKS SHALL BE USED
#4 TIES @ 18" n �a IN EASEMENTS, ROUND IN PAVEMENT
CC SD
_2'-3'L-� TOP BLOCK
ROAD SURFACES EASEMENT GROUND SURFACE
CAST IRON FRAME & 9 1/2 '
COVER (SEE DWG 19-08) x
Ia N a
N
24" I° m o
POUR CONCRETE TO THROAT v
WITHIN 2" OF TOP OF U w w o
COVER CASTING #4 HOOPS z z DOWNSTREAM
0
#4 TIES @ 18" w u " '"'
USE NON-SHRINK u
CLEAN & DRY JOINT AND INSTALL z w
PREFORMED PLASTIC SEALING GASKET GROUT TO FINISHCD
PRIOR TO SETTING BARREL OR CONE ALL INSIDE JOINTS
SECTION, TYP. �f
PRIMER AND SEALANT TAPE AT-� 4 -0
OUTSIDE SURFACE OF ALL JOINTS
UPPER MANHOLE SECTION
NON-SHRINK GROUT, THE BASE SHALL BE
TYP. ALL AROUND POURED TO A LEVEL
3" ABOVE THE
ROWN OF THE
FORM RECESS IN BASE WITH HIGHESTT PIPE
APPROVED METAL FORMING A SHELF A WATERSTOP
RING TO RECEIVE PRECAST
MANHOLE JOINT. INSTALL PRE-
FORMED PLASTIC SEALING GASKET FOR CONNECTION
BEFORE PLACING FIRST SECTION s a ABOVE SHELF SEE
REINFORCED CAST-IN-PLACE a DWG 19-02
OR PRECAST CONCRETE BASE a , 9
TYPICAL BELOW SHELF
#4 @ 12" GRID CONNECTION TO MANHOLE
• —•- -•— =•— �� (SIDE SEWER OR MAIN)
TYPE 1 BACKFILL 6" IN 8"-MH. DEPTH 0'-15'
0"-MH. DEPTH 15'-25'
IF WATER OR SOFT 9
GROUNDIS PRESENT, PLACE MIN
COARSE BEDDING ANGLE BETWEEN IN-
MATERIALIN GEOTEXTILE 5'-8" - COMING AND OUTGOING
WRAP WITH 12" MIN FORM OR LINES SHALL BE 90°
OVERLAP AT FABRIC EDGESBASE SECTION POUR AGAINST OR GREATER
o UNDISTURBED SOIL
44 @ 12" GRID SCULPT INSIDE OF
BEND TO FACILITATE
ROUTING CLEANING
T r I EQUIPMENT THROUGH R,
BEND.
L
- TYPICAL ECCENTRIC
y I I Ij I CONE ORIENTATION _ I - \FLOW
SLOPE I I —
a — 2"/FT } I
'E I II II / SHELF i o I SHELF
a`
Y OPTIONAL SQUARE OPTIONAL ROUND
BASE REINF. DETAIL BASE BASE
(CAST-IN-PLACE) BASE SECTION A-A
N
July lb, 2u2u Regular Board meeting Agenda PaCket- Page 211 o
Page 229 of 301
DWG 19-02
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
STANDARD TRUNK MANHOLE
FOR 15" TO 45" LINES
NOTES: ROUND BLOCK SQUARE BLOCK
4'-6" DIAMETER),1(4'-6' SQUARE)
1. LAY PIPE THRU MH WHEN POSSIBLE CONCRETE BLOCK PARALLEL — --,-_,—CAST IRON FRAME
OR FORM CHANNEL TO MAINTAIN PIPE TO OR AT RIGHT ANGLES /�' a a & COVER (SEE
DWG SECTION. TRUNK SEWER PIPES TO EDGE OF PAVEMENT.
ENTERING OR LEAVING THE MH BASE I� °
SHALL HAVE A STANDARD JOINT
LOCATED 12" TO 24" FROM THE BASE. #4 HOOP #4 CONTINUOUS E.F.
2. ALL STEEL REINF. SHALL HAVE 3" #4 TIES c 18" 1 #4 TIES @ 18"
MINIMUM CONCRETE COVER. CC SD
3. SQUARE TOP BLOCKS SHALL BE USED TOP EASEMENT
IN EASEMENTS. BLOCK , GROUND
9-1
ROAD SURFACE a SURFACE
"
4. ROUND TOP BLOCKS SHALL BE USED /2
IN STREETS. POUR CONCRETE 4,8, 1
� N a
TO WITHIN 2"
5. FOR CONNECTION OF MAIN OR SIDE OF ROAD SURFAC
SEWERS BELOW SHELF, SEE DWG-1. 24" I m
#4 HOOPS
Lu
6. MUST USE FOR SSMHs GREATER THEN ~THROAT o zo
20' FROM RIM TO LOWEST INVERT #4 TIES
ELEVATION OF OUTGOING SEWER PIPE. y o
7. MAXIMUM DEPTH IS 30'FROM RIM TO w Z v
LOWEST INVERT ELEVATION OF z w
OUTGOING SEWER PIPE. 06
CLEAN & DRY JOINT AND w
INSTALL PREFORMED USE NON-SHRINK
PLASTIC SEALING GROUT TO FINISH
GASKET PRIOR ALL INSIDE JOINTS
TO SETTING BARREL
OR CONE SECTION. TYR.
PRIMER AND 5'-0"—
SEALANT TAPE 14
AT OUTSIDE
SURFACE OF I.D.MIN.]
SLOPE SHELF TO REQUINT IRED
ALL JOINTS UPPER SECTION 12
I Q
CHANNEL 2"/FT c�
a
_—_�� FORM RECESS WITH APPROVED METAL FORMING RING TO RECEIVE
PRECAST BARREL JOINT. INSTALL PREFORMED PLASTIC SEALING
x OPTIONAL I OPTIONAL GASKET BEFORE PLACING FIRST BARREL SECTION.
SQUARE ROUND BASE SHALL BE POURED TO A LEVEL
r BASE BASE 3" ABOVE CROWN OF HIGHEST PIPE
94 OVER ALL TYPICAL CONNECTION:YSH0NINK
INLET/OUTLET TO MANHOLES (SIDEPIPES SEWER OR MAIN) ROUT
= SHELF
SAWCUT UPPER WATERSTOP
NON HALF OF PIPE FOR
rI I SHRINK a ACCESS OPENING
°, II• I \ GROUTa P IPE
I° d a CHANNEL
TAPER
c
\
FOOT
PER°
° a
9 � `�' as
h #4
° r n BASE GRID REBAR
— 4 #4 @ 12" Ia
a E.W
9 I SHELF —'�-
9 IL _1 � _ CHANNELS a °
i SHALL CONFORM °
° TO INLET PIPE
"i MANHOLE THROAT I TOP OF PIPE 6'10"
Su LOCATION OR AS REMOVED WITHIN
.o DIRECTED BY I_ _ _ — — _� MANHOLE
2 ENGINEER FORM OR POUR AGAINST
Y SEE DWG 19-01 FOR UNDISTURBED SOIL
c BEDDING & FOUNDATION
BASE SECTION A-A ETALS BASE SECTION
u y 16, 202U Regular board meeting Agenda PaCKet- Page 218 ot 393
Page 230 of 301
DWG 19-03
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SPECIAL TRUNK MANHOLE
(VARIANCE REQUIRED)
7T - T - - T l
I T��— — — I
\
L _______+ ______1-4LI
i84" MIN. �1
I I
II I ; 2 - #4n
STANDARD
60" PRECAST
MH BARREL
2'-6" X 3'-0" #4 DIAGONALS
OPENING
Y W/ 1 " TAPER =1
— VARIES BY
PIPE SIZE I I
I I
2 — #4 EACH SIDE
i I T\ / 3 — #4
S
I
J
STANDARD 60"
PRECAST BARRELS
I \
--——— �
I I I �
L _L1_______1 ______1J_J BELL END
OF PIPE
MANHOLE CONE, TOP 3'/MIN a— — _ _ WATER
d BLOCK 8 COVER • ° �'° • STOP
SEE DWG 19-02
I
FORM OR PLACE ° Ia
x 2'-6" X 3'-00" AGAINST a _ _ ° 5"MIN
SAWCUT OR BLOCKOUT UNDISTURBED SOIL °' • � ° ' (TYP. )
U ACCESS OPENING ALL SIDES
SECTION A-A 5 - #4 I �°
�I
_0
° 1 — #4n al #4@12
NOTES: "
° @ EACH •° MAX
° 1 . ALL STEEL REINFORCING END T
SHALL BE #4 WITH 3" MIN
MINIMUM CONCRETE COVER d/4 I CAST—IN—
PLACE
2. FOR CONNECTION BELOW °' CONCRETE
SHELF SEE DWG 19-01 BASE
0
SECTION
Y 3. 2'-6" PIPE ID FOR < 36" UNDISTURBED
D/2 FORz 36" SOIL
N
N
SECTION - BASE BLOCK
July I b, 202U Regular Board Meeting Agenda PaCKet- Page 219 ot:393
Page 231 of 301
DWG 19-04
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SHALLOW MANHOLE: TYPE 1 & 2
(VARIANCE REQUIRED)
CAST IRON FRAME & COVER
(SEE DWG 19-08)
TOP ELEVATION TO BE
DETERMINED IN FIELD
USE GRADE RINGS AS 9i'2"
NECESSARY - 6" MAX.
ROAD SURFACE
�2 EASEMENT GROUND SURFACE
A.C. SURFACING la
#4 HOOPS I° Xz NOTES:
esj Is v) a-
#4 @ 18" 1 . THIS MANHOLE MAY BE
4'-0" �= = USED WHERE DISTANCE
a FROM TOP OF BASE TO
15", 24", OR 30" NON-SHRINK > BOTTOM OF FRAME IS
PRECAST CONCENTRIC GROUT N BETWEEN 15" AND 30"
MANHOLE CONE SECTION ., 2. ALL STEEL REINF. SHALL
HAVE 3" MINIMUM
n CONCRETE COVER
#4 @ 12" FROM CENTER •° ° 3. SEE DWG 19-01 FOR
EACH WAY MANHOLE BASE
• CONSTRUCTION DETAILS
_a i•_•s ..s �s s ATER P 4. IF USING PREFERRED
DRAWING, NO ADDITIONAL
PLAN CHECK REQUIRED.
SEE DWG19-01 FOR BEDDING FORM OR CAST
& FOUNDATION DETAILS AGAINST
UNDISTURBED
SECTION (TYPE 1) solL
USE GRADE RINGS AS
NECESSARY - 6" MAXIMUM
CAST IRON FRAME & COVER
(SEE DWG19-08)
9i'2� EASEMENT GROUND SURFACE
2"
ROAD SURFACE 5"
A.C. SURFACING 'y c
s r
#4 HOOPS I •4 r7
1
#4 @ 18" s °
PREFORMED PLASTI
SEALING GASKET "
T 12", 18", 24" OR 30" `" a�
PRECAST MANHOLE ON-SHRINK, :
of BARREL SECTION 4 -0 GROUT a
SHELF
� N
3
o e . •
z i
w e �
r•
° ° ° a °° NOTES:
c ATERSTOP
U �s°_ 1 . THIS MANHOLE TO BE
USED WHERE DISTANCE
„ FROM TOP OF BASE TO
n SEE DWG 19-01 FOR BEDDING BOTTOM OF FRAME IS
& FOUNDATION DETAILS BETWEEN 18" AND 36"
2. ALL STEEL REINF.
SHALL HAVE 3" MINIMUM
N ER
SECTION (TYPE 2) 3. SEEQ�WG 19-01 FOR
MANHOLE BASE CON-
2 STRUCTION DETAILS
r 4. IF USING FLAT TOP,
N ADDITONAL APPROVAL AND
N PLAN CHECK REQUIRED.
a
Page 232 of 301
DWG 19-05
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MANHOLE BASE:
PIPE JOINT REQUIREMENTS FOR THROUGH PIPES
MANHOLE BASE
MANHOLE SECTION
12" MIN 12" MIN
24" MAX 24" MAX
SHELF
FLOW II — ------- I FLOW
- - - - L---
------
STANDARDSHELF STANDARD
JOINT JOINT
3
a
y
v
a
a
L
3
O
L
H
O
LL
Ul
C
d
P
d
C
O
N
S
a
m
m
0
L
N
NOTE: I . JOINT LOCATIONS APPLICABLE TO ALL
INCOMING AND OUTGOING PIPELINES,
$ EXCEPT THAT THE 24" MAXIMUM DIMENSION
SHALL NOT APPLY TO PVC PIPE LAID
THROUGH A MANHOLE.
u)
U
d
O
a`
Y
N
O
N
a
N
u y 16, 2u2u Reguiar L3oard meeting Agenda PacKet- Page 281 ot:393
Page 233 of 301
DWG 19-06
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MANHOLE BASE: SPECIAL DETAIL
FOR LINES TERMINATING IN A CUL-DE-SAC
A
I I
I I
I � I
SHELF
II II
45° 45°
P
45° 45°
PLAN
rn NON-SHRINK GROUT
3
v
d
SIDE SEWER
0
a
FLOW _T 3"
FLOW
U) MIN.
m a
°
o CC)
C °
R
�I
SECTION A-A SEE DWG 19-01 FOR
a MANHOLE BASE, BEDDING
0 & FOUNDATION DETAILS.
U
b
NOTES:
a
y
1 . NO LATERAL CONNECTIONS SHALL BE MADE IN DOWNSTREAM HALF
OF MANHOLE.
N 2. MAXIMUM NUMBER OF SIDE SEWERS ALLOWED = 5.
U
0 3. TOP OF SIDE SEWERS SHALL BE NO LOWER THAN TOP OF OUTLET PIPE.
a`
Y 4. SEE DWG 20-05 FOR REQUIRED JOINT LOCATIONS.
0
N
R 5. PIPE CONNECTION INTEGRALLY CAST INTO THE PRECAST BASE BY THE
MANUFACTURE.
July 16, 202U Regular Board Meeting Agenda PaCKet- Hage 282 o
Page 234 of 301
DWG 19-07
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MANHOLE BASE: FUTURE CONNECTION
MANHOLE BASE
MANHOLE SECTION
SHELF MECHANICAL
PLUG
NO STUB ALLOWED
BEYOND MANHOLE
— — �_ -- O
MATCHING PIPE
TYPE PLUG/ CAP
SHELF
SCULPT INSIDE OF i
i
BEND TO FACILITATE
ROUTING CLEANING
3 EQUIPMENT THROUGH
BEND
U
d
N
I I
U I I
I I
0
U
d
3
J
LL
N
m
O
L
N
A
N
MANHOLE BASE DETAIL
U
d
a
fn
A
c
A
U
d
O
a`
Y
N
O
N
a
N
July 16, 2u2u Reguiar board meeting Agenda PacKet- Page o
Page 235 of 301
DWG 19-08
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
STANDARD MANHOLE FRAME & COVER
0-RING
A
SECTION A-A
DETAIL B
PRY HOLE
SEE NOTE 3
MFGR.'S NAME 2" LETTERING
B ("CCCSD" FOR PUBLIC
APPLICATIONS, AND
"SANITARY SEWER" FOR
PRIVATE). OTHER
C� C S AGENCIES USING THIS
■lam ,L■ DETAIL SHALL NOT USE
COVER INSCRIPTION
"CCCSD".
