Agenda packet — San Carlos City Council, June 22, 2026 (part 2 of 5)

9.j
June 22, 2026 Packet Pg. 262
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-7
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted

2. The work to be completed is the removal of sanitary sewer manhole rungs per the Contract Documents.

3. This bid item includes submittals; wastewater bypassing and rerouting; interior manhole cleaning; removing manhole rungs including cutting rungs and drilling out minimum 1-inch into manhole wall, filling voids with 100% solids epoxy Sikadur or approved equal; dust control; cleaning; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 9 and 32 – Remove and Replace Existing Sanitary Sewer Manhole with 48- Inch Concrete Sanitary Sewer Manhole, With or Without Drop Connection and Remove and Replace Existing Sanitary Sewer Manhole with 48-Inch Concrete Sanitary Sewer Manhole, With or Without Drop Connection – Easement

1. This bid item shall be paid at the unit price bid per each manhole removed and replaced regardless of depth.

2. The work to be completed is the demolition and removal of existing concrete or brick manhole, including existing base, and construction of a new concrete sanitary sewer manhole, with or without drop manhole connection, in accordance with the Contract Documents.

3. A drop connection shall be installed where called for in the Contract Drawings in accordance with the contract documents at no additional cost beyond that bid under this item.

4. This bid item includes submittals; additional locating and protecting existing utilities and utility poles; additional coordination with utility companies/agencies as needed; surveying; additional saw cutting, grinding, surface demolition; additional removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; additional excavation including bedrock excavation where applicable; additional spoil handling and proper disposal; dewatering as needed; wastewater bypassing and rerouting; prepare and compact base; demolition, removal, and proper disposal of all manhole materials including steel, concrete, bricks, and steel reinforcement materials, furnish and install manhole materials including drop connections where shown; furnish and install new manhole frame and cover; dust control; testing; place and compact; connecting and sealing pipe ends in structures; place and compact backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 10 and 33 – New 48-Inch Sanitary Sewer Manhole, With or Without Drop Connection and New 48-Inch Sanitary Sewer Manhole, With or Without Drop – Easement

9.j
June 22, 2026 Packet Pg. 263
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-8
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted

1. This bid item shall be paid at the unit price bid per each manhole constructed regardless of depth.

2. The work to be completed is the construction of a new concrete sanitary sewer manhole as shown on the Contract Drawings. New manholes shall be 48-inch inner diameter unless otherwise shown on Plans.

3. This bid item includes submittals; additional locating and protecting existing utilities and utility poles; additional coordination with utility companies/agencies as needed; surveying; additional saw cutting, grinding, surface demolition; additional removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; additional excavation; additional spoil handling and proper disposal; dewatering as needed; wastewater bypassing and rerouting as needed; prepare and compact base; locate, furnish and install manhole materials; provide drop connections where shown; standard or watertight frame and cover; dust control; testing; place and compact; connecting and sealing pipe ends in structures; place and compact backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, sidewalks, curbs, gutters, valley gutters and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings; resetting valve boxes, and other surface features disturbed by the work; cleaning; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 11 – Connect to Existing Sanitary Sewer Manhole

1. This bid item shall be paid at the unit price bid per each connection installed at the existing manhole.

2. This bid item includes, but is not limited to, excavation; backfill; compaction; materials; coring or chipping to penetrate existing manhole to accept new sewer pipe; connection of new pipe to manhole with sanded manhole adapter sealed with nonshrink grout; and concrete work including partial restoration of channels damaged from Contractor’s work.

Bid Item 12 and 34 – Install Pipe Stub (5-Foot Min.) and Reconnect Existing Pipes and Install Pipe Stub (5-Foot Min.) and Reconnect Existing Pipes - Easement

1. This bid item shall be paid at the unit price bid per each pipe stub (5-foot minimum) installed regardless of diameter.

2. This bid item includes submittals; locating and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting, grinding, surface demolition; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed; wastewater bypass pumping and rerouting as needed; furnish and install sewer pipe, eccentric reducer if pipe diameters differ and coupling; prepare and compact pipe sub base; over-excavation where shown including proper disposal of materials and placement of foundation materials including geotextile fabric and crushed rock; place and compact pipe bedding; installation of

9.j
June 22, 2026 Packet Pg. 264
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-9
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
approved manhole adapter; installation of PVC stub and reducer (if required); reconnection of existing pipe; connecting and sealing pipe ends in structures, manholes, cleanouts; place and compact trench backfill including geotextile fabric; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; pipe testing; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 13 – Grouting of Defects to Existing 6-inch Sewers

1. This bid item shall be paid at the unit price bid per linear foot of pipe injection grouted.

2. This bid item includes: submittals, Wastewater bypass pumping and rerouting as needed; cleaning of the existing sanitary sewer pipe; pre-injection grouted CCTV inspection of existing pipe; furnishing and installing injection grouting materials, liner installation and curing; post-injection grouting CCTV inspection and pipe testing; and if necessary restoration of disturbed existing landscaping and other structures affected to facilitate injection grouting; record drawing preparation and submittal Bid Item 14 – CIPP Point Repair to Existing 6-Inch Sewer

1. These bid items shall be paid at the unit price bid per foot of Cured-in-Place Point Repair (CIPP PR).

2. Provisions and installation of CIPP PR shall include: submittals; wastewater bypassing, CIPP PR materials; pre-CIPP PR installation CCTV inspection of existing pipe; furnishing and installing CIPP PR materials, liner installation and curing; post CIPP PR installation CCTV inspection and pipe testing, including laboratory testing and preparation of test samples; reinstatement of all laterals; end seals, protection and if necessary restoration of disturbed existing landscaping and other structures affected to facilitate CIPP PR installation; record drawing preparation and submittal.

Bid Item 15 and 35- 6-Foot Point Repair to Existing 6-Inch, 8-Inch, and 10-Inch VCP Sanitary Sewer Main and 6-Foot Point Repair to Existing 6-Inch, 8-Inch, and 10-Inch VCP Sanitary Sewer Main – Easement

1. Point repairs shall be paid for when temporary host pipe is provided to facilitate sanitary sewer main rehabilitation by trenchless methods. Point repairs shall also be paid for when permanent new pipe is provided and installed to repair a defect in the existing sanitary sewer main that is to remain in place.

2. These bid items shall be paid at the unit price bid per each interval of 6-foot long sanitary sewer segment repairs. Intervals less than 6-feet shall be rounded up to the nearest 6-feet for purposes of measurement and payment.

3. Point repair pipe material shall be vitrified clay pipe (VCP) in accordance with ASTM

9.j
June 22, 2026 Packet Pg. 265
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-10
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
C700, Specification for Vitrified Clay Pipe, Extra Strength, Standard Strength, and Perforated. For defects located at connection of manhole wall, point repair shall be installed with SDR 26 polyvinyl chloride (PVC) pipe in accordance with ASTM D3034, Standard Specification for Type PSM (Vinyl Chloride) (PVC) Sewer Pipe and Fittings. Point repair pipe size shall match the existing pipe size, unless otherwise indicated on the Engineering plan.

4. Point repair of existing sewer shall include: submittals; pipe materials; couplings and shear bands if connecting to existing main that is to remain in place; locating, supporting and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting, grinding; surface demolition; removal and proper disposal of concrete, removal and proper disposal of asphalt and asphalt containing reinforcing fabric; excavation; dust control; spoil handling and proper disposal; trenching; dewatering the trench as needed; wastewater bypass pumping and rerouting; furnish and install VCP sewer pipe; prepare and compact pipe sub base; place and compact pipe bedding; connecting pipe ends; place and compact backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters, and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings; resetting utility boxes, monument and other surface features disturbed by the work; removal and replacement of fencing; protection of landscaping; restoration of landscaping and other surface features; including furnishing all equipment, materials and personnel associated therewith, and in accordance with these Specifications.

Bid Item 16 and 36 – CIPP Rehabilitation of Existing 6-Inch Sanitary Sewer Main and CIPP Rehabilitation of Existing 6-Inch Sanitary Sewer Main – Easement

1. This bid item shall be paid at the unit price bid per foot of cured-in-place pipe (CIPP) measured from center of manhole to center of manhole.

2. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents. Easement sanitary sewer main is associated with improvements on Sheets: C-15, 16, 18, 20, 22, 24 through 27, and C-34.

3. Provision and installation of CIPP rehabilitation of the existing 6-inch gravity sewer shall include: Wastewater bypass pumping and rerouting as needed; cleaning of the existing sanitary sewer pipe; pre-CIPP installation CCTV inspection of existing pipe; furnishing and installing CIPP materials, liner installation and curing; post CIPP installation CCTV inspection and pipe testing, including laboratory testing and preparation of test samples; reinstatement of all laterals; end seals at each manhole wall, protection and if necessary restoration of disturbed existing landscaping and other structures affected to facilitate CIPP installation; record drawing preparation and submittal.

4. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

Bid Item 37 – CIPP Rehabilitation of Existing 6-Inch Sanitary Sewer Main (UV

9.j
June 22, 2026 Packet Pg. 266
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-11
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
Cured) – Easement (as Directed by the Engineer)

1. This bid item shall be paid at the unit price bid per foot of UV cured-in-place pipe (CIPP) measured from center of manhole to center of manhole, as directed by the Engineer.

2. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents.

3. Provision and installation of CIPP rehabilitation with UV curing of the existing 6-inch gravity sewer shall include: Wastewater bypass pumping and rerouting as needed; cleaning of the existing sanitary sewer pipe; pre-CIPP installation CCTV inspection of existing pipe; furnishing and installing CIPP materials, liner installation and curing with UV; post CIPP installation CCTV inspection and pipe testing, including laboratory testing and preparation of test samples; reinstatement of all laterals; end seals at each manhole wall, protection and if necessary restoration of disturbed existing landscaping and other structures affected to facilitate CIPP installation; record drawing preparation and submittal.

4. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

Bid Item 38 – Replace Existing 6-Inch or 8-Inch Sanitary Sewer with 8-Inch DR 17 HDPE Sanitary Sewer Main (Pipe Bursting) – Easement

1. This bid item shall be paid at the unit price bid per foot of installed pipe measured from center of manhole to center of manhole. Easement sanitary sewer main is associated with improvements on Sheet C-23.

2. Provision and installation of high-density polyethylene (HDPE) gravity sewer pipe using the pipe reaming method shall include: submittals; pre-construction CCTV inspection of the existing pipes to be replaced, including service laterals to the cleanout/property line; pipe materials; locating, supporting and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting; surface demolition; excavating for pits and intermediate pits; localized excavation and exposing existing underground utilities; locating all active and inactive laterals; excavation and disconnection of all service laterals before pipe reaming; temporary support of existing utilities in excavations; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; spoil handling and proper disposal; over-excavation in pit areas and placement of foundation materials including geotextile fabric and crushed rock; connecting and sealing pipe ends in structures; dust control; dewatering the excavation as needed; wastewater bypass pumping and rerouting; furnish and install sewer pipe; testing; backfill and compact access pits and excavations; place and compact surface restoration and paving, including sidewalks, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; removal and replacement of fencing; protection of landscaping and trees; restoration of landscaping and other surface features; cleaning; post installation cleaning, CCTV inspection of main and laterals, and testing of the completed pipe; record drawings; including furnishing all equipment,

9.j
June 22, 2026 Packet Pg. 267
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-12
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 17 and 39 – Remove and Replace Existing 6-Inch Sanitary Sewer with 8- Inch DR 17 HDPE Sanitary Sewer Main (Pipe Ream) and Remove and Replace Existing 6-Inch Sanitary Sewer with 8-Inch DR 17 HDPE Sanitary Sewer Main (Pipe Ream) – Easement

3. This bid item shall be paid at the unit price bid per foot of installed pipe measured from center of manhole to center of manhole. Easement sanitary sewer main is associated with improvements on Sheet C-23.

4. Provision and installation of high-density polyethylene (HDPE) gravity sewer pipe using the pipe reaming method shall include: submittals; pre-construction CCTV inspection of the existing pipes to be replaced, including service laterals to the cleanout/property line; pipe materials; locating, supporting and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting; surface demolition; excavating for pits and intermediate pits; localized excavation and exposing existing underground utilities; locating all active and inactive laterals; excavation and disconnection of all service laterals before pipe reaming; temporary support of existing utilities in excavations; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; spoil handling and proper disposal; over-excavation in pit areas and placement of foundation materials including geotextile fabric and crushed rock; connecting and sealing pipe ends in structures; dust control; dewatering the excavation as needed; wastewater bypass pumping and rerouting; furnish and install sewer pipe; testing; backfill and compact access pits and excavations; place and compact surface restoration and paving, including sidewalks, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; removal and replacement of fencing; protection of landscaping and trees; restoration of landscaping and other surface features; cleaning; post installation cleaning, CCTV inspection of main and laterals, and testing of the completed pipe; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 18 and 40 – Remove and Replace 6-Inch or 8-Inch Sanitary Sewer with 8- Inch Sanitary Sewer Main (Open Cut) and Remove and Replace 6-inch or 8-Inch Sanitary Sewer with 8-Inch Sanitary Sewer Main (Open Cut) - Easement

1. This bid items shall be paid at the unit price bid per foot of installed pipe by open cut method measured from center of manhole to center of manhole, or portion of the main as shown on the Engineering plan. Easement sanitary sewer main is associated with improvements on Sheets C-16.

9.j
June 22, 2026 Packet Pg. 268
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-13
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
supporting, and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting; grinding; surface demolition; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; excavation of unpaved surfaces, where applicable; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed; wastewater bypass pumping and rerouting as needed; furnish and install sewer pipe; prepare and compact pipe sub base; over-excavation where shown including proper disposal of materials and placement of foundation materials including geotextile fabric and crushed rock; place and compact pipe bedding; connecting and sealing pipe ends in structures, manholes, cleanouts; place and compact trench backfill including geotextile fabric; CLSM backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; pipe testing; postinstallation cleaning, CCTV inspection of mains and laterals, and testing of the completed pipe; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 19 – Remove and Replace 10-Inch Sanitary Sewer with 10-Inch Sanitary Sewer Main (Open Cut)

2. Provision and installation of SDR 26 polyvinyl chloride (PVC) or DR 17 High Density Polyethylene (HDPE) gravity sewer pipe, as indicated on the plans, by open cut method shall include: submittals; preconstruction CCTV inspection of the existing service laterals to the cleanout/property line; pipe materials; locating, supporting, and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting; grinding; surface demolition; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; excavation of unpaved surfaces, where applicable; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed; wastewater bypass pumping and rerouting as needed; furnish and install sewer pipe; prepare and compact pipe sub base; over-excavation where shown including proper disposal of materials and placement of foundation materials including geotextile fabric and crushed rock; place and compact pipe bedding; connecting and sealing pipe ends in structures, manholes, cleanouts; place and compact trench backfill including geotextile fabric; CLSM backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; pipe testing; post-installation cleaning, CCTV inspection of mains and laterals, and testing of the completed pipe; record drawings;

9.j
June 22, 2026 Packet Pg. 269
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-14
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 20 and 42 - Install New 8-Inch Sanitary Sewer Main (Open Cut) and Install New 8-Inch Sanitary Sewer Main (Open Cut) – Easement

1. This bid items shall be paid at the unit price bid per foot of installed pipe by open cut method measured from center of manhole to center of manhole. Easement sanitary sewer main is associated with improvements on Sheets C-35.

Provision and installation of SDR 26 polyvinyl chloride (PVC) gravity sewer pipe by open cut method shall include: submittals; preconstruction CCTV inspection of the existing service laterals to the cleanout/property line; pipe materials; locating, supporting, and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting, grinding, surface demolition; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed; wastewater bypass pumping and rerouting as needed; removal of conflicting existing sanitary sewer pipe; furnish and install sewer pipe; prepare and compact pipe sub base; over-excavation where shown including proper disposal of materials and placement of foundation materials including geotextile fabric and crushed rock; place and compact pipe bedding; connecting and sealing pipe ends in structures, manholes, cleanouts; place and compact trench backfill including geotextile fabric; CLSM backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; pipe testing; post-installation cleaning, CCTV inspection of mains and laterals, and testing of the completed pipe; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents. Restoration of all damaged, removed, or otherwise disturbed features shall be completed within 10 calendar days of completion of the pipe installation work.

Bid Item 21 - Abandon Existing Sanitary Sewer Main or Lateral

1. This bid item shall be paid at the unit price bid per foot of abandoned pipe measured from center of manhole to center of manhole (for mains) or from mainline pipe to property line (for laterals).

This bid item shall include: submittals; pipe fill materials; locating existing laterals and connection points; locating, supporting, and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed surveying; saw cutting, grinding, surface demolition; removal and proper disposal of concrete, removal and proper disposal of asphalt; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed; wastewater bypass pumping and rerouting; place and compact trench backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers; concrete paving, curbs, gutters, and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings;

9.j
June 22, 2026 Packet Pg. 270
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-15
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 22 – Abandon in Place Existing Sanitary Sewer Manhole

1. This bid item shall be paid at the unit price bid per each manhole abandoned regardless of depth.

2. The work to be completed is the abandonment of existing concrete or brick manholes, in accordance with the Contract Documents.

This bid item includes submittals; additional locating and protecting existing utilities and utility poles; additional coordination with utility companies/agencies as needed; surveying; additional saw cutting, grinding, surface demolition; additional removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; additional excavation; additional spoil handling and proper disposal; dewatering as needed; wastewater bypassing and rerouting; prepare and compact base; demolition, removal, and proper disposal of manhole materials including steel, concrete, bricks, and steel reinforcement materials; plugging existing main at manhole wall; fill materials; dust control; place and compact backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters, driveways, and edge grinding; restoration of landscaping and other surface features; restoration of striping and pavement markings, resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 23 and 43 – Reconnect Sanitary Sewer Lateral and Reconnect Sanitary Sewer Lateral – Easement

1. This bid item shall be paid at the unit price bid per each 4-inch, 5-inch, or 6-inch sanitary sewer service lateral to be reconnected to the main. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents.

2. This bid item includes;
a. Locating, supporting, and protecting existing utilities, and utility poles; and coordination with utility companies/agencies as needed. b. Locating and exposing existing sewer lateral and removing all roots in portions of laterals to be reconnected.
c. Saw cutting, grinding, excavating and properly disposing of surface concrete, including sidewalk, curb, and gutter, and asphalt concrete surfaces, including asphalt containing reinforcing fabric; and where applicable, excavation of unpaved surfaces, retaining walls or curbs, landscaping, and fencing. d. Trenching and proper handling and disposal of excavation spoils, including

9.j
June 22, 2026 Packet Pg. 271
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-16
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
dust control, trench dewatering and wastewater bypass pumping and rerouting as needed.
e. Removal of existing lateral piping (as necessary for the work as determined to be required from the CCTV inspection conducted under bid items for pipe replacement/rehabilitation); furnishing and installing new wye or fused stub and sewer lateral pipe between main and the section of the lateral to remain by open cut methods; and connecting the service to the main sewer line as shown on the Contract Drawings. Work includes preparing and compacting service lateral sub-base; furnishing, placing and compacting pipe bedding. f. Furnishing, placing, and compacting trench backfill per the Contract Documents.
g. Furnishing, placing, and compacting of surface stabilization as applicable for the original surface removed including but not limited to restoration of existing landscaping, retaining walls, sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, and valley gutters, and fencing disturbed by the work.

Furnishing, placing, and compacting of temporary asphalt pavement as applicable for the original surface removed including daily placement of temporary hot mix asphalt, followed by phased placement of trench-only asphalt concrete base, resetting valve boxes, monuments, and other surface features disturbed by the work; protection of landscaping, trees and other surface features; and restoration of landscaping trees, and other surface features.
h. Cleaning, post installation CCTV inspection, and testing of the installed pipe. i. Record drawing preparation and submittal.
j. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

Bid Item 24 – Replace Sanitary Sewer Lateral – Average Length 30-Foot (Pipe Burst)

1. This bid item shall be paid at the unit price bid per each 4-inch, 5-inch, or 6-inch sanitary sewer lateral determined in the field to need replacement by pipe bursting. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents.

2. This bid item includes all laterals replaced by pipe bursting regardless of length and depth.

3. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

4. This bid item includes;
a. Locating, supporting, and protecting existing utilities and utility poles; and coordination with utility companies/agencies as needed.

9.j
June 22, 2026 Packet Pg. 272
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-17
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
b. Localized excavation and exposing existing underground utilities. c. Saw cutting, grinding, excavating for pits and properly disposing of surface concrete and asphalt concrete surfaces, including asphalt containing reinforcing fabric; and where applicable, excavation of unpaved surfaces, retaining walls or curbs, landscaping, and fencing.
d. Furnishing and installing new wye or fused stub and sewer lateral pipe between main and the cleanout/property line by pipe bursting methods (as determined to be required from the CCTV inspection conducted under bid items for pipe replacement/rehabilitation); furnishing and installing wye or stub, couplings and PVC bends and connecting or fusing the service lateral and wye or stub at the main sewer line as shown on the Contract Drawings. Work includes preparing and compacting service lateral sub-base; furnishing, placing and compacting pipe bedding.
e. Excavation and disconnection of all service laterals before pipe bursting and temporary support of existing utilities in excavations; over-excavation in pit areas and placement of foundation materials including geotextile fabric and crushed rock; connecting and sealing pipe ends in structures; dust control, dewatering the excavation as needed.
f. Backfill and compact access pits and excavations; place and compact surface restoration and paving, including sidewalks, concrete paving, curbs, gutters, and edge grinding
g. Furnishing, placing, and compacting of surface stabilization as applicable for the original surface removed including but not limited to restoration of existing landscaping, retaining walls, sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, and valley gutters, and fencing disturbed by the work.

Furnishing, placing, and compacting of temporary asphalt pavement as applicable for the original surface removed; including daily placement of temporary hot mix asphalt, followed by phased placement of trench-only asphalt concrete base; resetting valve boxes, monuments, and other surface features disturbed by the work; protection of landscaping, trees and other surface features; and restoration of landscaping, trees and other surface features.
h. Cleaning, post installation CCTV inspection, and testing of the installed pipe. i. Record drawing preparation and submittal.
j. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

Bid Item 25 and 44 – Replace Sanitary Sewer Lateral – Average Length 30-Foot (Open Cut) and Replace Sanitary Sewer Lateral – Average Length 30-Foot (Open Cut) - Easement

9.j
June 22, 2026 Packet Pg. 273
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-18
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted

1. This bid item shall be paid at the unit price bid per each 4-inch, 5-inch, or 6-inch sanitary sewer lateral determined in the field to need replacement by open cut method.

The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents.

2. This bid item includes all laterals replaced by open cut method regardless of length and depth.

3. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

4. This bid item includes;
a. Locating, supporting, and protecting existing utilities and utility poles; and coordination with utility companies/agencies as needed. b. Localized excavation and exposing existing underground utilities c. Saw cutting, grinding, excavating and properly disposing of surface concrete, including sidewalk, curb, and gutter, and asphalt concrete surfaces, including asphalt containing reinforcing fabric; and where applicable, excavation of unpaved surfaces, retaining walls or curbs, landscaping, and fencing. d. Furnishing and installing new wye or fused stub and sewer lateral pipe between main and the cleanout/property line by open cut methods (as determined to be required from the CCTV inspection conducted under bid items for pipe replacement/rehabilitation); trenching and proper handling and disposal of excavation spoils, including dust control, trench dewatering and wastewater bypass pumping and rerouting as needed.
e. Furnishing, placing, and compacting trench backfill per the Contract Documents.
f. Furnishing, placing, and compacting of surface stabilization as applicable for the original surface removed including restoration of existing landscaping, retaining walls, sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters, and fencing disturbed by the work. Furnishing, placing, and compacting of temporary asphalt pavement as applicable for the original surface removed including daily placement of temporary hot mix asphalt, followed by phased placement of trench-only asphalt concrete base; and resetting valve boxes, monuments, and other surface features disturbed by the work.
g. Cleaning, post installation CCTV inspection, and testing of the installed pipe. h. Record drawing preparation and submittal.
i. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

9.j
June 22, 2026 Packet Pg. 274
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-19
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
Bid Item 26 – Replace and Extend Sanitary Sewer Lateral

1. This bid item shall be paid at the unit price bid per each 4-inch, 5-inch, or 6-inch sanitary sewer lateral replaced by open cut or pipe bursting method and lateral extended to new sanitary sewer main. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents and as directed by the Engineer

2. This bid item includes all laterals replaced and extended to new sanitary sewer main regardless of length and depth.

3. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

4. This bid item includes;
a. Locating, supporting, and protecting existing utilities and utility poles; and coordination with utility companies/agencies as needed. b. Localized excavation and exposing existing underground utilities c. Saw cutting, grinding, excavating and properly disposing of surface concrete, including sidewalk, curb, and gutter, and asphalt concrete surfaces, including asphalt containing reinforcing fabric; and where applicable, excavation of unpaved surfaces, retaining walls or curbs, landscaping, and fencing. d. Furnishing and installing new wye or fused stub and sewer lateral pipe between main and the cleanout/property line (as determined to be required from the CCTV inspection conducted under bid items for pipe replacement /rehabilitation); trenching and proper handling and disposal of excavation spoils, including dust control, trench dewatering and wastewater bypass pumping and rerouting as needed.
e. Furnishing, placing, and compacting trench backfill per the Contract Documents.
f. Furnishing, placing, and compacting of surface stabilization as applicable for the original surface removed; including restoration of existing landscaping, retaining walls, sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, and valley gutters, and fencing disturbed by the work. Furnishing, placing, and compacting of temporary asphalt pavement as applicable for the original surface removed; including daily placement of temporary hot mix asphalt, followed by phased placement of trench-only asphalt concrete base; resetting valve boxes, monuments, and other surface features disturbed by the work.
g. Cleaning, post installation CCTV inspection, and testing of the installed pipe. h. Record drawing preparation and submittal.

9.j
June 22, 2026 Packet Pg. 275
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-20
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
Bid Item 27 and 45 – Install or Remove and Replace Sanitary Sewer Cleanout and Install or Remove and Replace Sanitary Sewer Cleanout – Easement

1. This bid item shall be paid at the unit price bid per each sanitary sewer cleanout replaced or installed. Cleanout at the end of a sewer main is associated with improvements on C-23.

2. The work to be completed is the replacement and construction of a sewer cleanout as shown on the City’s Standard Details.

3. This bid item includes submittals; locating, supporting and protecting existing utilities and utility poles; and coordination with utility companies/agencies as needed; surveying; saw cutting, grinding, surface demolition; removal and proper disposal of concrete; removal and proper disposal of asphalt; removal and proper disposal of existing fencing; trenching; dust control; spoil handling and proper disposal; excavation; dewatering the trench as needed; wastewater bypassing and rerouting; removal of existing cleanout within limit of work (if present); furnishing and installing new fencing where existing was removed; furnishing and installing a cleanout at property line; furnishing and installing threaded cap and utility box, a stainless steel banded rubber coupling connection at cleanout; provide fittings and couplings with support as needed; place and compact surface restoration and paving, including retaining walls, sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, and edge grinding; restoration of striping and pavement markings, resetting disturbed utility boxes, fences, landscape, hardscape, irrigation, and other surface features disturbed by the work; cleaning; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with these Specifications.

Bid Item 28 – Realign Lateral (Open Cut)

1. This bid item shall be paid at the unit price bid per each 4-inch, 5-inch, or 6-inch sanitary sewer lateral realigned and replaced by open cut method. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents and as directed by the Engineer.

2. This bid item includes all laterals realigned and replaced by open cut method regardless of length and depth.

3. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

9.j
June 22, 2026 Packet Pg. 276
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-21
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
including sidewalk, curb, and gutter, and asphalt concrete surfaces, including asphalt containing reinforcing fabric; and where applicable, excavation of unpaved surfaces, retaining walls or curbs, landscaping, and fencing. d. Furnishing and installing new wye or fused stub and sewer lateral pipe between main and the cleanout/property line by open cut methods (as determined to be required from the CCTV inspection conducted under bid items for pipe replacement/rehabilitation), plug existing pipe to be abandoned; trenching and proper handling and disposal of excavation spoils, including dust control, trench dewatering and wastewater bypass pumping and rerouting as needed. e. Furnishing, placing, and compacting trench backfill per the Contract Documents.
f. Furnishing, placing, and compacting of surface stabilization as applicable for the original surface removed including restoration of existing landscaping, retaining walls, sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters, and fencing disturbed by the work. Furnishing, placing, and compacting of temporary asphalt pavement as applicable for the original surface removed including daily placement of temporary hot mix asphalt, followed by phased placement of trench-only asphalt concrete base; and resetting valve boxes, monuments, and other surface features disturbed by the work.
g. Cleaning, post installation CCTV inspection, and testing of the installed pipe. h. Record drawing preparation and submittal.

Bid Item 29 and 46 – Reinstate Sanitary Sewer Lateral with Cured-in-Place Lateral Shortliner (CIPLS) and Reinstate Sanitary Sewer Lateral with Cured-in-Place Lateral Shortliner (CIPLS) - Easement

1. This bid item shall be paid at the unit price bid per each Cured-in-Place Lateral Shortliner (CIPLS) installed.

3. Provision and installation of CIPLS of the existing sewer laterals shall include:

Wastewater bypass pumping and rerouting as needed; cleaning of the existing sanitary sewer pipe; pre-CIPP installation CCTV inspection of existing pipe; furnishing and installing CIPLS materials, liner installation and curing; post CIPLS installation CCTV inspection and pipe testing; protection and if necessary restoration of disturbed existing landscaping and other structures affected to facilitate CIPP installation; record drawing preparation and submittal.

4. No adjustment in unit price will be made for increase or decrease of quantities for this

9.j
June 22, 2026 Packet Pg. 277
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-22
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
bid item as set forth in the Bid Schedule.

Bid Item 41 - Install New 6-Inch Sanitary Sewer Main (Open Cut) – Easement

1. This bid item shall be paid at the unit price bid per foot of installed pipe by open cut method measured from center of manhole to center of manhole. Easement sanitary sewer main is associated with improvements on Sheets C-20.

2. Provision and installation of SDR 26 polyvinyl chloride (PVC) gravity sewer pipe by open cut method shall include: submittals; preconstruction CCTV inspection of the existing service laterals to the cleanout/property line; pipe materials; locating, supporting, and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting, grinding, surface demolition; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed; wastewater bypass pumping and rerouting as needed; removal of conflicting existing sanitary sewer pipe; furnish and install sewer pipe; prepare and compact pipe sub base; over-excavation where shown including proper disposal of materials and placement of foundation materials including geotextile fabric and crushed rock; place and compact pipe bedding; connecting and sealing pipe ends in structures, manholes, cleanouts; place and compact trench backfill including geotextile fabric; CLSM backfill; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; pipe testing; post-installation cleaning, CCTV inspection of mains and laterals, and testing of the completed pipe; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents. Restoration of all damaged, removed, or otherwise disturbed features shall be completed within 10 calendar days of completion of the pipe installation work.

Bid Item 47 – Fire Hydrant Relocation

1. This bid item shall be paid per each fire hydrant to be relocated.

2. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents.

3. Provision and installation of a Fire Hydrant shall include:
a. Submittals; Fire Hydrant, pipe materials; locating, supporting, and protecting existing utilities and utility poles; coordination with utility companies/agencies as needed; surveying; saw cutting, grinding, surface demolition; removal and proper disposal of concrete, asphalt, and asphalt containing reinforcing fabric; trenching; spoil handling and proper disposal; dust control; dewatering the trench as needed
b. Removal and salvage/disposal of Existing fire hydrant and supply line, hydrant

9.j
June 22, 2026 Packet Pg. 278
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-23
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
bury, breakoff riser, pipe spools, plugging remaining supply line; abandoning existing valve; removal of existing valve box; removal of conflicting existing water main;
c. furnish and install fire hydrant, gate valve, break-off riser, piping from main to hydrant, and fittings; installing thrust blocks, restraints/anchorage of joints; in conformance with the requirements of the contract documents d. Place and compact pipe bedding; place and compact trench backfill including; place and compact surface restoration and paving, including sidewalks, concrete or brick pavers, concrete paving, curbs, gutters, valley gutters and edge grinding; restoration of landscaping; restoration of striping and pavement markings; resetting valve boxes, monuments, and other surface features disturbed by the work; cleaning; pipe testing; post-installation cleaning, and testing of the completed pipe; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with the Contract Documents.