B
1"
PICK HOLE - 1 1/8" WIDTH
SEE NOTE 2
1/8"
114"
6" MIN
SECTION B-B Lw--A COVER �I- 1/116" MAX
TYPICAL COVER PATTERN PLAN FRAME
10"30'
1
COVER DETAIL
FRAME AND COVER BEVEL
MACHINED
3 SURFACES FRAME 26 1/4" MIN - 26 5/8" MAX
7
> DETAIL 25 3/8" 00
E PRY HOLE AND COVER BEVEL 25 1/4"
o PICK HOLE SEE NOTE 2
L
C
� N
TAPER AS NECESSARY \
FOR DRAFT
�i }TTr
W
24" N z_
T \
0 31" MIN - 32" MAX
U
b
U
N SECTION A-A
o NOTES:
f1/2"
Ill
1. COVER SHALL BE DESIGNED FOR H-20 HIGHWAY LOADING.
U
N
a 2. PICK HOLE SHALL BE OPEN AND FIT A STANDARD PICK.
Y
N 3. PRY HOLE SHALL BE LOCATED AT TOP CENTER DETAIL
T OF THE MANHOLE COVER AS SHOWN. PICK HOLE
July 115, 20210 Regular Board meeting Agenda PaCket- Page 284 ot 393
Page 236 of 301
DWG 19-09
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
BOLT - DOWN MANHOLE FRAME & COVER
SCORE TOP EDGE OF FRAME RADIALLY
IN LINE WITH TAPPED HOLES IN FRAME PRY HOLE
SEE DWG 19-15 FOR DETAILS
�1 1/4"
TOP OF FRAME
& COVER
A A
I �
UNDERSIDE I1A�� SEE DWG-8 FOR LETTERING
OF COVER / REQUIREMENTS
MACHI
SURFACED
M NEOPRENE
NOTES' i GASKET
1 . 2" LETTERING ( "CCCSD" FOR PUBLIC - - MACHINED
APPLICATIONS. AND "SANITARY SEWER" SURFACE
FOR PRIVATE). OTHER AGENCIES USING 0°30'
THIS DETAIL SHALL NOT USE COVER PLAN INSCRIPTION "CCCSD". DETAIL
2. 4-7/16" X 1-1/4" STAINLESS STEEL
MACHINE BOLTS WITH 1-1/4" 13 GA. MACHINED SURFACE
FLAT WASHERS, AT 1/4 POINTS.
INSTALL WITH ANTISEIZE COMPOUND. AND BEVEL
29 1/8"
1/2" 28" MIN - 28 1/16" MAX
1127 1/16" MIN - 27 7/8" MAX
8
1 /2" 2 3/4" 1/8" COVER - 1/8' CROWN
3
9 N
v
0 \ Ln
X1/8" �-11 1/4"�
E TAPER
- 25 1/8" MIN - 25 9/16" MAX
0 2 3/4" 29 3/8" - 2 3/4"
A
34 1/8" MIN - 34 7/8" MAX
0
0
m 1 1/4" SECTION A-A
a �—--y 1/2"
a WASHER )
y 3/4" SLOTTED HOLE
a 1/8" X 1 1/8" NEOPRENE GASKET v
T — Q
9 M
11/32" DRILL X 1 " DEEP, 7/16" NC
"i X 1 1/4 3 REQUIRED
U )
0 3/8" DRILL X 5/8" DEEP
Y 1 1/4"
DETAIL OF TAPPED & PLAN
SLOTTED HOLES SLOTTED HOLES IN COVER
July 16, 202U Regular board meeting Agenda PaCket- Page 28b ot 393
Page 237 of 301
DWG 19-10
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MANHOLE ADJUSTMENT TO FINISH GRADE
PAVED AREAS
ROAD SURFACE
FINISH GRADE
CAST IRON FRAME AND y
9-1/2" COVER (SEE DWG 19-08) y
N
a
a� 1 da
W a a
o� z d<� a d a #4 c 18
Q CLQ d
CD CD
OH �
4 d
GRADE RING
#4 HOOPS d d°
61 a a CONE
d17
8 <ad
GREATER THAN 13% GRADE
m CAST IRON FRAME AND COVER (SEE DWG 19-08)
9
d ROAD SURFACE
A FINISH GRADE
c
MANHOLE TOP BLOCK—\
IL
F
C �
E = x
� Ava
LU
9 xp
e �a PLACE NON-SHRINK GROUT 8
TROWEL FLUSH TO SURFACE
z0� a� OF RING
of o� �; ® GRADE RING
� N a
ul e
CONE
� d
u
'm
u
d
U) NOTE:
A
c 1. SEE DWG 19-01 FOR TOP
BLOCK DETAILS
d
13% GRADE OR LESS
a`
Y
0
N
O
N
T
A
OD
July 16, 2U20 Regular board Meeting Agenda PacKet- Page 286 o
Page 238 of 301
DWG 19-11
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MANHOLE PROTECTION WALL & TOP BLOCK
(REQUIRED FOR CROSS SLOPE STEEPER THAN 3:1)
A
F- —I
- - -�- - -I
FRAME & COVER
/ i I PER DWG 19-08
I I / o00
00000
o \ /I o CCCSD
/ I
0 - 0 . 0 o
\
u o #4
0
s• I \ / I I #4 @ 12" O.C.
A
6'-0" 6" TYP.
7'-0"
PLAN
SLOPE 1/4"
PER FOOT 6 <3
w �
a 12"
3 GRADE TO MATCH
Y > SLOPE OF GROUND _al•
o O
0]
-----#4J@ 12 vert. un
z --�--- w
#4 @12" horiz. Q o
a I � I
0 4Qa
p
_v _
o - =a� o1
L �
R - �
TOP ONE NOTES:
m #4 1. 3/4" CHAMFER OR ROUND WITH 3/4"
8" RADIUS AT ALL EXPOSED CORNERS.
0
U
18" 2. WALLS MAY BE CONSTRUCTED USING
y CONCRETE MASONRY UNITS OR
'E INTERLOCKING UNITS IF DESIGNED
o BY A REGISTERED ENGINEER.
Ill
N
U
0
O
a`
Y
0
SECTION A-A
T
R
W
July 15, 20213 Regular Board meeting Agenda PaCKet- Page 23 1 of 393
Page 239 of 301
DWG 19-12
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TEMPORARY: MANHOLE COVER
%=i F--
A II \\ A
II II 11
-JL - - - - - - - I
1\ II
I I
IL
PLAN
m
3
0
0
L
C
A
� 2r.
O.
231/2"
N
r
35"
T
Ill
O
U
U
SECTION A-A
Ill
NOTE:
U
N
O
a`
Y 1. FABRICATE FROM 5/16"STEEL PLATE USING 1/4"
FILLET WELDS TO BOTH SIDES OF EACH JOINT.
N
T
R
W
July 16, 202U Keguiar Board meeting-Agenda HaCKet- Hage 2bb ot j93
Page 240 of 301
DWG 19-13
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TEMPORARY: MANHOLE FALSE BOTTOM
NYLON ROPE
HANDLES
INSTALLATION �J-3/4"
PLYWOOD REMOVAL
FALSE MANHOLE BOTTOM SHALL BE FALSE MANHOLE BOTTOM SHALL
FURNISHED AND INSTALLED IN ALL - BE REMOVED AFTER THE FINAL
MANHOLES CONSTRUCTED IN ADVANCE APPURTENANCE ADJUSTMENT
OF PAVING. THESE FALSE MANHOLE INSPECTION. THE PAVING
BOTTOMS WILL BE INSTALLED AT A CONTRACTOR AND OWNER'S
TIME DIRECTED BY THE ENGINEER REPRESENTATIVE WILL
BUT WILL USUALLY BE AFTER ALL COORDINATE THE REMOVAL OF
WORK IS COMPLETED ON THE THE FALSE MANHOLE BOTTOMS.
WASTEWATER SYSTEM INCLUDING THE
AIR TEST, BUT PRIOR TO THE FINAL
INSPECTION.
INSTALLATION AND REMOVAL POSITION
NOT TO SCALE
METAL STRAP HINGES
(MIN. 3" LONG)
WITH BOLTS
5/8" HOLE FOR 1/2"
NYLON ROPE HANDLES
CC) M
0
3 �
- - - - IID/3 - - - -
0
m
a
o
z
m i �
`o
a
E
m
H
5/8" HOLE FOR 1/2"
NYLON ROPE HANDLES
D = INSIDE DIAMETER
' OF MANHOLE
0
U
U
N PLAN VIEW
NOT TO SCALE
U
N
O
a`
Y
N
O
N
a
N
July 16, 2u2u Regular board meeting Agenda PacKet- Page 289 o
Page 241 of 301
DWG 19-14
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
RODDING INLET
RODDING INLET 23"
FRAME AND COVER.
(SEE DWG 19-15 )
WHEN IN OTHER 6" 6"
THAN ROADWAY MIN MIN ROAD SURFACE
awn r7l
NON—SHRINK GROUT
UNDISTURBED l J
EARTH
3'-0" MIN.
TRENCH 6"
NOTES:
MIN.
1 . NO SIDE SEWER WYE OR TAPSECTION A - A TYP.
CONNECTIONS WILL BE PERMITTED
IN RISER PIPE.
2. RISER PIPE SHALL BE THE SAME
MATERIAL AS THE REST OF THE A�
LINE & SHALL BE IN A
VERTICAL PLANE.
3. NO LATERALS SHALL BE
INSTALLED WITHIN 24" OF 4'-0" MIN
THE 45° FITTING. 6»
A. SEE SECTION 10-05 FOR STATIONING 23" MIN
OF A RODDING INLET
5. ALL STEEL REINFORCEMENT ROAD SURFACE
SHALL HAVE A MIN. OF 3"
CONCRETE COVER.
NON—SHRINK GROUT
N
z ° $ 1 ad
> dI / ° #4 @ TOP & BOTTOM
a °° /' a ON ALL SIDES
2"
MIN a ° °d 3 #4 EA SIDE
CONCRETE BL
WIDTH OF TRENCH UNDISTURBED
6" 12" �" EARTH
a MIN
v,
d d
c ° �
m
c
9 I 0
A
I
ai d e
V! z a
" d a W
9 O �
o UNDISTURBED EARTH
i OR COMPACTED RODDING INLET
"i BACKFILL. STRUCTURE
U
d
O
a` STATION OF RODDING INLET
N 30' MIN
0
VERTICAL SECTION
July 16, 202U Regular Board meeting Agenda PaCKet- Page 29U ot 393
Page 242 of 301
DWG 19-15
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
RODDING INLET FRAME & COVER
PRY HOLE—SEE NOTE 3 A
V,
N
OE \ 1-1/2" LETTERING
( "CCCSD" FOR PUBLIC
APPLICATIONS AND
"SANITARY SEWER" FOR
PRIVATE) OTHER AGENCIES
USING THIS DETAIL SHALL
NOT USE COVER
INSCRIPTION "CCCSD"
B
� 1 cccsD
1/8"
1/4 PICK HOLE — 1 1/8" WIDTH
SEE NOTE 2
SECTION B-B l
COVER PATTERN
1/82"
c9
1/2" Law.A
PLAN DETAIL
PICK HOLE
16 7/16" MIN — 16 1/2 ' MAX
10° 30'
L 1/8„ BEVEL TO MATCH FRAME
�� 3/1 4 f1/2
DETAIL "
FINISH 14 3/8"
PRY HOLE
16 15/16" MIN — 17" MAX
16 5/8" MIN — 16 11/16" MAX
0—RING —16 7/16" MI5 1/416 1/2" MAX
LL FINISH f `
c N
9 \ �
O Ln
a DETAIL B SECTION A-A
g 14 7/8" MIN — 15" MAX-------�
d
18"
a
a 21 " MIN — 21 1/8" MAX
A
D
SECTION A-A
NOTES:
d
'0 1 . COVER SHALL BE DESIGNED FOR H-20 HIGHWAY LOADING.
a
x 2. PICK HOLE SHALL BE OPEN AND FIT A STANDARD PICK.
0
3. PRY HOLE SHALL BE LOCATED AT TOP CENTER OF THE RODDING INLET COVER AS SHOWN.
N
T
A
OD
u y 16, 2U2U Regular Board Meeting Agenda PacKet- Page 291 o
Page 243 of 301
DWG 19-16
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TEMPORARY: ACCESS STRUCTURE
(FOR CLEANING AND TESTING OF SANITARY SEWER
MAINS TO BE EXTENDED IN THE FUTURE)
#4 REBAR WITH
1 " PVC PIPE
x
Q
LO
5' MIN MECHANICAL
PLUG
EDGE OF GROUND SURFACE
PAVEMENT
/ h r
a
TOP BLOCK
PER DWG 19-14
>aLu
z w
r--z
woCD
>�
wwa
w
LL
�n �n
U
U / /
U
FUTURE
° / — — — — — — — — — — —
ai
N
T
Ill
O
U
U
d
a
y
T
`m
9
c
m
Ill
N
U
N
O
a`
Y
0
N
O
N
T
R
W
July 16, 202U Regular Board meeting Agenda PaCKet- Page 292 of 393
Page 244 of 301
DWG 20-01
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TRENCH STRUCTURAL DETAIL 1 FOR EXISTING
PAVED STREET AND PARKING AREA
TRENCH SECTION IN EXISTING PAVED STREETS & PARKING AREAS
(PUBLIC & PRIVATE)
12" MIN TRENCH WIDTH 12" MIN
(SEE NOTE 1 )
PAVEMENT
TITII STRUCTURAL
SUBGRADE I I I I I I Hill I I I I I I I I I SECTION
z
FINAL
BACKFILL
95% RELATIVE
J COMPACTION
Y W
m m
TRENCH
w m ZONE
TRENCH
WARNING TAPE BACKFILL
PER SECTION 90% RELATIVE
3 31 23 16 COMPACTION
a
LINE SEPERATING
a` TAPE
VIBRATING PLATE
¢` COMPACTION
12" MIN
SHADING PIPE
ZONE
LL 90%
RELATIVE
COMPACTION
W HAUNCHING
0
LL
4" MIN BEDDING
0
IF WATER OR SOFT GROUND IS PRESENT,
9" MIN PLACE COARSE BEDDING MATERIAL IN
GEOTEXTILE WRAP WITH 12" MIN
OVERLAP @ FABRIC EDGES
d
N I
PIPE & TRENCH
0
U
d NOTES:
a
M
I . TRENCH WIDTH, PIPE BEDDING & BACKFILL SHALL CONFORM TO THE
APPLICABLE REQUIREMENTS AND PROVISIONS OF SECTION 32 23 16
N OF THESE SPECIF CATIONS.
2. THESE ARE MINIMUM REQUIREMENTS. IF OTHER JURISDICTIONAL
'o AGENCY REQUIREMENTS EXCEED THOSE SHOWN, THE GREATER
g` REQUIREMENTS SHALL BE MET.
Y
0
3. 100% AB REQUIRED FOR SIDEWALK OR DRIVEWAY.
N
a
N
July 16, 2u2u Reguiar Board meeting Agenda PacKet- Page ot 39J
Page 245 of 301
DWG 20-02
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TRENCH STRUCTURAL DETAIL 2 FOR UNPAVED AREA
TRENCH SECTION IN UNPAVED AREAS
(OFF ROAD EASEMENT OR FUTURE STREETS)
TRENCH WID I
(SEE NOTE 1 )
Y
/ a TRENCH
\ � °" ZONE
/ 90%
RELATIVE
w COMPACTION
m
BENCHED OR r
SLOPED TRENCH \ ~
PER O'S.H.A \ /
REQUIREMENTS
WARNING TAPE /
PER REQUIREMENTS OF
SECTION 31 23 16.
ONLY C900 DR14
OR DI PIPE TYPE
12" MIN REQUIRED J
SHADING PIPE
Y
a ZONE
d
m 90%
RELATIVE
Lu COMPACTION
HAUNCHING
4" MIN BEDDING
d
IF WATER OR SOFT GROUND
9" MIN IS PRESENT, PLACE COARSE
BEDDING MATERIAL IN
r GEOTEXTILE WRAP WITH 12"
d MIN OVERLAP @ FABRIC EDGES
N
Q� PIPE & TRENCH
T
O
U
U
d
n NOTES:
1 . TRENCH WIDTH, PIPE BEDDING & BACKFILL SHALL CONFORM TO
N THE APPLICABLE REQUIREMENTS AND PROVISIONS OF SECTION
31 23 16 OF THESE SPECIFICATIONS.
U
0 2. THESE ARE MINIMUM REQUIREMENTS. IF OTHER JURISDICTIONAL
g` AGENCY REQUIREMENTS EXCEED THOSE SHOWN, THE GREATER
Y REQUIREMENTS SHALL BE MET.
N
O
N
a
N
July 16, 2u2u Regular board Meeting Agenda PacKet- Page 294 o
Page 246 of 301
DWG 20-03
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
STANDARD TRUNK SEWER TRENCH DETAILS
FOR 12" AND LARGER PIPE
EXISTING GROUND OR
PAVEMENT SUB-GRADE
� 1
TRENCH WIDTH TRENCH WIDTH T
o BACKFILL SEE
m
j/ DWG 19-07 &
/ w 19-08
0 3� /
0
w� 12"
Z w
U
CD J / // TYPE I
a BACKFILL
U
9"MIN q
IF WATER OR SOFT - 9"MIN
GROUND IS PRESENT. /
EX FOR TE PLACE COARSE BEDDING
BELL ENDS MATERIAL IN
GEOTEXTILE WRAP
WITH 12" MIN. OVERLAP
@ FABRIC EDGES.
FOR D.I. PIPE FOR ALL V.C., P.V.C.
INSTALLATIONS ONLY PIPE INSTALLATIONS
(N.T.S.) (N.T.S.)
EXISTING GROUND OR
PAVEMENT SUB GRADE
/7777 /
TRENCH WIDTH TRENCH WIDTH
2.
BACKFILL SEE
DWG 19-07 & // // BACKFILL SEE
19-08 DWG 19-07 &
t 19-08
3 �
m
TYPE I
1/2 % RACKF ILL
O.D. 1/3 O.D.
w IF WATER OR SOFT� //
9 . GROUND IS PRESENT �� 9"
PLACE COARSE BEDDING MIN.
T / MATERIAL IN
o GEOTEXTILE WRAP
WITH 12" MIN. OVERLAP
@ FABRIC EDGES.
FOR R.C. AND STEEL PIPE FOR R.C. PIPE
INSTALLATIONS INSTALLATIONS
UP TO 42" 48" AND LARGER
a
r (N.T.S.) (N.T.S.)
N
$ NOTES: I . PIPE BEDDING AND BACKFILL SHALL CONFORM TO THE REQUIREMENTS OF SECTION 31 23 16.
2. WARNING TAPE REQUIRED AT TOP OF THE PIPE ZONE.
July 16, 2u2u Regular Board meeting Agenda PacKet- Page 29b o
Page 247 of 301
DWG 20-04
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SHARED TRENCH DETAIL FOR SIDE SEWERS
TWO SIDE SEWERS IN ONE TRENCH
(SPECIAL APPROVAL REQUIRED)
TRENCH WIDTH:
30" FOR 4" SIDE SEWERS
36" FOR 6" SIDE SEWERS
/
/
/
3
c
/ 6" MIN TYPE I
BACKFILL (EXCEPT
FOR CIP & DIP
N SIDE SEWERS)
`O /
12' 4"
/ MIN. MIN.
0
U / l
H
d
w / 4" MIN.
/ //�/
T
O
U
U
d
n NOTES:
I . TRENCH WIDTH, PIPE BEDDING AND BACKFILL SHALL
CONFORM
TO THE REQUIREMENTS OF SECTION 31 23 16.
dl
a 2. IN THE EVENT THAT SIDE SEWERS ARE TO BE CONNECTED
r TO A VC MAIN BY TAPPING, SUCH TAPS SHALL BE
0
BE SPACED A MINIMUM OF 5 FEET APART.
N
a
N
July I b, 2U2U Regular board Meeting Agenda PaCKet- Page 296 o
Page 248 of 301
DWG 20-05
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TRENCH DAMS
LOCATED AS SHOWN ON THE PLANS
OR AS DIRECTED BY THE ENGINEER
GROUND SURFACE
TRENCH WIDTH & BACKFILL
SEE SEC. 31 23 16
12" MIN (TYP.)
TYPICAL KEY SIDES
AND BOTTOM
d
d UNDISTURBED
EARTH
°
° d
CAST—IN—PLACE
OR
NCLSME
°d
d °d
d ° 7-
� 9 �
d °
N
3
E
SECTION
T
NOTES.•
O
1 . SEE SECTIONS 03 30 00 AND 03 34 13 FOR CAST—IN—PLACE CONCRETE &
a CLSM REQUIREMENTS.
2. TRENCH DAM TO HAVE 12" MIN. THICKNESS (ALONG TRENCH).
U
d
O
a`
Y
N
O
N
a
N
July 16, 2u2u Regular board Meeting Agenda PaCKet- Page o
Page 249 of 301
DWG 20-06
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
JOINT UTILITY TRENCH SEPARATION DETAIL
SIDE SEWER AND OTHER UTILITIES
IN SAME TRENCH
Oxy
30" MIN
COVER
(PVC,
E E \ ABS
HDPE)
WATER
\ /
SERVICE
OTHER
UTILITY
SERVICES
\/ 6" MIN. 6" MIN. \%
w \
4" MIN.
SIDE
a SEWER
d
N
L
u
c
m
F
NOTES:
1 . PIPE BEDDING AND BACKFILL SHALL CONFORM TO THE
4 REQUIREMENTS OF SECTION 31 23 16.
0
N
2. REFER TO SECTION 4-08 FOR PIPE COVER REQUIREMENTS.
0
3. THESE ARE MINIMUM REQUIREMENTS. CONTRACTOR SHALL
CONTACT UTILITY AGENCIES TO CONFIRM REQUIRED
a SEPARATION REQUIREMENTS.
A
D
C
A
M
yl
v
d
a`
Y
0
N
O
N
T
A
OD
July 16, 2U2U Regular board Meeting Agenda PacKet- Page 298 o
Page 250 of 301
DWG 20-07
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
CRITERIA FOR THE SEPARATION OF
WATER MAIN AND SANITARY SEWERS
ZONE "A": SEWER LINES NOT PERMITTED
(REFERENCE: CALIFORNIA DOHS GUIDANCE WITHOUT APPROVAL OF WATER AGENCY
MEMO NO. 2003-02)
ZONE "B": PERMITTED MATERIALS
-VC PIPE WITH COMPRESSION JOINTS
-PVC PIPE WITH RUBBER RING JOINTS
(ATSM 3034)
\\\\\\\\ -CI OR DI PIPE WITH COMP. JOINTS
SPECIAL z -RC PRESSURE PIPE WITH COMP. JOINTS
PERMISSION a -HDPE PIPE WITH FUSION WELDED
ZONE 2 \\\\\\ o w JOINTS (AWWA C906-99)
z -SPIRALLY-REINFORCED HDPE PIPE WITH
GASKETED JOINTS (ASTM F-984)
ZONE "A" o ZONE "C": PERMITTED MATERIALS
® -DI PIPE WITH HOT DIP BITUMINOUS
m COATING
SPECIAL PIPE _ -C-900 PVC (DR 14). CONTINUOUS SECTION
o CENTERED OVER PIPE BEING CROSSED
-RC PRESSURE PIPE. CONTINUOUS
SECTION CENTERED OVER PIPE BEING
CROSSED
-ANY SEWER PIPE WITHIN A CONTINUOUS
SLEEVE
-HDPE PIPE WITH FUSION WELDED
JOINTS (AWWA C906-99)
6'-0" 3'-0`� 1 '-0"
ZONE "D": PERMITTED MATERIALS
-DI PIPE WITH HOT DIP BITUMINOUS
PARALLEL CONSTRUCTION COAT I NG AND MECHAN I CAL JOINTS
-HDPE PIPE WITH FUSION-WELDED
3 JOINTS (AWWA C906-99)
a
-C-900 PVC (DR 14) CONTINUOUS SECTION
m
CENTERED OVER PIPE BEING CROSSED
-RC PRESSURE PIPE CONTINUOUS SECTION
CENTERED OVER PIPE BEING CROSSED
-ANY SEWER PIPE WITHIN A CONTINUOUS
SLEEVE
a
a` ZONE "P": NOT PERMITTED
GRADE
0
/AV
a
ZONE
m
N
SPECIAL PIPE NO JOINTS
0
LL
lL WATER MAIN
U
0
N
T
4� 5'-0" 4'-0" � 4'-0" 5'-0
° ZONE "P"
ZONE "P"
a
fn
c l9
o ZONE "D"
i
SPECIAL PIPE-NO JOINTS
U �
d
O
r CROSSING
N
O
N
a
N
July 16, 2u2u Regular board Meeting Agenda PaCKet- Page 299 o
Page 251 of 301
DWG 20-08
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
ALL-WEATHER ACCESS ROAD TURNAROUNDS
103'
17'
T-TURN
R=32R=32'
43' 12'
43' R=32'
�--�12
PAVED OR ROCK AREA
(SEE NOTE 2)
17' HAMMER-HEAD
R=32'
R=45'
3
c
12' CIRCLE
0
U
Q
L
A
>d
a R=32'
0
NOTES:
N
1 . CROSS SLOPE WITHIN TURNAROUND SHALL
NOT EXCEED 8% GRADE.
2. SEE SECTION 31 23 16 FOR ACCESS ROAD
REQUIREMENTS. �12'
3. ALL DIMENSIONS ARE MINIMUM REQUIREMENTS.
U
d
O
a`
Y
N
O
N
a
N
July 16, 2u2u Reguiar board meeting Agenda PacKet- Page 30u o
Page 252 of 301
DWG 21-01
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
LAYOUT OF CURVED ALIGNMENT
USING STRAIGHT PIPE SEGMENTS WITH
JOINT DEFLECTIONS OR FITTINGS
v
z
g•G•
F.c
N�RMP ZoN �F I
�ZRP ZNG \ diN
s I
PLAN
(FITTINGS REMOVED FOR CLARITY)
THE LAYING LENGTH (L ), RADIUS (R), AND INCLUDED ANGLE ( A ) ARE
COMPUTED BY THE EQUATIONS:
3
a
e
L= 2 X R X TAN(A/2N)
R= L / (2X TAN ( A/2N) )
A= 2 X N X TAN-1 (L/2R)
z
WHERE:
U
`o R = RADIUS OF CURVATURE, FEET
'o
a
L = LAID LENGTH OF EACH PIPE SEGMENT
MEASURED ALONG THE CENTERLINE, FEET
N
A = TOTAL DEFLECTION ANGLE OF CURVE, DEGREES
0
U
N = NUMBER OF DEFLECTED JOINTS
a
fn
A/N = TOTAL DEFLECTION AT EACH JOINT, DEGREES
NOTE: "L" SHALL BE EQUAL TO OR GREATER THAN 5 FEET.
U
d
O
a`
Y
N
O
N
a
N
July Regular board Meeting Agenda PacKet- Page 301 ot:393
Page 253 of 301
DWG 21-02
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MAIN SEWER CONNECTION TO TRUNK SEWERS
48"AND LARGER
(SPECIAL APPROVAL REQUIRED)
SEE CONNECTION
DETAIL BELOW STANDARD
MANHOLE
NEW MAIN SEWER
+
CL 52 DUCTILE IRON OR
C-900 PVC (DR14 )
100' MAX
i I i o
i
PLAN
(N.T.S. ) 1 1 Y4° MAX
y /
C
EXISTING /
TRUNK /
° SEWER /
U /
C /
C
N pL �=1/ MPy,. ON OR
R �l
RPi� 52 oocP� loR1
o�
T
O
U
MODULAR MECHANICAL
Un EXPANDING RUBBER SEAL
NOTES:
U
0 1 . TAP SHALL BE CORE DRILLED,
a RECOVER CORED PLUG.
r CONNECTION DETAIL
2. USE CLSM BACKFILL WITHIN
N 5' OF TRUNK.
a
°
July 16, 2u2u Regular board Meeting Agenda PaCKet- Page 302 o
Page 254 of 301
DWG 21-03
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
PIPE ANCHOR DETAIL
/ fSURFACE
OVER PIPE
SEE DETAIL A
BELOW
PIPE
NOTES:
1 . PIPE ANCHORS SHALL BE
CONSTRUCTED AT 40' HORIZONTAL
INTERVALS ON ALL SLOPES_> 30%.
2. REINFORCING STEEL SHALL BE AS 40' MAX
SPECIFIED IN SECTION 03 20 00.
3. ANCHORS SHALL BE CAST—IN—PLACE
CONCRETE PER SECTION 03 30 00.
SURFACE SLOPING
OVER PIPE TRENCH SURFACE
OVER PIPE
n
777
A TRENCH
WIDTH _
12"
1�
III PIPE
I ANCHOR
a � a
"
12"
D c
L
a PIPE ° a °d 4 a 3" CLR.
d a
°4
N � c
T
Ill
O d
� N
a d
Vl
9
4 — #4 BARS
A
"i FOR SLOPED FOR VERTICAL
d
TRENCH WALL TRENCH
'o
Y DETAIL A SECTION A-A
0
N
O
N
T
R
W
July 16, 202U Keguiar Board meeting Agenda FaCKet- Fage nj ot j93
Page 255 of 301
DWG 21-04
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
JUNCTION SUPPORT
EXPANSION BLOCK
(SPECIAL APPROVAL REQUIRED)
2'-0"
CORROSION PROTECTIVE
COATING APPLIED TO
ALL EXPOSED METAL
COUPLING 3 — #4 REBAR
z V) ° a #4 REBAR E.F.
J w — — — — r a
iSINGLE WRAP 50#/100 SO FT.
zo a V) <I° ° ROOFING PAPER
FLOW 12"CLEAR FLOW
Z_ n a
Li UNDISTURBED
EARTH
� ° 4
O7 UNDISTURBED a°
wm
EARTH
zw a
�w a
mz
~z
w
ow
wJ
mQ
U_
Z_
a� o a 14
U
=w
�0
m 0 °a
ww
� a 1
m UNDISTURBED
EARTH
3
a
C
0
a
y PIER
`o MIN. DIA 12"
U
a
N
VERTICAL SECTION
U
d
a
fn
NOTES:
1 . ENGINEERED DESIGN FOR PIER REINFORCEMENT SHALL BE SUBMITTED TO CCCSD.