Bid Item 48 – Utility Crossing Supports

1. This bid item shall be paid at the unit price bid per support provided as indicated on the plans or other locations approved by the Engineer.

2. This bid item includes: Submittals; additional locating, supporting and protecting existing utilities and utility poles; additional coordination with utility companies/agencies as needed; surveying; additional spoil handling and proper disposal; additional excavation; dewatering the trench as needed; temporary support of existing storm during construction, compaction, forms and formwork; reinforcing steel; concrete; prepare and compact pipe sub base; place and compact pipe bedding; place and compact trench backfill; record drawings; including furnishing all equipment, materials and personnel associated therewith, and in accordance with these Contract Documents.

Bid Item 49 – Utility Verification/Potholes (Revocable)

1. This bid item shall be paid per each utility identified as requiring field verification via preconstruction potholing, as requested by the Engineer. The work includes furnishing all equipment, materials and personnel associated with the following and in accordance with the Contract Documents.

2. This item includes excavation of potholes to locate utilities in critical areas as close as possible as to where excavation is to be done within ten (10) working days of the request by the Engineer. The work includes all excavation, dewatering, backfilling and compaction required to locate existing utilities and repair the road surface in a satisfactory condition. The work includes hand excavation around existing utilities to prevent damage.

Location and protection of utilities not designated for preconstruction potholing is the responsibility of the Contractor and no separate payment for such work will be made

9.j
June 22, 2026 Packet Pg. 279
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-24
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
under the Contract.

Bid Item 50 – Over excavation (as Directed by the Engineer)

1. This bid item shall be paid at the unit price bid per cubic yard of over-excavation and backfill beyond the limits indicated on the Drawings, as directed by the Engineer. This payment item will be measured in the trench.

2. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

3. This bid item includes excavating unsuitable existing soil and including proper disposal of materials and furnishing and placement of foundation materials including geotextile fabric and crushed rock. The work includes furnishing all equipment, materials and personnel associated with the foregoing, and in accordance with the Contract Documents. The Engineer during construction operations will make the determination of unsuitable material.

Bid Item 51 – Hard Rock Excavation (Revocable)

1. Unit Price bid shall not be less than $100/CY. This bid item shall be paid at the unit price bid per cubic yard of hard rock excavation as defined in the Contract Documents.

This payment item will be measured in the trench.

2. Contractor shall furnish a per-cubic-yard cost for excavation to be not higher than $200 per cubic yard, not including mobilization of the equipment required to excavated Hard Rock. Refer to Bid Item 51 for payment of mobilization of hard rock excavation equipment to each applicable site.

3. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

4. This bid item includes all additional costs for excavation and disposal of hard rock.

The work includes furnishing all equipment, materials and personnel associated with the foregoing, and in accordance with the Contract Documents.

Bid Item 52 – Mobilization of Hard Rock Excavation Equipment (Revocable)

1. This bid item covers the excavation of hard rock material encountered during the construction, as directed by the Engineer.

2. Payment shall be made for seventy-five (75%) percent of the bid item amount at the first progress payment following completion of mobilization of hard rock excavation equipment and appurtenant work items described below. The remaining amount bid for this item shall be due upon satisfactory completion of the hard rock excavation, as determined by the Engineer, and subsequent completion of demobilization of hard rock excavation equipment.

3. This bid item includes payment for acquisition of temporary easements; moving onto the site of all equipment, materials and staff related to hard rock excavation including

9.j
June 22, 2026 Packet Pg. 280
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-25
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
obtaining and setting up of Contractor’s staging area/yard; furnishing and erecting all needed construction facilities, fencing, project signage, project security, demobilization, photographic and production rate evidence of excavation conditions; progress schedules, reports and meetings. Equipment mobilized shall be appropriate for excavation of the hard rock conditions encountered at each site.

4. No payment for mobilization, or any part thereof, will be approved for payment under the contract until all applicable mobilization items identified in Paragraph 3 above have been completed.

Bid Item 53 – Type II Slurry Seal

1. This bid item shall be paid per square foot (SF) for Type II Slurry Seal. The work includes furnishing all labor, supervision, materials, tools, equipment and incidentals and for doing all the work involved with the following and in accordance with the Contract Documents.

2. This bid item includes; submittals, sweeping and clearing all debris from the roadway prior to the slurry seal (including pavement delineators), striping removal (thermoplastic, buttons, markers, and markings); installation of the slurry seal, hand carried notification to nearby residents a minimum of 72 hours prior to application of the slurry seal, protection of existing utility appurtenances such as gate valve covers, utility vaults, storm drains, and clean-up of slurry sand and any construction related materials related to the slurry seal, as shown on the plans, as specified in the Standard Specifications and these Technical Specifications, and as directed by the Engineer.

Bid Item 54 – 10-foot Hand Dug Excavation (Revocable)

1. This bid item shall be paid at the unit price bid per each interval of 10-foot Open-Cut using Hand Dig near tree roots or as otherwise directed by the Engineer. Intervals less than 10-feet shall be rounded up to the nearest 10-feet for purposes of measurement and payment.

2. This bid item includes; coordination with City’s Arborist, tree root clearing, hand dig excavation, equipment, and materials beyond what is included in the “Remove and Replace 6-Inch or 8-Inch Sanitary Sewer with 8-Inch Sanitary Sewer Main (Open Cut) and Remove and Replace 6-inch or 8-Inch Sanitary Sewer with 8-Inch Sanitary Sewer Main (Open Cut) – Easement” and “Remove and Replace Existing Sanitary Sewer Manhole with 48-Inch Concrete Sanitary Sewer Manhole, With or Without Drop Connection and Remove and Replace Existing Sanitary Sewer Manhole with 48-Inch Concrete Sanitary Sewer Manhole, With or Without Drop Connection – Easement” bid items. All hand dig operations shall be approved by the Engineer prior to proceeding with the work.

3. No adjustment in unit price will be made for increase or decrease of quantities for this bid item as set forth in the Bid Schedule.

9.j
June 22, 2026 Packet Pg. 281
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-26
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
SECTION 01505

MOBILIZATION
PART 1 – GENERAL

1.01 DESCRIPTION
A. Mobilization shall conform to the applicable provisions in Section 11, Mobilization of the State Standard Specifications.

B. Mobilization shall include, but not be limited to the following items:

1. Locating a Construction Staging area at the Contractor’s expense.

2. Moving on to the site all of Contractor’s equipment required for first month operations.

3. Having all OSHA required notices and establishment of safety programs.

4. Having the Contractor’s superintendent at the job site full time.

5. Walking the project sites with the Engineer prior to the start of construction and taking sufficient preconstruction digital photos or DVDs to document existing improvements and provide same to the City. At a minimum, one photograph must be obtained for each 100 feet of construction area with special attention given to environmentally critical areas and areas outside of the public right-of-way. Additional photographs shall be taken as necessary to adequately document the condition of existing improvements to remain. Photographs shall be labeled by station so that upon completion of the construction, or during construction, if necessary, subsequent photographs can be taken from the same control points.

6. Conducting a site inspection and construction survey staking prior to construction to check that the proposed manhole locations and elevations conform to the Contract Drawings and to become familiar with all site conditions, and identify potential obstructions caused by other underground utilities. This also includes locating existing utilities by calling Underground Service Alert at 811 or 800-227-2600.

C. Mobilization shall not exceed five (5%) percent of the contract total compensation amount for all open cut, pipe bursting, pipe reaming, CIPP and civil improvements as defined in the Contract Documents.

PART 2 – PRODUCTS
Not Used.

9.j
June 22, 2026 Packet Pg. 282
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-27
SECTION 01505

MOBILIZATION
Mott MacDonald Restricted
PART 3 – EXECUTION
Not Used.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 283
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-28
SECTION 01560

TEMPORARY CONTROLS
Mott MacDonald Restricted
SECTION 01560

TEMPORARY CONTROLS
PART 1 - GENERAL

1.01 DESCRIPTION
This Section describes the requirements for temporary controls, such as dust, rubbish, drainage, erosion and sediment, and pollution control in order to execute work expeditiously.

1.02 REFERENCES
A. State of California, Department of Transportation (Caltrans), State Standard Specifications (latest edition)
B. Related Sections:

1. Article 19, Special Provisions – Storm Water Pollution Prevention

2. Article 28, Special Provisions – Street Sweeping

3. SECTION 02200, EARTHWORK

4. SECTION 02800, TRAFFIC CONTROL

1.03 DUST CONTROL
A. Dust control shall conform to the provisions in Section 10, Dust Control, of the State Standard Specifications and these Technical Specifications. No separate payment will be made for any work performed or material used to control dust resulting from public traffic within the right-of-way.

B. The Contractor shall furnish all labor, equipment and means required and shall carry out effective measures wherever and as often as necessary to prevent its operation from producing dust in amounts damaging to property or causing nuisance as defined by the Engineer.

C. The Contractor shall be responsible for any damage resulting from any dust originating from its operations.

D. The dust abatement measures shall be continued until the Contractor is relieved of further responsibility by the Engineer.

E. The use of water shall not be permitted as a substitute for sweeping or other methods of dust control. Only dry sweeping is allowed.

F. Contractor shall broom sweep daily. The work area shall be left in a neat and presentable condition at the end of each workday.

9.j
June 22, 2026 Packet Pg. 284
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-29
SECTION 01560

TEMPORARY CONTROLS
Mott MacDonald Restricted
G. Contractor shall street sweep the entire work area twice per week using vehicular mechanized street sweeper with vacuum intake for collecting sweepings per Article 28 “Street Sweeping” of the Special Provisions.

1.04 RUBBISH CONTROL
A. Through all phases of construction, including suspension of work and until final acceptance of the project, the Contractor shall keep the worksite and other areas used by it in a neat and clean condition, and free from any accumulation of rubbish and debris.

B. Contractor shall properly dispose of all excess earth, concrete, asphaltic concrete and debris off job site and clean up the work area at the end of each workday. The work area shall be left in a neat and presentable condition.

C. The Contractor shall keep its haul roads free from dirt, rubbish, and unnecessary obstructions resulting from its operations. Care shall be taken to prevent spillage on haul routes. Contractor shall obtain all required truck route permits. Any such spillage shall be removed immediately, and the area cleaned by the Contractor.

D. Disposal of all rubbish and surplus materials shall be off the site of construction, at the Contractor’s expense, all in accordance with local codes and ordinances governing locations and methods of disposal, and in conformance with all applicable safety laws, and the requirements of the OSHA Safety and Health Standards for Construction.

1.05 DRAINAGE CONTROL
A. Provide for the drainage of stormwater and any water applied or discharged on the site in performance of the work.

B. All stormwater discharged to storm drains shall be clean. Washing mud into storm drains will not be allowed.

C. Provide adequate drainage facilities to prevent damage to the work, the site, and adjacent property.

D. Maintain excavations free of water to prevent puddling or running water.

E. Supplement existing drainage channels and conduits as necessary to carry all increased runoff from construction operations.

F. Contractor is responsible for the flooding of property due to his work under this project.

Contractor is also responsible to make right any damages to work in progress that is caused by flooding. The means and methods the Contractor employs to meet the above requirements are at his discretion.

1.06 EROSION AND SEDIMENT CONTROL
A. Plan and execute construction by methods to control surface drainage. Minimize the amount of bare soil exposed at one time.

9.j
June 22, 2026 Packet Pg. 285
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-30
SECTION 01560

TEMPORARY CONTROLS
Mott MacDonald Restricted
B. Provide temporary measures such as berms, dikes, silt fences, sediment traps, and drains, to prevent water flow.

C. Periodically inspect earthwork to detect evidence of erosion and sedimentation.

Promptly apply corrective measures should erosion and sedimentation be detected.

D. Perform control in accordance with State and local rules and regulations.

E. If erosion occurs to trenches or work areas prior to restoration by the Contractor, the Contractor shall be responsible for repair of eroded areas.

1.07 POLLUTION CONTROL
A. Provide methods, means, and facilities to prevent contamination of soil, water, and atmosphere from discharge of noxious, toxic substances, and pollutants produced by the construction operations.

B. Do not permit sanitary wastes to enter any drain or watercourse other than sanitary sewer.

C. Do not permit sediment, debris or other substances to enter sanitary or storm sewer.

1.08 STORMWATER POLLUTION PREVENTION PLAN (SWPPP)
A. The Contractor shall be responsible for all storm water pollution prevention. Before starting any work on the project, the Contractor shall submit a SWPPP. The plan shall show the schedule for the erosion control work included in the contract and for all water pollution control measures which the Contractor proposes to take in connection with construction of the project to minimize the effects of the operations upon adjacent streams and other bodies of water. The SWPPP shall be prepared by a Qualified SWPPP Developer (QSD).

B. The Engineer shall notify the Contractor of any revisions to water pollution control program within 5 days of the revision. The City will not be liable for Contractor failure of implementing any portion of an originally submitted or revised water pollution control program, nor for any delays to the work due to the Contractor’s failure to submit an acceptable SWPPP. The Contractor shall provide a Qualified SWPPP Practitioner (QSP) to oversee implementation of the SWPPP.

C. Refer to Article 19 “Storm Water Pollution Prevention” of the Special Provisions for additional requirements.

1.09 BEST MANAGEMENT PRACTICES
A. Contractor shall implement best management practices identified in SWPPP to meet the specifications listed in these Contract Documents.

B. Contractor shall provide, inspect, and maintain acceptable BMPs appropriate for the work, as necessary to control and prevent stormwater pollution for the duration of the project.

9.j
June 22, 2026 Packet Pg. 286
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-31
SECTION 01560

TEMPORARY CONTROLS
Mott MacDonald Restricted
C. Contractor shall properly dispose of all wastes and excess materials in a legal manner to the satisfaction of the Engineer.

D. Upon completion of the project, Contractor shall remove all BMPs to the satisfaction of the Engineer.

PART 2 - PRODUCTS
Not Used.

PART 3 - EXECUTION
Not used.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 287
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-32
SECTION 01720

SEWAGE OUTAGE NOTIFICATIONS
Mott MacDonald Restricted
SECTION 01720

SEWER OUTAGE NOTIFICATIONS
PART 1 - GENERAL

1.01 DESCRIPTION
This Section describes the requirements for providing advanced notification of construction activities to the City Departments, Residents, and Businesses regarding planned sewer outages.

1.02 GENERAL
The requirements of this section shall be used in coordination with all related technical specification sections, the Contract Documents, and City of San Carlos requirements.

1.03 RELATED SECTIONS
A. SECTION 01560, TEMPORARY CONTROLS
B. SECTION 01730, PUBLIC AND AGENCY NOTIFICATIONS
C. SECTION 02145, SEWAGE FLOW CONTROL
D. SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION AND

REINSTATEMENT
E. SECTION 02800, TRAFFIC CONTROL
F. Article 18, Special Provisions – Notification of Residents and Merchants

1.04 PROJECT REQUIREMENTS
A. Provide labor, materials, and supervision as required to prepare and deliver sewer outage and construction notifications and to respond to affected residents and businesses.

B. Contractor shall maintain a local telephone number of contact person for inquiries or complaints.

1.05 SUBMITTALS
The Contractor shall submit a detailed Public and Agency Notification Plan to the Engineer consisting of schedules, sample notices, contact personnel, contact phone numbers, and a detailed timeframe of when notices will be delivered. The Public and Agency Notification Plan shall be submitted in accordance with Article 18 “Notification of Residents and Merchants” of the Special Provisions.

9.j
June 22, 2026 Packet Pg. 288
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-33
SECTION 01720

SEWER OUTAGE NOTIFICATIONS
Mott MacDonald Restricted
PART 2 - PRODUCTS
Not Used.

PART 3 - EXECUTION

3.01 PUBLIC NOTIFICATION
A. Maintain service usage with the exception of planned outages throughout duration of project.

Maximum amount of no service: 8 hours for any property served by the sewer. Any service out longer than 8 hours shall be bypassed to a sanitary sewer.

B. Public Notification Program

1. Prepare and submit to the City, a notification letter, prior to time of construction, stating the nature of work and expected duration of construction activity and outage affecting all residents and businesses. The City will have one week from the submittal date, to review and make suggested changes.

2. Deliver the city approved written notices on the Contractor’s letterhead to each home or business via U.S. mail to provide a two week and seventy-two (72) hours advance notification to all residents and businesses impacted by the construction prior to commencement of work being conducted on section of sewer, including telephone number of Contractor contact for inquires or complaints, description of work, dates and times of construction and information regarding street closures and/or detouring.

3. Notifications shall provide instructions to homes and businesses to minimize discharge to the sewer during scheduled work to avoid back-ups.

4. Notices shall include a summary of the work to be completed, purpose and location of the outage, and the time and duration of service interruption to building.

5. The Contractor shall communicate verbally with the homeowner/ business owner the day prior to the beginning of work conducted on the section relative to the homeowners/business owners.

6. The Contractor shall contact any home or business that cannot be reconnected within the time stated in written notice.

C. Service interruptions shall be strictly limited to the hours of 8:00 AM to 5:00 PM, Monday through Friday.

D. The Contractor shall coordinate traffic control notifications as required in SECTION 02800 of the Technical Specifications where feasible with the sewer outage notifications.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 289
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-34
SECTION 01730

PUBLIC AND AGENCY NOTIFICATIONS
Mott MacDonald Restricted
SECTION 01730

PUBLIC AND AGENCY NOTIFICATIONS
PART 1 - GENERAL

1.01 DESCRIPTION
This Section describes the requirements for providing advanced notification of construction activities to City Departments, Local Agencies, Residents, and Businesses.

1.02 GENERAL
The requirements of this section shall be used in coordination with all related Technical Specification sections, the Contract Documents, and City of San Carlos requirements.

1.03 RELATED SECTIONS
A. SECTION 01560, TEMPORARY CONTROLS
B. SECTION 01720, SEWER OUTAGE NOTIFICATIONS
C. SECTION 02800, TRAFFIC CONTROL
D. Article 18, Special Provisions – Notification of Residents and Merchants E. Article 25, Special Provisions – SamTrans Coordination

1.04 PROJECT REQUIREMENTS
A. Provide labor, materials, and supervision as required to prepare and deliver professionally prepared construction notices to affected residents and businesses.

B. Contractor shall maintain a local telephone number of contact person for inquiries or complaints.

PART 2 - PRODUCTS
Not Used.

9.j
June 22, 2026 Packet Pg. 290
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-35
SECTION 01730

PUBLIC AND AGENCY NOTIFICATIONS
Mott MacDonald Restricted
PART 3 - EXECUTION

3.01 PUBLIC NOTIFICATION
A. In addition to specific project notifications as required in other sections of the project Technical Specifications and Contract Documents, the Contractor shall give fourteen (14) days and 48-hour Advanced Project Construction Notification to entities and individuals that will be affected by project construction. The following entities and individuals shall be notified in writing of the general construction activities:

1. All Residents on City Blocks where work will be occurring.

2. All Businesses on City Blocks where work will be occurring.

3. City of San Carlos Public Works Department (Project Manager and Inspector).

4. City of San Carlos Police Department (650) 802-4277.

5. City of San Carlos Fire Department (650) 780-7400.

6. City of San Carlos Garbage, Recycling and Tree Trimming Haulers:

Recology San Mateo County (650) 595-3900

7. San Mateo County Transit District (650) 508 6200.

8. Affected School Districts, as noted in the Special Provisions.

9. Others as noted in accordance with the Special Provisions.

If an emergency or urgent street closure is required, the Contractor shall immediately notify:

1. City of San Carlos Public Works Department (Project Manager and Inspector).

2. City of San Carlos Police Department (650) 802-4277.

3. City of San Carlos Fire Department (650) 780-7400.

B. Contractor shall refer to Article 25 “SamTrans Coordination” of the Special Provisions for requirements prior to any work that will disrupt transit service or affect a bus stop.

C. Public Notification Program:

1. Deliver written notices on the Contractor’s letterhead to each home, business, agency, or department Two Week before commencement of construction activities vis U.S. mail.

2. Notices shall include a project name, a summary of the work to be completed, the location of the work, the expected duration of the work, the hours of work, and a telephone number of Contractor contact for inquires or complaints.

9.j
June 22, 2026 Packet Pg. 291
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-36
SECTION 01730

PUBLIC AND AGENCY NOTIFICATIONS
Mott MacDonald Restricted

3. A second notice shall be delivered to each home, business, agency, or department 72 hours before commencement of construction activities providing the same information detailed in the above item.

D. Address City correspondence to: 600 Elm Street, San Carlos, CA 94070-3085. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 292
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-37
SECTION 02050

DEMOLITION, ABANDONMENT, AND REMOVAL
Mott MacDonald Restricted
SECTION 02050

DEMOLITION, ABANDONMENT, AND REMOVAL
PART 1 - GENERAL

1.01 SUMMARY
A. This specification addresses demolition, removal, and abandonment of trees, facilities, and associated debris generated in the execution of the contract work, including clearing, grubbing and stripping.

1. Do not begin demolition, removal and/or clearing and grubbing until authorization is received from the Engineer.

2. Remove rubbish and debris from the job site daily.

3. Store materials that cannot be removed daily in the Contractor’s approved laydown and storage areas, following all requirements established by the property owner and associated permitting jurisdiction.

4. Properly dispose of materials and debris removed from the Project. Disposal shall comply with all federal, state, and local regulations.

B. Related Sections:

1. Section 01560, TEMPORARY CONTROLS

2. Section 02800, TRAFFIC CONTROL

1.02 REFERENCES
American National Standards Institute (ANSI):

ANSI A10.6 – Safety and Health Program Requirements for Demolition Operations

1.03 SUBMITTALS
Submit to the Engineer the following in accordance with the Contract Documents.

A. Demolition Plan, including proposed demolition, tree removal, clearing and grubbing, striping removal, temporary striping, and removal procedures. Demolition Plan shall include a detailed description of methods and equipment to be used for each operation and of the sequence of operations.

B. A plan and coordinated construction schedule for the removal of any existing active facilities and the reconnection of existing system elements to the permanent facilities.

9.j
June 22, 2026 Packet Pg. 293
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-38
SECTION 02050

DEMOLITION, ABANDONMENT, AND REMOVAL
Mott MacDonald Restricted

1.04 WORK AND SAFETY REQUIREMENTS
Comply with federal, state, and local hauling and disposal regulations. Work safety requirements shall conform to ANSI A10.6, Demolition Operations – Safety Requirements.

1.05 DUST AND DEBRIS CONTROL
A. Prevent the spread of dust and debris and avoid the creation of a nuisance or hazard in the surrounding area.

B. Do not use water if it results in hazardous or objectionable conditions such as, but not limited to, flooding or pollution.

C. Dry-sweep pavements as often as necessary to control the spread of debris that may result in foreign object damage potential to vehicles.

1.06 PROTECTION
A. Traffic Control Signs - Where pedestrian and driver safety is endangered in the area of removal work, use traffic barricades with flashing lights. Refer to the Contract Documents for additional requirements.

B. Existing Work - Protect existing work which is to remain in place. Repair items which are to remain, and which are damaged during performance of the work to their preconstruction condition or replace with new. Do not overload or damage pavements to remain; only rubber-tired excavation equipment will be allowed. Provide new supports and reinforcement for existing construction weakened by demolition or removal work.

Repairs, reinforcement, or structural replacement must have Engineer approval. Refer to the Contract Documents for additional requirements.

C. Facilities - Protect electrical and mechanical services and utilities. Where removal of existing utilities and pavement is specified or indicated, provide approved barricades, temporary covering of exposed areas, and temporary services or connections for electrical and mechanical utilities. Refer to the Contract Documents for additional requirements.

1.07 BURNING AND EXPLOSIVES
Burning and the use of explosives will not be permitted.

1.08 RELOCATIONS
Perform removals and reinstallations of relocated items with workmen skilled in the trades involved. Repair items to be relocated which are damaged or replace damaged items with new undamaged items as approved by the Engineer and governing jurisdiction.

PART 2 - PRODUCTS

2.01 MATERIAL FOR FACILITY ABANDONMENT
Slurry for abandonments shall be 1 ½ - 90 pound sack of Portland Cement per cubic yard of sand slurry.

9.j
June 22, 2026 Packet Pg. 294
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-39
SECTION 02050

DEMOLITION, ABANDONMENT, AND REMOVAL
Mott MacDonald Restricted
PART 3 - EXECUTION

3.01 EXISTING FACILITIES TO BE REMOVED
A. Removal of Existing Sanitary Sewer Pipes, Manholes and Related Equipment:

Remove existing sanitary sewer pipes, manholes, manhole rungs, cleanouts and laterals to the horizontal limits shown on the Contract Documents. Existing alignments are shown based on record information. Actual locations of existing utilities may be different from that shown.

B. Paving and Slabs:

1. Remove asphaltic concrete paving and slabs, and concrete paving and slabs, including aggregate base in areas subject to proposed work.

2. Trench wing (T-Cut) width shall be in accordance with typical trench and surface restoration details. Asphalt concrete paving shall be removed a distance from the edge of trench on both sides of the trench as specified in the typical trench and surface restoration details. Where the distance from the lip of concrete gutter to the saw cut edge of the trench is within the width specified in the typical trench and surface restoration details, the remaining pavement between the saw cut edge of the trench and the lip of the concrete gutter shall also be removed and replaced during this work.

3. Provide neat sawcuts at limits of pavement removal as indicated.

4. Contractor shall comply with all environmental regulations and local codes and dispose of all material at State approved recycling facilities or landfills identified by the Contractor.

5. Asphalt concrete paving and slabs may contain pavement reinforcing fabric.

Contractor shall include the cost of removing and disposing of pavement reinforcing fabric in applicable items of work.

C. Curb, Gutter (including valley gutter) and sidewalk:

1. Remove curb, gutters and sidewalks, including aggregate base in areas subject to proposed work.

2. Contractor shall comply with all environmental regulations and local codes and dispose of all material at State approved recycling facilities or landfills identified by the Contractor.

D. Median Island:

1. Remove median islands, including landscaping and aggregate base in areas subject to proposed work.

9.j
June 22, 2026 Packet Pg. 295
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-40
SECTION 02050

DEMOLITION, ABANDONMENT, AND REMOVAL
Mott MacDonald Restricted

2. Contractor shall comply with all environmental regulations and local codes and dispose of all material at State approved recycling facilities or landfills identified by the Contractor.

E. Traffic Loops:

1. Remove traffic loops in areas subject to proposed work.

2. Contractor shall comply with all environmental regulations and local codes and dispose of all material at State approved recycling facilities or landfills identified by the Contractor.

F. Trees:

1. Remove trees as indicated on the Contract Documents.

2. Contractor shall comply with all environmental regulations and local codes and dispose of all material at State approved recycling facilities or landfills identified by the Contractor.

3.02 DISPOSITION OF MATERIAL
Title to Materials:

A. Except where specified in other sections, or on the Contract Documents, all materials and equipment removed shall become the property of the Contractor and shall be removed.

B. Title to materials resulting from demolition, and materials and equipment to be removed, is vested in the Contractor upon approval by the Engineer of the contractor's demolition and removal procedures, and authorization by the Engineer to begin demolition.

C. The City will not be responsible for the condition or loss of, or damage to, such property after notice to proceed.

3.03 CLEANUP
Debris (including plant material) and Rubbish:

A. Remove and transport debris, plant material and rubbish in a manner that will prevent spillage on pavements, streets or adjacent areas.

B. Clean up spillage from pavements, streets and adjacent areas.

3.04 PIPELINE ABANDONMENT
Pipelines being abandoned in place, per the Contract Documents shall be capped with Mechanical Joint Ductile Iron Caps and the pipe shall be filled with 1 ½ 90 pound sack of Portland Cement per cubic yard of sand slurry.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 296
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-41
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted
SECTION 02145

SEWAGE FLOW CONTROL
PART 1 - GENERAL

1.01 SUMMARY
A. This Project consists of construction of new main sewer, removal and replacement of an existing main sewer, and transfer of existing building sewer connections from existing main sewer to new main sewer. It shall be the Contractor's responsibility to maintain at all times the sewer flows, regardless of volume, through the Project site and from the adjacent properties.

B. Provide bypass pumping during removal and installation of the main sewer.

Accommodate flows at all times from collector and trunk sewer connections at manholes, where they occur. NO SEWAGE FLOW into the trench shall be allowed.

C. Coordinate directly with residents and businesses to minimize wastewater flows during the scheduled work.

D. The Contractor may work with residents and businesses to minimize discharge to the sewer and may utilize temporary plugging or flow stoppage from the building sewers (laterals) during the work period if no adverse back up of sewage occurs at connected buildings, otherwise the Contractor shall actively bypass pump from building sewer (lateral) connections and/or cleanouts.

E. Provide sewer outage notifications per the project Technical Specifications.

F. This Section specifies the requirements for temporary bypassing, dewatering, and disposal of water and wastewater from the sewer facilities as required to perform the work. Extract, pump, and/or dispose of wastewater from bypassing and dewatering gravity sanitary sewer pipelines, building sewers (laterals), and cleanouts as required.

G. Sewer flow discharges shall be to the sanitary sewer system.

H. Dewatering requirements for grading, excavation, backfilling, and compacting are specified in Section 02200.

1.02 PROJECT REQUIREMENTS
A. Provide labor, materials, and full-time supervision, as required, to set up necessary equipment, and contain, bypass, dewater, and dispose of raw wastewater, treated wastewater, and storm drain flows, as necessary, for abandonment, television inspections, point repairs, replacements, connections, rehabilitation, and other modifications made to complete the work.

9.j
June 22, 2026 Packet Pg. 297
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-42
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted
B. The Work shall not result in spills into the work area. Spill of sanitary wastewater can result in costs and/or fines levied against the City. In the event that there is a spill, the Contractor shall be responsible for fines, penalties and charges due to sanitary sewer spills resulting from the Contractor’s operations and/or failure of bypass pumping.

C. The work shall not result in water or wastewater flows to surcharge, shall not result in damage to sewers, and shall protect public and private property from damage and flooding. Surcharge shall be defined as the condition where the depth of flow exceeds the crown elevation in any pipe in any existing gravity pipe systems. Water or wastewater discharges or disposals identified in the Bypass Pumping Plan shall be disposed of to the sanitary sewer system.

1.03. RELATED SECTIONS
A. SECTION 01560, TEMPORARY CONTROLS
B. SECTION 01720, SEWER OUTAGE NOTIFICATIONS
C. SECTION 02050, DEMOLITION, ABANDONMENT, AND REMOVAL
D. SECTION 02200, EARTHWORK
E. SECTION 02800, TRAFFIC CONTROL
F. SECTION 15050, GENERAL PIPING

1.04 SUBMITTALS
A. Prior to any construction the Contractor shall submit a complete Health and Safety Plan as described in the Contract Documents. No entry to any of the existing facilities will be permitted until appropriate work crews are certified for confined space entry and the Health and Safety Plan is reviewed. The Health and Safety Plan shall be developed specifically for the project.

B. Within five (5) days of Notice to Proceed and at least fourteen (14) days prior to initiating bypass activities, submit a detailed Bypass Pumping Plan consisting of drawings and complete design data in accordance with the Contract Documents.

Submittal shall show all proposed methods, layout, equipment, and discharge locations for bypassing and dewatering.

C. The Submittal shall include the following information:

1. A site plan showing the size and layout of pumps, valves, and temporary pipelines. Layout shall show how temporary facilities will be protected during use.