0
2. ALL STEEL REINFORCEMENT SHALL HAVE 3" MINIMUM CONCRETE COVER.
a
Y
N
O
N
a
N
July 16, 2u2u Regular board meeting Agenda PacKet- Page 304 o
Page 256 of 301
DWG 21-05
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
CONCRETE PIER SUPPORT
FOR USE WHERE HEIGHT IS 1 TO 20 FEET
(SPECIAL APPROVAL REQUIRED)
�--s=1---�r�---rte--�
I I II I I I
I
1 1 I I II I I I
�--�
NOTE: -- --JL—-
-
NON-SHRINK
GROUT II II SET A36 STEEL BASE PLATE
TO PROVIDE 2" CLEARANCE
FOR FIELD ADJUSTMENTS ---------
1/2" BASE OF PIPE SADDLE TO GRADE.
PLATE METAL SHIMS FOR ADJUSTMENT 'I
DETAIL BELOW SHALL BE 3" MINIMUM WIDE
18"X 5/8' I AND PLACED AS PLATEE PLAN. IN
BASE Ir / II
�� I
J-BOLTS I / / FILL ENTIRE VOID BETWEEN L / II a
BASE PLATE AND PIPE :5I /I w
SADDLE WITH NON-SHRINK I w
GROUT I/ / o
18"X 5/8" w i
J-BOLTS I, / w o
90 DEGREE I / /I Q N
ROTATED SECTIONCD
I'
� N
I/ I
GROUND SURFACE
I/ / I z
o
i <
Q
w
r�
a
/ o
r--------------- I/ �o w
w
4 w Uw
Z
� =a�
LJ ww 01XZ
LN
I
I I PILE Lu
Ire rel u� aim
3 II SHIMS II ao ooY
r
L__j ��I ° a d �~ Li
z w
O cl�
�w
I I aw
z _CD
No
IDI I O+ I ww Wm
v IJ-BOLTS
`J - wo___-- a/ ��
y �Z
o
" ENGINEERED DESIGN------ I �I
FOR PIER REINFORCEMENT / L`
SHALL BE SUBMITTED �I w n
y TO CCCSD /
T
Ill
N
U
N
O
Y BASE PLATE PLAN VERTICAL SECTION
0
N
O
N
T
R
W
July 16, 202U Regular Board meeting Agenda PaCKet- Flage Mb Ot 393
Page 257 of 301
DWG 21-06
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
PIPE SADDLE
FOR USE ON CONCRETE PIER
SUPPORT AND TRESTLE BENT
O.D. OF PIPE I "
PLUS 1/2"
7/16" DRILLED HOLES
I I o
N
2
TOP VIEW OF CLAMP
3/8" PLATE WHERE I.D.- 12" OR LESS
1/2" PLATE WHERE I.D.= 15" OR MORE
3/8" X 3 1/2" MACHINE—
SCREW
ACHINESCREW AND HEX NUT
1/4" RUBBER BETWEEN
NOTE: PIPE AND CLAMP
FABRICATE BY WELDING
WITH CONTINUOUS 3/8" 3"
FILLET WELD,ALL 3/8" 3/8" PLATE
JOINTS. BOTH SIDES. 8 MIN
3/8" WEEP HOLE
(TYP. )
5/8" X 3" MACHINE - L
BOLT AND HEX NUT
BASE PLATE
I.D./3)+ 11/16" DRILLED HOLES
2" 6" MIN
( (2x I.D. )/3)+6" NOTE:
14" MIN PIPE SADDLE PARTS SHALL
END VIEW BE A36 STEEL, HOT-DIP
GALVANIZED AFTER FABRICATION.
35 1/4 "
31 1/4 "
27 1/4 LOWER HALF OF
o PIPE CLAMP
N
a 3/8" PLATE 6" RADIUS
N
b � T_—
$ II II II
II II
N II II o
II II
3/8„ IY�3/8' PLATE II
N II 1 LAT BASE II�
U' II PLATE
d
0
Y 1 1/2" �-11 "(TYP1 "(TYP �1 1/2"
N
O
SIDE VIEW
July I b, 2U2U Regular board Meeting Agenda PaCKet- Page 306 ot:393
Page 258 of 301
DWG 21-07
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
GUARD FENCE
FOR CREEK CROSSING
NOTES:
1 . ALLGUARD FENCE PARTS SHALL BE
HOT-DIPPED GALVANIZED AFTER
FABRICATION.
2. EACH GUARD FENCE SHALL HAVE A 12" x 14"
20 GAUGE MINIMUM SIGN PERMANENTLY ATTACHED
IN LOCATION SHOWN (FURNISHED BY CCCSD).
x x x x x
x x x x SEE SECTION C
x x x x x +
k/k
2" MESH x #9 GAUGE
CHAIN LINK TYPE FENCE A-
FABRIC - GALVANIZED +A- LOCATIONS
+
Ar/ 60 FENCE BOLT
/4- \ + (16)
+
+ 60 \
/+
44
— 9 —
1/2" CLEA 'FB B
3'-4" MIN. CLAMP - 1/4" x 6" STRAP
CL - 1/2" BOLTS RADIUS OF PIPE O.D. + 1/4"
4 REQ'D PER CLAMP) 1/4" PURE GUM RUBBER (35-45 DUROMETER)
BETWEEN PIPE AND CLAMP
1-1/2"x1-1/2"x1/4"L ELEVATION
I 1-3/4" 1-1/4
FENCE I� WEB-1/4" PLATE
FABRIC
1-1/2"x1-1/2"x1/4"L
60° 1 FENCE FABRIC
CLAMP L 9/16" HOLES FOR
�4'L-� CLAMP BOLTS
6'
SECTION A-A SECTION B-B
3 \
3 STRANDS 9 GAUGE GALVANIZED SLOTS FOR \
BARBED WIRE. EQUALLY SPACED BARBED WIRE \ ��
X � X eye \ q5o
/ \ WELD TO
T X POSITION SHOWN
s X ° — X / 1-1/2"x1-1/2" FRAME
N _ — — — + x1/4"L FENCE FABRIC SPRING TYPE LOCK WASHER
5/16" HEX HEAD BOLT
OR CAP SCREW
" + 2-1/4" O.D. FLAT 5/16" HEX NUT
BOLT LOCATION FENDER WASHERtj
a (SEE FENCE BOLT OBACROSSNK IDING
r DETAIL)
SECTION C FENCE BOLT & WIRE ATTACHMENT DETAIL
N
( 16 MIN. BOLT ASSEMBLIES REQUIRED)
PLACED AS SHOWN
July 16, 2u2u Reguiar board meeting Agenda PacKet- Page W7 ot 3Y3
Page 259 of 301
DWG 21-08
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
DEBRIS TRAP
FOR CLEANING PURPOSES
NOTES:
1. ALWAYS USE IN DOWNSTREAM MANHOLE DURING
CLEANING OPERATIONS.
2. WHEN DEBRIS BUILDS UP TO THE LEVEL OF THE
TOP OF THE TRAP. STOP OPERATIONS
AND REMOVE THE DEBRIS FROM THE MANHOLE.
3. FABRICATE FROM 16 GAUGE GALVANIZED SHEET
METAL.
FINE
MESHED
SCREEN
i
4
DEBRIS
INSTALLATION DEBRIS TRAP
(SEE DETAIL)
NOM. I.D. I.D./6
MIN. 3" 2" MIN. FLUTED END
�o rn
m o z
3
d
m
m
a
0
m�
N �
Ul
T
Ill
O W
U
U
a - �
y
9
`m
9
c
m
Ill
N
U
N
O
Y DETAIL
0
N
O
N
T
R
W
July 16, 202U Regular Board Meeting Agenda PaCKet- Flage 306 of 393
Page 260 of 301
DWG 22-01
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SIDE SEWER LAYOUT
(CONNECTION TO EXISTING MAIN)
11, EASEMENT LINE OR LAST IMPROVEMENT
LATERAL SEWER IHOUSE SEWER
CURB+GUTTER
z
0
J J
co 3
CLEANOUT
SEE DWG 22-07
SADDLE CONNECTION PLAN VIEW OVERFLOW
PROTECTION
EXISTING MAIN
12-24" TYP. DEVICE
FACE OF CURB OR
z
EDGE OF PAVING
ROAD GRADE Q'S ;
c�
z
z
z MARKING J
SUBGRADE o— TAPE w z a
Co
z_
3 COUPLING COUPLING BUILDING
DRAIN
LONGITUDINAL SECTION
W
AS< SIDE
o l/A/ SEWER
0 1/8"
BEND
0
45° MAX
d SADDLE
y ��COUPLINO
0
�—s
MIN.
p LPE
N 8 2/o
a MAIN WITHOUT
SEWER MAIN
7k7
SPECIAL
RADIAL APPROVAL
CONNECTION
SADDLE CONNECTION DETAIL
NOTES: CONNECTION AT MAIN
1 . WHEN A LATERAL SEWER IS INSTALLED IN ADVANCE OF THE BUILDING SEWER, IT SHALL BE TERMINATED
a_ WITH A CAP OR PLUG 5' PAST THE PROPERTY LINE, EASEMENT LINE OR LAST IMPROVEMENT AND THE
Y CONTRACTOR SHALL MARK THE LOCATION OF THE CAPPED/PLUGGED END WITH A 2X4 PRESSURE TREATED
STAKE PAINTED GREEN.
2. REFER TO SECTION 31 23 16 FOR BEDDING AND BACKFILL REQUIREMENTS.
July Regular Board meeting Agenda PaCKet- Page 309 of 393
Page 261 of 301
DWG 22-02
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SIDE SEWER LAYOUT
(CONNECTION TO NEW MAIN)
F_, EASEMENT LINE OR
LAST IMPROVEMENT
5' TYP
# 4 REBAR
WITH 3/4"
PVC PIPE
FINISHED
ROAD GRADE
\ Z X
Ln Q
JOINT O
UTILITY z_
TRENCH O O
L0
3 CAP
a
3
F MAIN21- MIN SLOPE
o WITHOUT SPECIAL APPROVAL
1MIN
CLEARANCE
`o REQUIRED
U
T \ FITTING (45° MAXI
3
m
N
d
N
N
N
N
T
O
U
U
d
a
u) NOTES:
1 . REFER TO SECTION 31 23 16 FOR BEDDING AND BACKFILL REQUIREMENTS.
2. MINIMUM COVER FROM THE POINT OF CONNECTION TO THE BUILDING WASTE
PLUMBING (WITHIN TWO FEET OF THE FOUNDATION) SHALL BE 18 INCHES,
a COVER REQUIREMENTS FROM THE PROPERTY LINE TO A POINT WITHIN 8 FEET
r OF THE BUILDING WASTE SHALL BE IN CONFORMANCE WITH SECTION 4.
N
O
N
a
N
July I b, 2U2U Regular board Meeting Agenda PaCKet- Page 31 U ot:393
Page 262 of 301
DWG 22-03
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TAP AND WYE CONNECTION TO EXISTING MAIN
WYE CONNECTION
MAIN LINE
(PPE MATERIAL VARIES)
rMI1 2
N
APPROVED
LENGTH
COUPLING
(VARIES WITH PIPE MATERIAL)
3
TAP CONNECTION
TAP
MAIN LINE SADDLE TYPE TYP. )
o (PIPE MATERIAL VARIES)
0
U
d / �
V k 6 / r
'6
C
2'
� MIN.
N DISTANCE FROM
N BELL JOINT OR
' FITTING
0
U
U
d
a
fn
A
c
A
U
d
O
a`
Y
N
O
N
a
N
July 16, 2u2u Reguiar board meeting Agenda PacKet- Page 311 o
Page 263 of 301
DWG 22-04
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MINIMUM LAYOUT OF WYES ALONG MAIN
STA. 10+00
PROVIDE STRAIGHT SEGMENT OF MAINLINE PIPE
TO ACHIEVE, MINIMUM 2' SEPARATION
REQUIRED IN-BETWEEN SINGLE WYES.
WYE �2'- 45° BEND
WYE
45° BEND
m
3
a
c
rn
`o STA. 10+00
a
v
T
O
O
T
E SINGLE WYE CONNECTION
NTS
N
N
T
O
U
U
d
a
fn
A
c
A
U
d
O
a`
Y
N
O
N
a
N
July 16, 2u2u Regular board Meeting Agenda PacKet- Page 312 o
Page 264 of 301
DWG 22-05
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
OVERFLOW PROTECTION DEVICES
SEE NOTE 1
APPROVED OPD LOWEST FF
—\
r —
REMOVE STANDARD z
CLEANOUT PLUG +
7
FINISH GRADE 3" MIN.
a
STANDARD
CLEANOUT
4" MIN
SEE DWG 22 07
TYPE 1
LOWEST FF
SEE NOTE 2
z_
PAVED SURFACE
6" MIN CLEARANCE
OPD �
CAST—IN—PLACE d
CONCRETE
B
4" MINZ�� a
GRAVEL
v
STANDARD
° 6" CLEANOUT
(TYP.) SEE DWG-39
0
a`
3
0
'C
O
N
T TYPE 2
0
U
U
d
a
NOTES:
1 . AN OVERFLOW PROTECTION DEVICE, PER CCCSD'S APPROVED MATERIALS LIST, IS
REQUIRED ON ALL SIDE SEWERS. SPECIFIC LOCATION SHALL BE DETERMINED BY THE
CONTRACTOR AND THE PROPERTY OWNER.
0
a`
r 2. SEE APPROVED MATERIALS LIST FOR TRAFFIC AND NON—TRAFFIC AREA PRECAST
0
UTILITY BOXES AND GRATED LIDS.
N
a
N
July 16, 2u2u Regular Board Meeting Agenda PacKet- Page o
Page 265 of 301
DWG 22-06
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
CLEAN CHECK PROTECTION DEVICE
6" BWOD—__�
FINISH GRADE
� I I
I I
I I
I I
I I
I I
I I
I I
I I 6"
I I
I I
FLAP ASSEMBLY
I I
I I
I I
I I
TO TRUNK
MAIN
LOWEST FF
TYPE 1 OR 2 —
OPD
CLEAN OUT
CAP
FINISH GRADE
3"
� I I
a I I
v
I I
� I I
I I
d I I
a FLAP ASSEMBLY 6"
I I
� I I
d
U I
� I I
� I I
Ui I I
I I
N I I
T
TO TRUNK
MAIN
a
y
9
`m
9
c
TO BUILDING
CONNECTION
U
N
O
a`
Y
0
N
O
N
T
R
W
July 16, 202U Regular Board meeting-Agenda PaCKet- Flage ot 393
Page 266 of 301
DWG 22-07
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
CLEANOUT RISERS
z SEE PLUG z z z
CONNECTION
DETAIL BELOW. MPT MPT MPT
FINISH PLUG PLUG PLUG
GROUND
NOTES: 7
1 . CLEANOUT SHALL BE
THE SAME SIZE AS "
THE SIDE SEWER. L
SEE DWG 22-05 FOR CLEANOUT O a_
OVERFLOW RISER z>-
PROTECTION DEVICE w_
DETAILS. 1/8" BEND Li
2. CLEANOUT RISER COUPLING
PIPE SIZE SHALL
MATCH CLEANOUT
SIZE.
3. MAXIMUM DEPTH 36" IN LINE RISER WYE SANTEE
z z
ANGLE POINT RISER
MPT
FINISH PLUG FINISH PLUG
GROUND—,, GROUND
COUPLING SOLVENT WMA
WELD
JOINT
3' MAX.
SPIGOT/HUB SLIP SP x FPT
SP x FPT
PLUG CONNECTION DETAIL D=
TWIN CLEANOUT COMBO
WYE
REDUCER OR
COUPLING
MINIMUM 4" MPT PLUG
�( CLEANOUT RISER
SEE NOTE 2
d C. I. COVER
.e5M PERMANENTLY
PAVEMENT SURFACE MARKED "SEWER"
ANGLE POINT CLEANOUT ��
PLAN VIEW z
N Q0> N
N
T
Ill
NOTES: , a
N 1 . ANGLE POINT CLEANOUT REQUIRED IF CAST–IN–PLACE °d N
SIDE SEWER DEFLECTIONS EQUALS OR CONCRETE
EXCEEDS 90°
N 2. SEE APPROVED MATERIALS LIST FOR 12" 12"
TRAFFIC AND NON–TRAFFIC AREA
o PRECAST UTILITY BOXES AND GRATED
a LIDS.
Y
R 3. 6" SEWER LINES REQUIRE 6" CLEANOUTS CLEANOUT RISER IN PAVED AREA
T
R
W
u y Regular Board meeting Agenda PaCKet- Page ot 39J
Page 267 of 301
DWG 22-08
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SIDE SEWER REPAIRS
SIDE SEWER BREAK SIDE SEWER BREAK
NO CONFLICT IN GRADE NO CONFLICT IN GRADE
NEW
p/ - EXISTING UTILITY
EXISTING E
SIDE SEWER UTILITY
PIPE
EXISTING SIDE SEWS
BREAK BREAK
TYPE 1 BACKFILL SHALL
TYPE 1 BACKFILL SHALL BE USED FOR ENTIRE
BE USED FOR ENTIRE REPAIR AREA. NEW
REPAIR AREA. 18" UTILITY 18"
MIN 4"X4" RUBBER PAD PIPE MIN
35-45 DURO. FIT
BETWEEN PIPES WHEN 1 "
COUPLING OR LESS CLEARANCE.
—EXISTING
SIDE SEWER
COUPLING WITH
X18" PROPER ADAPTER.
MIN 4"X4" RUBBER PAD EXISTING
SIDE SEWER
35-45 DURO COUPLING 18"
NEW UTILITY PIPE PLACED SNUGLY
BETWEEN THE MIN COUPLING
PIPES WHEN O.D.
OF CROSSING
REPAIR PIPES ARE WITHIN 1 " REPAIR
OF EACH OTHER.
NOTES: 1 . REFER TO SECTION 33 31 16 LATERALS AND BUILDING SEWERS FOR SIDE SEWER DETAILS.
2. ALL EXCAVATIONS FOR REPAIRS SHALL BE EQUAL TO THE REQUIRED TRENCH WIDTH PLUS
18" ON EACH SIDE.
SIDE SEWER WITH CONFLICT IN GRADE
MIN. SLOPE 2% WITHOUT
SPECIAL APPROVAL
6" MIN
3
a
v EXISTING
PIPE
EXISTING PIPE — EXISTING MIN COUPLINGS
w RUBBER REPAIR SEWER
° PAD GRADE
N FITTINGS/COUPLINGS
N
0 4"x4" EXISTING COUPLINGS
RUBBER SEWER GRADE
PAD
N FITTINGS/COUPLINGS 6" MIN
EXISTING
N _ — PIPE
EXISTING PIPE_ _ 4" MIN
U
d
O
a`
r MIN. SLOPE
OF 2% WITHOUT REPAIR
a
SPECIAL APPROVAL
u y 16, 2u2u Regular board meeting Agenda PacKet- Page 316 o
Page 268 of 301
DWG 22-09
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
CLEANOUT MODIFICATION FOR 8" LATERAL
F/G
6 " BACK WATER
6 " FEMME
ADAPTER
8 "X6 "
8 "X6 "
REDUCER
RUBBER
( NO CAMP ) 8 " z
0
J
m
8 „ 8X8X8
WYE/COMBO
TO M/F
F/G
m
G5 BOX
d
W/GRATED FID
3
s
a
U
PVC SLEEVE
3
Vl
'00
Vl
0
N
N
N
IITI
O
U
U
d
a
y
9
`m
9
c
m
Ill
N
U
N
O
a`
Y
0
N
O
N
T
R
W
July 16, 202U Regular Board meeting Agenda PaCKet- Page 317 of 393
Page 269 of 301
DWG 22-10
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SIDE SEWER TAP TO RCP TRUNK SEWER
(VARIANCE REQUIRED)
RCP TRUNK MAIN Dr:DOWELS
1 /2 " REBAR
SIZE VARIES ( 4 TYP )
W/EPDXY
1 /2 " REBAR
CAGE
WATER
STOP
PIPE TYPE
VARIES
QTR#UNK
CONCRETE
COLLAR
J
L
V
C
W
O
LL
C
O
V
9
O
O
C
N
d
NOTES :
• CORE DRILL ONLY
• EPDXY REBAR DOWELS
INTO PIPE
• WATER STOP IS
REQUIRED
Ill
N
U
d
O
a`
Y
0
N
O
N
T
R
W
July 16, 202U Regular Board meeting Agenda PaCKet- Flage 316 of 393
Page 270 of 301
DWG 23-01
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
RV/TRAILER HOLDING TANK DISPOSAL FACILITY
SIGN SUPPORT ANCHORED SECURELY
IN CONCRETE (SEE NOTE 1)
SIGN—/ SUPPORT WITH 4"x4" POST ANCHORED
I SECURELY IN CONCRETE
4'-0" MAX
XLOPE
PAD 2" VENT
WITH
"x10"
FABRIC PRECAST
UTILITY BOX
CAST COVER IN SLAB SO LIP
OF OPENING IS FLUSH FOR
WASHDOWN
o
THIS FACE TO BE
MILLED FLAT
0
L FINISH
VAREC FIG 46 MODIFIED DRAIN HOLE
TRAFFIC BOLLARD COVER FOOT OPERATED, CAST IRON
PLAN BODY, BRONZE COVER, TIGHT AT 3.5
NOT TO SCALE OZ. PRESSURE OR AN APPROVED
EQUAL.
18 GA. METAL - DRAIN HOLE
WHITE BACKGROUND 2" VENT
BLACK LETTERS COVER DETAIL
NOT TO SCALE
TRAFFIC SIGN
BOLLARD (SEE NOTE 1) 1-1
0
rn I
9 0
•U
R
LL
N
0 O
O
a DRAIN HOLE
COVER D
(SEE DETAIL)
a
0
5 FINISHED
GRADE
1i 11.... �Ai NOTE:
1 . REQUIREMENTS FOR SIGN
L_j TO BE ESTABLISHED BY
Q CCCSD PRIOR TO INSTALLATION.
TEE FITTING
CLEANOUT TO GRADE
(SEE DWG 22-07)
U
N
O
a` y
Y
TWIN CLEANOUT ELEVATION
P-TRAP FITTING
6" DIA PIPE NOT TO SCALE
u y egu ar soard meeting Agenda HaCKet- Hage r 9 ot j93
Page 271 of 301
DWG 23-02
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
GREASE INTERCEPTOR
(TYPICAL; 1000 GALLON MINIMUM)
SAMPLING
MANHOLE/BOX
PER DWG 23-05
r , r CLEANOUT
I I
I I I I
A I I I I A
I I I I
I I I I
I I I I
6FLOW" INLET� -
I I I
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
6" OUTLET
PLAN VIEW
STANDARD TOP (MH FRAMES, COVERS & RINGS NOT SHOWN)
BLOCKS REQUIRED 24" CAST IRON FRAME SAMPLING SEE
AT EACH MANHOLE AND COVER MANHOLE/BOX NOTE 7
COVER, EXCEPT NO PER DWG 23-05
CONE FOR 9"
5' MAX
a CLEANOUT
6" OUTLET
r(SEENOTE
ET � _
6)
6" NEED COMBO
NOTE: WYE CLEANOUT
SEE DWG 22-07
FOR DEPTHS
OVER 5' ,
SPECIAL n
APPROVAL FOR Li 6" OUTLET
SPECIALLY Q
ENGINEERED >
INTERCEPTOR
INTERCEPTOR PER APPROVED
00 MATERIAL LIST
N N
8
3 SEE DWG 19-01 FOR BEDDING
& FOUNDATION DETAILS
a SECTION A-A
v
NOTES:
d
1 . INTERCEPTOR SHALL BE PLACED ON A MINIMUM OF 6" TYPE I BEDDING
MATERIAL, COMPACTED TO 95% RC.
N
2. ALL ELEVATIONS SHALL BE APPROVED BY CCCSD PRIOR TO INSTALLATION.
T
"0 3. GREASE INTERCEPTORS ARE NOT INTENDED FOR THE INTRODUCTION OF
DOMESTIC SEWAGE. LOCATION AND TRIBUTARY DISCHARGE SOURCES
SHALL BE APPROVED BY CCCSD PRIOR TO INSTALLATION.
a
U)
4. INTERCEPTOR LOCATED IN AN AREA SUBJECT TO TRAFFIC MUST BE H-20
TRAFFIC RATED. NON—PRECAST INTERCEPTORS ACCEPTED UPON SPECIAL
N APPROVAL.
5. ALL INLET AND OUTLET PIPES SHALL BE 6" DIAMETER.
0
g` 6. THE USE OF CAST IRON SOIL PIPE FOR GREASE INTERCEPTOR
Y APPLICATIONS IS PROHIBITED.
N
7. SEE APPROVED MATERIALS LIST FOR TRAFFIC AND NON—TRAFFIC AREA
PRECAST UTILITY BOXES AND GRATED LIDS. SEE DWG 19-08 & 19-09 FOR
COVER REQUREMENTS.
July I b, 2U2U Regular Board Meeting Agenda PaCKet- Page ot 3Y3
Page 272 of 301
DWG 23-03
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
SAND-OIL INTERCEPTOR
(TYPICAL; 320 GALLON MINIMUM)
I jl SAMPLING
II MANHOLE BOX
II PER DWG 23-05
I I I I
II CLEANOUT
A i ii A
I I I I
L6" INLET I FLOW _t
I I I I
I I I I
I I I I
I I I I
I I I I
I I I I
� i 6" OUTLET
-------------------J L--------
PLAN VIEW
(MH FRAMES. COVERS & RINGS NOT SHOWN)
STANDARD TOP BLOCKS SAMPLING
REQUIRED AT EACH MANHOLE/BOX [SEE NOTE 6
MANHOLE COVER--, 24" CAST IRON FRAME & COVER PER DWG 22-07
m�
5'
MAX
CLEANOUT
6„ 6" OUTLET
INLET
PIPE ONE WAY
NOTES: CLEANOUT
1 . FOR DEPTHS
OVER 5' ,
SPECIAL
APPROVAL
FOR SPECIALLY
ENGINEEREDIF
INTERCEPTOR PRECAST INTERCEPTOR
PER APPROVED MATERIAL
2. TOP OF INLET 24" LIST
TO TOP OF
m FRAME AND
COVER. j °
`o SAME AS
GREASE
INTERCEPTOR SEE DWG 19-01 FOR BEDDING
& FOUNDATION DETAILS
SECTION A-A
NOTES:
1 . INTERCEPTOR SHALL BE PLACED ON A MINIMUM OF 6" TYPE I BEDDING
MATERIAL, COMPACTED TO 95% RC.
N
T
0 2. ALL ELEVATIONS SHALL BE APPROVED BY CCCSD PRIOR TO
INSTALLATION.
U
d
9 3. SAND-OIL INTERCEPTORS ARE NOT INTENDED FOR THE INTRODUCTION OF
DOMESTIC SEWAGE. LOCATION AND TRIBUTARY DISCHARGE SOURCES SHALL
BE APPROVED BY CCCSD PRIOR TO INSTALLATION.
Ill
4. INTERCEPTOR LOCATED IN AN AREA SUBJECT TO TRAFFIC MUST BE H-20
d TRAFFIC RATED. NON-PRECAST INTERCEPTORS ACCEPTED UPON SPECIAL
'o^ APPROVAL.
a`
Y 5. ALL INLET AND OUTLET PIPES SHALL BE 6" DIAMETER.
0
N
6. SEE APPROVED MATERIALS LIST FOR TRAFFIC AND NON-TRAFFIC AREA
PRECAST UTILITY BOXES AND GRATED LIDS. SEE DWG 19-08 & 19-09
FOR COVER REQUIREMENTS.
July 16, 2020 Regular Board meeting Agenda PaCKet- Page 321 of 393
Page 273 of 301
DWG 23-04
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
CONCRETE TRAFFIC SLABS FOR GREASE INTERCEPTORS OR
SAND - OIL INTERCEPTORS
(REQUIRED FOR NON-TRAFFIC RATED INTERCEPTORS)
#6 BARS
@ 6" O.C. (W) SEE DETAIL BELOW
FOR MANHOLE
#3 BARS REINFORCING
#4 BARS @ 6" O.0 @ 18" 0 C. (L ) DETAIL
EACH WAY
I I I a I I I
I I I I I I
I I I I I I
I I
Gil,
II II 6" THICK 0 I 4) 19" THICK
� I SLAB I II j SLAB REQ'D
I II REQUIRED I II
III
--————————————I L-----I I--- ----------I L—————
I
CASE "A" CASE "B"
CAR/SMALL DELIVERY SEMI-TRUCK & GARBAGE
TRUCK ONLY TRUCK
0
a
v
U
d
O
a
c
m
O
`o
a
, e d
V o e
N � \
12 lig \� I 2 - REINF. BARS
LL { SIZE EQUAL OF REINF.
IN REMAINDER OF SLAB
m I V
��. REINF. BARS SIZE
---�-- EQUAL TO REINF. IN 1- ----I
REMAINDER OF SLAB .,-r7----- I T
I-----------I-r
M �
N
T
O
MANHOLE AREA REINFORCING DETAILS
a
M
A
c
A
U
d
O
a`
Y
N
O
N
a
N
July 16, 2u2u Reguiar L3oard meeting Agenda PacKet- Page 322 ot:393
Page 274 of 301
DWG 23-05
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
PRECAST SAMPLING STRUCTURES
(SEE APPROVED MATERIALS LIST)
SAMPLING MANHOLE
(OUTSIDE)
STANDARD TOP BLOCKS 24" CAST IRON BOLT—DOWN
REQUIRED, SEE DWG 19-01 FRAME & COVER WITH GASKET
FOR DETAILS. (GASTIGHT) STANDARD
` FFR
OR 12A MENT
EDED
i
24" DIA
NON—SHRINK
24" DIA GROUT
------------
PLAN
6
12" MAX." MIN.
SEE DWG 19-01 FOR BEDDING
& FOUNDATION DETAILS.
SECTION A-A
NOTE: 1. CAST IRON COVER SHALL READ "SANITARY SEWER".