2. Narrative description of system staffing and monitoring.

3. Catalog data on pump controls and audible alarms.

4. Catalog data for portable generators when electric pumps are used.

9.j
June 22, 2026 Packet Pg. 298
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-43
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted

5. Drawings indicating the locations of temporary plugs, taps, pumping systems, suction and discharge piping, and locations of sanitary sewers and manholes to receive discharges of raw or treated wastewater.

6. Data that includes the locations and elevations of existing sanitary sewer systems, and the capacities of duty and standby pumps, prime movers, power and standby power, and other equipment.

7. Design calculations that prove the adequacy of the bypassing, dewatering, and disposal system(s) and selected equipment. Design calculations shall confirm that the bypassing and pumping operations shall not cause surcharge in any portion of the existing sanitary sewer system. Design calculations shall be signed and sealed by a civil engineer registered in the State of California qualified to perform said analysis.

8. An emergency response plan that provides, in detail, the procedure to be followed in the event of a failure of the bypass pumping systems. The plan shall include the name and telephone number of the person who will be in charge of the response in an accidental spill and is required to:
a. Make the maximum effort to stop the spill immediately. b. Verbally notify the City of San Carlos within 15 minutes of knowledge of the accidental spill.
c. Submit a written report within 15 working days of knowledge of the accidental spill explaining the cause, nature, volume and duration of the accidental spill, and the procedures taken to clean up the spill. d. If the accidental spill enters the storm drain system or a stream, immediately conduct a sampling and analysis program of the contaminated water body demonstrating up to 21 consecutive days that the stream has recovered to its natural state. The first sample result shall be submitted within 30 days of the accidental spill.

9. Odor and noise mitigation plan
a. Odor and noise mitigation plan shall be in in accordance with the Contractor’s Health and Safety Plan and the requirements of the Contract Documents including but not limited to Technical Specification Sections 02145-3.01-D and 02145-3.06, and Special Provisions Sections 6 and 7.

1.05 JOB CONDITIONS
A. Available Data:

9.j
June 22, 2026 Packet Pg. 299
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-44
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted

1. The Contractor shall be responsible for flow verification, design, construction, and operation of an adequate and properly functioning bypass and dewatering system.

2. Any testing or gathering of flow data is the responsibility of the Contractor.

3. Coordinate all sewer bypassing and dewatering operations with the Engineer.

B. Protection:

1. Where bypassing is required, ensure that service for connecting laterals is not disrupted. All bypassed flow shall be discharged into the nearest (downstream) sanitary sewer manhole. Take appropriate steps to ensure odor control at the discharge manholes.

2. Bypassing and dewatering operations resulting in discharges to the ground surface, streams, creeks, culverts, ditches, storm drains, or groundwater shall not be permitted. Perform work so as to protect the public from potential health hazards, and to protect the environment from contamination.

C. Scheduling:

1. The bypassing and dewatering systems shall not be shut down between shifts, during work stoppages, or during any periods when flows through the main sewer have not been properly restored.

2. Provide fourteen (14) days written notice to the Engineer prior to performing all bypassing, dewatering, and disposal work.

D. Permits and Approvals:

1. Obtain approval from the Engineer for the proposed Bypass Pumping Plan.

2. If the Engineer determines that the Contractor's diversion plan is inadequate, the Contractor shall provide equipment, materials, and labor to develop a viable diversion and pumping plan.

3. Prior to plugging any lines, the contractor shall notify the project manager and project inspector, at least 24 hours in advance. Included in this item of work is pumping of local depressions in the pipe that may or may not be shown on the plans.

PART 2 - PRODUCTS

2.01 PUMPS AND GENERATORS
A. The Contractor shall provide suitable “trash-type” primary Sewage pump capable of bypassing all flows around the worksite.

B. A minimum of two primary pumps are required for each flow control system.

C. Keep all generators fueled at all times.

9.j
June 22, 2026 Packet Pg. 300
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-45
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted
D. Generators shall be placed on spill guard mats or other approved double containment devices to eliminate the possibility of fuel spills to ground surface.

2.02 PIPING
A. The sewage flow control piping shall be completely leak free. Any drips or leaks shall be repaired by the Contractor immediately.

B. A minimum of two pipes is required for all sewer bypasses. Each pump may be piped separately to the discharge point, or the pump discharge lines can be manifolded together.

2.03 TEMPORARY BULKHEADS AND PLUGS
A. Design and provide bulkheads and plugs to withstand anticipated upstream differential head without leakage or displacement.

B. A watertight seal is required to prevent Sewage from entering the work area.

C. The Contractor shall provide double bulkheads and plugs, both able to withstand upstream head, upstream of locations where persons will be entering the sewer and at all flow diversions. Coordinate installation and removal of bulkheads and plugs with the Engineer.

2.04 STANDBY EQUIPMENT
A. The Contractor shall have available on site sufficient equipment and materials to ensure continuous and successful leak-free operation of the sewage flow control system.

B. The Contractor shall have available on site sufficient number of valves, tees, elbows, connections, tools, sewer bulkheads for different pipe sizes as needed, piping and other parts of system hardware to ensure immediate repair or modifications of any part of the system as necessary.

C. The Contractor shall have on site one standby pump with capacity equal to or greater than the largest primary pump. If the standby pump is electric, a standby generator shall be provided on site. The standby pump shall be operational and shall be connected to the bypass piping to allow immediate standby service at all times.

D. Generator shall be fueled at all times. Generators shall be placed on spill guard mats or other approved double containment devices to eliminate the possibility of fuel spills to ground surface.

E. Bypassing and dewatering systems shall have one hundred percent (100%) redundancy.

PART 3 - EXECUTION

3.01 PLUGGING, BLOCKING, AND PUMPING
A. Flow control will be required for this Project. Bypass pumping will be allowed only during Contractor’s working hours. At the end of every working day, flows must be

9.j
June 22, 2026 Packet Pg. 301
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-46
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted
properly restored to the sanitary sewer. Any emergency pumping operations that are required outside of the Contractor’s working hours must be approved in advance by the Engineer.

B. Furnish, install and operate pumps, plugs, conduits, and other equipment to dewater existing sewer pipelines or to divert the flow of wastewater around the pipeline reach in which work is to be performed, and to maintain service to all properties connected to the sewer being replaced. Plugs shall be so designed that all or any portion of the wastewater can be released. Plugs shall be provided with a tag line.

C. The pumping system shall be of sufficient capacity to manage existing flows plus additional flow that may occur during a rainstorm. If pumping is required outside normal working hours, engines shall be equipped and/or shielded in a manner to keep noise to a minimum. Noise level shall conform to the noise ordinance requirements of the governing jurisdiction.

D. Engines shall be equipped with mufflers and/or shall be enclosed to comply with all local noise ordinances. Pumps and bypass lines shall be of adequate capacity and size to handle the flows. All bypassed flow shall be discharged to the nearest downstream manhole.

E. Bypass pumping shall be completed in such a manner as will not damage private or public property or create a nuisance or public health menace. The pumped wastewater shall be in an enclosed hose or pipe that is adequately protected from traffic and shall be redirected into the sanitary sewer system. Dumping or free flow of wastewater on private property, gutters, trenches, streets, sidewalks, or into storm sewers is prohibited. The Contractor shall be liable for all damages associated with this work.

After the work is completed, flow shall be restored to original conditions and temporary facilities removed.

3.02 SEWER DEWATERING
A. Extract, pump, and/or dispose of wastewater from dewatering the existing sewers.

B. Dewater all sagged or submerged portions of the existing sewer as required for abandonment, or as otherwise required to complete the work.

C. Dewatering of excavations shall be conducted in accordance with the Contract Documents.

D. Coordinate all work with the Engineer. Comply with the Contract Documents for work outage requests related to City’s existing facilities.

3.03 SEWER BYPASSING
A. Where Contractor’s work on constructing the project pipeline requires sanitary sewers to be removed temporarily from operation, sewer bypassing shall be accomplished by pumping or diverting the upstream flow around the Contractor's work in accordance with this Section.

9.j
June 22, 2026 Packet Pg. 302
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-47
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted
B. Unless otherwise specified, sewer flow shall be bypassed around the work whenever the Contractor's equipment is operating in the sewer, or when work related to the sewer provides an obstruction or otherwise restricts flow and causes the depth of flow as measured at the inlet pipe to the upstream manhole adjacent to the Contractor's work to exceed half of the diameter of the pipe.

C. The use of storm sewers for purposes of diverting or pumping sanitary sewer flows shall not be permitted.

3.04 DAMAGES
The Contractor shall pay for all fines and repair without cost to the City any damage that may result from the Contractor’s negligence, inadequate or improper installation, maintenance and operation of bypassing and a dewatering system including mechanical or electrical failures and sewage flow into the trench. Contractor shall also be responsible for all costs associated with reporting the spill, performing the cleanup after a spill, fines, criminal prosecution, and work stoppage.

3.05 MONITORING
A. Provide monitoring of flow levels and pump operation to assure continued operation of bypass pumping.

B. Monitoring by Contractor’s personnel shall take place at all times that bypass pumps are in operation (including 24-hour, around-the-clock operation if required during an emergency). An audible alarm system shall be installed to notify workers when the pumps fail to operate.

C. In the event the pumps fail, workers shall immediately evacuate trenches until the bypass pumping system is operational.

3.06 ODOR MITIGATION
A. In accordance with the Contract Documents, submit an odor mitigation plan.

B. When working inside manholes and sewer lines, exercise caution and comply with CAL/OSHA requirements when working in the presence of hydrogen sulfide.

Contractor is warned that the existing sewers and the structures associated with the project may contain high levels of hydrogen sulfide gas, a natural gaseous by-product of sanitary sewage. Take all the necessary precautions, such as portable hydrogen sulfide detectors per CAL/OSHA requirements, to ensure that the environment is safe for those at the work site.

C. No entry to any of the existing facilities will be permitted until appropriate work crews are certified for confined space entry and the Odor/Noise Mitigation Plan and Health and Safety Plan for this project is reviewed.

D. The Contractor shall be responsible for initiating, maintaining, and supervising all safety precautions and programs in connection with the work.

E. To minimize the dispersal of sewer odors above ground the Contractor shall:

9.j
June 22, 2026 Packet Pg. 303
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-48
SECTION 02145

SEWAGE FLOW CONTROL
Mott MacDonald Restricted

1. Seal all open sanitary manholes or access openings in the sewers when his operations have been suspended for a period of two hours or more.

2. During construction operations when open manholes or access openings cannot be sealed, vent and filter hydrogen sulfide gases upstream of the openings in the sewer.

F. Odor related to construction around the work shall be controlled through the use of filters, chemical addition to the wastewater, and masking agents as needed to limit the levels of hydrogen sulfide gas to 5 ppm (by volume) 25 feet from the source or at the outside wall of any habitable structure.

G. Payment for compliance with this Section shall be deemed included in the various other items of work, and no additional compensation will be allowed therefore.

3.07 TRAFFIC IMPACTS
The bypass pumping system must be coordinated with the Traffic Control Plan which may require that bypass piping and facilities be buried in temporary trenches. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 304
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-49
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
SECTION 02200

EARTHWORK
PART 1 - GENERAL

1.01 DESCRIPTION
A. This section includes all earthwork required for construction of the Work. Such earthwork shall include, but not be limited to, the loosening, removing, loading, transporting, depositing, grading, moisture-conditioning, and compacting in its final location of all materials, as required for the purposes of completing the work specified in the Contract Documents. This work shall include, but not be limited to, the furnishing, placing, and removing of sheeting, shoring and bracing necessary to safely support the sides of all excavation; supporting structures above and below ground; all pumping, ditching, draining, dewatering, and other required measures for the removal or exclusion of water from the excavation; filling and compacting to elevations shown on the Contract Documents; all backfilling around structures and pipe and all backfilling of trenches and pits; the disposal of excess and unsuitable excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork, all in accordance with the requirements of the Contract Documents.

B. The elevations shown on the Contract Documents of existing features are taken from the best available data and are intended to give reasonably accurate information. The Contractor is responsible to verify provided elevations for more accurate determinations of quantities.

C. Pits and fills used for the erection of the Contractor’s construction facilities shall be filled or removed upon the completion of the work and leveled to meet the existing contours of the adjacent ground.

D. After all structures have been completed, the ground surface shall be brought to the finished grade elevations with the relative compaction indicated on the Contract Documents.

E. All finished ground surfaces shall be bladed and dressed to present a surface not varying over 0.10 foot at local humps or depressions and to the satisfaction of the Engineer. Local depressions where water could accumulate in the future shall be no more than 0.05 foot deep.

F. Contaminated Soil and Contaminated Groundwater: Contaminated soils and contaminated groundwater is n o t expected to be encountered by the Contractor for this project. The Contractor shall comply with the requirements of General Provisions Section 9.12 (a) and (i), if either contaminated soil or contaminated groundwater or both are encountered.

9.j
June 22, 2026 Packet Pg. 305
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-50
SECTION 02200

EARTHWORK
Mott MacDonald Restricted

1.02 REFERENCES
The State of California - California Labor Code Industrial Standards.

ASTM C136 - Test Method for Sieve Analysis of Fine and Coarse Aggregates.

ASTM D75 - Standard Practice for Sampling Aggregates.

ASTM D1556 - Standard Test Method for Density and Unit Weight of Soil in Place by the Sand-Cone Method.

ASTM D1557 - Standard Test Methods for Laboratory Compaction Characteristics of soil Using Modified Effort.

ASTM D1633 - Test Method for Compressive Strength of Molded Soil-Cement Cylinders.

ASTM D2166 - Test Method for Unconfined Compressive Strength of Cohesive Soils.

ASTM D2419 - Standard Test Method for Sand Equivalent of Soils and Fine Aggregate.

ASTM D2434 - Standard Test Method for Permeability of Granular Soils (Constant Head).

ASTM D 2435 - Standard Test Methods for One-Dimensional Consolidation Properties of Soils Using Incremental Loading.

ASTM D 2487 - Classification of Soils for Engineering Purposes.

ASTM D2922 - Standard Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

ASTM D3017 - Standard Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

ASTM D4253 - Standard Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table.

ASTM D4254 - Standard Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density.

ASTM D4829 - Test Method for Expansion Index of Soils.

ASTM D6913 - Standard Test Methods for Particle-Size Distribution (Gradation) of Soils Using Sieve Analysis
ASTM D7928 - Standard Test Method for Particle-Size Distribution (Gradation) of Fine-Grained Soils Using the Sedimentation (Hydrometer) Analysis

9.j
June 22, 2026 Packet Pg. 306
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-51
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
ASTM G51 - Standard Test Method for Measuring pH of Soil for Use in Corrosion Testing.

Caltrans Test 417 - Method of Testing Soils and Waters for Sulfate Content.

Caltrans Test 422 - Method of Testing Soils and Waters for Chloride Content.

Caltrans Test 643 (1999) - Method for Estimating the Service Life of Steel Culverts, Part 1 “Method of Field Resistivity Survey and Sampling for Laboratory Tests” and Part 4 “Laboratory Method of Determining Minimum Resistivity”.

Section 6705 of the California Labor Code and Standard Specifications for Public Works Construction (SSPWC) Section 306-1.1
State of California, Department of Transportation (Caltrans), State Standard Specifications (latest edition)

1.03 RELATED SECTION
A. Section 4, General Provisions
B. Section 6, General Provisions
C. Section 9, General Provisions
D. Article 8, Special Provisions – Protection of Trees
E. Article 11, Special Provisions – Caltrans Encroachment Permit F. Article 30, Special Provisions – Geotechnical Report and CCTV Video G. Article 31, Special Provisions – Construction Submittals H. Section 02050, Demolition, Abandonment and Removal
I. Section 02500, Asphalt Concrete Paving
J. Section 03123, Controlled Low Strength Material

1.04 GEOTECHNICAL REPORT
A. The Geotechnical Investigation Report presents various surface and subsurface data.

The Geotechnical report can be made available for reference only. a. Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions for means of obtaining a copy of the Geotechnical Investigation Report.
b. The Geotechnical report provides recommendations to the design team and those recommendations have been incorporated in these plans and

9.j
June 22, 2026 Packet Pg. 307
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-52
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
specifications. The report is provided for reference, and the Contractor is responsible for familiarizing itself with the factual aspects of that report. The Contractor is reminded that actual conditions encountered may vary, and that the hierarchy of contractual documents applies as outlined in the Contract Documents.

1.05 SUBMITTALS
A. Submit data in accordance with General Provisions Section 4 and Special Provisions Section 31 “Construction Submittals”.

B. The Contractor’s attention is directed to the provisions for Shoring and Bracing Drawings in Section 6705 of the California Labor Code and Standard Specifications for Public Works Construction (SSPWC) Section 306-1.1. The Contractor, prior to beginning any trench or structure excavation 5 feet deep or over shall submit to the Engineer and shall be in receipt of the Engineer’s written acceptance of the Contractor’s detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, and other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. The plans shall be prepared by a qualified civil or structural engineer licensed in the State of California and employed by an independent design consultant firm insured against errors and omissions to the extent required by the Engineer. The submittal(s) shall include a site location map referencing existing features; detailed plans; elevations, and various sections indicating all excavation slopes, shoring components and connections and showing all structures and utilities potentially influenced by the performance of shoring, trenching or structure excavation along with supporting calculations; notes including sequence of construction, materials, and other clarification as required by the California Labor Code, SSPWC, and the Contract Documents.

C. The Contractor shall submit for the Engineer’s review, drawings and data showing his proposed design and plan for dewatering of all work areas, which shall include the planned method of dewatering, excavation and shoring, the location and capacity of such facilities as dewatering wells, well points, pumps, sumps, collection and discharge lines, points of discharge, the standby units proposed, protective fills and ditches required for control of groundwater and surface water, and sealing measures of desilting tanks for odor control, if applicable.

D. Review by the Engineer shall not relieve the Contractor of the responsibility for the adequacy of the dewatering and excavation plan or for furnishing all equipment, labor, and materials necessary for performing the various parts of the work. If, during the progress of the work, it is determined by the Engineer that the dewatering system and excavation plan are inadequate or the Contractor’s plan of construction inoperative, the Contractor shall, at his expense, furnish, install and operate such additional dewatering equipment as may be necessary to perform the work in a manner satisfactory to the Engineer.

E. Submit backfill and compaction procedures.

9.j
June 22, 2026 Packet Pg. 308
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-53
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
F. Not used
G. Submit contaminated soils handling, removal, and replacement in accordance with General Provisions Section 9.12 (a) and (i).

H. Submit material certifications for each material specified and used in this section.

I. Submit utility support plan for existing utilities 16-inch outside diameter and larger that are anticipated to cross the proposed pipe, any box structure crossing the proposed pipe, and any infrastructure which parallels or roughly parallels the proposed pipe and is anticipated to be within 3’ clear from the edge of the proposed trench.

1.06 DEFINITIONS
A. Pavement Zone: The pavement zone includes the asphalt concrete and aggregate base pavement section placed over the trench backfill and on either side of the edge of trench.

B. Street Zone: The street zone is the top 30 inches of the trench immediately below the pavement zone in paved areas beneath paved portions of the right-of-way, curbs, gutters and sidewalks.

C. Trench Zone: The trench zone includes the portion of the trench from the top of the pipe zone to the bottom of the street zone in paved areas or to the existing surface in unpaved areas.

D. Pipe Zone: The pipe zone shall include the full width of trench from the bottom of the pipe or conduit to 12 inches above the top of the pipe, as specified below. Where multiple pipes or conduits are placed in the same trench, the pipe zone shall extend from the bottom of the lowest pipe.

E. Pipe Bedding Zone: The pipe bedding zone shall be defined as a layer of material immediately below the bottom of the pipe or conduit and extending over the full trench width on which the pipe is bedded to a depth of 6 inches below the base of the pipe. Thickness of pipe bedding zone shall be as follows unless otherwise shown in the Plans or otherwise described in the specifications for the particular type of pipe installed or otherwise required by permit.

F. Soft Rock Excavation: Rock excavation within a trench is defined as excavation in material that cannot, in the Engineer’s opinion, be reasonably loosened or ripped with a hydraulic excavator with a net minimum flywheel rating of 300 horsepower fitted with a narrow bucket and teeth, such as a Caterpillar 345B L Series II UHD; and which must be systematically drilled and broken by a power-operated hammer, hydraulic rock breaker, expansive compounds, or other similar means prior to removal. Rock excavation outside a trench is defined as excavation in material that cannot, in the Engineer’s opinion, be reasonably loosened or ripped with a track mounted tractor with a net minimum flywheel rating of 300 horsepower fitted with a single tooth ripper, such as a Caterpillar D8T; and which must be systematically drilled or broken by a power-operated hammer, hydraulic rock breaker, expansive compounds, or other

9.j
June 22, 2026 Packet Pg. 309
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-54
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
similar means prior to removal. Blasting is not allowed. The term “soft rock excavation” does not necessarily correspond to “rock” as implied by names of geologic formations. This provision includes soil excavation.

G. Hard Rock Excavation: Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions. The Engineer shall make the determination as to whether material is classified as hard rock.

1.07 SAFETY MEASURES
A. Safe conditions shall be maintained at the jobsite meeting all provisions of the California OSHA and all other applicable safety codes. Barricades and lighting meeting the requirements of all agencies having jurisdiction shall be placed at each end of all excavations and at such places as may be necessary along excavations to protect and warn all pedestrians and vehicular traffic of such excavations. Lights shall also be placed along excavations from sunset each day to sunrise of the next day until such excavation is entirely backfilled, compacted, and paved. This fence shall be constructed to prevent any person from entering the excavation. Signs stating "Danger, Deep Hole" shall be clearly displayed on all sides of the excavation.

B. Safe and suitable ladders that project 2 feet above the top of the trench shall be provided for all trenches greater than 4 feet in depth. A minimum of one ladder shall be provided for each 50 feet of open trench.

1.08 QUALITY ASSURANCE
A. The Contractor shall coordinate and perform compaction tests through a third-party testing facility. The Contractor shall stop work as required to provide safe access to conduct the tests.

B. If the Contractor repeatedly fails to meet relative compaction requirements, the Engineer will monitor soils compaction efforts by the Contractor using a testing facility of the Engineer’s choice at Contractor’s expense.

The Contractor shall make all necessary excavations for compaction tests as directed by the Engineer. All work in connection with compaction testing by the Contractor shall be included in the various contract bid prices, and no additional allowance will be made, therefore.

C. In accordance with SSPWC, soil material is required to be compacted to a percentage of maximum dry density. The maximum dry density at optimum moisture content will be determined in accordance with the latest version of ASTM D 1557. In-place field density tests will be performed in accordance with ASTM D 1556, (sand cone) and/or ASTM D 6938 (nuclear gauge). The type, number and location of field density tests will be determined by the Engineer. One sand-cone test (ASTM D 1556) will be taken for every four nuclear tests (ASTM D 6938). If soil material is not within two (2) percentage points of optimal moisture content, the Contractor shall either add water or dry the soil material by moving the soil to aerate it sufficiently such that the

9.j
June 22, 2026 Packet Pg. 310
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-55
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
optimum moisture content is achieved at no additional cost to the City.

D. All imported fill material shall be sampled at the Contractor’s expense and shall be subject to approval by the Engineer.

E. Where imported fill material is required to possess certain gradation, strength, and settlement properties, the grain size distribution of soils will be determined using ASTM D6913 and D7928, the gradation of concrete aggregate and base materials will be determined using ASTM C136, the sand equivalent of soils will be determined using ASTM D2419, the consolidation of soils will be determined using ASTM D2435, the unconfined compressive strength of soils will be determined using ASTM D2166, and the expansion index of soils will be determined using ASTM D 4829.

F. Testing of soils shall also comply with any permit conditions included as part of this contract.

PART 2 – MATERIALS

2.01 SUITABLE FILL AND BACKFILL MATERIAL REQUIREMENTS
A. General: Fill, backfill, and embankment materials shall be suitable selected or processed clean, fine earth, rock, or sand, and free from grass, roots, brush, or other vegetation; contamination; or deleterious material. Onsite excavated soil shall be tested for contamination prior to processing or reuse. All contaminated soil regardless of type shall be hauled off site for proper disposal at no additional expense to the City. Refer to General Provisions Section 9.12 (a) and (i), for testing and disposal methods.

B. Suitable materials may be obtained from onsite excavations, may be processed onsite materials, or may be imported provided these materials meet all the requirements in the Contract Documents. All required testing and test reports associated with suitable materials shall be at no additional expense to the City.

C. Select material: Select material shall be free from organic matter or debris. All of the material shall pass through a 1-1/2-inch screen. Not more than 10 percent by weight shall pass the No. 200 sieve and the material shall have sufficient gradation to compact as directed in the tabulation in Article 3.11.E of this specification section. Use of select material shall be subject to the Engineer’s approval.

D. Unclassified fill: Unclassified fill shall consist of all fill unless separately designated.

E. Granular Soil: Wherever the term “granular soil” or “granular fill” is used in the Contract Documents, it shall be defined as a soil having a minimum sand equivalent of 30 as determined in accordance with the latest revision of ASTM D 2419 and not more than 20 percent of it by weight will pass through a No. 200 sieve.

The following types of suitable granular materials are designated and defined as described below:

1. Crushed Aggregate Base (CAB) shall conform to the requirements of

9.j
June 22, 2026 Packet Pg. 311
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-56
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
Section 6 of the State Standard Specifications.

2. Crushed Miscellaneous Base (CMB) shall conform to the requirements of Section 6 of the State Standard Specifications.

3. Crushed Rock: Crushed rock shall be the product of crushing rock or gravel.

Fifty percent of the particles retained on a 3/8-inch sieve shall have their entire surface area composed of faces resulting from fracture due to mechanical crushing. Not over 5 percent shall be particles that show no faces resulting from crushing. Less than 20 percent of the particles that pass the 3/8-inch sieve and are retained on the No. 7 sieve shall be waterworn particles. Gravel shall not be added to crushed rock.

Where crushed rock is specified on the Contract Documents, it shall conform to the following gradation:
3/4-inch Maximum Crushed Rock
Sieve Sizes % Passing
2 inches -
1 1/2- inches -
1 inch 100
3/4 inch 90-100
1/2 inch 30-60
3/8 inch 0-20
No. 4 0-5
No. 8 -

4. Drainrock shall be crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying. The material shall be uniformly graded and shall meet the following gradation requirements:

Sieve Size % Passing
1-inch 100
3/4-inch 90 - 100
3/8-inch 40 - 100
No. 4 25 - 40
No. 8 18 - 33
No. 30 5 - 15
No. 50 0 - 7
No. 200 0 - 3

5. The drainrock shall have a sand equivalent value not less than 75. The finishgraded surface of the drainrock immediately beneath hydraulic structures shall be stabilized to provide a firm, smooth surface upon which to construct reinforced concrete floor slabs.

9.j
June 22, 2026 Packet Pg. 312
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-57
SECTION 02200

EARTHWORK
Mott MacDonald Restricted

2.02 NATIVE EARTH BACKFILL - TRENCH ZONE
A. Native earth backfill used in the trench zone shall be native granular material free from roots, debris, and organic matter with less than 50% passing the No. 200 sieve and with no more than 60% gravel (i.e., not less than 40% passing the No. 4 sieve) and rock particles with a maximum dimension no greater than 4 inches.

B. If and where site earthwork is performed during or shortly after wet weather, and where excavations extend into wet soils, then these soils will be significantly over optimum moisture. Wet soils over optimum moisture will be difficult to adequately compact for trench backfill under pavements. If and where significant pumping, rutting and yielding occurs when compaction is attempted, then wet weather mitigation measures shall be implemented. The Contractor shall be required to stabilize trench bottoms with crushed rock, or similar means, and seal trenches to prevent groundwater intrusion into the trench. Under the direction of the Engineer, such measures shall include but are not necessarily limited to:

1. Mixing or completely replacing wet soils with dryer granular soils either on-site and/or imported,

2. Disking, aerating and/or otherwise drying back wet soils,

3. Importing crushed rock and/or aggregate base to stabilize a wet subgrade,

4. Stabilizing the subgrade with either a geogrid or geotextile covered with crushed rock or aggregate base,

5. Cement stabilization
C. Wet soil stabilization measures shall not be performed in such a manner as to create a conduit for groundwater to flow along which may lead to the transportation of contaminated groundwater along the length of pipe.

D. Wet soils excavated from the trench bottoms shall be replaced with imported soils with less moisture content.

2.03 IMPORTED SAND
A. Imported sand shall have the following gradation:

Sieve Size % Passing
1/4 inch 100
No. 4 70 - 100
No. 16 35 - 75
No. 50 10 - 40
No. 200 0 - 10

9.j
June 22, 2026 Packet Pg. 313
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-58
SECTION 02200

EARTHWORK
Mott MacDonald Restricted

B. Imported sand shall have a coefficient of permeability greater than 0.014 measured in accordance with ASTM D2434 or a minimum sand equivalent of 30 per ASTM D2419.

C. Minimum resistivity for "Imported Sand" backfill shall be 2,000 ohm-cm in accordance with Caltrans Test 643. Imported sand shall have a maximum chloride concentration of 200 mg/l in accordance with Caltrans Test 422 and maximum sulfate concentration of 500 mg/l in accordance with Caltrans Test 417.

2.04 PIPE BEDDING AND TRENCH BACKFILL ZONES
A. Pipe bedding and initial backfill material shall be Class 1, Type A Permeable material in conformance with Section 68-2.02F of the State Standard Specifications.

B. Trench backfill materials shall ¾-inch maximum, Class II Aggregate Base (Class II AB). 3/4-inch maximum Class II AB material shall conform to Section 26-1.02 of the State Standard Specifications, and City Standard Specifications.

C. ¾-inch maximum Class II AB shall be free from roots, vegetable matter, or other deleterious substances and shall be of such nature and so graded that it will bind readily when watered and compacted to the requirement specified herein.

D. When tested in accordance with Section 6 of State Standard Specifications, the material shall be of such size that the percentage composition by weight, as determined by laboratory sieves, will conform to the following gradation:

E. The material shall also conform to the following quality requirements:

F. The material shall be compacted as shown on the Drawings, in accordance with the requirements of the tabulation in Article 3.11.E Compaction Requirements, and as determined by California Test Method No. 216 or California Test Method No. 231.

Sieve Size Percent Passing
1 inch 100
3/4 inch 90-100
No. 4 35-60
No. 30 10-30
No. 200 2-9
Tests California Test
Method No.

Requirements
(Min.)
Resistance (Rvalue) 301 78
Sand Equivalent 217 22

9.j
June 22, 2026 Packet Pg. 314
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-59
SECTION 02200

EARTHWORK
Mott MacDonald Restricted

2.05 TRENCH PLUG MATERIAL
Trench Plug material shall be low permeable fill material, a non-dispersible clay material having a minimum plasticity index of 10.

Soils which, when classified under ASTM D 2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System) which are suitable for trench plug shall be one of the following:

A. Soil Type ML: Inorganic silts, very fine sands, rock flour, silty or clayey fine sands.

Liquid limit 50 percent or less. 50 percent or more passing the No. 200 sieve.

B. Soil Type CL: Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, lean clays. Liquid limit 50 percent or less. 50 percent or more passing the No. 200 sieve.

C. Soil Type Cement-Treated or Lime-Treated Backfill: Any of the materials form Class I, II, III, or VIII or mixture thereof treated with a minimum of 5 percent by weight cement to obtain a 28-day compressive strength of not less than 400 psi.

D. Soil Type CLSM: Controlled Low Strength Material or Controlled Density Fill in accordance with Section 03123, Controlled Low Strength Material.

E. Soils which, when classified under ASTM D 2487 - Standard Classification of Soils for Engineering Purposes (Unified Soil Classification System), fall in the classifications of Pt, OH, CH, MH, or OL shall be classified as unsuitable.