SAMPLING BOX
(INSIDE ONLY)
m
3
a
vi
METAL COVER
LIFT HOLE
---------1 1" DIA MINIMUM
c I777777,777777
a B 1 B
ti
� I I
N
N
T
Ill
U � �
24" MIN
a �
T
9
o SEE DWG 19-01 FOR BEDDING
y PLAN & FOUNDATION DETAILS. 24" MIN
�I
w
U
SECTION B-B
Y
0
N
O
N
T
R
W
July 16, 202U Regular Board Meeting Agenda PaCKet- Flage 323 of 393
Page 275 of 301
DWG 23-06
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
TRASH ENCLOSURE DETAIL
(TYPICAL)
WALL 6" MIN
ABOVE GRADE
d°
CONCRETE
�9 PAD J
4" MIN. PIPE %
AREA
DRAIN
CLEANOUT ���
L�� GRADE BREAK G�
GREASE TRAP, IF REQ'D OR BERM
(40 LB. + 20g PM) SEE NOTE 4
SLOP °
MAIN LINE OR GATE M N
EXISTING SIDE
SEWER + /! °
CONCRETE PAD —Y °
a
NOTES:
0 1 . ROOF REQUIRED OVER ENTIRE ENCLOSURE WITH
DOWNSPOUTS DIRECTED AWAY FROM ENCLOSURE.
3
2. A P-TRAP SHALL BE INSTALLED IMMEDIATELY
W DOWNSTREAM OF AREA DRAIN IF NO GREASE
TRAP REQUIRED.
3. GREASE TRAP SHALL BE INSTALLED IF TRASH
M ENCLOSURE SERVES ANY COMMERCIAL FOOD
SERVICE USE & AS DETERMINED BY SOURCE
CONTROL FOR ALL OTHER APPLICATIONS.
0
U
4. ALL PIPING TO BE 4" MIN. SIZE INCLUDING
INLET/OUTLET OF GREASE TRAP.
a
5. LOCATION OF GREASE TRAP & C/O VARIES
WITH APPLICATION.
H
6. IF INSTALLED OUTSIDE PF ENCLOSURE, TRAFFIC
0
RATED LID IS REQUIRED.
Y 7. MAY ALSO BE CONNECTED TO GREASE INTERCEPTOR
N
O
N
T
N
July 16, 202U Regular Board Meeting Agenda Packet- Page ot 393
Page 276 of 301
DWG 24-01
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
INDIVIDUAL LOT PUMPING SYSTEM
(CCCSD REVIEW AND APPROVAL REQUIRED)
\ FINISHED
GRADE
THRUST BLOCK
a
MAIN
SEWER CONTROL PANEL WITH
VISUAL AND AUDIBLE
SEE DETAIL A ALARMS (REQUIRES
BELOW & DWG 22-07 3�1 SEPARATE ELECTRICAL
PERMIT FROM LOCAL
JURISDICTION).
OVERFLOW
VENT PROTECTION
3" 1MIN DEVICE
1
THRUST BLOCK
FROM
BUILDING
ISOLATION VALVE-/'/'
ALVE DRAIN
CHECK VALVE
FLOAT SWITCHES:
SEE NOTE 5
WET WELL/ SUMP--- HIGH ALARM/ 2nd PUMP ON
1st PUMP ON
PUMP OFF
LOW ALARM
CLEANOUT —CONCRETE BALLAST
E
XAMAKM
y
A PUMP
TYPE I BACKFILL
E COMPACTED TO 95% RC
a
0
GRAVITY FROM ELEVATION
'-> LATERAL TO PUMP (N.T.S.)
MAIN SEWER DISCHARGE NOTES:
FLOW FLOW
a TEE 1 . OBTAIN PROCEDURES FOR PRIVATE, INDIVIDUAL LOT,
SEWAGE PUMP APPROVAL AND INSTALLATON BEFORE
q PROCEEDING WITH DESIGN.
0
REDUCER
a
2. CLEANOUT WITH OVERFLOW PROTECTION DEVICE SHALL
DETAIL A
a BE INSTALLED AT BUILDING CONNECTION.
a NOTES:
3. PUMP INSTALLATION SHALL BE IN ACCORDANCE WITH
I . TEE SHALL BE WYE, SANITARY TEE OR SECTION 33 32 26.
COMBO WYE.
0 4. SEE SECTION 31 23 16 FOR BEDDING AND
x 2, FOR COMMERCIAL PROPERTIES, 6-INCH TEE, BACKFILL REQUIREMENTS.
N CLEANOUT, AND GRAVITY LINE IS REQUIRED.
5. SEE APPROVED MATERIALS LIST FOR TRAFFIC AND
3. SOLVENT WELD TYPE JOINTS SHALL BE USED NON-TRAFFIC AREA PRECAST UTILITY BOXES AND
FOR PVC PIPES. GRATED LIDS.
July 16, 2u2u Regular Board Meeting Agenda PacKet- Page 32b o
Page 277 of 301
DWG 24-02
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MULTIPLE-USER, LOW-PRESSURE SEWER SYSTEM
MANHOLE
3" SCHEDULE 40 PVC DRAIN TO
VALVE AND SPLASH BLOCK AT
DAYLIGHT WHERE SHOWN ON PLANS
12"m X 4" DEEP a m
SUMP, AS REQUIRED (TYP)
4" PVC PIPE: AWWA
C-900 (DR 14), IF O
3' TO 4' . COVER, DR a
18 IF OVER 4' MIN. (TYP)
COVER. O
7
FLOW — -- _
SCHEDULE 40 1 "
® BRASS PIPE (AT
FLUSHING INLETS
3 ONLY)
3
a
ai
0
L
C
R d a
E
a I�
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TYPICAL SERVICE
CONNECTION (PRIVATE)
d 1 4" HDPE (SDR 1 1 )
(4 CONNECTIONS MAX )
(SEE DWG 24-05)
d
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PLAN
NOT TO SCALE
e
N
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9
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1 . @ REFERS TO SPEC 33 31 26
'o MATERIAL LIST
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July 16, 202U Reguiar Board meeting Agenda FaCKet- Fage mis o
Page 278 of 301
DWG 24-03
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MULTIPLE-USER, LOW-PRESSURE SEWER SYSTEM
FLUSHING INLET
8' MIN
STANDARD MANHOLE FRAME
AND COVER (DWG 19-08)
(ADJUST PER DWG 19-10 IN
/SLOPED AREAS) 1 " MIPT PLUG
8-#4 EVEN
O9 34" SPACES 34" GRADE RINGS
�24" 24
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BACKFI SCHEDULE 40 1 "
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2% TO SUMP) 1 " 45° ELBOW
2" SCH 80 PVC DRAIN
$., SCHEDULE 40 1 " BRASS PIPE
1 " 45° ELBOW
6"s CAST-IN OR CORE
z m DRILLED HOLE, TYP. FILL
a ANNULAR SPACE WITH
'1'� BASE MAY BE PRECAST OR NON-SHRINK GROUT
E ° CDz CAST-IN-PLACE PER SEC.
(AT FLUSHING INLET ONLY)
03 30 00
T
N
d
3
d
6"m CAST-IN OR CORE
DRILLED HOLE, TYP. FILL
ANNULAR SPACE BETWEEN
3 MANHOLE WALL AND CASING
0
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d
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3
SANITARY SEWER FORCE MANHOLE AND FLUSHING MANHOLE
NOT TO SCALE
T
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d
,n NOTES:
1 . IF WATER OR SOFT GROUND IS
PRESENT, PLACE COARSE BEDDING
MATERIAL IN GEOTEXTILE WRAP
s (12" OVERLAP AT FABRIC ENDS)
a`
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MATERIAL LIST
N
a
N
July 16, 2u2u Regular Board meeting Agenda PacKet- Page o
Page 279 of 301
DWG 24-04
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MULTIPLE-USER, LOW-PRESSURE SEWER SYSTEM
CONNECTION AT GRAVITY MANHOLE
MANHOLE
BARREL `u ~
11w__1
o �w
N MAIN SEWER
FLOW FLOW
TYPICAL LOCATION FORM CHANNEL ON SHELF WITH
OF ECCENTRIC CONE ��
13 1, SHELF 2 NON—SHRINK GROUT
®EXTEND TRACER WIRE TO `
TERMINAL BOARD IN
THROAT 1 ' BELOW COVER
6" CORE—DRILLED HOLE AT SHELF,
FILL BOTH ANNULAR SPACES WITH HDPE (SDR11 ) PRESSURE MAIN SEWER
NON—SHRINK GROUT IN 4" C900 PVC, OR DIP
m
3
a
d
0
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C
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U J = 2
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14 HDPE (SDR11 ) PRESSURE
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OW FLOW
a FORM CHANNEL
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y NON—SHRINK
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AL SHELF TERMINAL BOARD IN THROAT
a 13 BELOW COVER
° TYPICAL LOCATION OF ECCENTRIC
A CONE, FRAME, AND COVER
0
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NOTES:
d
a
9 1 . STANDARD MANHOLE DETAILS ARE
SHOWN ON DWG 19-01
N' 2. @X REFERS TO SPEC 33 31 26
d MATERIAL LIST
0
a`
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s CONNECTION MANHOLE
N
NOT TO SCALE
July 16, 202U Reguiar Board meeting Agenda FaCKet- Fage ms ot j93
Page 280 of 301
DWG 24-05
CENTRAL CONTRA COSTA SANITARY DISTRICT
MARTINEZ, CALIFORNIA
MULTIPLE-USER, LOW-PRESSURE SEWER SYSTEM
MISCELLANEOUS DETAILS
12"
M >ANHOLE zwDWG 19-02 3.4' �'�0
4" PVC P7T�_VC7
VC VC
WITH HDPE(TYP) PRC
TYPICAL PROFILE
AT MANHOLE
NOT TO SCALE
Y" BRASS MACHINE 6"x3"X22" HDPE
BOLT WITH ONE HEX _ BOARD
NUT (2 EACH BOARD)
3
w 1.25" 1.75" 1.75 1.25"
FACE OF
° NOTE: MH THROAT
0
1 . @ REFERS TO SPEC 33 31 26 Y" EXP. ANCHOR
MATERIAL LIST BOLT WITH 2 NUTS
(2" MIN EMBEDMENT)
E
w
T
3 TRACER WIRE
13 TERMINAL BOARD
3
NOT TO SCALE
a`
0
J
12" 18" 12"
16
✓ 3� I MINI I MIN
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N 100% TYPE I - ?
16 BACKFILLLo
g 1 1 90% + R.C. +1
3" WIDE "SEWER"
Un 6i O5 PRIVATE MARKING TAPE
PUBLIC (PUBLIC R/W)
PRIVATE (PRIVATE R/W) HDPE PRESSURE MAIN °
AND TRACER WIRE IN 4" MINIMUM
4" C900 PVC CASING TYPE 1
TYPICAL SERVICE BEDDING
Y
CONNECTION DETAIL TRENCH DETAIL
a NOT TO SCALE
NOT TO SCALE
July I b, 2020 Regular Board meeting Agenda PaCKet- Page 329 ot:393
Page 281 of 301
Standard Specifications for Design and Construction
2020 Edition
Part
Section 25. Acronyms, Abbreviations and Terms
Wherever in these Specifications, or in any documents or instruments where these
Specifications are referenced, any of the following acronyms, abbreviations, or terms
is used, the intent and meaning shall be interpreted as stated in the following
sections unless the context clearly indicates that another meaning is intended.
25-01 Acronyms and Abbreviations
Acronym Definition
AASHTO American Association of State Highway and Transportation Officials
AB Aggregate Base
AC Asphalt Concrete
ACI American Concrete Institute
ANSI American National Standards Institute
APN Assessor's Parcel Number
ASME American Society of Mechanical Engineers
ASTM American Society of Testing and Materials
AWS American Welding Society
AWWA American Water Works Association
BC Beginning of Horizontal Curve
BVC Beginning of Vertical Curve
CAD Computer Aided Design
Cal/OSHA California Division of Occupational Safety and Health Act
Caltrans State of California, Department of Transportation
CCTV Closed Circuit Television
Central Central Contra Costa Sanitary District, also sometimes referred to as
San the District or CCCSD
CISPI Cast Iron Soil Pipe Institute
CLSM Controlled Low Strength Material
CPC California Plumbing Code - The California Plumbing Code adopted by
the State of California Building Standards Commission, latest edition.
CRSI Concrete Reinforcing Steel Institute
CTM California Test Method
DR Dimension Ratio (pipe O.D. divided by minimum wall thickness)
EC End of Horizontal Curve
EVC End of Vertical Curve
FNPT Female National Pipe Thread
FUE Fixture Unit Equivalents - The unit equivalent of plumbing fixtures as
tabulated in the Uniform Plumbing Code.
GOE Grant of Easement
gpd Gallons per Day
gpm Gallons per Minute
July 1P6a�0�blOg6uipa�i g�§� rfleYgl�g NE�iarc ad�.V6e 30 of 393 Page 256
Page 282 of 301
Standard Specifications for Design and Construction
2020 Edition
GRD Grease Removal Device
GWI Groundwater Infiltration
HDD Horizontal Direction Drilling
HGI Hydromechanical Grease Interceptor
HWA High Water Alarm
HWL High Water Level
/.D. Inside Diameter
ILPS Individual Lot Pumping Systems
IOD Irrevocable Offer of Dedication- a legal document used to create
easements
ISO International Standards Organization
LWA Low Water Alarm
LWL Low Water Level
MH Manhole
MNPT Male National Pipe Thread
MULPSS Multiple User Low Pressure Sewer System
NEMA National Electrical Manufacturers Association
NRTE Nationally Recognized Testing Entity
0.D. Outside Diameter
OPD Overflow Protection Device (See also District Code X9.15)
PSSE Private Sanitary Sewer Easement
PTFE Polytetrafluorethylene (Teflon)
PUE Public Utility Easement
RC Relative Compaction- The percentage ratio of the field dry density of
the soil or soil aggregate (determined by ASTM D6938) to the
maximum dry density as determined by laboratory test ASTM D1557.
RI Rodding Inlet - a temporary access structure to a sanitary sewer main
RUE Residential Unit Equivalent
RV Recreational Vehicle
ROW Right-of-way
RWQCB Regional Water Quality Control Board
SDR Standard Dimension Ratio (pipe O.D. divided by minimum wall
thickness)
SSE Sanitary Sewer Easement
TMH Trunk Manhole
UL Underwriters Laboratory
UPC Uniform Plumbing Code
USA Underground Services Alert
VOC Volatile Organic Compound
Pipe Types
ABS Acrylonitrile Butadiene Styrene
CI or CIP Cast Iron Soil Pipe or Cast-Iron Pipe
CIPP Cured-In-Place Pipe
DI or DIP Ductile Iron Pipe
July 1P6a 0���R�6u�Pa�i ��a�'rr�r leYgti�ANE� igg %, apdF'�'Yg'e X31 of 393 Page 257
Page 283 of 301
Standard Specifications for Design and Construction
2020 Edition
HDPE High Density Polyethylene
PE Polyethylene
PVC Polyvinyl Chloride
RCP Reinforced Concrete Pipe
VC or VCP Vitrified Clay Pipe
25-02 Terms
Annexation - The inclusion of property within Central San boundaries by proper legal
procedures.
Accessory Dwelling Unit (ADU)- a self-contained, residential unit located on the
same lot as an existing single-family home and includes a kitchen, bathroom, and
sleeping area; where a kitchen is defined as a space with a sink outside of a
bathroom. If the ADU is 1200 square feet or greater, then it will be treated as a
separate residential unit on the property.
Approved Materials List - The current list of approved materials allowed by Central
San for use in the construction and/or repair of sanitary sewers in accordance with
these Specifications.
Bedding and Backfill — Material, herein specified, used to replace material excavated
from trenches during sewer installation. Terms used to differentiate between zones
of Bedding and Backfill are:
Pipe Zone: the portion of the trench excavation between the bottom of the
trench or the top of required foundation material and a horizontal plane 12"
above the highest point on the outside surface of the pipe barrel excepting
bells.
■ Bedding is that portion of the Pipe Zone between the bottom of the
trench or the top of required foundation material and the lowest point
on the outside surface of the pipe barrel excepting bells;
■ Haunching is that portion of the Pipe Zone between the top of the
Bedding and the horizontal centerline of the pipe;
■ Shading is that portion of the Pipe Zone between the top of the
haunching and a horizontal plane 12" above the highest point on the
outside surface of the pipe barrel excepting bells.
Trench Zone: the portion of the trench excavation between the top of the
shading and the ground surface in unpaved areas, and the horizontal plane at
lowest point of the pavement structural section in paved areas.
■ Trench Backfill is that portion of the Trench Zone between the top of
the shading and the ground surface in unpaved areas or a horizontal
plane 2 feet below the lowest point of the pavement structural section
in paved areas;
■ Final Backfill is that portion of the Trench Zone in paved areas
between the top of the trench backfill and the lowest point of the
pavement structural section.
July 1P6a�O�bi g66 ipa�i g�§� rfleYgl�g NE�iarc ad�.V6e 32 of 393 Page 258
Page 284 of 301
Standard Specifications for Design and Construction
2020 Edition
Board of Directors - The governing body of Central San.
Building Drain - The building drain is the lowest part of a wastewater piping system
and connects other wastewater pipes from within a building with the side sewer.
Central San - The Central Contra Costa Sanitary District, Contra Costa County,
California, and its employees, and/or authorized representatives.
City - Any incorporated municipality lying partly or entirely within Central San.
Contractor - Any contractor who meets Central San requirements and is licensed by
the State of California to enter into contracts for and to perform the work of installing
sewers under Central San jurisdiction.
County - The County of Contra Costa, State of California.
Cut Sheets - Sheets of tabulated data, indicating stations, structures, fittings, angle
points, beginnings of curves, points on curves, ends of curves, sewer slopes, staking
offsets, various elevations, offset cuts, and sewer depth.
Definition of Words - Wherever, in these Specifications, the words directed, required,
permitted, ordered, designated, or words of like importance are used, they shall be
understood to mean the direction, requirement, permission, or order of designation
of Central San. Similarly, the words approved, acceptable, satisfactory, shall mean
approved by, acceptable to, or satisfactory to Central San.
District - The Central Contra Costa Sanitary District, Contra Costa County,
California, and its employees, and/or authorized representatives.
DWG # - Refers to the drawing as numbered in Part VII. Standard Drawings.
Easements - Rights in real property granted or dedicated to Central San for the
purposes stated in the document establishing the easement. Generally, these rights
include the right to construct, reconstruct, renew, alter, operate, maintain, inspect,
repair and replace Central San Facilities with the reasonable right of access to such
easements for these purposes over the remaining lands of the grantor. See also
District Code §7.15.
Existing Building/Structure — a structure that has a finalized building permit at least
three years prior to the date of application with Central San
Final Inspection - The formal written acceptance by Central San of an entire job
which has been completed in all aspects in accordance with the Plans and
Specifications and any modifications thereof previously issued.
Inspector - The person for Central San duly authorized and responsible for
inspections and enforcement of Central San regulations relating to construction of
public and private sewers, including pipelines, structures, materials, instruments,
and appurtenances.
July 1P6% 10866 Pali4469'9 33 of 393 Page 259
Page 285 of 301
Standard Specifications for Design and Construction
2020 Edition
Job Engineer - The Engineer licensed by the State of California as a civil engineer,
under whose direction Plans, profiles, and details for the work are prepared and
submitted to Central San for review.
Owner - Any individual, partnership, firm, or corporation by whom the Job Engineer
has been retained or who, as the Property Owner, is making arrangements with
Central San.
Parcel Number - An arbitrary number assigned to each parcel of right-of-way,
including easements and miscellaneous encroachments, as shown in the right-of-
way log and/or on the sewer construction plans.
Paved Surface - Any form of pavement used on street, sidewalk, or other areas
composed of concrete, asphalt, oil, brick, or treated crushed rock or any combination
of said forms of pavement having a dense, cohesive, stable surface.
Permits or Licenses - Documents indicating permission or authorization to perform
specific work under specific conditions at specific locations.
Person - Any individual, firm, company, corporation, or association.
Plans - Construction plans, including system maps, sewer plans and profiles, cross
sections, detail drawings, etc., or reproductions thereof, which show the location,
character, dimensions, and details for the work to be done and which constitute a
supplement to these Specifications.
Plumbing System - Plumbing fixtures and traps, waste and vent pipes, and all sewer
pipes within a building and extending to the house or side sewer connection two feet
outside the foundation line or building wall.
Profile - Cross-sectional detail (side view) drawing which show the vertical
relationship between the sewer line invert, the ground surface at time of construction
and the finish surface, and other existing and/or proposed underground facilities.
Property Owner - The person who holds record title to a parcel of property.
Private Sewer - A sewer owned, operated, and maintained by the Property Owner
(i.e. not owned by Central San).
Public Sewer - A sewer located in a public right-of-way, easement or dedicated
reservation which has been accepted by Central San or is maintained and controlled
by the Central San.
Right-of-way - All land or interest therein which by deed, conveyance, agreement,
easement, dedication, usage, or process of law is reserved for or dedicated to the
use of the general public, within which Central San shall have the right to construct,
alter, replace, repair, maintain, and operate sewer pipes, appurtenances, and
appliances together with the reasonable right of access to such easement for said
purposes over the remaining lands of the grantor.
Roadway - All right-of-way dedicated, granted, used, or to be used for vehicle
movement.
July 1P6a 0�bi Og6uipa�i g�§� rfleYgl�g NE�iarc ad�.V6e 34 of 393 Page 260
Page 286 of 301
Standard Specifications for Design and Construction
2020 Edition
Sanitary District - The Central Contra Costa Sanitary District, Contra Costa County,
California.
Sanitary Sewer System Map - Scale maps on the first sheet or sheets of the Plans
showing the relationship and ties between the properties to be improved and the
nearest intersection of existing county or city improved road on each side of the
property. The system maps also show all proposed sewer improvements and all
parcels to be served by the improvements.
Section - Any reference to a Section which is not accompanied by further reference
refers to a Section or Sections of these Specifications.
Sewers: A pipe or conduit for holding and carrying sewage, and includes manholes,
rodding inlets, pressure relief valves and all other facilities appurtenant which are
necessary or convenient to the holding or carrying of sewage.
• Trunk Sewers - a public sewer which is 12" or more in diameter and
accommodates more than one main sewer
• Main Sewer - a sewer which has one or more side sewers connected to it
• Side Sewer - the privately owned and maintained sewer which connects the
plumbing system of a building to the main sewer. The side sewer begins at
the point-of-connection to the main sewer and terminates at the point-of-
connection to the building plumbing system at the foundation line or building
wall. "Side sewer" includes the lateral sewer and the building sewer
o Lateral Sewer - that portion of the side sewer which is within the
public right-of-way
o Building Sewer - that portion of the side sewer from the lateral
sewer to its connection to the building plumbing system.
Single-Family Residence (SFR) - A single living structure designed to accommodate
one family.
Special Approval - Approval given by Central San, either in writing or as approved
on the plans, for special construction considerations which may not meet the
regulations and/or standards set forth in these Specifications or District Code.
Specifications - The Central San Standard Specifications for Design and
Construction, latest edition.
Standard Drawings - The drawings of structures or devices commonly used on
Central San work and referred to on the plans and in these Specifications.
State - The State of California
State Standard Specifications - The Standard Specifications of the State of
California, Business and Transportation Agency, Department of Transportation
(Caltrans), current edition.
July 1P6a O0 biOg6uipa�i g�§� rfleY�ti�ig ����i� arc � dF���e 35 of 393 Page 261
Page 287 of 301
Standard Specifications for Design and Construction
2020 Edition
Streets or Roads - Any public or private highway, road, street, avenue, alley, way,
easement, or right-of-way used or to be used for vehicle movement.
Structures - Those structures or devices commonly used in Central San work such
as manholes, rodding inlets, etc., as mentioned in these Specifications.
Subcontractor - Any individual, partnership, firm, or corporation entering into a
contract with the Contractor to perform part of the work.
Superintendent - The representative of the Contractor, present and responsible for
the work at all times.
Surveyor - A Professional Land Surveyor or Professional Engineer (Civil) licensed by
the State of California to perform land surveying.
Travelled Way - The portion of the roadway for the movement of vehicles, exclusive
of shoulders and auxiliary lanes.
Variance — A variance is a deviation from District Code or Specifications for Design
and Construction requested by an Applicant during the design or plan review stage.
Any variances requested at the time of permitting or construction shall be through a
Special Approval only.
Work - All work to be done under Central San permit or inspection, in accordance
with the Plans, these Specifications, and/or permit conditions.
July 1P6a O0 biOg6uipa�i g�§� rfleYgl�g NE�iarc ad�.V6e 36 of 393 Page 262
Page 288 of 301
Standard Specifications for Design and Construction
2020 Edition
Part IX Index
100 linear feet of trench, 68, 124 Application
11.250, 158 air test, 7
24 hours, 88, 97, 141 Dye Test, 7
AASHTO, 130, 133, 145, 174, 256 Encroachment Verification, 7
AB, 132, 133, 256 Public Sewer Locating, 7
abandonment, 5, 70 Pump Review, 7
ABS, 162, 163, 184, 190, 257 Right-of-Way, 7
AC, 130, 132, 133, 136, 256 Surveying, 7
Acceptance of Proposed Public Approved Materials List, 4, 24, 74, 75,
Facilities, 73, 89 83, 84, 90, 93, 100, 101, 103, 115,
ACI, 78, 79, 80, 81, 83, 84, 86, 87, 256 116, 145, 147, 152, 154, 160, 162,
Acrylonitrile Butadiene Styrene. See 168, 176, 178, 179, 182, 183, 185,
ABS 186, 187, 190, 191, 192, 194, 258
Aggregate Base. See AB Arborist Report, 51
alignment, 6, 4, 26, 27, 33, 40, 41, 51, arc length, 23
91, 102, 147 AS ME, 8, 256
all-weather access road, 30, 136, 137 Asphalt Concrete. See AC
amalgam separator, 11 Assessor's Parcel Number. See APN
American Association of State ASTM, 75, 78, 79, 83, 84, 90, 91, 95,
Highway and Transportation 96, 97, 100, 102, 103, 115, 116,
Officials. See AASHTO 117, 119, 120, 121, 128, 130, 132,
American Concrete Institute. See ACI 133, 138, 139, 141, 144, 145, 151,
American National Standards Institute. 156, 157, 159, 160, 161, 162, 163,
See ANSI 164, 165, 166, 169, 171, 172, 173,
American Society of Mechanical 175, 176, 256, 257
Engineers. See ASME AWS, 100, 102, 103, 158, 256
American Society of Testing and AWWA, 138, 141, 153, 154, 156, 157,
Materials. See ASTM 158, 159, 160, 169, 171, 172, 256
American Water Works Association. backfill
See AWWA final backfill, 122, 127, 128, 258
American Welding Society. See AWS trench backfill, 92, 127, 128, 132,
angle of intersection, 4 258
annexation, 4, 258 BC, 41, 56, 256
request and petition, 52 bedding, 120, 121, 258
ANSI, 7, 100, 158, 256 Beginning of Horizontal Curve. See
APN, 4, 33, 43, 256 BC
Applicant, 5, 3, 15, 17, 18, 22, 24, 51, Beginning of Vertical Curve. See BVC
66, 136, 181, 189 benchmark, 39, 180
application, 5, 16, 51 Board of Directors, 33, 34, 259
expiration of, 51 bolts, 100, 101, 103, 158, 167, 200
Individual Lot Pumping System, 53 bond, 54
Service Request Applications, 6 boring and jacking, 2, 182, 189
July 1P6a2'�h N86ular Board Meeting Agenda Packet- Page 337 of 393 Page 263
Page 289 of 301
Standard Specifications for Design and Construction
2020 Edition
building drain, 259 Competent Person, 65, 123
building sewer, 261 Computer Aided Design. See CAD
building waste plumbing, 3, 4 Concrete Reinforcing Steel Institute.