2.06 ROCK REFILL FOR FOUNDATION STABILIZATION AND OVEREXCAVATION A. Rock refill shall be 1” crushed or natural rock meeting the following requirements and having the following gradation.

B. The portion of the material that is larger than will pass a 3/8 sieve shall contain at least 50 percent of particles having three or more fractured faces. Not over 5 percent shall be pieces that show no such faces. Of that portion which passes the 3/8 sieve, but is retained on the No. 4 sieve, not more than 10 percent shall be gravel particles.

Sieve Size % Passing
1-1/2inch 100
1 inch 90 - 100
3/4 inch 30 - 60
1/2 inch 0 - 20
No. 4 0 - 5

2.07 CONCRETE FOR PIPE ENCASEMENT
Concrete for pipe encasement shall be per Section 03300 Cast-In-Place Concrete unless otherwise shown on the Contract Documents.

9.j
June 22, 2026 Packet Pg. 315
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-60
SECTION 02200

EARTHWORK
Mott MacDonald Restricted

2.08 WATER FOR COMPACTION
Water used in compaction shall have a maximum chloride concentration of 500 mg/1 as measured by Caltrans Test 422, maximum sulfate concentration of 500 mg/l as measured by Caltrans Test 417, and shall have a pH of 7.0 to 9.0 as measured by ASTM G51. Water shall be free of organic materials injurious to the pipe coatings.

2.09 TOPSOIL MATERIAL
Topsoil material shall conform to the requirements of SSPWC Section 212-1.1.

2.10 GEOTEXTILE FABRIC
The geotextile shall be non-woven, needle punched construction, and consist of long-chain polymer fibers or filaments composed of polypropylene, polyethylene, or polyamide. The fibers and filaments shall be oriented into a stable network whereby they retain their positions with each other. The textile shall be free of any chemical treatment or coating which reduces permeability. The fabric shall be permeable, not act as a wicking agent, be inert to commonly encountered chemicals, be rot-proof, and resistant to ultraviolet light.

The geotextile fabric shall also conform to the following physical properties:

Property Test value Test method
Tensile strength 160 lb. (min.) ASTM D4632
Elongation at break 50% (max.) ASTM D4632
CBR Puncture strength 410 lb. (min.) ASTM D6241
Permittivity 1.4 sec-1 (min.) ASTM D4491
PART 3 – EXECUTION

3.01 CLEARING, GRUBBING AND STRIPPING
Clearing, grubbing and stripping, if any, shall be performed in accordance with Section 02050 Demolition, Abandonment and Removal.

3.02 GRADING AND STOCKPILING
A. The Contractor shall control grading in a manner to prevent water from running into excavations. Obstruction of surface drainage shall be avoided and means shall be provided whereby storm water flow is not interrupted in existing gutters, and other surface drains, or temporary drains. Storm water management plans shall be as specified in the Standard Specifications, General Conditions and Special Conditions of these Specifications. Material for backfill or for protecting excavation in public roads from surface drainage shall be neatly placed and kept shaped so as to cause the least possible interference with public travel. Free access must be provided to all fire hydrants, water gates, meters, and private drives. Stockpiling of excavated material is not allowed in the street right-of-way.

9.j
June 22, 2026 Packet Pg. 316
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-61
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
B. Finished grading at any point shall not vary more than 0.10 foot above or below the grade established by the Contract Documents.

3.03 STRUCTURE, ROADWAY, AND EMBANKMENT EXCAVATION
A. General: 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 completion of the work. The removal of said materials shall conform to the lines and grades shown or ordered. Unless otherwise provided, the entire construction site shall be stripped of all vegetation, debris, and all deleterious materials and such materials 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 for the removal or exclusion of water, including taking care of storm water, groundwater (dewatering if required), and wastewater reaching the site of the work from any source so as to prevent damage to the work or adjoining property. Excavations shall be sloped or otherwise supported in a safe manner in accordance with applicable State of California safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926), and the Contract Documents.

B. Structure excavation shall conform to the dimensions and elevations indicated on the Contract Documents for each structure including trenching for adjacent piping. In locations where soil of suitable bearing value is encountered at a different elevation from that indicated on the Contract Documents, the Engineer may direct in writing that the excavation be carried to elevations above or below those indicated on the Contract Documents. Excavation shall extend at least 24 inches from walls and footings to allow for placing and removal of forms, installation of services, and inspection. Undercutting will not be permitted.

C. Where a structure would be located partially on fill and partially on undisturbed native material, the entire area shall be over-excavated to a depth of 5 feet below the elevations indicated and re-compacted as directed in the tabulation in Article 3.11.E of this specification section.

D. Safe and suitable ladders that project 2 feet above the top of the trench shall be provided for all trenches greater than 4 feet in depth. A minimum of one ladder shall be provided for each 50 feet of open trench.

E. Excavation Beneath Structures and Embankments: Except where otherwise specified for a particular structure or ordered by the Engineer, excavation shall be carried to the grade of the bottom of the footing or slab. Where shown or ordered, areas beneath structures or fills shall be over-excavated. The subgrade areas beneath embankments shall be excavated to remove not less than the top 8 inches of native material and where such subgrade is sloped, the native material shall be benched. When such overexcavation is shown, both over- excavation and subsequent backfill to the required grade shall be performed by the Contractor. When such over-excavation is not shown on the plan and not specified but is ordered by the Engineer, such over-excavation and any resulting backfill will be paid for under a separate unit price bid item if such bid item

9.j
June 22, 2026 Packet Pg. 317
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-62
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
has been established and approved by the Engineer prior to commencing the work; otherwise payment will be made in accordance with a negotiated price. After the required excavation or over-excavation has been completed, the exposed surface shall be scarified to a depth of 8 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain the required relative compaction.

F. Excavation in Poor Soil: If excessively wet, soft, spongy, unstable, or otherwise unsuitable material, as determined by the Engineer, is encountered at the bottom of the excavation or the surface upon which the pipe bedding material is to be placed including the vertical sides of a specified pipe trench, the unsuitable material shall be removed to a depth as required by the Engineer, disposed of, and replaced with approved fill or bedding material. Removal and replacement of material so ordered shall be paid for by the City as "Extra Work" unless provided for in the Schedule of Prices. The Contractor shall maintain adequate dewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation or movement of water in the excavation. If the necessity for such additional excavation and material has been occasioned by an act or failure to act on the part of the Contractor, the Contractor shall bear the full expense of the additional excavation and backfill to the required depth.

G. Overexcavation: Where excavation is carried below the limits shown on the Contract Documents, adjustments shall be made as determined by the Engineer to meet requirements incurred by the deeper excavation beneath pipe or structure.

Overdepth excavation in such locations shall be rectified by backfilling with approved fill or bedding material or other means specified. Overexcavation not required by the Contract Documents or directed by the Engineer shall be rectified at the expense of the Contractor.

H. Excavation Beneath Paved Areas: Excavation under areas to be paved shall extend to the bottom of the aggregate base, if such base is called for; otherwise it shall extend to the paving thickness. After the required excavation has been completed, the exposed surface shall be scarified to a depth of at least 12 inches, brought to optimum moisture content, and rolled with heavy compaction equipment to obtain a minimum percent of compaction as directed in the tabulation in Article 3.11.E of this specification section.

I. Excavation Subgrade and Below Subgrade:

1. Excavate and shape subgrade to line, grade, and cross-section shown on Drawings.

Following receipt of written acceptance for the subgrade by the Engineer and local building official, compact the subgrade with approved equipment until the top 6-inches is compacted to 95 percent of maximum dry density at optimum moisture content as determined by ASTM D 1557, depending upon the appropriate zone or location of fill in accordance with the requirements of the tabulation in Article 3.11.E Compaction Requirements of this specification section. Remove all soft, loose, or otherwise unsuitable material and replace with suitable sandy material. The finished subgrade shall be firm, hard and unyielding. The subgrade shall be considered to extend over the

9.j
June 22, 2026 Packet Pg. 318
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-63
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
full width of the base course. Compaction shall extend 18 inches beyond the edge of paving, curb, or form.

2. Where the Engineer deems subgrade material to be unsatisfactory, excavation below subgrade will be required to such depths as necessary to remove the unsatisfactory material. Excavation below grade shall be of the same classification as that above it, provided it is removed in the same operation as the normal excavation. Special equipment or hand excavation may be required because of the presence of shallow utilities or other unforeseen conditions.

J. Notification of the Engineer: The Contractor shall notify the Engineer at least 2 working days in advance of completion of any structure excavation and shall allow the Engineer a review period of at least one day before the exposed foundation is scarified and compacted or is covered with backfill or with any construction materials.

3.04 PIPELINE AND UTILITY TRENCH EXCAVATION
A. Trench Width: the overall trench width shall be as depicted on the Contract Documents. Excavating and trenching shall be true to line so that the pipe is centered within the trench and a clear space of not more than as depicted on the Contract Documents. The largest outside diameter shall be the outside diameter of the bell, on bell and spigot pipe.

B. Limit of Open Trench: Except by express written permission of the Engineer, the maximum amount of open trench permitted in any one location shall be 500 feet, or the length necessary to accommodate the amount of pipe installed in a single day, whichever is less. All trenches shall be fully backfilled and base paved with the first course of pavement at the end of each day or, in lieu thereof, shall be covered by nonskid heavy steel plates adequately braced, secured with cutback, and capable of supporting vehicular traffic in those locations where it is impractical to backfill at the end of each day. Steel plating shall be in conformance with State Standards.

Overlapping plates shall be tack welded to mitigate traffic noise created. Steel plates located within the traveled way shall be limited to 100 feet at each location, unless otherwise approved by the City. Base paving finished to grade shall be flush with existing grade and finished smooth to create a smooth ride. The above requirements for backfilling or use of steel plate will be waived in cases where the trench is located further than 100 feet from any traveled roadway or occupied structure. In such cases, however, barricades and warning lights meeting OSHA requirements shall be provided and maintained. The maximum working length allowed without the first course of pavement is 500 feet unless approved in advance by the Engineer.

Contractor shall comply with all permit requirements.

C. Trench Bottom: The bottom of the trench shall be excavated uniformly as shown on the Contract Documents. The pipe bedding shall be placed on the trench bottom and shall be given a final trim, using a string line for establishing grade, such that each pipe section when first laid will be continually in contact with the pipe bedding along the extreme bottom of the pipe. Trench bottom raked by toothed excavators is not

9.j
June 22, 2026 Packet Pg. 319
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-64
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
acceptable.

D. Trench Over-Excavation: Where the Contract Documents indicate that trenches shall be over- excavated, they shall be excavated to the depth shown, and then backfilled to the grade of the bottom of the pipe.

E. Excavation in Poor Soil: If excessively wet, soft, spongy, unstable, or otherwise unsuitable material, as determined by the Engineer, is encountered at the bottom of the excavation or the surface upon which the pipe bedding material is to be placed including the vertical sides of a specified pipe trench, the unsuitable material shall be removed to a depth as required by the Engineer, disposed of, and replaced with approved fill or bedding material. Removal and replacement of material so ordered shall be paid for by the City as "Extra Work" unless provided in the schedule of prices. The Contractor shall maintain adequate dewatering procedures to ensure that an otherwise stable foundation will not be rendered unfit due to accumulation or movement of water in the excavation. If the necessity for such additional excavation and material has been occasioned by an act or failure to act on the part of the Contractor, the Contractor shall bear the full expense of the additional excavation and backfill to the required depth.

F. Where pipelines are to be installed in embankment or structure fills, the fill shall be constructed to a level at least one foot above the top of the pipe before the trench is excavated.

G. Obtain the Engineer’s approval before beginning excavation. Complete clearing and grubbing prior to the start of trenching. Do not permit excavated materials to cover brush or trees prior to disposal.

3.05 OVER-EXCAVATION NOT ORDERED, SPECIFIED, OR SHOWN
Any over-excavation by the Contractor carried below the grade not ordered, specified, or shown, shall be backfilled to the required grade with the specified material and compaction. Such work shall be performed by the Contractor at his own expense.

3.06 EXCAVATION IN VICINITY OF TREES
Except where trees are shown to be removed, trees shall be protected in place per the Article 8 “Protection of Trees” of the Special Provisions. The Contractor shall replace all trees that die that are shown on the Contract Documents as being protected in place.

3.07 DISPOSAL OF EXCESS EXCAVATED MATERIAL
A. The Contractor shall remove and legally dispose of all excess excavated material to a site selected by the Contractor and reviewed by the Engineer. All incurred expenses including soil handling, transportation and tipping fees, if applicable, shall be borne by the Contractor.

B. Unsuitable material shall be defined as material containing excessive amounts of organic matter, peat, blue clay, trash or debris; or as designated by the Engineer; or debris produced by clearing, grubbing, and demolition of existing structures,

9.j
June 22, 2026 Packet Pg. 320
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-65
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
pavement, or pipe; or soil classified by test method ASTM D2486 as groups OL, CH, MH, OH or PT; or not meeting the grading or classification specified for the work.

C. Excess unsuitable and surplus materials shall be kept separated from materials of other Contractors working in the same area. All excavated soil shall be off-hauled immediately; no trench excavation material shall be stored on-site or used as trench backfill. It shall be the Contractor’s responsibility to dispose of trench excavations off-site in a safe and legal manner at a site approved in writing by the engineer prior to start of excavations.

Contractor shall be responsible for disposal of trench excavation material at Class II and III landfills or disposal sites as approved by the Engineer. Contractor shall be responsible for all necessary testing of excavated soils prior to disposal and its associated costs.

D. Refer to General Provisions Section 9.12 (a) and (i) for additional requirements of disposal of contaminated soils and groundwater.

3.08 PROTECTION OF SUBGRADE
A. After preparing the subgrade as specified, all traffic on the subgrade shall be avoided.

Should it be necessary to haul over the prepared subgrade, the Contractor shall drag and roll the traveled way as frequently as may be necessary to remove ruts, cuts, and breaks in the surface. All cuts, ruts, and breaks in the surface of the subgrade that are not removed by the above operations shall be raked and hand tamped. All equipment used for transporting materials over the prepared subgrade shall be equipped with pneumatic tires.

B. Continued use of sections of prepared subgrade for hauling, so as to cut up or deform it from the true cross-section, will not be permitted. The Contractor shall protect the prepared subgrade from all traffic.

C. The Contractor will be required to plank the subgrade before hauling materials or equipment over it.

D. The subgrade shall be maintained in the finished condition until placement of the next succeeding feature.

E. The Engineer has the right to test the reworked subgrade and approve or disapprove the subgrade depending on its condition.

3.09 BACKFILL – GENERAL
A. Backfill consists of the preparation and placement of materials for structural foundations, pipeline bedding, backfill for excavations and fill for roadways and embankments. In public rights-of-way, the requirements of the local agency having

9.j
June 22, 2026 Packet Pg. 321
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-66
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
jurisdiction shall take precedence over these Specifications.

B. Backfill shall not be dropped directly upon any structure or pipe. Backfill shall not be placed around or upon any structure until the concrete has attained specified strength to withstand the loads imposed.

C. Material used in the work shall be uniform and shall contain no trash, wood, vegetation, sludge, peat and no rocks or clods larger than the size allowed by the Contract Documents. No material greater than 4 inches in any dimension shall be placed within 1 foot of any pipe, manhole or structure. Excavated material and material from borrow sites may be used where they meet the requirements of the Contract Documents.

Blending or other processing may be necessary before a material is acceptable to the Engineer. Borrow sites shown on the Plans shall be excavated within the limits indicated. All costs for testing, processing and transporting materials are included in the Contract price.

D. Except for drainrock materials being placed in over-excavated areas or trenches, backfill shall be placed after all water is removed from the excavation.

E. Where pipelines are installed on grades exceeding 4 percent, and where backfill materials are graded such that there is less than 10 percent passing a Number 4 sieve, soil cement trench plugs shall be provided at minimum intervals of 200 feet.

3.10 PLACING AND SPREADING OF BACKFILL MATERIALS
A. Backfill materials shall be carefully placed, leveled and compacted in horizontal layers of the depth specified in the Contract Documents. When compaction is achieved using mechanical equipment the layers shall be evenly spread in loose lifts not exceeding 8 inches in thickness so that when compacted each layer shall not exceed 6 inches in thickness. Each layer of fill material shall cover the length and width of the area to be filled before the next layer of material is placed. The moisture content of the material shall be controlled and water shall be applied as necessary to achieve the specified compaction at optimum moisture content and for the prevention of dust nuisance. No fill or rock shall be placed on standing water in any excavation.

B. Fill under Structures: The fill under structures, including fill to replace unsuitable material removed below the specified excavation or unauthorized over-excavation, shall be constructed in horizontal layers of select material not to exceed 8 inches in depth, or if under footings, the heights of the walls or footings shall be increased, or space shall be refilled with concrete at the expense of the Contractor, as may be directed by the Engineer. Any fill material used shall be compacted to a minimum relative compaction as directed in the tabulation in Article 3.11.E of this specification section.

C. Where the underlying soil has been disturbed by any activity, such as clearing and grubbing, it shall be compacted to a minimum relative compaction as directed in the tabulation in Article 3.11.E of this specification section before placing any fill.

D. Structural Backfill: All backfill around structures shall be made with select material

9.j
June 22, 2026 Packet Pg. 322
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-67
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
or imported sand compacted up to the street zone to the required percent of maximum dry density at optimum moisture content as determined by ASTM D 1557, depending upon the appropriate zone or location of fill in accordance with the requirements of the tabulation in Article 3.11.E Compaction Requirements of this specification section. Compaction shall be performed in horizontal layers not to exceed 8 inches in depth. No backfill shall be placed against concrete structures until the 28-day concrete strength has been reached as specified.

E. 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.

F. 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 achieved.

G. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried until the moisture content is satisfactory, at or slightly above optimum moisture content.

3.11 COMPACTION OF FILL, BACKFILL, AND EMBANKMENT MATERIALS,

INCLUDING PIPELINE WORK
A. Each layer of fill shall be mechanically compacted using proper compaction equipment (not rubber tire or wheel rolling) to the specified percentage of maximum dry density at optimum moisture content. 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.

B. The backfill shall be placed in horizontal layers of the specified depths or of such depths approved by the Engineer and compatible with the compacting equipment being used and the backfill material being placed. In no case shall any layer exceed 8 inches in thickness during compaction efforts. Each layer shall be evenly spread, properly moistened, or dried as necessary and compacted to the specified relative compaction.

Any damage or displacement to pipes or structures as a result of the Contractor’s operation shall be repaired or replaced at the Contractor’s expense.

C. Flooding, ponding, or jetting shall not be used to densify any fill materials with the exception of holes remaining from the extraction of H-beams, plates and piles or otherwise approved by the Engineer.

D. Equipment weighing more than 10,000 pounds shall not be used closer to walls than a horizontal distance equal to the depth of the fill at that time, but not less than 5 feet. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.

E. Compaction Requirements: The following compaction test requirements shall be in accordance with ASTM D 1557. Where agency or utility company requirements

9.j
June 22, 2026 Packet Pg. 323
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-68
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
govern, the highest compaction standards shall apply.

Location or Use of Fill Percentage of Maximum Density
Pipe zone backfill of bedding material and over-excavated zones 90 under bedding
Trench zone backfill material 95
Street zone backfill of compacted sub base and base material 95 Street zone final backfill, not beneath paved areas or structures 95 Street zone backfill of compacted aggregate base material 95 Embankments, not beneath paved areas or structures 85
Embankments, beneath paved areas or structures 95
Backfill beneath structures, hydraulic structures 95
Backfill around structures, on reservoir or structure roof 95

3.12 SIDEWALK, PAVEMENT, AND CURB REMOVAL AND REPLACEMENT A. The Contractor shall sawcut all bituminous and concrete pavements with a pavement saw prior to excavating the trenches. Width and depth of the pavement cut shall be in accordance with Section 02500, Asphalt Concrete Paving. Haul pavement and concrete materials from the site. Do not use for trench backfill.

B. Asphalt and paving shall be replaced in conformance with Section 02500, Asphalt Concrete Paving for all other areas and the requirements of the local agencies having jurisdiction.

3.13 TRENCH WIDTHS
Minimum and maximum trench widths in the pipe zone shall be as shown on the Contract Documents.

3.14 DEWATERING
A. Not used.

B. Provide and maintain means and devices to remove and dispose of all water from any source entering the trench excavation during the time the trench is being prepared for the pipe laying, during the laying of the pipe, and until the backfill at the pipe zone has been completed. These provisions shall apply during day as well as night hours. Dispose of the water in a manner to prevent damage to adjacent property and in compliance with NPDES requirements. Do not drain trench water through the pipeline under construction. Do not allow groundwater to rise around the pipe until backfilling is completed.

C. The Contractor shall take all necessary precautions to prevent the pipe from floating due to water entering the trench from any source. The Contractor shall assume full responsibility for any damage due to floating and shall pay for and perform the work required to restore and replace the pipe to its specified condition and grade.

3.15 LOCATION OF EXCAVATED MATERIAL

9.j
June 22, 2026 Packet Pg. 324
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-69
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
During trench excavation, place the excavated material only within the working area and beyond a 1:1 plane drawn upward from the lower of the base of shoring or excavation. Do not obstruct any roadways or streets. Conform to federal, state, and local codes governing the safe loading of trenches with excavated material.

3.16 LENGTH OF OPEN TRENCH
Refer to Section 02200-3.04-B.

3.17 FOUNDATION STABILIZATION
A. After the required excavation has been completed, the Engineer will inspect the exposed subgrade to determine the need for any additional excavation. It is the intent that additional excavation is conducted in all areas within the influence of the pipeline where unacceptable materials exist at the exposed subgrade. Overexcavation shall include the removal of all such unacceptable material that exists directly beneath the pipeline to a width 24 inches greater than the pipe outside diameter and to the depth required. Backfill the trench to subgrade of pipe base with rock refill material for foundation stabilization. Place the foundation stabilization material over the full width of the trench and compact in layers not exceeding 6 inches deep to the required grade.

B. Rock refill used by the Contractor for his convenience will not receive any additional payment.

3.18 CONCRETE FOR BELOW GROUND INSTALLATION
The Contractor shall encase pipe with concrete to the line and dimensions indicated or place concrete between the undisturbed ground and the pipe or fittings to be restrained or supported. Quantity or bearing area of the concrete against the undisturbed ground shall be as shown on the Standard Drawings, Plans, or as directed by the City. Provide temporary support on the pipe, fittings, or valves until the concrete has obtained a 2-day cure. Place concrete such that the pipe joints, fittings, or valves are accessible for repairs. Vibrate the concrete during placement to eliminate honeycombing. Backfilling of the trench adjacent to the concrete will not be allowed until at least 3 days after placement or until the hydration process has produced a concrete that is hard enough to be self-supporting. Allow concrete to cure for at least 7 days prior to subjecting the concrete to pipeline pressure.

3.19 TRENCH BACKFILLING
A. Place the specified thickness of pipe bedding material over the full width of trench.

Grade the top of the pipe bedding ahead of the pipe laying to provide firm, uniform support along the full length of pipe.

B. After pipe has been laid, place pipe zone material simultaneously on both sides of the pipe, keeping the level of backfill the same on each side. Carefully place the material around the pipe so that the pipe barrel is completely supported to 45 degrees each side of the pipe invert and so that no voids or uncompacted areas are left beneath the pipe.

9.j
June 22, 2026 Packet Pg. 325
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-70
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
Use particular care in placing material on the underside of the pipe to prevent lateral movement during subsequent backfilling.

C. Compact material placed within 24 inches of the outer surface of the pipe by hand tamping only. Do not use any axle-driven or tractor-drawn compaction equipment until 3 feet of fill has been placed over the top of pipe.

D. Push the backfill material carefully onto the backfill previously placed in the pipe zone.

Do not permit free fall of the material until at least 2 feet of cover is provided over the top of the pipe. Do not drop sharp, heavy pieces of material directly onto the pipe or the tamped material around the pipe.

E. Backfill of trench above the pipe zone shall not proceed until the required compaction in the pipe zone has been verified and accepted by the Engineer.

F. When backfilling around existing utilities, for pipelines sizes 6-inch through 42-inch the following materials may be used in each zone unless noted otherwise:

Zone Allowable Material
Pavement Refer to Section 02500, Asphalt
Concrete Paving
Street Sand Cement Slurry
Imported Sand
Native Materials meeting the
requirements of this Section
Trench Within pipe zone, Class II aggregate
base
Sand Cement Slurry
Imported Sand
Native Earth Backfill meeting the
requirements of this Section
Trench stabilization of trench bottom
meeting the requirements of this Section
Pipe
Within pipe zone, Class 1 bedding
Geotextile material
Pipe Bedding Within pipe zone, Class 1 bedding
G. All backfill within 24 inches of a valve or manway shall be imported sand.

3.20 BACKFILL COMPACTION
A. Compact backfill to the specified relative compaction. Compact by using mechanical compaction or hand tamping. Do not use high impact hammer-type equipment. Do not use plate compaction equipment on hydraulic excavators.

9.j
June 22, 2026 Packet Pg. 326
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-71
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
B. Compaction by jetting is generally not allowed for trench zone, but may be allowed for pipe and bedding zones in specific instances in areas approved by the City. Only imported sand materials backfilled in areas where foundation material is suitable will be allowed to be jetted.

C. Backfill by wet or dry jetting is explicitly not allowed.

D. On slopes too steep and trenches with inadequate drainage to consolidate backfill effectively, as determined by the Owner, the backfill shall be compacted by mechanical means.

E. Do not use any axle-driven or tractor-drawn compaction equipment within 5 feet of building walls, foundations, and other structures.

3.21 TESTING FOR COMPACTION
A. Tests specified below shall be performed by an engineer approved certified soil testing lab during the progress of the work to determine compliance with the compaction requirements specified herein, and the Contractor shall cooperate on the making of such tests by providing the labor and equipment necessary to obtain said tests at the required depth and allowing a reasonable time therefor.

B. Additional testing by the City may be performed for verification that contract requirements are being met and is not for Contractor's quality control. T h e Contractor is responsible for adequacy of all backfill materials meeting contract requirements.

1. Determine the density of soil in place by the sand cone method, ASTM D1556 or by nuclear methods, ASTM D2922 and ASTM D3017.

2. Determine laboratory moisture- density relations of soils by ASTM D1557.

3. Determine the relative density of cohesionless soils by ASTM D4253 and ASTM D4254.

4. Sample backfill materials by ASTM D75.

C. The number of tests (depth and intervals) shall comply with the requirements of the pertinent permit. If there is no permit, or if the permit does not specify, the following shall be used.

1. For the pipe bedding zone, pipe zone, trench zone, and street zone, collectively 1 test for every 4-feet or fraction thereof of depth for every 250 feet of trench length. Backfill depth is from the bottom of the trench to the bottom of the pavement zone.

2. For the pavement zone (aggregate base), 1 test for every 500 feet of trench length.

9.j
June 22, 2026 Packet Pg. 327
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-72
SECTION 02200

EARTHWORK
Mott MacDonald Restricted

3. For pit type excavations, at least 1 test within the pipe bedding shall be taken.

In addition, at least 1 test for every 5 vertical feet shall be taken.

D. "Relative compaction" is the ratio, expressed as a percentage of the in place dry density to the laboratory maximum dry density.

E. Any test falling below the specified relative compaction shall be deemed not to comply with the specifications. The area should be reworked and/or rerolled until all tests in the area meet the specified relative compaction.

F. Where compaction tests indicate a failure to meet the specified compaction, the Contractor shall take additional tests every 50 feet in each direction until the extent of the failing area is identified. Rework the entire area between locations that have passed the tests until the specified compaction has been achieved. The Contractor shall pay the actual cost of all soil retests.

G. The Contractor shall submit one or several procedures for the placement of backfill to achieve the required compaction. A test section shall be selected at the beginning of the project to experiment with proposed compaction procedures, using the equipment the Contractor plans to use on the project. Based on the results of the test section, one of the procedures may be used on the project. The procedures shall define maximum lift thickness and number of passes of the compaction equipment.

H. Periodic monitoring: refer to General Provisions Sections 4.22 and 6, for testing responsibilities.

3.22 DISPOSAL OF EXCESS MATERIAL
Excess site excavated or wasted material shall be disposed of offsite on a timely basis by the Contractor at his expense. No prearranged disposal site or related permits have been determined or secured by the City.

3.23 PERMITS
Refer to General Provisions Section 4 and Special Provisions Sections 11 “Caltrans Encroachment Permit”, for related permit information.

3.24 DIGALERT
The Contractor shall contact DigAlert (811) a minimum of three (3) days prior to any excavation.

3.25 OTHER AGREEMENTS
The Contractor shall obtain all required agreements with owners of utilities within 24-inches of this work in compliance with California law.

3.26 HARD ROCK EXCAVATION

9.j
June 22, 2026 Packet Pg. 328
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-73
SECTION 02200

EARTHWORK
Mott MacDonald Restricted
Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions.

3.27 NATURALLY OCCURING ASBESTOS
Refer to Article 30 “Geotechnical Report and CCTV Video” of the Special Provisions. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 329
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-74
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
Mott MacDonald Restricted
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
PART 1 - GENERAL

1.01 SUMMARY
A. This Section includes design and construction parameters for the Contractor-designed temporary shoring as necessary for trenches or manhole structures.

B. Shoring refers to providing all components of the excavation support system, including, but not limited to, bracing, steel soldier piles or sheet piles, struts, wales, or any other support including internal bracing, where applicable. Use other methods of support only when approved by the Engineer. Shoring shall be designed, provided, maintained, and where applicable, removed by the Contractor, in accordance with this Section and the Contract Documents.

C. As required by Section 6705 of the California Labor Code and in addition thereto, whenever work under the contract involves the excavation of any trench or trenches five (5) feet or more in depth, including temporary construction pits and manhole excavations, the Contractor shall submit to the Engineer a detailed plan showing the design of shoring, bracing, sloping, or other provisions to be made for worker protection from the hazard of caving ground during the excavation of such trench or trenches. If such plans vary from the shoring system standards established by the Construction Safety Orders of the Division of Industrial Safety, in Title 8, Subchapter 4, Article 6, California Code of Regulations, the plans shall be prepared and signed by a registered civil or structural engineer employed by the Contractor.

D. Shoring system plans for trenches or manhole structures in excess of five (5) feet or more in depth shall be prepared and signed by a civil or structural engineer, registered in California and employed by the Contractor. All costs therefore shall be included in the bid price named in the contract for completion of the work as set forth in the Contract Documents.

E. Nothing in this Section shall be deemed to allow the use of a shoring, sloping or other protective system less effective than that required by the Construction Safety Orders.

Nothing in this Section shall be construed to impose tort liability on the City, Design Consultant, or any of their officers, agents, representatives, or employees.

F. Horizontal strutting below the barrel of a pipe and the use of pipe as support are not acceptable.

G. The sheeting, shoring, and bracing system shall be designed and constructed to meet all of the following minimum performance requirements:

1. Protect personnel that enter excavations.

9.j
June 22, 2026 Packet Pg. 330
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-75
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
Mott MacDonald Restricted

2. Assure worker safety and optimal conditions for pipe installation.

3. Protect adjacent existing utilities, pipelines, pavements, and structures.

4. Installation of support system shall not cause settlement or heave of the ground surface nor produce construction vibrations that could damage adjacent utilities or structures.

5. Prevent lateral movement of excavation walls and associated loss of adjacent ground support and adjacent ground lateral shifting/settlement.

6. Prevent heaving of the excavation bottom.

7. When removal is permitted, allow for the removal of support system in a manner that does not damage the pipeline, cause settlement or heave of the ground surface, nor produce construction vibrations that cause damage to adjacent utilities or structures.

H. Related Sections:

1. SECTION 02200, EARTHWORK

2. SECTION 02701, PRECAST CONCRETE STRUCTURES

3. SECTION 15050, GENERAL PIPING

1.02 REFERENCE
A. City of San Carlos: Standard Specifications and Details (latest edition).

B. CAL/OSHA and OSHA
C. Title 8, Construction Safety Orders, Section 15041.1, Requirements for Protective Systems, Appendix A

1.03 SYSTEM DESCRIPTION
A. Design Requirements:

1. Design and construct the shoring system in accordance with all applicable codes, and in accordance with the specific requirements described herein.