BVC, 42, 56, 256 See CRSI
C900, 5, 25, 160 connections to existing structure, 28
CAD, 43, 44, 52, 54, 256 Contra Costa County Fire Protection
California Division of Occupational District, 136
Safety and Health Act. See OSHA Contra Costa County Health Services
California Plumbing Code. See CPC Department, 7
California Test Method. See CTM Contra Costa Local Agency Formation
Caltrans, 68, 120, 130, 131, 133, 134, Commission, 4
136, 256, 261 Controlled Low Strength Material. See
Capacity Study, 19, 51 CLSM
car wash, 9 Corner Record or Record of Survey, 3
casings, 24 coupling, 152, 158
Cast Iron Pipe. See Cl or CIP cover
Cast Iron Soil Pipe Institute. See allowable cover, 4, 25
CISPI bolt-down manhole frames and
CCCSD Notes, 40 covers, 29
CCTV, 7, 2, 17, 64, 72, 138, 139, 142, minimum cover, 4, 40, 181, 188
256 covers
centerline, 22, 26, 27, 31, 32, 57, 126 manhole, 134
Central San, 31, 32, 101, 256, 259 temporary, 145, 148
Central San job number, 33 vault, 134
Central San's emergency dispatch, 72 covers and frames
Certificate of Compliance, 76 cast iron, 102
Certification Report, 119 CPC, 1, 256
check dam, 29 creek, 26, 27, 71
check valve, 5, 192, 194, 200 sewer crossings at creeks, 26
Cl, 257 top of creek bank, 26
C I P, 151, 152, 257 C RS I, 78, 79, 256
CIPP, 2, 3, 19, 182, 257 CTM, 121, 256
CISPI, 256 cul-de-sac, 28
Class 2 Aggregate Base, 120, 122, Cured-In-Place Pipe. See CIPP
126 curve
Class 52, 25, 154 curve data, 23, 24, 38, 40, 41, 200
cleanout, 6, 5, 186, 200, 201 horizontal, 23, 41
clearance, 4, 41, 52 vertical, 23, 24, 42, 56
vertical and horizontal, 4, 23 cut sheet, 40, 56, 57, 58, 67, 180, 259
Closed Circuit Television. See CCTV cut stakes, 56, 57, 180
Closure Report, 33 datum, 39
CLSM, 90, 91, 92, 121, 126, 256 deflection at structures, 28
Coarse Bedding Material, 121, 128, deflection/delta angle, 23
146 dental, 11
cold or hot mix temporary asphalt, 129 DI, 25, 257
commercial sewer, 4 diatomaceous earth filters, 14
July 1P6 zr ZD 09861ar Board Meeting Agenda Packet- Page 338 of 393 Page 264
Page 290 of 301
Standard Specifications for Design and Construction
2020 Edition
Dimension Ratio. See DR DWG 24-02, 29, 192, 194, 195
D I P, 23, 27, 141, 153, 257 DWG 24-03, 29, 195
directional drilling, 164, 168 DWG 24-04, 193
dishwasher, 7, 8 easement, 4, 5, 1, 15, 26, 27, 31, 32,
District Code, 1, 2, 4, 7, 8, 5, 7, 11, 12, 33, 34, 35, 42, 53, 56, 68, 146, 148,
18, 31, 53, 59, 63, 64, 65, 66, 73, 187, 259
185, 187, 257, 259, 261, 262 appurtenant, 53
DR, 25, 256 EC, 41, 56, 256
DR-14, 193 electrofusion coupling, 168
drain rock/foundation rock, 121, 122 emergency, 118
drainage fixture units, 7 emergency work, 8
drop across structure, 28 encroachments, 1
Ductile Iron Pipe. See DI or DIP End of Horizontal Curve. See EC
dump stations, 30 End of Vertical Curve. See EVC
Durability Index, 121 enforcement, 1
DWG 19-01, 4, 28, 144, 146, 148, 149, Engineer, 1
183 Geotechnical Engineer, 22, 26, 27,
DWG 19-02, 28 51, 128
DWG 19-05, 177 Job Engineer, 2, 18, 19, 20, 24, 26,
DWG 19-06, 28 32, 34, 50, 51, 52, 55, 56, 57, 66,
DWG 19-08, 102 67, 180, 188, 260
DWG 19-09, 29 Professional Engineer, 9, 10, 37, 54,
D WG 19-11, 28, 148 69, 119
DWG 19-12, 145 enzymes, 7, 8, 10
DWG 19-13, 148 EVC, 42, 56, 256
DWG 19-14, 149 exterior air conditioning unit, 13
DWG 20-01, 19, 174 fees, 7, 13, 17
DWG 20-05, 29, 123, 160 connection, 6, 16
DWG 20-06, 127 inspection, 54, 142
DWG 20-07, 22 inspection charges and permit, 2
DWG 20-08, 137 permit, 12
DWG 21-01, 24, 161, 174, 177 plan review, 50, 54, 55
DWG 21-03, 123 re-television inspection, 143
DWG 21-04, 29, 178, 185 Female National Pipe Thread. See
DWG 21-08, 139 F N PT
DWG 22-01, 4, 42, 56 filter backwash, 14
DWG 22-04, 42 Final Inspection, 54, 72, 119, 259
DWG 22-05, 186 Final Review for Construction, 54, 55
DWG 22-07, 5 fittings
DWG 22-08, 187, 191 deflection fittings, 158
DWG 23-01, 13 Fixture Unit Equivalents. See FUE
DWG 23-02, 7, 9 floor drain, 7, 9, 12
DWG 23-04, 8, 10 flow control fitting, 8, 10
DWG 23-05, 11 flow restrictor, 14
DWG 23-06, 13 flushing inlet, 29, 192, 194, 195
DWG 24-01, 201 F N PT, 194, 256
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food service, 7, 13 ILPS, 192, See Individual Lot Pumping
frames and covers, 139, 144, 145, Systems
147, 149 indemnify, 9, 53
FUE, 3, 256 Individual Lot Pumping Systems, 1,
Gallons per Day. See gpd 192, 196, 257
Gallons per Minute. See gpm Inside Diameter. See I.D.
garbage disposal, 8 inspection, 2, 7, 8, 2, 7, 8, 10, 17, 54,
gasket, 145, 147, 155, 158, 160, 161, 63, 64, 73, 74, 86, 101, 105, 116,
163, 169, 174, 176 138, 142, 169, 170, 172, 179, 182,
Geotechnical Report, 26, 51 184, 190, 197
geotextile, 115, 116, 117, 125, 134, Inspector, 5, 7, 9, 17, 63, 64, 65, 67,
146 68, 69, 70, 71, 74, 75, 86, 96, 101,
foundation rock, 115, 117, 122 104, 119, 120, 121, 123, 124, 125,
paving, 116, 117, 118 138, 139, 140, 141, 142, 143, 146,
GOE, 256 147, 149, 151, 157, 166, 170, 180,
gpd, 256 181, 183, 184, 187, 188, 191, 196,
gpm, 3, 8, 10, 196, 256 197, 259
Grant Deed, 32, 35 insurance
Grant of Easement. See GOE automobile liability insurance, 8
GRD, 9, 257 general liability insurance, 8
grease interceptor, 6, 7, 8, 11, 13 workers' compensation insurance, 8
Grease Removal Device. See GRD interceptor, 7, 8, 9, 10, 11
grease trap, 6, 7, 8, 9, 13 International Standards Organization.
grinder, 8 See ISO
Groundwater Infiltration. See GWI IOD, 32, 33, 53, 257
GWI, 257 Irrevocable Offer of Dedication. See
H-20, 8, 10, 93, 102, 125, 145, 174, IOD
186, 198 ISO, 11, 257
Hair/Fiber/Lint Traps, 11 joint deflections, 161, 174
haunching, 122, 126, 258 lateral sewer, 4, 188, 261
HDD, 2, 18, 182, 189, 257 Low Water Alarm. See LWA
HDPE, 2, 25, 139, 164, 166, 167, 168, Low Water Level. See LWL
193, 194, 195, 198, 258 LWA, 199, 257
HGI, 8, 257 LWL, 196, 257
High Density Polyethylene. See HDPE main sewer, 6, 3, 4, 7, 10, 16, 18, 25,
High Water Alarm. See HWA 28, 29, 37, 42, 43, 50, 54, 56, 59,
High Water Level. See HWL 68, 75, 140, 146, 166, 167, 182,
hillside, 26, 27, 125 184, 189, 190, 191, 192, 261
horizontal curve, 57 main sewer extension, 6, 4, 18, 37, 54,
Horizontal Direction Drilling. See HDD 59, 68, 75, 119
hubless pipe, 152 phases, 55
HWA, 198, 199, 257 Male National Pipe Thread. See
HWL, 199, 257 MNPT
Hydromechanical Grease Interceptor. manhole, 6, 3, 17, 28, 41, 56, 102,
See HGI 117, 124, 132, 140, 141, 144, 145,
I.D., 257 146, 147, 148, 149, 193, 257
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angle of deflection, 40 nominal diameter, 81, 140, 145
cast-in-place, 39 non-domestic, 7, 10
connection of new sewer to the north arrow, 37, 43
existing sewer system, 22 NRTE, 197, 198, 199, 257
connection to existing, 28, 183 0.D., 174, 256, 257
downward adjustment, 149 OPD, 1, 5, 6, 186, 187, 199, 257
future sewer line extensions, 24 open-cut, 2, 18, 181, 189
installed at creek crossings, 27 optimum moisture content, 120, 127
lateral connections, 4 OSHA, 9, 65, 124, 179, 196, 256
located on slopes, 148 outdoor area, 12
metering, 29 outdoor shower area, 14
MULPSS manholes, 29, 192, 194, Outside Diameter. See O.D.
195 Overflow Protection Device. See OPD
precast, 39, 55, 144, 145, 146, 147, Owner, 15, 17, 31, 33, 34, 39, 54, 63,
194 68, 260
protect openings during Property Owner, 1, 4, 5, 7, 5, 6, 15,
construction, 147 31, 32, 34, 53, 56, 64, 66, 69,
protection walls, 28 123, 186, 187, 197, 260
side sewer connection to public Owner's Sewer/Recycled Water
sewers over 12" in diameter, 3 Improvement Agreement, 53, 55
special cul-de-sac, 28 parcel number, 260
SS markings, 102 parking structure, 12
standard, 37 passive overflow drain, 14
stationing of, 28 PE, 258
trunk, 29, 257 permit
upward adjustment, 149 Abandonment/Demolition/Sewer
VCP entering and leaving, 177 Capping, 5, 187
maximum allowable deflection, 4 Building Connection Permit, 16
MH. See manhole City/County permit, 17
microbes, 7, 8, 10 Effective Period, 7
MNPT, 194, 257 encroachment permit, 9, 68, 71, 79,
MULPSS, 29, 192, 194, 257 86, 91, 94, 98, 102, 106, 116,
Multi-Family Residence, 20 123, 125, 128, 130, 131, 139,
Multiple User Low Pressure Sewer 146, 152, 154, 158, 163, 167,
System. See MULPSS 173, 176, 195, 199
NACE, 107 Excavation Permit, 3, 9, 123
NAD 83, 43 Grease and/or Sand-Oil Interceptor,
National Electrical Manufacturers 6
Association. See NEMA Industrial User Permit, 12, 13
Nationally Recognized Testing Entity. Manhole Only (Public), 6
See NRTE new connection, 5
native material, 121 Recycled Water Connections Only,
NAVD88, 39 6
NEMA, 198, 200, 257 Recycled Water Main Extensions, 6
NGVD29, 39 Sewer Extension Permit, 34, 50
no sag, 2, 19 Side Sewer Building Connection, 16
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Standard Specifications for Design and Construction
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Side Sewer Extension, 6 C900, 25, 159, 160, 193
Side Sewer Repairs and Alterations, C905, 25, 159, 160
6 schedule 80, 193
Side Sewer Tap and Lateral, 6 PVI, 42
Special Discharge Permit, 3, 14 radius, 23, 41, 42, 57, 102, 137, 161,
Trash Enclosure, 6 168, 174, 177, 182, 190
Permitted Industrial User, 11 RC. See relative compaction
pipe anchor, 29 RCP, 141, 169, 171, 173, 174, 190,
pipe bursting, 2, 164, 168, 182, 190 258
pipe zone, 126, 258 Record of Survey, 35
Plans, 259, 260, 261, 262 Recreational Vehicle. See RV
Final, 37, 43, 50, 54, 55, 65 Regional Water Quality Control Board.
plaster trap, 11 See RWQCB
plugs, 17, 24, 138, 140, 141, 142, 146 Reinforced Concrete Pipe. See RC or
temporary, 145 RCP
plumbing system, 260 reinforced concrete utility box, 5
plywood, 8, 125, 148 relative compaction, 94, 124, 125, 128,
Point of Vertical Intersection. See PVI 136, 146, 257
point-of-connection, 1, 6, 3, 4, 5, 22, relative density, 120, 133
41, 51, 56, 71, 180, 182, 183, 188, repair couplings, 183, 184, 191
190, 191, 196 Residential Unit Equivalent. See RUE
pollution prevention, 71 Review for Construction, 65
Polyethylene. See PE RI. See rodding inlet
Polytetrafluorethylene. See PTFE or right-of-way, 9, 42, 43, 68, 69, 130,
Teflon 257, 260
Polyvinyl Chloride. See PVC Right-of-Way Log, 43, 53
pothole, 52, 67 Right-of-Way Submittals, 53
Pre-Construction Submittals, 54 Right-of-Way System Map, 42
pressure main sewer, 195 RMA. See Road Maintenance and
pretreatment devices, 11 Access Agreements
Private Main Sewer Systems, 18, 37, roadway, 260
59, 102 rodding inlet, 6, 28, 41, 145, 146, 149,
Private Sanitary Sewer Easement. 150, 257
See PSSE ROW. See right-of-way
profile, 40, 260 RUE, 3, 257
Project Cost Estimate, 55 RV, 13, 30, 257
Project Security Deposit, 53, 54, 55 RWQCB, 71, 257
PSSE, 257 sampling structure, 8, 10, 11
PTFE, 194, 257 sand filter, 14
public sewer, 1, 2, 4, 5, 3, 13, 34, 37, sand-oil interceptor, 6, 9, 10, 11, 12
38, 53, 102, 186, 187, 260 Sanitary Sewer Easement. See SSE
Public Utility Easement. See PUE Sanitary Sewer System Map, 38, 43,
PUE, 257 51, 52, 54, 55, 261
PVC, 2, 25, 139, 159, 160, 161, 162, scale, 38, 40, 42, 43, 54, 55, 81, 103,
171, 184, 190, 193, 194, 198, 200, 104, 105, 139, 169, 192
258 schedule 40, 163, 171, 193, 200
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Schedule 40, 5, 111 swimming pool, 13, 14
SDR, 257 taps, 6, 3, 56, 168, 190, 191
S D R-11, 193, 200 T-cut, 132
SDR-17, 2, 5, 25, 165 tees, 6, 3, 190, 195
SDR-26, 4, 5, 25, 160, 161 Teflon, 194, 257
separator, 9, 10, 11, 107 test
septic tank, 40, 186, 187 air or hydrostatic testing, 191
septic tanks and leach fields, 2 air test, 17, 140, 187
sewage pumping systems, 30 CCTV inspection, 19, 138, 142, 143,
sewer quantities table, 39 187, 191
Sewer Service Charges, 13 compaction testing, 119, 120, 127,
shading, 122, 126, 258 133
shell building, 11 hydrostatic testing, 141
side sewer, 4, 5, 6, 3, 4, 7, 10, 40, 68, manhole, 141
119, 141, 186, 187, 188, 189, 191, pipeline deflection test, 139
196, 200, 201, 261 pipeline leakage test, 140
Single-Family Residence, 20, 261 vacuum testing, 142, 144
sink time-restrictions, 64
floor sink, 7 T-lock, 198
mop sink, 7, 9 TMH. See manhole:trunk
siphons, 29 tracer wire, 193
slope, 3, 26 trash compactor, 7
solids separation/filtration system, 14 trash enclosure, 6, 7, 10, 11, 13
spa, 13, 14 trench dam, 29
Special Approval, 6, 3, 4, 18, 39, 261 trench plate, 8, 67, 70, 92
Special Structures, 29 Trench Zone, 122, 127, 128, 258
Specifications, 261 trunk sewer, 6, 22, 25, 141, 261
SSE, 257 Type 316 stainless steel, 100, 101,
stakes, 67 167, 171
Standard Dimension Ratio. See SDR Type I Bedding and Backfill Material,
Standard Drawings, 101, 102, 146, 94, 120, 122, 126, 136, 147
147, 261 Type III Bedding and Backfill Material,
State of California, Department of 121, 122
Transportation. See Caltrans UL, 197, 257
stationing, 28, 38, 40, 41, 57 Underground Services Alert. See USA
steel pipe, 2, 26, 156, 157, 158 Underwriters Laboratory. See UL
stub, 146 Uniform Plumbing Code. See UPC,
subbase, 25 See UPC
Subcontractor, 262 unpermitted, 7
subdivision, 68, 72, 188 UPC, 7, 8, 9, 257
subdivision map, 32, 33, 34, 53 USA, 65, 67, 257
subdrain, 27 utility equipment area, 13
Superintendent, 262 Variance, 3, 7, 8, 9, 10, 18, 22, 28, 39,
survey monuments, 3, 32, 33, 134 52, 262
Surveyor, 3, 32, 33, 56, 57, 262 VC, 25, 258
suspended pipe, 24
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VCP, 141, 175, 176, 177, 184, 190, Volatile Organic Compound. See VOC
258 warning tape, 126
vehicle service, 9, 13 warranty period, 54, 72, 143
vertical curve, 41, 57 wash area, 7, 10, 13
Vitrified Clay Pipe. See VC or VCP wyes, 4, 6, 3, 29, 39, 190, 191, 201
VOC, 105, 257
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