2. At all times furnish, install, and maintain sufficient shoring and bracing in trenches and pits to insure safety of the workmen and to protect and facilitate the work. System shall be designed and constructed in accordance with the Contract Documents. The Contractor shall:
a. Design each member or support element to support the maximum lateral earth pressures, hydrostatic pressures, lateral loads from traffic, construction equipment, and spoils loads that can occur during construction with appropriate safety factors.
b. Design the support system to prevent raveling, running, and flowing of excavation walls and associated loss of adjacent ground and adjacent

9.j
June 22, 2026 Packet Pg. 331
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-76
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
Mott MacDonald Restricted
ground surface settlement or existing trench material at utility crossings. Design the support system to retain non-cohesive granular soils subject to raveling, flowing, and/or running upon vibration from construction equipment including compaction of backfill. c. Prevent heave and/or piping (boiling) of the excavation bottom.

d. Design excavation support systems in accordance with all CAL/OSHA, and OSHA, requirements.
e. Take into account all surcharge loadings. Surcharge loadings can be due to such items as material or soil stockpiles, sloping ground adjacent to shoring, and adjacent building foundations. Contractor shall assure that his assumed conditions and loadings are not exceeded in the field during construction.
f. Design shoring to withstand any construction loading. g. The design of shoring shall conform to accepted engineering practice in this field. The Engineer’s approval of the Contractor’s plans and methods of construction does not relieve the Contractor of his responsibility for the adequacy of this support.

B. Performance Criteria:

1. The Contractor shall be solely responsible for, and bear the sole burden of cost for, any and all damages resulting from improper shoring or failure to shore.

2. The safety of workmen, the protection of adjacent structures, property and utilities, and the installation of adequate supports for all excavations shall be the sole responsibility of the Contractor.

3. The design, planning, installation, (and removal, if required) of all shoring shall be accomplished in such a manner as to maintain stability of the required excavation and to prevent movement of soil and rock that may cause damage to adjacent shoring systems, structures and utilities, damage or delay the work, or endanger life and health.

1.04 SUBMITTALS
A. Shop Drawings:

1. Submit plans for shoring to the Engineer for review at least ten (10) working days prior to commencement of work. No excavations shall be started until the Engineer has reviewed the Contractor’s shoring design. The shoring and bracing system plans shall be in accordance with the Contract Documents and to permit the Engineer to review the overall completeness and effectiveness of the proposed system. Review of the shoring and bracing plans by the Engineer in no way relieves the Contractor of complete responsibility for providing effective and safe shoring and bracing of the construction area and/or pipeline

9.j
June 22, 2026 Packet Pg. 332
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-77
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
Mott MacDonald Restricted
under construction. Shoring and bracing submittals shall demonstrate coordination with the dewatering method and submittal.

2. Include:
a. Design assumptions, analyses, calculations, and information on Contractor’s proposed method of installation (and removal, if required) of all shoring. The design and calculations shall be performed by, sealed by and signed by a professional engineer registered in the State of California and experienced in the design of earth retaining structures. b. The maximum design load to be carried by the various members of the support system.
c. Detailed excavation support drawings, showing all pertinent dimensions, spacings, and relationships among the components of the shoring, as well as construction sequence and scheduling. d. The method of bracing.
e. The full excavation depth and depth(s) below the main excavation to which the support system will be installed.
f. Detailed sequence of construction and bracing removal and backfilling. g. Detailed drawings and descriptions of the method to be used by the Contractor to monitor shoring and adjacent ground/structure movements.
h. Demonstrate coordination with interior (sump pumps) and exterior (dewatering wells) dewatering methods and dewatering submittal. i. Calculations demonstrating that shoring has been designed for hydrostatic pressures if external dewatering wells are not planned to fully draw down the groundwater level behind the shoring to a minimum of 3 feet below the excavation bottom.

B. Quality Control Submittals:

Submit proof of experience and qualifications required in this Section.

C. Permits:

Contractor shall have up to date CAL/OSHA annual/construction activity permit for Trench and Excavation construction.

1.05 QUALITY ASSURANCE
A. Work of this Section shall be performed by an individual or firm of established reputation (or, if newly organized, whose personnel have previously established a reputation in the same field) for at least five (5) years, which is regularly engaged in, and which maintains a regular force of workmen skilled in design, installation and maintenance of shoring.

9.j
June 22, 2026 Packet Pg. 333
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-78
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
Mott MacDonald Restricted
B. All welding shall be done by skilled welders, welding operators, and tackers who have had adequate experience in 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; unless having been continuously employed in similar welding jobs since last certification. Machines and electrodes similar to those used in the work shall be used in qualification tests. The Contractor shall furnish all material and bear the expense of qualifying welders.

1.06 PROJECT CONDITIONS
A. Existing Ground and Groundwater Conditions:

Contractor shall refer to reference information included in the Geotechnical Investigation Report regarding the geotechnical conditions at the sites, see Section 02200-1.4.

B. Existing Utilities:

Contract Drawings do not show all utilities. Contractor shall notify the Underground Service Alert (USA) and field-check locations of utilities prior to commencing work.

The Contractor shall protect any overhead wires and any sewer, water, gas, electric or other pipelines or conduits uncovered during work from damage caused by the work of this contract.

1. Where utilities are anticipated or encountered unexpectedly, excavate by hand or other excavation methods acceptable to the utility owner.

2. If existing utilities identified interfere with Contractor’s proposed method of support, any required modification or relocation shall be performed at no additional cost to the City.

PART 2 - PRODUCTS
To be selected by the Contractor within the guidelines described in this Section.

PART 3 - EXECUTION

3.01 EXAMINATION
In accordance with Title 8, Construction Safety Orders, Section 15041.1, “Requirements for Protective Systems, Appendix A”, “Each soil and rock deposit shall be classified by a competent person as Stable Rock, Type A, Type B, or Type C.” A ‘Competent Person’ is one who is capable of identifying existing and predictable hazards in the surroundings, or working conditions which are unsanitary, hazardous, or dangerous to employees, and who has authorization to take prompt corrective measures to eliminate them.” A. Verify Surface Conditions and utility locations. Protect utilities and improvements, as called for in the Contract Documents, or required by the Utility Company(s).

B. Verify field measurements indicated on Contract Documents.

C. Verify layout of work before beginning installation.

9.j
June 22, 2026 Packet Pg. 334
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-79
SECTION 02350

EXCAVATION SUPPORT SHORING AND BRACING
Mott MacDonald Restricted

3.02 EXCAVATION
A. Protect or repair utilities damaged by operations of this Section. Protect adjacent structures and property from damage and disfiguration.

B. Provide necessary groundwater control and drainage for trenches and manhole structures in accordance with the Contract Documents. Contractor should expect that dewatering will be required to allow placement of shoring in soil under “dry” conditions and to prevent flowing, raveling, or running of soil, prior to shoring placement.

C. The methods of constructing the temporary shoring are at the option of the Contractor and subject to review by the Engineer. Excavations shall be made to the lines, grade, and dimensions shown on the Contractor’s Shop Drawings. If the excavation is found to be deviating from the true lines and grade, the Contractor shall immediately make the necessary changes in operation to bring the operation back to the correct position.

Any excess deviation beyond that specified herein shall be remedied by the Contractor at their own expense.

D. All materials encountered shall be regarded as unclassified and shall be excavated, regardless of the nature thereof, and all excavated material must be removed and disposed of as described in the Contract Documents.

E. Complete excavation in such manner as to provide adequate support at all times to adjacent conduits, structures, or roads and so as to offer no hazard to train, truck or automobile operations. Bracing and shoring shall be substantial and safe, and all work shall be done in full conformity and subject to the inspection of all affected parties. If and when required and to the degree necessary, the Contractor shall provide additional support as may be necessary at no additional cost.

F. Take every precaution to prevent the entry of water, mud and foreign matter into the excavation at all times. It is the intention of these Specifications that all construction work described herein shall be carried out under dry conditions. The Contractor shall promptly and continuously control water inflow and dispose of all water from any source that may accumulate in the excavation. This shall include all necessary pumping, bailing, draining and sedimentation prior to discharge.

G. Any and all excess excavation or over-excavation performed by the Contractor for any purpose or reason, except as may be ordered in writing by the City, shall be at the expense of the Contractor. Any damage done to the work by the Contractor’s operations shall be repaired by and at the expense of the Contractor and in a manner approved by the Engineer.

H. Excavate only as much as can safely stand unsupported prior to installing shoring, but in no case more than 4 feet shall be left unsupported at any time. Install lagging immediately after excavation.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 335
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-80
SECTION 02500

ASPHALT CONCRETE PAVING
Mott MacDonald Restricted
SECTION 02500

ASPHALT CONCRETE PAVING
PART 1 - GENERAL

1.01 SUMMARY
A. This Section addresses the installation of asphalt concrete for roadways in which pipeline construction is performed, as required in these Contract Documents. Other roadway or pavement areas requiring asphalt concrete as indicated on the Contract Drawings or to be determined later, shall also be governed by these specifications.

B. Related Sections:

1. SECTION 02200, EARTHWORK

1.02 REFERENCES
A. City of San Carlos:

1. Standard Specifications and Details (latest edition).

B. American Society for Testing and Materials (ASTM):

1. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates.

2. ASTM D1557 - Moisture-Density Relations of Soils and Soil-Aggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

3. ASTM D2041 – Standard Test Method for Theoretical Maximum Specific Gravity and Density of Bituminous Paving Mixtures.

4. ASTM D2172 - Quantitative Extraction of Bitumen from Bituminous Paving Mixtures.

5. ASTM D2995 – Determination of Distributor Spread Rate C. State of California, Department of Transportation (Caltrans), latest edition unless otherwise noted:

1. California Test Method 304 – Method of Preparation of HMA for Test Specimens.

2. State Standard Specifications Sections 25, 26, 39, 92 and 94 (2024 edition)

1.03 SUBMITTALS
A. Submit the following in accordance with the Contract Documents.

9.j
June 22, 2026 Packet Pg. 336
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-81
SECTION 02500

ASPHALT CONCRETE PAVING
Mott MacDonald Restricted

1. Job-mix formula for each type of asphaltic concrete fourteen (14) days before asphalt concrete placement. Ensure formula is within the specified design range.

2. Copies of weighmaster's certificates or certified delivery tickets for each truck load of material.

B. Certificates:

1. Aggregates for base course and asphalt concrete.

2. Asphalt cement.

3. Liquid asphalt.

4. Asphaltic emulsion.

5. Paint.

1.04 QUALITY ASSURANCE
Materials and workmanship specified herein with the referenced State Standard Specifications shall be in accordance with the referenced articles, sections and paragraphs of the Standard, except that contractual and payment provisions do not apply.

1.05 TESTING
Testing will be conducted by the Contractor to determine compliance with the specified degree of compaction and moisture content.

1.06 ENVIRONMENTAL CONDITIONS
Install hot mix asphaltic concrete in accordance with City of San Carlos Standard Details and Standard Specifications.

1.07 EQUIPMENT
Mixing Plant and Construction Equipment shall comply with Section 39 of State Standard Specifications.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Aggregates:

1. Base Course: In accordance with Section 26 of State Standard Specifications, Class 2, 3/4-inch maximum size gradation.

2. Asphalt Concrete: In accordance with Section 39 of the State Standard Specifications, Type A, 3/4-inch maximum, coarse gradation.

9.j
June 22, 2026 Packet Pg. 337
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-82
SECTION 02500

ASPHALT CONCRETE PAVING
Mott MacDonald Restricted

3. Asphalt Concrete Surface Course: In accordance with Section 39 of the State Standard Specifications, Type A, 1/2-inch maximum, coarse gradation B. Asphalt Materials:

1. Asphalt Cement: In accordance with Section 92 of State Standard Specifications, PG 64-10.

2. Liquid Asphalt: In accordance with Section 93 of State Standard Specifications, Grade SC-70.

3. Asphaltic Emulsion: In accordance with Section 94 of State Standard Specifications, Grade SS-1h.

4. Asphalt Concrete Surface Course: Asphalt concrete shall be hot mix and conform to Section 39-2.02 of State Standard Specifications. Asphalt Binder shall be viscosity graded asphalt in accordance with Section 92 of the State Standard Specifications.
a. All streets:
1) Aggregate: Type A, 1/2-inch maximum, coarse gradation.

2) Asphalt Binder: PG 64-10.
3) Asphalt binder mixed with aggregate shall be such that the air void content of the resulting asphalt concrete shall be not less than 3 percent or more than 5 percent.
4) Stabilometer value as determined by California Test Method No. 366 shall be 38 minimum.

PART 3 - EXECUTION

3.01 PREPARATION
A. Subgrade:

1. Requirements for subgrade are specified in Section 02200, Earthwork.

2. Prior to construction of base course, clean previously constructed subgrade or subbase of foreign substances.

B. Asphalt Concrete Preparation:

1. Uniformly mix mineral aggregate with bituminous material in a central plant in accordance with Section 39 of State Standard Specifications.

2. The percentage of asphalt cement binder shall be between five and seven percent.

9.j
June 22, 2026 Packet Pg. 338
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-83
SECTION 02500

ASPHALT CONCRETE PAVING
Mott MacDonald Restricted

3.02 INSTALLATION
A. The Contractor shall place final asphalt concrete following completion of the Work at each project site and with approval from the City.

B. Base and Subbase Course Installation:

1. Place aggregate base in accordance with requirements of Sections 25 and 26 of State Standard Specifications.

2. Grade and compact in 3-inch layers to at least ninety-five percent (95%) of maximum density, ASTM D 1557 Method D.

3. Maintain base course in proper condition until asphaltic concrete is in place, including drainage, rolling, shaping, and watering.

4. Maintain sufficient moisture at the surface to prevent a dusty condition by light sprinkling with water.

5. Recondition, reshape, and recompact areas of completed base course damaged by freezing in accordance with the specified requirements.

C. Prime Coat:

1. Prior to application of asphaltic concrete, apply a prime coat.

2. Apply by pressure distributors.

3. Allow sufficient time before placing asphalt concrete to permit prime coat to penetrate base.
a. Liquid Asphalt Application: Apply liquid asphalt on prepared compacted base in accordance with Section 39 of State Standard Specifications.
b. Asphalt Emulsion Application: Apply emulsion at a rate of 0.10 gallon per square yard.

D. Tack Coat - Apply asphaltic emulsion to the existing pavement surfaces in accordance with Section 39-4 of State Standard Specifications.

E. Asphalt Concrete Installation:

1. Placing - Deliver bituminous mixtures to the roadbed at temperatures specified in Section 39 of State Standard Specifications. Spread in accordance with Section 39-6 of State Standard Specifications.

2. Compaction - Initial or breakdown rolling and the final rolling of the uppermost layer of the asphalt concrete shall be in accordance with Section 39 of State Standard Specifications. Compaction by vehicular traffic shall not be permitted.

9.j
June 22, 2026 Packet Pg. 339
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-84
SECTION 02500

ASPHALT CONCRETE PAVING
Mott MacDonald Restricted

3. Joining Pavement - Carefully make joints between old and new pavements and of successive days' work in such manner as to ensure a continuous bond between old and new sections of the course. Expose and clean edges of existing pavement. Cut edge to straight, vertical surfaces. Paint joints with a uniform coat of tack coat before the fresh mixture is placed. Prepare joints in the new pavement in accordance with Section 39-6 of State Standard Specifications.

3.03 FIELD QUALITY CONTROL
All field quality control tests shall be performed by the Contractor. Testing frequency may differ from condition listed below. Where finished work does not meet specified requirements and follow up testing is required, Contractor will be responsible for all follow up testing costs for that item.

A. Base Course Finish Surface:

1. Surface tolerance shall conform to Section 26 of State Standard Specifications.

2. When base course is constructed in more than one layer, specified smoothness requirements apply only to top surface.

B. Pavement Smoothness:

1. Test wearing course in accordance with Section 39-6 of State Standard Specifications.

2. Make one test for each 300 square yards of pavement.

C. Pavement Thickness:

1. Pavement thickness shall be as shown on the Contract Documents.

2. Where existing pavement thickness is greater than shown in the Contract Documents, Contractor shall match existing pavement thickness as directed by the Engineer.

3. One test for each 300 square yards of completed pavement will be taken.

4. Contractor shall replace pavement where samples are removed.

D. Gradation:

1. Base Course Gradation
a. Base course gradation tests will be completed in accordance with ASTM C 136.
b. One test for each 100 tons of material will be taken.

2. Asphalt Concrete Gradation:
a. Asphalt concrete gradation tests will be completed in accordance with ASTM C136.

9.j
June 22, 2026 Packet Pg. 340
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-85
SECTION 02500

ASPHALT CONCRETE PAVING
Mott MacDonald Restricted
b. One test for each 50 tons of material will be taken.

E. Base Course Density:

1. ASTM D 1557, Method D. In place density tests will be performed in accordance with ASTM D 1556.

2. One maximum density test for each gradation will be taken.

3. One set of two tests each for in place density for each three hundred (300) square yards of surface area will be taken.

F. Asphalt Content of Asphalt Concrete:

1. Percent asphalt content by extraction will be measured in accordance with ASTM D 2172, Method A.

2. One test for each fifty (50) tons of material will be taken.

3.04 PROTECTION OF PAVEMENT
A. After final rolling, the Contractor shall not permit vehicular traffic on the pavement until pavement has cooled and hardened and in no case less than six (6) hours.

B. Additional requirements are as shown in the Contract Documents.

3.05 TEMPORARY PAVEMENT
A. Temporary asphalt concrete shall be provided on all backfilled trenches. Use of cutback and/or overnight plating of backfilled trenches is not acceptable. Only HMA may be used for asphalt paving at the conclusion of each day for backfilled trenches.

B. Temporary pavement restoration shall be as shown on the Contract Documents.

C. Temporary asphalt concrete section shall be as shown on the Contract Documents.

D. Before the trenching area is opened for traffic, all excess dirt, rock and debris shall be removed and the street surface shall be swept clean.

E. Temporary surfacing shall be maintained. At no time shall there be any mudholes.

F. The surface shall not settle below one inch (1") or be raised more than one inch (1") from the existing pavement grade.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 341
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-86
SECTION 02510

SLURRY SEAL PAVEMENT RESURFACING
Mott MacDonald Restricted
SECTION 02510

SLURRY SEAL PAVEMENT SURFACING
PART 1 - GENERAL

1.01 SUMMARY
Work required under this section consists of furnishing all labor, materials, tools, and equipment incidental to road restoration.

1.02 SUBMITTALS
The Contractor shall submit manufacturer data including catalog cuts, drawings and samples, as appropriate, and letter(s) of compliance as required by Special Provisions item number 31.

PART 2 MATERIALS

2.01 SLURRY SEAL
Slurry seal shall be Type II conforming Section 37 - Bituminous Seals, of the latest requirements of Caltrans Standard Specifications.

PART 3 - EXECUTION

3.01 SLURRY SEAL
A. Slurry seal shall be placed in accordance with Section 37 - Bituminous Seals, of the latest Caltrans Standard Specifications. Slurry seal shall fully cure prior of traffic striping/marking placement.

B. Temporary traffic delineators (floppies, etc.) shall be removed prior to slurry seal placement. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 342
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-87
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE (CIPP) METHOD

1.01 SUMMARY
1) Section Includes: Rehabilitation of pipe by the cured-in-place pipe (CIPP) method. 2) System Description: Rehabilitate existing pipes by inserting a resin-impregnated flexible tube through the host pipe, inflating it to the inside diameter of the host pipe using low-head hydrostatic pressure, and curing the tube using heated water or steam or ultraviolet light.
3) This section provides general guidelines. Nothing contained herein shall relieve the Contractor from completing the CIPP pipe rehabilitation in the most feasible, efficient, highest quality, and safe manner, using required materials to the lines and grades of the sewers to be rehabilitated and to the requirements of this specification. 4) Contractor shall supply all labor, materials, equipment and apparatus not specifically mentioned herewith or noted on the Plans, but which are incidental and necessary to complete the specified work.
5) Related Sections

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02145, SEWAGE FLOW CONTROL

3. SECTION 02644, SANITARY SEWER REHABILITATION USING

CURED-IN-PLACE PIPE (CIPP) POINT REPAIR METHOD

4. SECTION 02645, SANITARY SEWER CURED-IN-PLACE PIPE (CIPP)

LATERAL CONNECTION

5. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

6. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION

OF SANITARY SEWER SYSTEM

7. SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION

AND REINSTATEMENT

8. Article 15, Special Provisions - Water

1.02 REFERENCES
A. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials

9.j
June 22, 2026 Packet Pg. 343
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-88
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
B. ASTM D2122 - Standard Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings
C. ASTM F1216 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube D. ASTM F1743 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP)

1.03 EXPERIENCE REQUIREMENTS
A. Required experience:

1. CIPP Manufacturer: Minimum of 25,000 linear feet of CIPP installed in the U.S, including non-styrene resins.

2. Installation Contractor:
a. Minimum of 5 years of active experience on commercial installation of CIPP, including use of non-styrene resins.
b. Minimum of three (3) successfully completed projects totaling at least 30,000 linear feet of CIPP installed in the U.S. Minimum of 2,000 linear feet of CIPP installation with non-styrene resin. c. Each of the referenced lining projects shall have been in service in the owner’s system for at least one year.
d. Licensed by manufacturer.

3. Field Superintendent: Superintendent assigned to the project shall be present in the field full time and shall supervise all pipe rehabilitation operations.

Superintendent shall have cured-in-place pipe supervisory field experience on a minimum of three successfully completed projects. Qualifying experience for the three reference projects submitted shall include:
a. Length: Minimum of at least three (3) successfully completed projects totaling at least 5,000 linear feet of CIPP installation. b. Sewage Flow Control: At least one year of sewage flow control supervisory field experience.

4. Installation Crew: At least three persons from the CIPP installation crew shall have a minimum of two years of CIPP experience, including use of non-styrene resin, have at least one year of tenure with bidding Contractor, and be on the project site at all times.

5. Curing Technician: Provide the name and information for the curing technician who will perform the actual work. All curing technicians shall be certified and approved as operators by the rehabilitation system manufacturer or an independent testing agency.

9.j
June 22, 2026 Packet Pg. 344
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-89
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted

6. The final decision to accept or reject the product, manufacturer, and/or installer lies solely with the Engineer. The named Manufacturer, Field Superintendent, CIPP Installer, and Curing Technician must be utilized to perform the work under this project, unless changes are specifically authorized by the Engineer in writing.

1.04 SUBMITTALS
A. The Contractor shall at minimum submit the following:

1. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed in Article 1.03 of this technical specification section.

2. List of field measurements verifying length and diameter of each pipe segment (including maximum and minimum dimensions).

3. Unless otherwise noted in this Section, CIPP submittals shall be submitted at least 30 calendar days before any work may be performed.

4. Product Data:
a. Information on CIPP materials, including lining material and resins. b. CIPP materials submittal shall be approved prior to ordering liners

5. Construction Details:
a. CIPP Manufacturer’s recommended storage procedures, resin application, curing process details and cure schedules (including heat up, hold and cool down cycles and temperature control for each diameter and CIPP thickness).
b. Methods, materials, equipment, and procedures used to trim and finish manhole walls.
c. Safety systems associated with the proposed heating equipment and boiler management operational safety systems for use with the cure process.
d. Methods, materials, equipment, and procedures employed to seal annular space between the CIPP and the host pipe at manholes. e. Methods, materials, equipment, and procedures to seal lateral connections.

6. Engineering calculations for the design of the liner thickness:
a. Design calculations shall be checked and approved by a Registered Civil Engineer in the State of California. Liner design calculations shall be supported by field analysis, technical assumptions, requirements of these Specifications and ASTM F1216.

9.j
June 22, 2026 Packet Pg. 345
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-90
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
b. Calculations shall be submitted and reviewed prior to ordering liner.

7. During the curing process, keep logs, charts and/or graphs of the liner temperatures at the specified locations to ensure that proper temperatures and cure times have been achieved.

8. Certifications and Testing:
a. Certification from the CIPP manufacturer that the resin/catalyst and tube material complies with the required application meets the intended service condition and complies with the physical requirements. b. Literature and background information on the independent third party testing laboratory proposed for testing the physical properties of the installed pipe.
c. Manufacturer’s certification that lining material is manufactured, sampled, tested and inspected in accordance with ASTM F1216 and F1743. Include the manufacturing date of the lining materials in the certification.
d. Verification of product conformance by third party testing for the chemical resistance and physical testing requirements along with a report of test results.
e. The name of the liner and resin manufacturer, the location of the facility where each was manufactured, and a list of appurtenant materials and accessories to be furnished.
f. The type and volume of catalysts and promoters added to the resin. g. The Quality Control report for the wet-out facility that ensures proper materials and amounts are used in the resin impregnation process and in liner shipping and storage. At a minimum, the Quality Control report should include, for each CIPP segment, resin lot numbers, volumes of resin, catalyst, and enhancers, date of wet-out, and storage and transportation controls and quality assurance procedures. Include a checklist so that each critical step in the resin impregnation process is checked off and initialed.

9. Field Sample Preparation Plan outlining detailed procedure for preparing samples, including resin preparation, mixing, wetout, insertion, curing, cooling, and post-sample examination to confirm representativeness

10. For each diameter and thickness to be installed on the project, provide volume of resin required per unit length (gal/foot or liters/meter) to fill the volume of air voids in the tube plus the additional allowance for polymerization shrinkage and to meet the finished liner strength requirements.

11. After each impregnation of a tube for an installation, submit a process record that verifies that the resin impregnation yield matches the required quantity for the diameters and thicknesses.

9.j
June 22, 2026 Packet Pg. 346
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-91
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted

12. Written notification of any crew changes. Notification shall be a minimum of one week prior to date of actual change.

13. Pre and post Construction Inspection Deliverables in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

14. Contingency Plan, including methods and equipment to be used to repair unacceptable liner defects and for removing failed liners, and for availability and accessibility of backup equipment such as air compressors and lateral reinstatement cutters.

15. Performance Quality testing results.

1.05 WARRANTY
A. Contractor shall provide a warranty to be in force and effect for a period of one year from the date of written final acceptance. The warranty shall require the repair or replacement of the liner due to failure resulting from faulty materials or installation as deemed necessary by the Engineer. All required work incidental or required as part of the repair or replacement shall be provided by the Contractor at no additional cost to the City.

PART 2 - PRODUCTS

2.01 GENERAL
A. Materials provided and process variables used in the CIPP installation process are the responsibility of the Contractor.

B. Materials, installation procedures and the final product shall equal or exceed the requirements of ASTM F1216, ASTM F1216 Appendix X1, and F1743, as applicable.

2.02 COMPONENT PROPERTIES
A. Liner Tube: One or more layers of flexible needle felt or an equivalent woven and/or non-woven material capable of carrying a non-styrene resin, withstanding installation pressures and curing temperatures, compatible with the resin system used, and having markings to determine elongated length during liner installation.

B. Resin:

1. Compatibility with Application: Liquid thermosetting resin that is compatible with the CIPP rehabilitation process used and designed for a wastewater environment.

9.j
June 22, 2026 Packet Pg. 347
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-92
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted

2. Type: Non-styrene vinyl ester or epoxy meeting the service conditions specified for the tube system and the applicable sections of ASTM F1216 and F1743.

3. Resin Characteristics: Sufficiently thixotropic to obtain non-draining characteristics when impregnated into the fiber fabric.

C. Catalyst: Compatible with the resin and other materials to be utilized in the rehabilitation process. Select quantity and type of catalyst based on the curing conditions and recommendations of the resin manufacturer.

2.03 FINISHED AND CURED LINER PROPERTIES
A. Design Parameters - The liner material and thickness shall be calculated and designed for use in gravity sanitary sewers and must be in strict conformance with all applicable sections of ASTM F1216, ASTM F1216 Appendix X1, F1743 and D5813.

B. The design shall be based on the following pipe conditions, service requirements and physical conditions:

1. Deterioration design parameter: Fully deteriorated host pipe based on the definitions contained in ASTM F1216.

2. Assume groundwater is at ground surface.

3. All pipes subject to soil load of 130 lb/cu.ft. and H-20 live load.

4. Ovality of host pipe is no greater than 2 percent.

5. Factor of safety (N) is 2.

6. Modulus of passive soil reaction is 1,000 psi.

7. External Buckling Design - Acceptable third-party testing and verification of the design analysis techniques (ASTM F1216, Appendix X1).

8. A minimum service life of 50 years.

C. The liner shall be homogeneous throughout, white, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults. The physical properties of the cured liner shall meet the minimum chemical resistance requirements of ASTM F1216 and F1743 and shall conform to the minimum structural standards listed in the following table:

Structural Property ASTM
Standard
Minimum Value
Non-styrene
Vinyl ester or
Epoxy Resin
Wall Thickness D2122 As calculated, but not less than 4mm

9.j
June 22, 2026 Packet Pg. 348
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-93
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
Flexural Strength D790 5,000 psi
Flexural Mod. of Elasticity (short-term) D790 300,000 psi Flexural Mod. Of Elasticity (long-term) D790 150,000 psi D. Liner Tube Sizing:

1. Outside diameter of the liner tube being inserted shall be properly sized to allow for expansion so that the CIPP liner can fit tightly against the host pipe.

2. Shall be properly sized to the length to be rehabilitated and be able to stretch to fit irregular pipe sections and negotiate bends and curves with the minimum tube length necessary to effectively span the designated run between manholes, unless otherwise specified.

3. Contractor shall verify the lengths of the pipelines to be rehabilitated in the field prior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of the run.

4. Contractor shall measure the inside diameter of the existing pipelines in the field so that the liner can be installed in a tight-fitted condition.

2.04. SEALING AT MANHOLES:

A. Liner ends shall be permanently sealed to the rehabilitated pipeline to prevent any infiltration between the CIPP and the host pipe.

B. Ends shall be sealed with a resin mixture that is recommended by the liner manufacturer.

C. Sealing shall be compatible with the liner/resin system, provide a watertight seal and be approved by the Engineer prior to start of construction. Hydraulic cements and quick-set cement products are not acceptable. Acceptable materials shall be an approved epoxy type product that will bond, not crack, dry up, slough off, or shrink in time, and provide a good transition in the manholes.

PART 3 – EXECUTION

3.01 LINER PIPE STORAGE AND HANDLING
A. Liner pipes shall be properly stored and handled to prevent damage in accordance with the manufacturer’s recommendations and as approved by the Engineer.

B. Damage includes, but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-violet (UV) degradation.

9.j
June 22, 2026 Packet Pg. 349
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-94
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
C. All damaged materials and pipe rejected by the Engineer shall be promptly removed from the project site at no additional cost to the City and disposed of in accordance with current applicable regulations.

3.02 PREPARATORY WORK
A. Provide temporary sewage flow control of the sanitary mains in accordance with Section 02145, Sewer Flow Control.

B. Thoroughly clean the host pipe in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System.

C. Diameter and Length Verification: Verify internal diameter and length of existing sewer pipe prior to sizing and ordering liner
D. Remove intruding taps and seal material prior to Pre-Construction Inspection.

E. Preliminary CCTV Inspection of Sewer Lines: Perform internal CCTV inspection after cleaning of the sewer lines to document the condition of the host pipe, identify and locate any active service laterals, and verify the lines were cleaned in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System and the liner manufacturer’s requirements.

F. Point Repairs: Prior to wet-out contractor shall determine if point repairs are required for proper installation of liner as required by lining manufacturer. It shall be the Contractor’s responsibility to remove all debris, repair protruding laterals and control moderate infiltration at no additional cost to the City. Written notification shall be provided to the Engineer a minimum of three days prior to all repairs that require excavation, such as collapsed pipe, or specialized equipment to stop heavy infiltration. The Engineer will provide written approval prior to all work that requires excavation or specialty equipment.

G. UV cured CIPP shall be used in all instances in which installation shall occur in the proximity of large trees unless directed otherwise by the City’s arborist.

3.03 WET-OUT PROCEDURE
A. Contractor shall utilize the resin and catalyst in sufficient quantities to ensure complete impregnation of the liner and provide the properties specified in this Specification.

B. The liner tube shall be fully impregnated with resin by vacuum or other means prior to installation. The resin and catalyst systems that are compatible with the requirements of the method shall be used. The quantity of resin used for tube impregnation shall be sufficient to fill the volume of air voids in the tube with additional allowance for polymerization shrinkage and the loss of resin through cracks and irregularities in the original pipe wall.

Unless otherwise specified to provide for excess resin migration, the gap thickness of wet out equipment shall be sized to allow an excess of 5 to 10 percent resin to pass during impregnation.

9.j
June 22, 2026 Packet Pg. 350
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-95
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
C. If resin impregnation/wet-out is to take place off-site, provide the Engineer with 48 hours’ notice for each scheduled wet-out. The Engineer reserves the right to check, verify, or inspect all phases of production and testing of materials, from manufacturing, shipping, wet-out, installation, and cure, to finished product.

3.04 FINAL CLEANING AND INSPECTIONS
A. The existing host pipe shall be cleaned again after sewage has been bypassed and just prior to insertion of the liner.

B. A maximum of one hour may elapse between this final cleaning pass and the insertion of the liner.

C. After the cleaning is complete, a final camera pass shall be made to verify the cleanliness of the line.

D. Bypass pumping: in accordance with Section 02145, Sewer Flow Control, and shall exclude any sewage or other flow from entering the line during the inspection.

E. Pipe invert shall be cleared of any standing water and shall be continuously visible during the inspection.

F. Prior to insertion of the liner, the sewer main must be accepted as ‘clean’ as defined in Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System, by the Engineer.

G. This final inspection does not need to be videotaped but the Engineer must be present in the TV truck during the inspection to verify the cleanliness of the line.

3.05 LINER INSTALLATION
A. Install the liner tube through the existing manholes in accordance with the manufacturer’s recommendations and procedures. Protect manholes to withstand forces generated by equipment, water, or air pressures used while installing the liner tube.

B. Transport the impregnated liner tube to the site and store in such a manner that it will not be damaged, exposed to heat and/or direct sunlight, or result in any public safety hazard. Materials shall be subject to inspection and review prior to installation. The impregnated liner tube must be installed prior to exceeding the resin pot life or within two weeks whichever is less.

C. The installed pipe liner shall be in strict accordance with the liner manufacturer’s instructions and recommendations. The liner shall be inserted through an existing manhole or other access approved by the Engineer, by means of the installation process and the application of hydrostatic head, compressed air, or other means sufficient to fully expand and extend the liner to the next designated manhole or termination point.

9.j
June 22, 2026 Packet Pg. 351
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-96
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
The liner shall be installed at a rate not to exceed that needed to remove water from the sewer during installation process.

D. Contractor shall abide by all requirements specified in Special Provisions Section 15 for water acquisition requirements.

3.06 CURING
A. The Contractor shall abide by all discharge requirements as specified in General Provisions Section 9.12 (a) and (i) and as required to meet the pollutant limits as required.

B. Heating Source and Distribution Equipment:

1. After liner placement is completed.

2. A suitable heat source and distribution equipment shall be provided to distribute or recirculate hot water or stream throughout the pipe.

3. The equipment shall be capable of delivering hot water or other heating methods throughout the section to uniformly raise the temperature above the temperature required to cure the resin.

4. This temperature shall be determined by the manufacturer based upon the resin/catalyst system employed.

5. The curing of the CIPP must take into account the existing pipe material, the resin system, and ground conditions (temperature, moisture level, and thermal conductivity of the soil).

6. The heat source piping shall be fitted with suitable monitors to gauge the temperature of the incoming and outgoing water, steam, or air supply.

7. Another such gauge shall be placed between the impregnated tube and the pipe invert at a minimum of five feet from the termination to determine the temperature during cure.

8. Water temperature during the cure period shall meet the requirements of the resin manufacturer as measured at the heat source inflow and outflow return lines.

9. Provide standby equipment to maintain supply of the heat source.

10. Pipelines that connect the liner to the heat source shall be leak-free and no cure water is allowed to spill to the ground surface. Contractor shall take full responsibility for all required actions to prevent, contain and remediate, and pay all costs including fees and fines for any spilled or leaked cure water at no additional cost to the owner.

C. Cure Period:

9.j
June 22, 2026 Packet Pg. 352
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-97
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted

1. Shall be of duration recommended by the resin manufacturer during which time the recirculation of the water to maintain the temperature continuously takes place.

2. The initiation temperature for cure shall be as recommended by the resin manufacturer.

3. Temperature monitoring devices shall be installed at all exposed portions of the pipe (beginning and end of run) for each inversion or run of installed liner pipe between the host pipe and the CIPP liner.

3.07 COOL DOWN
A. After the tube is cured, allow a cool-down period prior to opening the downstream plug and returning normal flow back into the system.

B. The CIPP shall be cooled to a temperature below 90 degrees Fahrenheit, or to a temperature as required by the Engineer or as specified on the discharge permit and held for one (1) hour before relieving the head in the inversion pipe.

C. Cool-down may be accomplished by the introduction of cool water into the CIPP. Care shall be taken in the release of the static head so that a vacuum will not develop that could damage the newly installed liner.

D. Abide by all requirements of any discharge permit for discharging any water from the cool-down process.

E. Cure and cool down water shall be contained and shall not be allowed to leak on the ground surface or be discharged to the storm drain system.

3.08 SAMPLING AND LABORATORY TESTING
A. The physical properties of the installed CIPP:

1. Shall be verified through field sampling and laboratory testing. Contractor is required to obtain the samples and pay for testing.

2. Materials testing shall be performed at the Contractor’s expense and by an independent third-party laboratory recommended by the manufacturer and preapproved by the Engineer. One restrained pipe sample for each tube/resin/installation method used for this project in a manner that represents the conditions experienced during installation of the in-ground liners. Cut one 24-inch cylindrical sample from the center of the restrained pipe sample. Label sample with the contract number, date of installation, street location, segment number(s), and specified thickness. Send to independent third-party laboratory for testing.

3. Testing shall be in accordance with applicable ASTM test methods to confirm compliance with the requirements for minimum wall thickness, flexural strength, and short-term flexural modulus of elasticity.

9.j
June 22, 2026 Packet Pg. 353
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-98
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted

4. Physical properties shall meet those specified in Article 2.03 of this technical specification section or those used in design whichever is more stringent.

B. Testing short term properties of the CIPP liner material from the actual installed liner:

1. Certified results,

2. Tests shall be conducted at a minimum of one location per pipe size for each alignment, or

3. Per each 1,000 linear feet of installed liner per each alignment,

4. At a downstream manhole.

5. Sample:
a. Cut a 24-inch sample from a section of cured CIPP that has been inverted through a like diameter pipe which has been held in place by a suitable heat sink, such as sandbags.
b. The sample cannot be fabricated from material taken from the tube and the resin system used and cured in a clamped mold placed in the downtube.

C. The following tests at the following minimum frequencies will be performed by the contractor. If more than one sample of a tube/resin/installation method is collected and tested over the course of the Work, the average of the sample results will be considered representative of all the liners installed for that particular resin-fabric combination. For example, 4 samples of a particular tube/resin/installation method combination are analyzed for flexural strength; the results are 2,000, 4,500, 5,500, and 6,000 psi. The average flexural strength is 4,500 for liners constructed from this tube/resin/installation method combination. The owner or the contractor may elect to perform additional testing, at his discretion and cost, to improve the resolution of performance test characterization. All testing shall be performed by an independent, accredited ISO 17025 testing facility. Each test shall be performed by a laboratory with an American Association for Laboratory Accreditation (A2LA) for the specific test to be performed.

1. Short-term Flexural (Bending) Properties – The initial tangent flexural modulus of elasticity and flexural yield strength measured in accordance with ASTM D790.
a. Frequency – 1 test per sample.

2. Thickness measured in accordance with ASTM D3567.
a. Frequency – 1 test per sample.

9.j
June 22, 2026 Packet Pg. 354
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-99
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
D. Chemical Resistance - The chemical resistivity of the liner measured in accordance with ASTM F1216, Appendix X2.
a. Frequency – 1 test per sample.

E. If required by the Engineer, remove a sample from each pipe to be used to check the liner thickness, by core drilling 2-inch diameter test plugs at locations specified by the Engineer.

F. The laboratory results shall identify the test sample location as referenced to the nearest manhole and station. Final payment for the project shall be withheld pending receipt and approval of the test results. If properties tested do not meet minimum requirements, the CIPP shall be removed and replaced at no additional cost to the City.

3.09 FINISHED PIPE LINER
A. Finished Liner:

1. Shall be a felt layer impregnated with a thermosetting non-styrene resin to fit tightly against the existing inside pipe wall.

2. Shall be fabricated from materials that, when cured, shall be chemically resistant to withstand internal exposure to sewage gases containing quantities of hydrogen sulfide, carbon monoxide, methane, petroleum hydrocarbons, moisture saturation, and dilute sulfuric acid.

3. Shall be continuous over the length of pipe rehabilitated.

4. Shall be free from dry spots, delamination, lifts, fins and the like as identified by the Engineer. Contractor shall remove and replace the CIPP full circumference, from manhole to manhole or as directed by the Engineer if these conditions are present.

B. Interior Surface:

1. No wrinkles exceeding the tolerances found in Table 1-Liner Repair Guidelines.

2. Interior surface liner within 10 feet of manholes shall be wrinkle free. All wrinkles within this limit shall be properly removed to allow proper installation of flow restricting plugs.

3. Wrinkles in the finished lined pipe which:
a. Cause a backwater greater than one (1) inch in depth, b. Reduce the hydraulic capacity of the pipeline as determined by the Engineer,

9.j
June 22, 2026 Packet Pg. 355
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-100
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
c. Cause a maintenance problem or inconvenience as determined by the Engineer,
d. Cause debris and solids to hang-up and accumulate, or e. Reduce the structural stability of the pipe are unacceptable and shall be removed or repaired by the Contractor in a method that is approved by the Engineer at no additional cost to the City.

4. If wrinkles are detected in the installed liner, the Contractor shall provide photographs and dimensions of the wrinkle including height and direction.

C. Liner terminations at manhole or rodding inlets:

1. The beginning and end of the CIPP shall be cut flush at the inlet and outlet points in the manhole.

2. The ends shall be permanently sealed to the rehabilitated pipeline to prevent any infiltration between the CIPP and the host pipe.

3. Sealing shall be performed at no additional cost to the City.

D. Defective Liner Assessment and Repair Guidelines:

1. All liners that do not meet the quality specified above shall be assessed by the Engineer based on the guidelines shown in Table 1; Engineer’s assessment and remedy shall be final. All repairs shall be performed by the Contractor at no additional cost.

2. All repairs shall meet the original specifications for finished liner.

Table 1. Liner Repair Guidelines
Defect Tolerance
Wrinkles, Fins, or Folds
along top of pipe (from 9 to
3 clock position)
Repair if exceeding 5% of
nominal diameter of host
pipe
Wrinkles, Fins, or Folds
along bottom of pipe (from 3
to 9 clock position)
Repair if exceeding 5% of
nominal diameter of host
pipe
Bubbles, Blisters, Dimples,
Lumps, Lifts, or Foreign
Inclusions. Measurements
shall be based on average
circular diameter of liner.

Repair if exceeding 5% of
nominal diameter of host
pipe
Cracked, Delaminated, Dry
Spots, Burst, Collapsed, or
Unraveled
Repair all
(1) It is the intent for the liner installation and all repairs to provide a circular liner that adheres firmly to the host pipe.
(2) All other quality requirements specified elsewhere still apply.

9.j
June 22, 2026 Packet Pg. 356
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-101
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted
E. Service Lateral Reinstatements

1. The Contractor shall be responsible for identifying and reconnecting the laterals to the lined pipe. Reinstatement of laterals as identified by CCTV, whether or not shown on the plans, shall be completed by an internal reinstatement by using a pivot-head CCTV camera and a remote cutting tool to locate the lateral from the inside of the lined pipe and cutting a hole matching the lateral diameter. The Contractor shall provide a nearly full-diameter hole, free from burns or projections by brushing the lateral connection area to provide a smooth and crack-free edge.

The hole shall be 95% minimum and 100% maximum of the original lateral connection. Laterals shall be reconnected after the main has been tested.

2. Lateral connections deemed by the engineer to be in adequate condition shall be reinstated. Lateral connections deemed by the engineer to be of inadequate condition shall be reinstated according to the procedure described in Specification Section 02645.

3.10 QUALITY CONTROL
A. Conduct Post-Construction Inspection in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System. Perform Post-Construction Inspection no sooner than 90 days after all work for a given pipe segment has been completed.

B. Correct all defects discovered during the Post-Construction Inspection before Conditional Acceptance. After the defects are corrected, repeat the Post-Construction Inspection.

C. Prior to reconnection of all connected service laterals perform an exfiltration test on the liner. If liner requires repair, exfiltration test shall be performed after repair is complete.

D. Exfiltration test:

1. Plug the downstream end of the lined pipe segment and install a standpipe to the lined pipe's upstream end using appropriately sized 90-degree elbow fittings, plastic standpipe and flexible watertight couplings.

2. Contractor shall remove all air from line to be tested.

3. The standpipe shall be temporarily secured within the manhole.

4. Contractor shall perform exfiltration test as specified in ASTM F1216.

5. The allowable water exfiltration shall not exceed the limits stated in ASTM F1216 for the pipe to be accepted as watertight.

9.j
June 22, 2026 Packet Pg. 357
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-102
SECTION 02641

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE (CIPP) METHOD Mott MacDonald Restricted

6. If the lined pipe segment does not meet the requirements of the exfiltration test, repair or replace and retest the lined pipe segment so that it meets the requirements at no additional cost to the City.

3.11 REBUILD MANHOLE SECTIONS REMOVED FOR LINER INSTALLATION A. Contractor shall replace any manhole frame and cover and/or cone section removed for liner installation with new materials per manhole details in the Contract Documents. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 358
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-103
SECTION 02642

PIPE BURSTING
Mott MacDonald Restricted
SECTION 02642

PIPE BURSTING
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall furnish all equipment necessary to install new high-density polyethylene (HDPE) pipe where sewers are identified for replacement by proven Pipe Bursting methods, complete in place, all in accordance with the requirements of the Contract Documents.

B. Related Sections

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02145, SEWAGE FLOW CONTROL

3. SECTION 02200, EARTHWORK

4. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

5. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION

OF SANITARY SEWER SYSTEM

6. SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION

AND REINSTATEMENT

7. SECTION 15050, GENERAL PIPING

8. SECTION 15066, DR 17 HIGH-DENSITY POLYETHYLENE (HDPE) PIPE

1.02 REFERENCES
Commercial Standards:

A. ASTM 1248 Polyethylene Plastics Molding and Extrusion Materials B. ASTM D1928 Preparation of Compression Molded Polyethylene Test Samples C. ASTM D2837 Obtaining Hydrostatic Design Basis for Thermoplastic Pipe Materials D. ASTM D2321 Underground Installation of Thermoplastic Flexible Sewer Pipe E. ASTM D1599 Test for Short Term Rupture Strength of Plastic Pipe, Tubing and Fittings
F. ASTM F585 Insertion of Flexible Polyethylene Pipe in Existing Sewers G. AWS D1.1: AWS Standard Qualification Procedure

1.03 CONTRACTOR SUBMITTALS
A. Within ten (10) days of Notice to Proceed and at least 14 days prior to pipe bursting, submit instructions and details of all pipes, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work including the following:

1. Detailed layouts and schematics describing the installation of all piping and

9.j
June 22, 2026 Packet Pg. 359
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-104
SECTION 02642

PIPE BURSTING
Mott MacDonald Restricted
fittings. The Contractor shall include site maps indicating all locations where butt-fusion welding work will occur, lay-down areas, pipe storage areas, insertion pits, and receiving pits. Drawings shall also include the locations and dimensions (width and length) of the insertion and/or receiving pits for pipe insertion and equipment removal.

2. Company pipe bursting experience and the qualifications of the foreman who shall be responsible for the pipe bursting work supporting the experience requirements in accordance with Section 1.04 below.

3. Winch system: Product information such as catalog sheets, specifications, dimensioned drawings, pulling capacity (in tons), installation details/sketches and other pertinent information for the proposed installation work.

4. Fusion machine: Product information such as catalog sheets, specifications, welding procedures, data logger and a sample of the recorded welding sequence.

5. Mole: Type of bursting head used for the project including main lines and laterals.

6. Lubrication: Bentonite and/or polymer lubrication if needed to reduce the frictional force.

B. The Contractor shall verify with the pipe manufacturer all procedures applied for fusion welding.

1.04 CONTRACTOR QUALIFICATIONS AND QUALITY ASSURANCE
A. Pipe Bursting Contractor and Personnel Qualifications:

1. The Contractor shall submit written certification from the pipe bursting system provider that the general contractor is a fully-trained and/or licensed user of the corresponding system. Operation of the system shall be performed by trained personnel.

2. Minimum experience of 100,000 linear feet with pipe bursting existing gravity sewer pipe and replacing with HDPE pipe within the last three years in similar soils.

3. Pipe bursting replacement experience with upsizing of at least 50,000 linear feet.

4. The foreman in the field shall have a minimum of two years’ experience in pipe bursting work and shall have worked on at least three projects using the same equipment required for this project. No substitution of personnel will be allowed without the written acceptance of the Engineer.

B. Fusion joining and other procedures necessary for correct assembly of the polyethylene pipe will be done only by personnel trained in those skills to the satisfaction of the Engineer and the pipe supplier.

C. Only those tools designed for the aforementioned procedures and approved by the pipe supplier and the Engineer shall be used for assembly of pipe and fittings to ensure proper installation.

9.j
June 22, 2026 Packet Pg. 360
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-105
SECTION 02642

PIPE BURSTING
Mott MacDonald Restricted
D. The Contractor shall perform routine inspection and maintenance of the equipment furnished under this project as recommended by the manufacturer to minimize installation failures.

PART 2 - PRODUCTS

2.01 PIPING
A. The Contractor shall supply equipment specifically designed for pipe bursting using HDPE, in accordance with Section 15066, DR 17 High-Density Polyethylene Pipe.

B. Handling and Storage: The Contractor shall exercise special care during the unloading, handling, and storage of all polyethylene pipe to ensure that the pipe is not cut, gouged, scored or otherwise damaged. Any pipe that has cuts in the pipe wall exceeding 5 percent of the wall thickness shall not be used and shall be removed from the site and replaced at the Contractor's cost. The pipe shall be stored so that it is not deformed axially or circumferentially.

2.02 EQUIPMENT
Only proven techniques and equipment shall be allowed, or as approved by the Engineer. The pulling ability of the system shall be suitable for the pipe bursting required. This includes pipe bursting the existing sewer lengths to the new pipe diameter. The winch system shall have load controls to ensure the equipment is not overstressed due to a blockage.

PART 3 - EXECUTION

3.01 GENERAL REQUIREMENTS
A. The Contractor shall not exceed approved insertion rate or force at any time.

B. The Contractor shall monitor for surface heaving and is solely responsible for the costs for repairing any utility or surface damage caused by heaving.

C. Pipe Damage: All pipe damaged before, during or after installation shall not be used and shall be removed from the site by the Contractor and replaced at his cost to the satisfaction of the Engineer. The Contractor shall inspect the pipe prior to installation to ensure that there is no damaged pipe.

D. The Contractor shall excavate all building sewer (lateral) connections to the existing main line (by segment) prior to pipe bursting and trench plate over the excavation to expedite reconnection of the building sewer (lateral) following HDPE main line installation.

E. The Contractor shall disconnect all existing building sewer (laterals) from the existing main line prior to pipe bursting to minimize building sewer damage.

F. All utilities crossing within (3) feet (radially) of the pipe burst shall be exposed prior to the start of pipe bursting operations. Utilities damaged by pipe bursting shall be repaired at the expense of the Contractor.

G. Existing pipe may be bedded and backfilled in gravel. Contractor should calculate pull forces based upon this condition assumption as well as consideration of pipe length.

9.j
June 22, 2026 Packet Pg. 361
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-106
SECTION 02642

PIPE BURSTING
Mott MacDonald Restricted
H. Pipe bursting existing pipe and replacing with new pipe shall cause no more than a maximum of one-half inch (1/2”) heave from the existing pavement surface. The Contractor shall employ all necessary procedures to prevent damage to the pavement surface because of heave (ex: surcharging or running a heavy equipment on top of the pipe bursting head while replacing the existing line, digging out the material between the existing pipe and utility lines, etc.). Any damage done to the pavement due to pipe bursting shall be repaired by the Contractor at no additional cost to the Owner.

3.02 INSTALLATION OF PIPE
A. After the sewage diversion/bypass is in effect and prior to pipe bursting, the Contractor shall flush and clean all parts of the system by removing all accumulated debris, rocks, gravel, sand, silt, roots, and other foreign material from the pipe per the Contract Documents.

B. Televise the mains for abnormality that could prevent pipe bursting construction and to determine the locations of the laterals that are in service. If any abnormality that could prevent the pipe bursting operation is found, the Contractor shall inform the Engineer immediately for direction.

C. Prior to pipe installation, Contractor shall determine if point repairs are required for proper installation of pipe. Separate payment for this work, in conformance with the Point Repair bid item, will be made and it is not considered incidental to the pipe bursting process.

D. For point repairs installed after sewer cleaning and televising has occurred, the Contractor shall conduct a follow-up CCTV inspection prior to pipe bursting.

E. Existing Liner (if applicable): If the existing pipe segment contains a liner, the Contractor shall remove the liner prior to pipe bursting and any concrete encountered over the pipe where the liner had been inserted.

F. The Contractor shall undertake the following steps prior to commencing pipe insertion operations:

1. Notify USA at least three (3) working days prior to commencing pipe bursting operations.

2. Positively locate and stake all existing lines, cables, or other underground facilities within 10 feet of the design pullback path.

3. Expose any utilities within (3) feet radially of the design pullback path prior to the start of pipe bursting operations. Utilities damaged by pipe bursting shall be repaired at the expense of the contractor.

4. Modify bursting practices and downhole assemblies to prevent damage to existing facilities.

5. Pothole utilities as described in the Contract Documents and report any possible conflicts to Engineer

9.j
June 22, 2026 Packet Pg. 362
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-107
SECTION 02642

PIPE BURSTING
Mott MacDonald Restricted
G. Pipe Insertion: The upsizing process shall be guided by a constant tension system. The upsizing method shall not cause excessive disruption to the above ground terrain or improvements except at the insertion and receiving pits.

H. Receiving Pit (Pulling): When pulling from a manhole, the Contractor shall remove all concrete and or pipe necessary to allow for the bursting head and pipe to enter the manhole with minor disruption to the desired position. Field joints at the manhole base shall be avoided or as approved by the Engineer. In the case when the pulling pit is outside a manhole, the Contractor shall provide suitable supports to the excavation to withstand the force required to move the pipe being inserted. The Contractor shall maintain a stable trench during the entire pulling process.

I. Insertion Pit: The sloped excavation down to the springline of the existing sewer shall have an entry length of 2.5 x D, where D is the depth to the pipe invert. The length of the spring line horizontal excavation shall be at least 12 x d, where d is the diameter of the HDPE pipe being inserted.

Sample of Insertion Pit Configuration for Pipe Bursting Installation (Source: IPBA, Guideline for Pipe Bursting, 2012)
J. Intermediate Pits or Setup: The Contractor shall minimize the length of the pipe bursting tool or shall utilize intermediate pits or setups for pipe runs with curves whose radius is less than 250 feet.

K. Intermediate Excavation: The Contractor shall minimize the length of the pipe bursting tool or shall excavate at angle points or manufactured bends greater than five degrees or grade changes greater than 9% to assist pipe bursting tool.

L. Termination: The pulling operation will tend to stretch the pipe; excessive stretching of 1.5 percent or more will not be allowed. On reaching the exit point, the pipe shall be pulled beyond this point to compensate for the stretching. A 12-hour minimum relaxation period is required before the sewer is cut to length, attached to manholes or structures, and before laterals can be attached to the new sewer. The Contractor shall provide bypass pumping during construction and the relaxation period.

M. The Contractor shall anchor the pipe to concrete structures or manholes after the pipe has been installed along the length of sewer main replaced. The Contractor shall use a pipe-to-manhole connector per Section 15066, DR 17 HDPE Pipe to connect pipe to the structure/manhole.

N. Only fusion joining equipment designed for this purpose and approved by the pipe manufacturer or supplier and the Engineer shall be used for assembly of pipe fittings to ensure proper installation. The heater plate shall be equipped with accurate

9.j
June 22, 2026 Packet Pg. 363
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-108
SECTION 02642

PIPE BURSTING
Mott MacDonald Restricted
temperature gages to measure the temperature of the plate surfaces and to assure uniform heating such as thermometers or pyrometers. Fusion joining and other procedures necessary for correct assembly of the polyethylene pipe shall be done only by personnel trained in those skills to the satisfaction of the Engineer and the pipe supplier.

O. Sections of polyethylene pipe shall be joined into continuous lengths on the job site above ground. The joining method shall be the butt fusion method and shall be performed in strict accordance with the pipe manufacturer’s recommendations.

Fusion equipment used in the joining procedure shall be capable of meeting all conditions recommended by the pipe manufacturer, including but not limited to, fusion temperature, alignment, and fusion pressure. Electrofusion may be used for field closures as necessary.

P. A fire-retardant bag or suitable enclosure shall be used with the heater plate to facilitate control of the heating process and to protect the heater plate surfaces from dirt and other debris when not in use. The heater plate surfaces shall be cleaned regularly as needed to prevent accumulation of fusion welding residues or other substances that may result in faulty pipe joining.

Q. Butt fusion shall conform to ASTM D2657 and pipe manufacturer’s criteria for the type of joining. Joint strength shall be equal to that of the adjacent pipe.

R. The inside and outside of pipe ends shall be cleaned with a cotton or non-synthetic cloth to remove dirt, water, grease, and other foreign materials. The pipe ends shall be cut square and carefully aligned just prior to heating.

S. After achieving the proper melt pattern, the pipe ends shall be brought together in a firm, rapid motion applying sufficient pressure to form a pipe bead (1/8-inch to 3/16-inch in height) around and inside the entire circumference of the pipe.

T. The inside weld bead shall be removed by cutting the bead away without scoring the inside wall of the pipe. The Contractor shall submit to the Engineer, for review as part of the submittal requirements, a debeading process for use in removing the internal bead for the newly joined HDPE pipe sections.

3.03 INSPECTION
Testing and inspection shall be in accordance with the requirements of Section 02735, Sanitary Sewer System Testing.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 364
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-109
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
SECTION 02643

PIPE REAMING
PART 1 – GENERAL

1.01 DESCRIPTION
A. This specification defines the method and material for replacing existing sanitary sewer main by pipe reaming methods. Pipe reaming is a proprietary trenchless replacement method accomplished using HDD equipment and specialized tooling.

Pipe installation shall consist of furnishing all labor, equipment and materials for a complete and gravity operational pipeline in accordance with the Contract Documents.

The Contractor has the option, if deemed feasible, to pipe burst sanitary sewer mains in accordance with Section 02642, upon written acceptance of the Engineer.

The Contractor shall be responsible for paying any and all royalty fees associated with the pipe reaming technology. The Contractor shall comply with all legal obligations and fees for the use of this technology.

B. Related Sections

1. SECTION 01560, TEMPORARY CONTROLS

2. SECTION 02145, SEWAGE FLOW CONTROL

3. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

4. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV)

INSPECTION OF SANITARY SEWER SYSTEM

5. SECTION 02800, TRAFFIC CONTROL

6. SECTION 15050, GENERAL PIPING

7. SECTION 15066, DR 17 HIGH DENSITY POLYETHYLENE (HDPE) PIPE

1.02 DEFINITIONS
A. Reamer
A cutting tool pushed or pulled through the borehole in order to enlarge the hole to a diameter sufficient for installation of the product (carrier) pipe.

9.j
June 22, 2026 Packet Pg. 365
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-110
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
B. Bent Sub
A short threaded piece of pipe with an axial offset or angle used in a pipe string to produce leading edge asymmetry.

C. Bottom Hole Assembly (BHA)
The combination of bit, downhole motor, subs, survey probe, and nonmagnetic collars assembled at the leading edge of a drill string.

D. Dimension Ratio (DR)
The ratio of the specified outside diameter to the specified minimum wall thickness that is common for all pipe sizes of specific dimension ratio series.

E. Drill Pipe
Tubular steel conduit fitted with special threaded ends called tool joints. The drill pipe connects the HDD rig with the bit or reamer and facilitates both pumping drill fluid and advancing or retracting the bit or reamer.

F. Drill String
The total length of drill pipe in a drill borehole, including bottom hole assembly.

E. Drilling Fluid/ Mud
A mixture of water, a viscosifier (typically bentonite), and/or polymers that is pumped to the drill bit or reamer to facilitate cutting, to transport drilled spoil, to stabilize the borehole, to cool and clean cutters, and to reduce friction between the product (carrier) pipe and the wall of the hole
F. Entry/ Exit Angle
The angle relative to the horizontal plane at which the drill string enters or exits the ground surface during pilot hole drilling.

G. Ground Mat
Metal mats rolled out on either side of drill rack for operator and crew to stand on during operation to give grounding protection in case of electrical strike.

H. Grout
A pumpable mixture, typically composed of water, cement, fine sand, fly ash, bentonite, and/or chemical components which is commonly used to fill voids or annular spaces, strengthen incompetent soil or rock, or prevent the flow of groundwater.

I. Horizontal Directional Drilling (HDD)

9.j
June 22, 2026 Packet Pg. 366
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-111
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
A trenchless excavation method accomplished in three phases. The first phase consists of drilling a small diameter pilot hole along a designed directional path. The second phase consists of enlarging the pilot hole to a diameter suitable for installation of the pipe string. The third phase consists of pulling the product pipe into the enlarged hole.

HDD is accomplished using specialized HDD rig with ancillary tools and equipment.

J. Locator
An electronic instrument used to determine the position and strength of electromagnetic signals emitted from a transmitter sonde in the pilot head of a directional drilling system. Sometimes referred to as a walkover system.

K. Marsh Funnel Viscosity
A measure of the flow rate of a fluid through a calibrated funnel. A Marsh funnel is typically used to measure drilling fluid and slurry viscosity, in seconds per quart (sec/qt) of fluid. The Marsh funnel viscosity of water is 26 seconds per quart.

L. Obstruction
Any hard object laying completely or partially within the design pathway of the bore and pipeline that prevents further advancement of the drill bit, pre-reamer, reamer, and/or pipe.

M. Ovality
There are two options: a) the difference between the maximum and mean diameter divided by the mean diameter, and b) the difference of the mean and minimum divided by the mean, at any one cross section of a pipe, generally expressed as a percentage.

N. Pilot hole
A small diameter hole directionally drilled along a designed path in advance of reaming operations and pipe installation.

O. Product (carrier) Pipe (ASCE 36-15)
Pipe for conveyance of water, gas, sewage, or other products or services.

P. Pull- Back
The act of installing a product pipe in a HDD drilled hole by pulling it to the HDD rig from the end hole opposite the rig
Q. Pull Back Force
The tensile load applied to a drill string during the pull-back process.

R. Sonde or Transmitter Housing

9.j
June 22, 2026 Packet Pg. 367
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-112
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
Integral unit in the directional drill head which also houses the sonde radio sending unit.

S. Stakedown Plate
A plate staked to the ground to stabilize the forward end of the drill rack.

T. Sub
A short threaded piece of pipe used in a drill string to perform a special function.

U. Survey Tools
Download equipment and instruments used to determine the position of a bore in directional drilling.

V. Walkover System
See locator.

W. Wash Pipe
A drill pipe that is run, or rotated, concentrically over a smaller drill pipe so that the small (internal) pipe can be freely moved or rotated.

X. Work Plan
A document including any and all obligations, duties and responsibilities necessary to the successful completion of the project assigned to or undertaken by contractor under the Contract Documents, including all labor, materials, equipment and other incidentals, and the furnishing thereof.

1.03 SUBMITTALS
A. The Contractor shall not initiate pipe reaming until all submittals are received, reviewed, and accepted by the Engineer.

B. Submit scaled/dimensional layout drawings that include the planned equipment, equipment setup areas, pipe layout areas, excavations, entry and exit pits, utilities, and drilling fluid containment items. The Contractor shall limit its operations to the areas shown on the Drawings, or as otherwise accepted in writing by the Engineer.

Drill entrance and exit angles shall be as shown on the submitted reaming plan and as approved by the Engineer, unless otherwise approved in writing by the Engineer.

Submit drawing showing configuration of reaming head within existing pipe and with pipe string over existing pipe.

C. The Contractor shall provide a work plan including pipe layout, spoils handling; certifications, shop drawings and samples for all materials specified for use on the project.

9.j
June 22, 2026 Packet Pg. 368
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-113
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
D. The Contractor shall submit a detailed schedule with all major construction activities and durations, with beginning and completion dates shown. The schedule shall include:

1. Rig mobilization and setup

2. Pilot hole drilling

3. Method of centralizing reaming tool within existing pipe

4. Layout and thermal butt-fusing of pipe

5. Pressure testing of pipe prior to pullback

6. Reaming and pullback of pipe

7. Pressure testing of pipe after installation

8. Cleanup and restoration
E. Work plan shall include a bore plan, if applicable.

F. Submit detailed descriptions of methods, equipment, and materials to be used for the pipeline installation. Descriptions of materials shall be accompanied by Material Safety Data Sheets (MSDS) and manufacturer’s descriptions and warranties. Descriptions of equipment shall include manufacturer’s specifications, calibrations, appropriate drawings, photographs, and descriptions of any modifications since manufacture.

G. For pipe reaming installations at an invert depth greater than 10 feet, the submittal shall include calculation of the loads and materials stresses imposed by the pipe reaming process during the pipe installation and adequacy of the pipe material and thickness to withstand the stresses without incurring long-term deflection of the pipe cross section, pipe collapse (during or after installation) or exceeding the allowable stresses for the pipe material. Calculations shall be:

1. Signed and sealed by a Professional Civil Engineer registered in the State of California;

2. Clearly identify all parameters used;

3. State all assumptions made in the calculations;

4. Identify all sources of information;

5. All sources of information shall be widely accepted industry standard and

6. Acceptable to the Engineer.

H. The Contractor shall provide Material Safety Data Sheets (MSDS) for all drilling fluid additives used or on site.

I. Submit examples of the daily logs and records for acceptance by Engineer.

J. Submit methods and procedures for filling the pipe with fluid during pull back.

9.j
June 22, 2026 Packet Pg. 369
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-114
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
K. Submit expected mud and/or drilling fluid weights and viscosity for stabilization of the bore hole.

L. Submit methods for disposal of waste materials resulting from the pipeline construction, including drilling fluids, cuttings, waste oil, fuel, discharge water, etc.

The Contractor shall identify the disposal site and submit a letter from the licensed disposal facility indicating willingness and legal authority to accept the described and anticipated waste products.

M. Submit contingency plans for remediation of potential problems that may be encountered during the drilling operations. The contingency plans shall address the observations that would lead to the discovery of the problem, the methods that would be used to mitigate the problem, and estimated time and cost to mitigate the problem and resume the installation. Potential problems that shall be addressed include:

1. Obstructions encountered.

2. Inadvertent drilling fluid returns (frac-out).

3. Loss of circulation.

4. Inability to advance drill stem or pipe.

5. Drill stem or pipe twisted off or broken off in borehole.

6. Pipe collapse.

N. Traffic protection equipment for the pipe layout area.

1.04 QUALITY ASSURANCE
A. The Contractor shall measure and record drilling fluid viscosity and density at least three (3) times per shift with at least two (2) hours between readings, using calibrated Marsh funnel and mud balance. These measurements shall be included in daily logs submitted to the Engineer. The Contractor shall document modifications to the drilling fluids, by noting the types and quantities of drilling fluid additives and the dates and times when introduced. The reason for the addition of drilling fluid additives or other modifications shall be documented and reported.

B. The drilling fluid pressures shall be monitored at the pump discharge. These measurements shall be made during pilot hole drilling, reaming, and pullback operations. Certificates, dated within six months of use and current throughout use, shall be:

1. Pressure gauge is accurate to ±0.5 psi.

2. Volumetric totalizer meter is accurate to ±0.1 cubic feet.

9.j
June 22, 2026 Packet Pg. 370
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-115
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted

1.05 EXPERIENCE
A. The pipe reaming Contractor shall have three (3) years demonstrated successful experience installing pipelines using horizontal directional boring on at least three (3) projects with similar pipe diameter, pipe material, drive lengths, ground type, and groundwater conditions. The Contractor shall submit evidence of successful experience with pipe reaming including at least (3) projects listed with project name, owner or owner’s representative, location, diameter, total length, maximum drive length, depth, ground and groundwater conditions, drill rig, pipe, and problems encountered and how resolved, any claims and how resolved. Owner or owner’s representative shall be listed with address and telephone number. The Contractor shall demonstrate proof of instruction by the licensor or provide on-site services of the licensor until such time the contractor's competency to perform the work is satisfactory to the Owner and/or Engineer.

B. The pipe reaming Contractor superintendent(s) and directional drilling equipment operator(s) shall each have at least three (3) years’ experience using directional drilling equipment on at least 3 projects with similar diameters, drive lengths, and ground and groundwater conditions. The Contractor shall submit resumes for the superintendent(s) and boring machine operator(s) that will be on site for the duration of the boring process. Personnel experience shall include project names, locations, type and diameter of pipe installed, total length, maximum drive length, depth, ground and groundwater conditions and owner or owner’s representative shall be listed with address and telephone number. The drill rig operator and locator listed in the submittal shall be on site during all construction related activities required for the pipe reaming installation.

C. Contractor’s engineer shall be a Professional Engineer registered in the State of California. Experience shall include design calculations on three (3) pipe reaming projects for at least three (3) years with similar diameters, drive lengths, and ground and groundwater conditions
PART 2 – PRODUCTS

2.01 HIGH DENSITY POLYETHYLENE (HDPE) PIPE
A. Pipe shall be solid wall high density polyethylene (HDPE) pipe in accordance with Section 15066, DR 17 High Density Polyethylene (HDPE) pipe.

2.02 DIRECTIONAL DRILLING EQUIPMENT
A. The Contractor shall provide all equipment, materials, and personnel necessary for

9.j
June 22, 2026 Packet Pg. 371
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-116
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
completing the installation as shown on the Drawings and specified herein. The equipment and materials shall include but are not limited to:

1. Directional drilling rig with all ancillary equipment, including drill pipes, cutting bits reaming bits, swivels, motors, pumps, hoses, missing equipment, drilling fluid processing equipment (cutting separation equipment), downhole survey equipment, fluid pressure and flow rate monitoring equipment, spare parts, pipe handling equipment, crane, backhoe, roller, side boom tractors, control cabin, control equipment, and office equipment.

2. Drilling fluid and additives. All fluid additives shall be NSF/ANSI 60 certified other than soda ash.

B. The capacity of the directional drilling system used by the Contractor shall be adequate to install the specified pipeline as required in this Section

2.03 WATER
A. Potable water shall be used.

2.04 INSTRUMENTATION AND MONITORING
A. At all times during the pilot bore the Contractor shall provide and maintain an instrumentation and monitoring system that is capable of accurately locating the position of the drill head in the x, y and z, axes within one (1) to two (2) inches, maximum. The Contractor shall provide and maintain equipment that is capable of monitoring and recording drilling fluid pressures, drilling fluid flow rates, and drill pipe thrust, torque, and pullback loads.

1. Drill Head Locator System: Contractor shall monitor and record x, y, and z coordinates of the drill head relative to an established surface survey bench mark. Deviations between the recorded and design bore path shall be calculated and reported on the daily log. If the deviations exceed tolerances specified elsewhere, such occurrences shall be reported immediately to the Engineer.

2. Drill Pipe Thrust and Torque: Drill pipe thrust and torque shall be measured and recorded at least once per drill pipe length or at 30 feet or 30-minute intervals, whichever is most frequent. Loss of circulation or sudden increases in torque or thrust shall be reported to the Engineer immediately. All thrust and torque measurements shall be made during pilot hole drilling, prereaming, reaming, and pullback, and shall be submitted with daily logs.

Instances of thrust, torque, or pullback exceeding allowable limits shall be reported immediately to the Engineer.

2.05 DRILLING FLUIDS

9.j
June 22, 2026 Packet Pg. 372
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-117
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
A. Drilling fluid pressures and flow rates shall be continuously monitored and recorded by the Contractor. The drilling fluid pressures shall be monitored per the requirements of this section.

2.06 DRILL RODS/DRILL STEM
A. The Contractor shall provide high quality drill pipes that the Contractor has inspected and determined are adequate for the project requirements. Bent, cracked, or fatigued drill pipes shall not be used. Threads must be in good condition. The lengths of drill pipes should be measured and recorded meeting the requirements of ASTM F714 Polyethylene (PE) Plastic Pipe SDR (17) based on outside diameter, ASTM D1248 and ASTM D3350.

2.07 FRAC OUT SUPPLIES
A. Before drilling is allowed to begin, the Contractor shall procure adequate equipment and supplies to contain hydrofractures. At a minimum the following must be on site.

1. Vacuum truck or tank.

2. 40 Sand Bags (20 filled, 20 empty).

3. 2 Hand Shovels.

4. Push Broom.

5. Bucket.

Before drilling is allowed to begin, the Contractor shall construct a 6-inch high berm around the exit area. The berm shall be constructed out of a straw wattles and temporary asphalt. The berm shall enclose an area no smaller than 10 feet wide and 20 feet long.

PART 3 – EXECUTION

3.01 MOBILIZATION
A. The Contractor shall mobilize all equipment, materials, and personnel necessary to construct the HDPE pipeline using the pipe reaming process at the locations shown in the Drawings.

B. Entry Area: The Contractor shall set up temporary workspace in the areas approved by the Engineer. Appropriate precautions and measures shall be employed by the Contractor to prevent erosion, surface drainage, and spillage of drilling fluids or other materials that could adversely impact the environmental quality of the site. Hay bales or other suitable materials shall be used to line the work area to minimize erosion and contain any spillage or runoff.

9.j
June 22, 2026 Packet Pg. 373
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-118
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
C. Exit Area: The exit area shall have a drilling fluid pit for containing drilling fluids and cuttings. Suitable materials combined with temporary asphalt berms shall be used to berm the exit area to minimize drilling fluid runoff.

D. Pipe Layout Area: The Contractor shall indicate the pipe layout area in the engineering submittals. Traffic barricades shall be used to protect traffic and the pipe. A pipe launcher or roller system shall be provided by the Contractor to facilitate pipe pullback.

E. The Contractor shall conduct walkover site inspection recording by Station, noting potential sources of interferences prior to commencing drilling operations.

3.02 GENERAL REQUIREMENTS
A. The Contractor shall not exceed approved insertion rate or force at any time.

B. Pipe Damage: All pipe damaged before, during or after installation shall not be used and shall be removed from the site by the Contractor and replaced at his cost to the satisfaction of the Engineer. The Contractor shall inspect the pipe prior to installation to ensure that there is no damaged pipe.

C. All utilities crossing within (3) feet (radially) of the pipe shall be exposed prior to the start of pipe reaming operations. Utilities damaged by pipe reaming shall be repaired at the expense of the Contractor.

D. Existing pipe may be bedded and backfilled in gravel. Contractor should calculate pull forces based upon this condition assumption as well as consideration of pipe length.

E. Only fusion joining equipment designed for this purpose and approved by the pipe manufacturer or supplier and the Engineer shall be used for assembly of pipe fittings to ensure proper installation. The heater plate shall be equipped with accurate temperature gages to measure the temperature of the plate surfaces and to assure uniform heating such as thermometers or pyrometers. Fusion joining and other procedures necessary for correct assembly of the polyethylene pipe shall be done only by personnel trained in those skills to the satisfaction of the Engineer and the pipe supplier.

F. Sections of polyethylene pipe shall be joined into continuous lengths on the job site above ground. The joining method shall be the butt fusion method and shall be performed in strict accordance with the pipe manufacturer’s recommendations.

Threaded or solvent-cement joints and connection are not permitted. Fusion equipment used in the joining procedure shall be capable of meeting all conditions recommended by the pipe manufacturer, including but not limited to, fusion temperature, alignment, and fusion pressure. Electrofusion may be used for field closures as necessary.

G. A fire-retardant bag or suitable enclosure shall be used with the heater plate to facilitate control of the heating process and to protect the heater plate surfaces from dirt and other debris when not in use. The heater plate surfaces shall be cleaned regularly as needed to prevent accumulation of fusion welding residues or other substances that may result in faulty pipe joining.

9.j
June 22, 2026 Packet Pg. 374
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-119
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
H. Butt fusion shall conform to ASTM D2657 and pipe manufacturer’s criteria for the type of joining. Joint strength shall be equal to that of the adjacent pipe.

I. The inside and outside of pipe ends shall be cleaned with a cotton or non-synthetic cloth to remove dirt, water, grease, and other foreign materials. The pipe ends shall be cut square and carefully aligned just prior to heating.

J. After achieving the proper melt pattern, the pipe ends shall be brought together in a firm, rapid motion applying sufficient pressure to form a pipe bead (1/8-inch to 3/16-inch in height) around and inside the entire circumference of the pipe.

K. The butt-fused joint shall be in true alignment and shall have uniform rollback beads resulting from the use of proper temperature and pressure. The joint shall be allowed adequate cooling time before removal of pressure. The fused joint shall be watertight and shall have tensile strength equal to that of the pipe. All defective joints shall be cut out and replaced at the expense of the Contractor.

L. The inside weld bead shall be removed by cutting the bead away without scoring the inside wall of the pipe. The Contractor shall submit to the Engineer, for review as part of the submittal requirements, a debeading process for use in removing the internal bead for the newly joined HDPE pipe sections.

3.03 INSTALLATION OF PIPE
A. After the sewage diversion/bypass is in effect and prior to pipe reaming, the Contractor shall flush and clean all parts of the system by removing all accumulated debris, rocks, gravel, sand, silt, and other foreign material from the pipe per the Contract Documents.

B. Televise the mains for abnormality that could prevent pipe reaming construction and to determine the locations of the laterals that are in service. If any abnormality that could prevent the pipe reaming operation is found, the Contractor shall inform the Engineer immediately for direction.

D. For point repairs installed after sewer cleaning and televising has occurred, the Contractor shall conduct a follow-up PACP CCTV inspection prior to pipe reaming.

E. Perform test roll of locating equipment on surface to ensure correct readings. Perform test roll at the start of the pipe replacement to ensure accuracy and note discrepancies.

Include here: Record and submit test roll data.

F. The Contractor shall maintain the work area in a manner that shall minimize adverse impacts to private property and on other public use activities. The Contractor shall proceed with work in a safe, orderly manner, while maintaining the work site free of debris and unnecessary equipment and materials.

9.j
June 22, 2026 Packet Pg. 375
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-120
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
G. The Contractor shall provide adequate control of surface water drainage and runoff and provide adequate erosion control measures in accordance with Section 01560 Temporary Controls.

H. The Contractor shall control operational pressures, drilling fluid spillage. This includes any spillages or returns at entry and exit locations or at any intermediate point. All inadvertent returns or spills shall be promptly cleaned up. The Contractor shall maintain in site mobile spoil containment and removal equipment during all drilling, reaming, and pullback operations and shall be capable of quickly containing and removing spoils. The Contractor shall immediately notify Engineer of any inadvertent returns or spills and immediately clean up the return or spill. The Contractor shall provide equipment and materials on-site to contain and clean up any drilling fluid returns or frac-outs and shall prevent drilling fluids from entering any creeks or storm drains.

I. The Contractor shall select mixture proportions to ensure borehole stability, reduce drag on the pipe, and completely fill the annular space between the bore and the pipe to control settlement. Management and disposal of drilling fluids shall be the Contractor’s responsibility.

J. Pipe installation sections shall be scheduled to maximize installation lengths and minimize the number of insertion pits required. Insertion pits shall be located over manhole replacement locations, if possible, to minimize surface disturbance.

K. The pilot hole shall follow the design path of the bore shown on the Contract Drawings.

1. Horizontal and Vertical Tolerances
Approximately 50% of diameter maximum or 50% of difference of pipe ID and drill steel OD, one (1) to two (2) inches, maximum.

L. The pilot bore in combination with the existing pipe (host pipe) shall be reamed using equipment and methods submitted by the Contractor. All measurements called for during the pilot boring operation except tracking shall also be made and recorded during the reaming operations and submitted on the daily logs.

M. Pipe Pullback

1. The pipe shall be installed by pulling it into the reamed bore path in a continuous operation, behind a final reaming tool selected by the Contractor.

2. Pull detection wire along with HDPE pipe.

3. The pipe shall be isolated from excessive torsional and axial stresses by a swivel device with a pre-established breakaway tensile capacity that is lower than the allowable tensile strength of the pipe.

4. The Contractor shall monitor and repair damaged pipe roller during the pullback operation to avoid damage to the pipe.

9.j
June 22, 2026 Packet Pg. 376
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-121
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted

5. Contractor shall cease operation if the pipe is damaged and shall repair the pipe using the manufacturer’s recommended procedure before resuming installation.

N. Pipe shall immediately follow the reamer. The reamer overcut should not exceed the maximum diameter of the replacement product by more than 3 inches.

O. Termination: The pulling operation will tend to stretch the pipe, excessive stretching of 1.5 percent will not be allowed. On reaching the exit point, the pipe shall be pulled beyond this point to compensate for the stretching. A 12-hour minimum relaxation period is required before the sewer is cut to length, attached to manholes or structures, and before laterals can be attached to the new sewer. The Contractor shall provide bypass pumping during construction and the relaxation period.

P. The Contractor shall anchor the pipe to concrete structures or manholes after the pipe has been installed along the length of sewer main replaced. The Contractor shall use a pipe-to-manhole connector per Section 15066, DR 17 HDPE Pipe to connect pipe to the structure/manhole.

Q. Slurry generated by the installation shall be disposed of in accordance with all applicable local, state and federal regulations.

3.04 SAFETY
A. Combustible materials (fuel, oil, lubricants, etc.) shall be stored in a well-ventilated storage facility as required by law.

B. The Contractor shall procure and maintain all temporary lighting needed for Contractor’s operations, safety, testing, and inspection. Temporary lighting shall be removed after completion of construction.

C. The Contractor shall erect appropriate barriers, warning lights, and signs, painted with approved colors, warnings, and graphics as required to ensure adequate warning to personnel and the public.

D. Install an enclosure fence around the work areas. The enclosure fence shall include a lockable gate and should be adequate to prevent entry of animals and people from unauthorized entry.

3.05 ADVANCED NOTICE AND INSPECTIONS
A. The Contractor shall provide at least 2 working days advance written notice to the Engineer of the planned inception of major drilling activities, including pilot hole launch, pre-reaming, reaming, and pipe pullback. The Contractor shall immediately notify the Engineer, in writing, when any significant problems are encountered or if ground conditions are construed by the Contractor as being materially and significantly different than the conditions presented in the Geotechnical Report and

9.j
June 22, 2026 Packet Pg. 377
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-122
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
the Contract Documents. All work by the Contractor shall be performed in the presence of the Engineer, unless Engineer grants prior written approval to perform such work in Engineer’s absence.

B. The Contractor shall undertake the following steps prior to commencing drilling operations:

1. Notify USA at least three (3) working days prior to commencing drilling operations.

2. Positively locate and stake all existing lines, cables, or other underground facilities within 10 feet of the design drill path

3. Expose any utilities within (3) feet radially of the design drill path prior to the start of pipe reaming operations. Utilities damaged by pipe reaming shall be repaired at the expense of the contractor.

4. Modify drilling practices and downhole assemblies to prevent damage to existing facilities.

5. Pothole utilities as described in the Contract Documents and report any possible conflicts to Engineer.

Contractor shall be responsible for all losses and repairs occasioned by damage to underground facilities resulting from drilling operations.

C. The Contractor shall notify the Engineer immediately in the event that any obstruction is encountered that prevents further advancement of the drill stem, or pullback of the pre-reamer, reamer and/or pipe. The Contractor and Engineer shall investigate the cause and together determine and appropriate response. Appropriate response may include revisions to equipment or methods, retraction and re-drilling of a portion of the bore, or abandonment of the hole. If abandonment is deemed necessary, the Contractor shall recover, to the extent practical, any drill pipe and tools in the bore, and properly abandon the bore, unless otherwise directed in writing by the Engineer.

If the bore is abandoned, the Contractor shall pressure-grout the abandoned bore with a lean cement-sand grout mixture, or approved materials. If the bore is abandoned, the Contractor shall be allowed to begin a second attempt to install the pipeline at an alternate location approved in writing by the Engineer. The Contractor shall take all reasonable actions to complete the installation with minimal delays. The extra costs and payments associated with encountering the obstruction shall be negotiated between the City and Contractor, based on reasonable time and materials.

3.06 DAILY LOGS AND RECORDS
A. Daily logs and records shall be maintained by the Contractor, documenting drilling lengths, location of drill head, drilling fluid pressures and flow rates, drilling fluid losses, inadvertent returns, drilling times required for each pipe joint, any instances of retraction and re-drilling of the pilot bore of segments thereof, and any other relevant

9.j
June 22, 2026 Packet Pg. 378
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-123
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
observations. These records shall be maintained and updated daily, or more frequently, as directed by the Engineer. The position of the drill head shall be continuously tracked if work deviates from existing pipe alignment. Submit complete, legible, written daily logs and records within one (1) working day of the date to which the records correspond.

3.07 NOTIFICATIONS
A. Submit written notification at least three (3) working days prior and profile of the bore path and the location shown on the plans and specifications herein. Notify the Engineer immediately upon discovery of any deviations.

B. Document any variations between the actual plan and profile of the bore path and the location shown on the plans and specifications herein. Notify the Engineer immediately upon discovery of any deviations.

3.08 REMOVAL OF TEMPORARY FACILITIES
A. At the completion of construction, Contractor shall remove all temporary facilities installed by the Contractor. Unused soil, aggregate, and other materials shall be removed and disposed of at approved sites. Any damage to streets, lawns, common areas, and sidewalks shall be repaired to their original or better conditions at no additional cost to the City.

3.09 INSPECTION AND TESTING
A. Cleaning and Video Inspection
After pipe reaming installation, the pipes shall be cleaned and tested by the Contractor in accordance with the requirements of Section 02735 Sanitary Sewer System Testing and Cleaning.

B. Mandrel Test
Damage to the pipe resulting from excessive pullback, bending, torsional stresses, or external pressure during installation is the responsibility of the Contractor, including costs for replacement and labor and materials. To confirm no damage to the pipe, upon completion of insertion and pull back, the Contractor shall perform a mandrel test.

At least seven (7) days after installation, the completed pipe installed by pipe reaming methods shall be mandrel tested. The total deflection of the installed pipe shall not exceed 7-1/2% of the inside pipe diameter.

The vertical deflection shall be checked by manually pulling a go/no-go deflection testing mandrel through the pipe. The mandrel shall be specifically designed for this purpose, and the Contractor shall submit shop drawings to the Engineer detailing the type of mandrel to be used. The mandrel shall be as manufactured by Armco In., or approved equal, and shall have the specified accuracy in all positions of rotation. If the mandrel cannot pass through the pipe, it shall be considered collapsed and damaged.

9.j
June 22, 2026 Packet Pg. 379
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-124
SECTION 02643

PIPE REAMING
Mott MacDonald Restricted
The Contractor shall conduct all deflection testing in the presence of the Engineer.

Should any pipe section exceed the maximum deflection specified, the Contractor shall undertake any remedial action as required to relieve the stress on the pipe and restore the cross section.

Following installation, the first four feet of the new carrier pipe shall be cut-off and inspected as to cuts and gouges. All cuts and gouges shall be less than the maximum allowed by the pipe manufacturer.

C. Air Test
The pipe shall be tested with low pressure air in accordance with the requirements of Section 02735 Sanitary Sewer System Testing and Cleaning.

If the pipe fails the air test, the Contractor shall locate the source(s) of the leak and repair the defect(s). The pipe shall then be retested until a satisfactory result is obtained.

Despite any previous testing, any leaks developed before the end of the 1-year guarantee period shall be expeditiously repaired by the contractor at no expense to the town.

3.10 POINT REPAIRS AFTER INSTALLATION
A. TV inspection shall be performed after hydraulic cleaning has been completed and shall conform to the provisions in Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System. Construction deficiencies considered in need of correction prior to acceptance of the work are stated in Section 15050 General Piping.

3.11 AS-BUILT INFORMATION
A. Submit As-Built bore logs.

B. Submit an as-built survey of the pilot hole within two (2) work days of completion of the pilot hole.

C. Submit as-built drawings showing plan and profile views of the installed pipeline, correctly referenced to project benchmarks, and major site features. The actual depths and horizontal offset of installed sanitary sewer lines shall be shown on the as-built plans at intervals of 20 feet or less. Final profiles with existing pipe depth and other location information shall be shown on the as-built plans. In addition, all pothole excavation locations and data shall be shown on the as-built plans. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 380
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-125
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT

REPAIR (CIPPR) METHOD

1.01 SUMMARY
A. Section Includes: Rehabilitation of pipe by the cured-in-place point repair (CIPPR) method.

B. System Description: Rehabilitate existing pipes by inserting a resin-impregnated flexible tube through the host pipe, inflating it to the inside diameter of the host pipe using low-head hydrostatic pressure, and curing the tube using heated water or steam or ultraviolet light.

C. This section provides general guidelines. Nothing contained herein shall relieve the Contractor from completing the CIPP pipe rehabilitation in the most feasible, efficient, highest quality, and safe manner, using required materials to the lines and grades of the sewers to be rehabilitated and to the requirements of this specification.

D. Contractor shall supply all labor, materials, equipment and apparatus not specifically mentioned herewith or noted on the Plans, but which are incidental and necessary to complete the specified work.

E. Related Sections

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02145, SEWAGE FLOW CONTROL

3. SECTION 02641, SANITARY SEWER REHABILITATION USING

CURED-IN-PLACE (CIPP) METHOD

4. SECTION 02645, SANITARY SEWER CURED-IN-PLACE PIPE (CIPP)

LATERAL CONNECTION

5. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

6. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV)

INSPECTION OF SANITARY SEWER SYSTEM

7. SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION

AND REINSTATEMENT

8. Article 15, Special Provisions – Water

1.02 REFERENCES

9.j
June 22, 2026 Packet Pg. 381
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-126
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
A. ASTM D543 – Standard Practices for Evaluating the Resistance of Plastics to Chemical Agents.

B. ASTM D578-05 – Standard Specification for Glass Fiber Strands.

C. ASTM D638-03 – Standard Test Method for Tensile Properties of Plastics.

D. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials E. ASTM D2122 - Standard Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings
F. ASTM D2990-01 - Standard Test Methods for Tensile, Compressive, and Flexural Creep and Creep-Rupture of Plastics.

G. ASTM D3567-97(2006) – Standard Practice for Determining Dimensions of "Fiberglass" (Glass-Fiber-Reinforced Thermosetting Resin) Pipe and Fittings.

H. ASTM D5813-04 – Standard Specification for Cured-In-Place Thermosetting Resin Sewer Pipe.

I. ASTM F1216 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube J. ASTM F1743 - Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP) K. ASTM F2019-03 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Curedin-Place Thermosetting Resin Pipe (CIPP).

L. DIN EN 761 – Glass Reinforced thermosetting plastics (GRP) pipes.

M. DIN EN 13566-4 – Plastics piping systems for renovation of underground nonpressure drainage and sewerage networks.

N. ISO 178- Determination of Flexural Properties.

O. WRc Sewerage Rehabilitation Manual, Type II Design, 4th Edition, 2001.

1.03 EXPERIENCE REQUIREMENTS
A. Required Experience:

1. Installation Contractor:
a. Minimum of 5 years of active experience on commercial installation of CIPP, including use of non-styrene resins.

9.j
June 22, 2026 Packet Pg. 382
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-127
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
i. For each method of installation and curing used on this project, the contractor shall be licensed and certified by the
manufacturer for the CIPPR process being used and have
successfully completed at least 12 CIPPRs using similar installation and curing method as that for the CIPPR process to be used.
ii. For each method of installation and curing used on this project, all work must be supervised by a foreman having previously supervised the successful installation of at least 5 CIPPR rehabilitations using similar installation and curing methods and materials as that for the CIPPR process to be used.

1.04 SUBMITTALS
A. The Contractor shall at minimum submit the following:

1. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed in Section 1.03 of this technical specification section.

2. List of field measurements verifying length and diameter of each pipe segment (including maximum and minimum dimensions).

3. Unless otherwise noted in this Section, CIPPR submittals shall be submitted at least 30 calendar days before any work may be performed.

4. Product Data:
a. Information on CIPPR materials, including fabrics/strands/fibers/ mats/tubes and resins. CIPPR materials submittal shall be approved prior to ordering liners.
i. The type and volume of catalysts and promoters added to the resin, the time of addition, the method of incorporation into the resin, and the quality control procedures required to ensure adequate dispersal and minimization of air
entrainment.
ii. The type and volume of catalysts and promoters added to the resin, the time of addition, the method of incorporation into the resin, and the quality control procedures required to ensure adequate dispersal and minimization of air
entrainment.
iii. Manufacturer’s Quality Control Plan and standard procedures that ensure proper materials are used in the resin impregnation process and in fabric shipping and storage.
iv. Hydrophilic end seal material to be used and method of installation.
b. CIPPR materials submittal shall be approved prior to ordering liners

9.j
June 22, 2026 Packet Pg. 383
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-128
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted

5. Construction Details:
a. CIPPR Manufacturer’s recommended storage procedures, resin application, curing process details and cure schedules (including heat up, hold and cool down cycles and temperature control for each diameter and CIPPR thickness).
b. Safety systems associated with the proposed heating equipment and boiler management operational safety systems for use with the cure process.
c. Bypass pumping plans
d. Mainline and lateral sewer cleaning plan and cleanliness requirements e. Liner shot plan and sequence
f. Liner installation standard procedures, including, but not limited to:
i. Minimum and maximum allowable installation pressures and speeds
ii. Minimum and maximum allowable curing temperatures,
pressures, and curing durations and speeds
iii. Boiler pressure calculations (for non-circulating methods) iv. Temperature monitoring plan
v. Odor controls procedures
vi. Plan to manage flow from laterals during lining.
g. Contingency Plan, including methods and equipment to be used to repair unacceptable liner defects and for removing failed liners, and for availability and accessibility of backup equipment such as air compressors and lateral reinstatement cutters.

9.j
June 22, 2026 Packet Pg. 384
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-129
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted

7. During the curing process, keep logs, charts and/or graphs of the liner temperatures at the specified locations to ensure that proper temperatures and cure times have been achieved.

8. Field Sample Preparation Plan outlining detailed procedure for preparing samples. Plan to include if resin used in restrained sample will be from the same batch mixed for CIPPR or mixed from a different batch utilizing the same sources and if the sample will be prepared while the CIPPR is being installed or immediately following CIPPR installation.

9. Certifications and Testing:
a. Certification from the CIPP manufacturer that the resin/catalyst and tube material complies with the required application meets the intended service condition and complies with the physical requirements. b. Literature and background information on the independent third party testing laboratory proposed for testing the physical properties of the installed pipe.
c. Manufacturer’s certification that lining material is manufactured, sampled, tested and inspected in accordance with ASTM F1216 and F1743. Include the manufacturing date of the lining materials in the certification.
d. Verification of product conformance by third party testing for the chemical resistance and physical testing requirements along with a report of test results.
e. For CIPPRs installed in multiple pieces/shots, whether constructed of identical or dissimilar materials, independent third party accredited laboratory test reports demonstrating that the overlap joint between the exact resins and CIPPRs to be used for this project has been tested for lapshear testing in accordance with ASTM D5868 or ASTM D3163 and that the joint exhibits shear properties equal to or greater than the weaker of the two overlapped CIPPR materials (i.e. that the substrate fails before the lapped joint).
f. Verification of product conformance by third party ISO 17025 testing laboratory testing for the chemical resistance and physical testing requirements along with a report of test results.
g. Performance Quality testing results.

9.j
June 22, 2026 Packet Pg. 385
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-130
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted

11. After each impregnation of a tube for an installation, submit a process record that verifies that the resin impregnation yield matches the required quantity for the diameters and thicknesses.

12. Pre and post Construction Inspection Deliverables in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

13. Quality control report for resin impregnation of each CIPPR showing information such as resin lot numbers, volumes of resin, and catalyst used.

Include a checklist so that each critical step in the resin impregnation process is checked off and initialed.

PART 2 – PRODUCTS

2.01 GENERAL
A. Materials provided and process variables used in the CIPP installation process are the responsibility of the Contractor.

B. Materials, installation procedures and the final product shall equal or exceed the requirements of ASTM F1216, ASTM F1216 Appendix X1, and F1743, as applicable.

2.02 COMPONENT PROPERTIES
A. Liner Tube:

1. The tube/fabric should consist of one or more layers of flexible needled felt or an equivalent nonwoven or woven material, or a combination of nonwoven and woven materials, each potentially including fibers of corrosion resistant E-CR glass conforming to ASTM D578, capable of carrying resin, withstanding installation pressures and curing temperatures. The tube should be compatible with the resin system used. The material should be able to stretch to fit irregular pipe sections and negotiate bends.

2. The tube shall be capable of conforming to offset joints, bells and deformed pipe sections up to 20% of original pipe diameter.

B. Resin:

1. Compatibility with Application: Liquid thermosetting resin that is compatible with the CIPP rehabilitation process used and designed for a wastewater environment.

9.j
June 22, 2026 Packet Pg. 386
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-131
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted

2. Type: Non-styrene vinyl ester or epoxy meeting the service conditions specified for the tube system and the applicable sections of ASTM F1216 and F1743.

3. The resin must be able to cure in the presence of water and the initiation temperature for cure should be less than 180°F (82.2°C).

4. Resin Characteristics:
a. Sufficiently thixotropic to obtain non-draining characteristics when impregnated into the fiber fabric.
b. The wall color of the interior pipe surface after installation shall be a light reflective color so that a clear detailed examination with closed circuit television inspection equipment may be made.

C. Hydrophilic Seals:

1. Provide hydrophilic end seals to prevent water from migrating between the CIPPR and host pipe into sewer. Provide one of the following:

2. Product and Manufacturer:
a. 2 mm thick Insignia O-Ring; or equal
b. Sika Hydrotite RS 0520; or equal.

2.03 FINISHED AND CURED LINER PROPERTIES
A. CIPPR Thickness: The design shall be based on the following pipe conditions, service requirements and physical conditions:

1. In accordance with ASTM F1216, Appendix X1, Design Considerations for a partially deteriorated host pipe.

2. Assume groundwater is at ground surface.

3. All pipes subject to soil load of 130 lb/cu.ft. and H-20 live load.

4. Ovality of host pipe is no greater than 2 percent.

5. Factor of Safety (N) of 2.0

6. Modulus of passive soil reaction is 1,000 psi.

7. A Poisson’s ratio of 0.3.

9.j
June 22, 2026 Packet Pg. 387
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-132
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted

8. An enhancement factor of 7.

9. A soil depth:
a. equal to the depth of the upstream or downstream manhole on that pipe segment, whichever is deeper OR
b. of 15 feet (contractor may request the use of a lesser depth if contractor demonstrates actual cover over CIPPR is equal to that used in the calculation).

10. The long-term flexural modulus and long-term flexural strength used in the design shall be the values as rated for the specified service life and as submitted in Paragraph 1.8, except:
a. If performance test data for previously installed liners using the proposed resins are available, the long-term flexural modulus and long-term flexural strength values used in the design shall be the 30th percentile of the available data set.
b. If these test results were generated from laboratory prepared samples, the long-term flexural modulus and long-term flexural strength values used in the design shall be 30% of the value indicated by the laboratory tested samples.
c. If approved 10,000 hour data are not available, long-term flexural modulus and long-term flexural strength retention used for design thickness shall be 15% (85% reduction) of the short term strengths. d. Contractor may elect to use weaker long-term flexural modulus and long-term flexural strength values than indicated in the submittal for these properties to account for differences in field prepared liners versus laboratory prepared liners, so long as other requirements regarding limits to thickness are not compromised.

11. The liner thickness of each CIPPR shall be determined by the contractor and submitted per section 1.04. In no case shall the liner be thinner than 4 mm.

12. A minimum service life of 50 years under continuous service.

B. The liner shall be homogeneous throughout, white, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults. The physical properties of the cured liner shall meet the minimum chemical resistance requirements of ASTM F1216 and F1743 and shall conform to the minimum structural standards listed in the following table:

9.j
June 22, 2026 Packet Pg. 388
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-133
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
Structural Property ASTM
Standard
Minimum Value
Non-styrene
Vinyl ester or
Epoxy Resin
Wall Thickness D2122 As calculated
Flexural Strength D790 5,000 psi
Flexural Mod. of Elasticity (short-term) D790 300,000 psi Flexural Mod. Of Elasticity (long-term) D790 150,000 psi C. Liner Tube Sizing:

1. The CIPPR shall be fabricated to a size that when reformed will tightly fit the sewer being rehabilitated.

2. Allowance for longitudinal and circumferential expansion shall be taken into account when sizing and installing the CIPPR.

3. All dimensions shall be field verified by the CONTRACTOR prior to delivery of the CIPPR.
a. The contact tolerance is 1.0 mm. Where any space or gap between the outside surface of the CIPPR and the inside surface of the existing pipe exceeds 1.0 mm as is visually evident or as determine using mandrel or laser profiling, if so specified, the CIPPR fit will be deemed deficient and corrective action will be required. b. Where irregularities of the existing pipe exists such as offset joints, protrusions, bumps, and deformations, and the irregularities remain after the sewer has been prepared in accordance with the Contract Documents, exception to the contact tolerance will be allowed in the irregularity zone. The exception shall not present an obstruction to sewage flow.

PART 3 – EXECUTION

3.01 LINER PIPE STORAGE AND HANDLING
A. Liner pipes shall be properly stored and handled to prevent damage in accordance with the manufacturer’s recommendations and as approved by the Engineer. Extra care shall be taken during hot and cold weather construction. Any CIPPR damaged in shipment shall be replaced as directed by the owner.

9.j
June 22, 2026 Packet Pg. 389
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-134
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
B. Damage includes, but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-violet (UV) degradation.

C. All damaged materials and pipe rejected by the Engineer shall be promptly removed from the project site at no additional cost to the City and disposed of in accordance with current applicable regulations.

3.02 PREPARATORY WORK
A. Provide temporary sewage flow control of the sanitary mains in accordance with Section 02145, Sewer Flow Control.

B. Clean sewer lines prior to Pre-Construction Inspection, such that the sewer lines are free of roots, grease, sand, rocks, sludge, tuberculation and other debris. The work of sewer line cleaning shall conform to the requirements of Section 02735, Sanitary Sewer System Testing and Cleaning.

C. Perform Pre-Construction Inspection in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System.

D. Inspect and confirm the inside diameter, alignment, length, and condition of each host pipe to receive a CIPPR. Use the data and information collected from this inspection to verify the size of the CIPPR and refine the installation techniques. If unknown physical conditions in the work area that differ materially from those ordinarily encountered are uncovered during the investigation, the contractor shall notify the engineer before lining. Confirm that the surrounding pipe is not physically damaged and is capable of withstanding the packer pressures anticipated by the contractor’s installation methods. Any damage cause to surrounding pipes shall be repaired by the contractor at no additional cost.

E. Clear the line of obstructions that will prevent the insertion of the CIPPR. If inspection reveals an obstruction that cannot be removed by the conventional cleaning equipment, make an excavation and repair the obstruction. Excavation work shall be approved by the engineer prior to commencement of the work and shall be paid under a Change Order.

F. Remove pockets of water that would dilute the resin if the uncured CIPPR is to pass through said pocket.

G. Perform pre-installation inspection immediately prior to CIPPR installation to demonstrate that the pipe is clean and free of roots, grease, sand, rocks, sludge, structural impediments, or other conditions that would affect long-term viability of the CIPPR.

9.j
June 22, 2026 Packet Pg. 390
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-135
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
H. When installing CIPPR over an existing liner, remove coating from the existing liner.

I. Follow notification requirements under Section 01730, Public and Agency Notifications.

3.03 LATERAL BYPASS PUMING
A. Maintain commercial and residential sewer service during the installation process. If necessary to properly complete the Work, the contractor may interrupt flow from services if such interruption is first coordinated with and allowed by the property owner(s). Contact the property owners in accordance with Section 01730, Public and Agency Notifications. Upon completion of the work, immediately reinstate all services and notify the property owner(s) that service is again available. The contractor assumes all responsibility for notifying property owners of service interruptions. The contractor also assumes all responsibility for blockages, back-ups, and damages caused to public and private property as a result of the interruption of service, whether caused by the contractor’s or property owner’s actions.

B. Bypass pumping systems shall be in accordance with Section 02145, Sewage Flow Control.

3.04 CIPPR INSTALLATION PROCEDURE
A. The CIPPR fabric shall be measured, cut, and impregnated with resin to the measurements specified herein and in accordance with manufacturer’s recommended procedures. The appropriate catalyst for the ambient temperature at the time of installation shall be used. CIPPR wet out may not be done on any surface whose temperature is greater than 70ºF. Insert the hydrophilic bands 2” and 4” from each end of the CIPPR.

B. Provide flow control sufficient to allow CCTV observation of CIPPR throughout installation.

C. Completely protect the resin-saturated tube during positioning and installation. No resin shall be lost by contact with manhole walls, pipe, or water pockets.

D. Install the CIPPR in accordance with the manufacturer’s specifications. The installation method and equipment shall be sufficient to tightly hold the CIPPR to the existing pipe wall, producing dimples at all service connections. The applied pressure shall be great enough to overcome or prevent infiltration from entering the existing pipeline during the curing process. No frayed edges or friable excess resin shall be evident after curing.

9.j
June 22, 2026 Packet Pg. 391
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-136
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
E. Maintain the curing temperature/temperature rise rate or exposure times in accordance with the approved cure procedures. Continue curing until the desired product is achieved.

F. Initiate a controlled cool-down to cool the hardened liner to a temperature below 110°F, in accordance with the approved cure procedures.

G. CIPPRs designated to be installed starting at the manhole shall have the CIPPR extend to the edge of the host pipe terminating in the manhole. If defects in the host pipe near the manhole are such that the end seal will not form a watertight seal between the CIPPR and host pipe, apply hydraulic cement to the defects in the host pipe to provide a smooth surface to receive the end seal prior to inserting the CIPPR.

For CIPPRs designated to be installed at the start or end of the manhole, provide a smooth transition between the existing manhole channel invert and the end of the CIPPR using cementitious or other approved material to prevent settling of sediments or debris from catching on the CIPPR.

H. For CIPPRs designated to be installed onto existing cured in place liners, remove any loose, wrinkled, or intruding portion of the existing liner prior to CIPPR installation.

Brush the entire circumference of the host liner to a minimum of six inches beyond each end of the defective liner or as approved by the ENGINEER.  CIPPRs shall then be installed with twelve inches of overlap on either end of the defective liner, with hydrophilic bands placed six inches from either end of the CIPPR (i.e., centered on each overlap).  Hydrophilic bands may be waived for non-polyester based CIPPRs, at the ENGINEER’s sole discretion.

I. After the curing process is complete, remove all installation and curing equipment from the host pipe. No material other than the cured CIPPR shall remain in the host pipe. Remove any excess CIPPR material protruding into sewer main or manhole by remote robotic cutting equipment or manual means, in accordance with manufacturer’s instructions.

J. Provide a finished CIPPR that is free of visual defects such as foreign inclusions, dry spots, pinholes, delamination, lifts, blisters, cracks, or wrinkles in any location in excess of 5% of the host pipe inside diameter.

K. Laterals:

1. See section 02645, Sanitary Sewer Cured-in-Place (CIPP) Lateral Connection, for the reinstatement of sewer laterals.

2. Do not reopen capped or inactive lateral connections. Confirm the locations of all capped or inactive laterals during pre-construction CCTV inspections.

9.j
June 22, 2026 Packet Pg. 392
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-137
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted

3.05 FINAL CLEANING AND INSPECTION
A. Conduct Post-Construction Inspection in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System. Perform Post-Construction Inspection no sooner than 90 days after all CIPPR work for a given pipe segment has been completed.

B. Correct all defects discovered during the Post-Construction Inspection before Conditional Acceptance. After the defects are corrected, repeat the Post-Construction Inspection of the CIPPR.

3.06 SAMPLING AND LABORATORY TESTING
A. Material Sampling:

1. Cure and provide to third-party laboratory one restrained pipe sample for each tube/resin/installation method used for this project in a manner that represents the conditions experienced during installation of the in-ground liners and in accordance with the Field Sample Preparation Plan specified in Paragraph

1.8. Take the first sample taken from the first of the Work. Take subsequent samples at uniform intervals during the work. Contractor is required to obtain the samples and pay for testing.

2. Prepare, cure and provide to third-party laboratory one restrained sample for every 20 CIPPR installations, but no less than 2 samples, of each resin-fabric combination used for this project or fraction thereof, in a manner that represents the conditions experienced during installation of the in-ground liners and in accordance with the Field Sample Preparation Plan submitted in Paragraph 1.8.

3. Cut one 24-inch cylindrical sample from the center of the restrained pipe sample. Label sample with the contract number, date of installation, street location, segment number(s), and specified thickness. Send to independent third-party laboratory for testing.

4. Testing: The following tests at the following minimum frequencies will be performed by the contractor. If more than one sample of a tube/resin/installation method is collected and tested over the course of the Work, the average of the sample results will be considered representative of all the liners installed for that particular resin-fabric combination. For example, 4 samples of a particular tube/resin/installation method combination are analyzed for flexural strength; the results are 2,000, 4,500, 5,500, and 6,000 psi. The average flexural strength is 4,500 for liners constructed from this tube/resin/installation method combination. The owner or the contractor

9.j
June 22, 2026 Packet Pg. 393
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-138
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
may elect to perform additional testing, at his discretion and cost, to improve the resolution of performance test characterization. All testing shall be performed by an independent, accredited ISO 17025 testing facility. Each test shall be performed by a laboratory with an American Association for Laboratory Accreditation (A2LA) for the specific test to be performed.

5. Short-term Flexural (Bending) Properties – The initial tangent flexural modulus of elasticity and flexural yield strength measured in accordance with ASTM D790.
a. Frequency – 1 test per sample.

6. Thickness measured in accordance with ASTM D3567.
a. Frequency – 1 test per sample.

7. Chemical Resistance - The chemical resistivity of the liner measured in accordance with ASTM F1216, Appendix X2.
a. Frequency – 1 test per sample.

3.07 FINISHED PIPE LINER
A. Installed thickness of the CIPPR shall be within minus 10 percent and plus 15 percent of the design thickness.

B. When cured, the CIPPR shall form a continuous, hard, impermeable liner that is chemically resistant to chemicals found in domestic sewage per ASTM F1216, Appendix X2 and abrasion resistant.

C. The CIPPR shall be fabricated to a size that when reformed will tightly fit the sewer being rehabilitated. Allowance for longitudinal and circumferential expansion shall be taken into account when sizing and installing the CIPPR. All dimensions shall be field verified by the contractor prior to delivery of the CIPPR. The contact tolerance is 1.0 mm. Where any space or gap between the outside surface of the CIPPR and the inside surface of the existing pipe exceeds 1.0 mm as is visually evident or as determined using mandrel or laser profiling, if so specified, the CIPPR fit will be deemed deficient and corrective action will be required. Where irregularities of the existing pipe exists such as offset joints, protrusions, bumps, and deformations, and the irregularities remain after the sewer has been prepared in accordance with the Contract Documents, exception to the contact tolerance will be allowed in the irregularity zone. The exception shall not present an obstruction to sewage flow.

9.j
June 22, 2026 Packet Pg. 394
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-139
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
D. CIPPR lengths shall be as shown and shall extend a minimum of 1 foot beyond the pipe defects at each end of the repaired section or 6 inches beyond the nearest upstream and downstream pipe joint, whichever is less, unless otherwise directed by the engineer. Length of each required repair shall be verified in the field by the engineer prior to installation. Use packers or other installation devices whose length and diameter are appropriately sized for the repair to be conducted.

E. CIPPRs shall be fitted with a two bands of low-profile hydrophilic end seals at each end of the repair.

F. If a multiple-piece CIPPR is utilized, a minimum overlap of 1 pipe diameter or 12 inches, whichever is greater, shall be used at each overlapping segment of the CIPPR.

Overlapped segments shall be installed such that a maximum protrusion of 2 mm results at each overlap. The transition between the repair and the existing pipe must be smoothly tapered either by the use of a compressible fabric or a 1.5 mm thick tail piece. Resin extending more than 3 inches from the end of CIPPR shall be removed and the CIPPR edge left smooth and free of snags or protrusions that might impede sewage flow.

G. The tube/fabric shall be homogeneous across the entire wall thickness containing no intermediate or encapsulated elastomeric layers. No material shall be included in the tube that may cause delamination in the CIPPR. No dry or unsaturated layers shall be evident.

H. The liquid thermosetting resin shall saturate the fabric and produce a properly cured CIPPR.

I. The wall color of the interior pipe surface of CIPPR after installation shall be a light reflective color so that a clear detailed examination with closed circuit television inspection equipment may be made.

J. The resin shall be brought on site in the resin manufacturer’s original containers.

Each container shall be clearly labeled as to contents and product data. The resin shall be stored, mixed and applied in accordance with the manufacturer’s recommendations.

3.08 CIPPR ACCEPTANCE
A. Acceptance of the CIPPR shall be based on the ENGINEER’s evaluation of the CIPPR curing logs, laboratory test results for the installed pipe samples, and Postconstruction Inspection video, which shall demonstrate:

B. Compliance with the required CIPPR physical properties and thickness.

9.j
June 22, 2026 Packet Pg. 395
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-140
SECTION 02644

SANITARY SEWER REHABILITATION USING CURED-IN-PLACE PIPE POINT REPAIR (CIPPR) METHOD Mott MacDonald Restricted
C. There is no evidence of groundwater infiltration through the body or at ends of the CIPPR.

D. There is no evidence of excessive wrinkles, splits, cracks, breaks, lifts, kinks, scalds, blisters, delaminations or crazing in the CIPPR.

E. Compliance with the required physical strength properties and thickness.

F. For each pipe segment, the calculated required thickness of the liner based on the installed material properties will be determined using the actual installed liner thickness and material properties as measured by the quality control tests required in Paragraph 3.7 and appropriate applicable formula from ASTM F1216, Appendix X1.

G. Compliance with the required chemical resistance properties.

H. There is no evidence of excessive wrinkles, splits, cracks, breaks, lifts, kinks, scalds, blisters, delaminations, crazing or other defects in the liner.

I. Compliance with required length and diameter of liner.

J. If any defective CIPPR is discovered after it has been installed, it shall be removed and replaced with either a sound CIPPR or a new pipe at no additional cost to the OWNER. Obtain approval of the ENGINEER for method of repair, which may require field or workshop demonstration.
**END OF SECTION*

9.j
June 22, 2026 Packet Pg. 396
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-141
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS)

CONNECTION

1.01 SUMMARY
6) Section Includes: Lateral connection for the cured-in-place pipe (CIPP) method using the cured-in-place lateral shortliner (CIPLS).
7) System Description: Rehabilitation of existing lateral connections by inserting a resinimpregnated flexible tube through the main pipe extending up the lateral, inflating it to the inside diameter of the host pipe using low-head hydrostatic pressure, and curing the tube using heated water or steam.
8) This section provides general guidelines. Nothing contained herein shall relieve the Contractor from completing the CIPP lateral connection in the most feasible, efficient, highest quality, and safe manner, using required materials to the lines and grades of the sewers to be rehabilitated and to the requirements of this specification. 9) Contractor shall supply all labor, materials, equipment and apparatus not specifically mentioned herewith or noted on the Plans, but which are incidental and necessary to complete the specified work.
10) Related Sections

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02145, SEWAGE FLOW CONTROL

3. SECTION 02641, SANITARY SEWER REHABILITATION USING CIPP METHOD

4. SECTION 02644, SANITARY SEWER REHABILITATION USING

CURED-IN-PLACE PIPE (CIPP) POINT REPAIR METHOD

5. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

6. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION

OF SANITARY SEWER SYSTEM

7. SECTION 02739, BUILDING SEWER (LATERAL) CONSTRUCTION

AND REINSTATEMENT

8. Article 15, Special Provisions – Water

1.02 REFERENCES

9.j
June 22, 2026 Packet Pg. 397
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-142
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
A. ASTM D543 – Standard Practices for Evaluating the Resistance of Plastics to Chemical Agents.

B. ASTM D790 - Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials C. ASTM D2122 – Standard Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings
D. ASTM D2990-01 – Test Methods for Tensile, Compressive, and Flexural Creep and Creep-Rupture of Plastics.

E. ASTM D5813-04(2008) – Standard Specification for Cured-In-Place Thermosetting Resin Sewer Pipe.

F. ASTM F1216 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube G. ASTM F1743 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP) H. ASTM F2019 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) CuredIn-Place Thermosetting Resin Pipe (CIPP).

I. ISO 178 – Determination of Flexural Properties.

J. DIN EN 761 – Glass Reinforced thermosetting plastics (GRP) pipes.

K. DIN EN 13566-4 – Plastics piping systems for renovation of underground nonpressure drainage and sewerage networks.

1.03 EXPERIENCE REQUIREMENTS
A. Required experience:

1. Contractor shall be licensed and certified by the manufacturer of the CIPLS.

The license or certification shall include the names of the persons who have been trained or certified by the manufacturer.

2. CONTRACTOR shall have successfully completed at least 20 CIPLS installations for the manufacturer proposed using the specific method of installation and curing proposed, or at least 50 cured-in-place lateral liners (CIPLLs) from that same manufacturer.

3. Each installation crew must be directly supervised by a dedicated foreman having previously supervised the successful installation of at least 10 CIPLS rehabilitations using the CIPLS manufacturer proposed and using the specific

9.j
June 22, 2026 Packet Pg. 398
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-143
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
method of installation and curing proposed, or at least 50 CIPLLs from that same manufacturer.

4. Exclusive of the foreman, the installation crew must include at least 2 members who have each previously completed the successful installation of at least 10 CIPLS rehabilitations using the manufacturer proposed and using the specific method of installation and curing proposed, or at least 50 CIPLLs from that same manufacturer.

5. The final decision to accept or reject the product, manufacturer, and/or installer lies solely with the Engineer. The named Manufacturer, Field Superintendent, CIPP Installer, and Curing Technician must be utilized to perform the work under this project, unless changes are specifically authorized by the Engineer in writing.

1.04 SUBMITTALS
A. The Contractor shall at minimum submit the following:

1. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed in Article 1.03 of this technical specification section.

2. List of field measurements verifying length and diameter of each pipe segment (including maximum and minimum dimensions).

3. Unless otherwise noted in this Section, CIPLS submittals shall be submitted at least 30 calendar days before any work may be performed.

4. Product Data:
a. Information on CIPLS materials, including fabrics/strands/fibers/ mats/tubes and resins. CIPLS materials submittal shall be approved prior to ordering liners.
i. The type and volume of catalysts and promoters added to the resin, the time of addition, the method of incorporation into the resin, and the quality control procedures required to ensure adequate dispersal and minimization of air entrainment.
ii. The type and volume of catalysts and promoters added to the resin, the time of addition, the method of incorporation into the resin, and the quality control procedures required to ensure adequate dispersal and minimization of air entrainment.
iii. Manufacturer’s Quality Control Plan and standard procedures that ensure proper materials are used in the resin impregnation process and in fabric shipping and storage.
b. CIPLS materials submittal shall be approved prior to ordering liners

9.j
June 22, 2026 Packet Pg. 399
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-144
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted

5. Construction Details:
a. CIPLS Manufacturer’s recommended storage procedures, resin application, curing process details and cure schedules (including heat up, hold and cool down cycles and temperature control for each diameter and CIPLS thickness).
b. Safety systems associated with the proposed heating equipment and boiler management operational safety systems for use with the cure process.
c. Bypass pumping plans
d. Mainline and lateral sewer cleaning plan and cleanliness requirements e. Liner shot plan and sequence
f. Liner installation standard procedures, including, but not limited to:
i. Minimum and maximum allowable installation pressures and speeds
ii. Minimum and maximum allowable curing temperatures,
pressures, and curing durations and speeds
iii. Boiler pressure calculations (for non-circulating methods) iv. Temperature monitoring plan
v. Odor controls procedures
vi. Plan to manage flow from laterals during lining.
g. Contingency Plan, including methods and equipment to be used to repair unacceptable liner defects and for removing failed liners, and for availability and accessibility of backup equipment such as air compressors and lateral reinstatement cutters.

9.j
June 22, 2026 Packet Pg. 400
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-145
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted

7. During the curing process, keep logs, charts and/or graphs of the liner temperatures at the specified locations to ensure that proper temperatures and cure times have been achieved.

8. Certifications and Testing:
a. Certification from the CIPP manufacturer that the resin/catalyst and tube material complies with the required application meets the intended service condition and complies with the physical requirements. b. Literature and background information on the independent third party testing laboratory proposed for testing the physical properties of the installed pipe.
c. Manufacturer’s certification that lining material is manufactured, sampled, tested and inspected in accordance with ASTM F1216 and F1743. Include the manufacturing date of the lining materials in the certification.
d. For liners installed in multiple pieces/shots, whether constructed of identical or dissimilar materials, independent third party accredited laboratory test reports demonstrating that the overlap joint between the exact resins and fabrics/strands/fibres/mats/tubes to be used for this project has been tested for lapshear testing in accordance with ASTM D5868 or ASTM D3163 and that the joint exhibits shear properties equal to or greater than the weaker of the two overlapped liner materials (i.e. that the substrate fails before the lapped joint). e. Name and location of ISO 17025 testing laboratory to perform CIPP tests, Provide certification that each test shall be performed by a laboratory with an American Association for Laboratory Accreditation (A2LA) for the specific test to be performed.
f. Verification of product conformance by third party testing for the chemical resistance and physical testing requirements along with a report of test results.
g. Performance Quality testing results.

9. For each diameter and thickness to be installed on the project, provide volume of resin required per unit length (gal/foot or liters/meter) to fill the volume of air voids in the tube plus the additional allowance for polymerization shrinkage and to meet the finished liner strength requirements.

10. After each impregnation of a tube for an installation, submit a process record that verifies that the resin impregnation yield matches the required quantity for the diameters and thicknesses.

9.j
June 22, 2026 Packet Pg. 401
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-146
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted

11. Pre and post Construction Inspection Deliverables in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

PART 2 - PRODUCTS

2.01 GENERAL
A. Materials provided and process variables used in the CIPP installation process are the responsibility of the Contractor.

B. Materials, installation procedures and the final product shall equal or exceed the requirements of ASTM F1216, ASTM F1216 Appendix X1, and F1743, as applicable.

2.02 COMPONENT PROPERTIES
A. Liner Tube: The tube shall consist of one or more layers of flexible needled felt or an equivalent nonwoven or woven material, or a combination of nonwoven and woven materials, capable of carrying resin and withstanding installation pressures and curing temperatures. The tube shall be compatible with the resin system used. The material shall be able to fit irregular pipe sections and negotiate bends, if applicable. If the tube contains fiberglass, the fiberglass shall be corrosion resistant E-CR glass conforming to ASTM D578.

1. The following systems are approved for use on this project for CIPLS:
i. Cosmic Top Hat
ii. LMK T-Liner Shorty
iii. Or approved equal.

B. Resin:

1. Compatibility with Application: Liquid thermosetting resin that is compatible with the CIPP rehabilitation process used and designed for a wastewater environment.

9.j
June 22, 2026 Packet Pg. 402
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-147
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted

2. Type: Non-styrene vinyl ester or epoxy meeting the service conditions specified for the tube system and the applicable sections of ASTM F1216 and F1743.

3. The resin must be able to cure in the presence of water and the initiation temperature for cure should be less than 180°F (82.2°C).

4. Resin Characteristics:
i. Sufficiently thixotropic to obtain non-draining characteristics when impregnated into the fiber fabric.
ii. The wall color of the interior pipe surface after installation shall be a light reflective color so that a clear detailed examination with closed circuit television inspection equipment may be made.

2.03 FINISHED AND CURED LINER PROPERTIES
A. Resin properties based on laboratory prepared samples B. 50-Year Flexural Strength (ASTM D790, D2990, or DIN EN 761): 2,500 psi minimum.

C. 50-Year Flexural Modulus (ASTM D790, D2990, or DIN EN 761) based on laboratory prepared samples: 200,000 psi minimum, with no greater than a 55% reduction in initial (hour 0.02) strength.

D. The required structural CIPLS wall thickness for the portion of the CIPLS entering the lateral and for mainline portions of CIPLS in unlined mains shall be determined using the following:

1. In accordance with ASTM F1216, Appendix X1, Design Considerations for a fully deteriorated host pipe.

2. Assume groundwater is at ground surface.

3. All pipes subject to soil load of 130 lb/cu.ft. and H-20 live load.

4. Ovality of host pipe is no greater than 2 percent.

5. Factor of Safety (N) of 2.0

6. Modulus of passive soil reaction is 1,000 psi.

7. External Buckling Design - Acceptable third-party testing and verification of the design analysis techniques (ASTM F1216, Appendix X1).

9.j
June 22, 2026 Packet Pg. 403
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-148
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted

8. A Poisson’s ratio of 0.3.

10. The liner thickness of each CIPLS shall be determined by the contractor and submitted per section 1.04. In no case shall the liner be thinner than 4 mm.

11. A minimum service life of 50 years under continuous service.

E. The liner shall be homogeneous throughout, white, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults. The physical properties of the cured liner shall meet the minimum chemical resistance requirements of ASTM F1216 and F1743 and shall conform to the minimum structural standards listed in the following table:

Structural Property ASTM
Standard
Minimum Value
Non-styrene
Vinyl ester or
Epoxy Resin
Wall Thickness D2122 As calculated
Flexural Strength D790 5,000 psi
Flexural Mod. of Elasticity (short-term) D790 300,000 psi Flexural Mod. Of Elasticity (long-term) D790 150,000 psi F. Liner Tube Sizing:

1. The liner shall be fabricated to a size that when reformed will tightly fit the sewer being rehabilitated.

2. Allowance for longitudinal and circumferential expansion shall be taken into account when sizing and installing the CIPLS.

3. All dimensions shall be field verified by the contractor prior to delivery of the applicable material.
a. Where any space or gap between the outside surface of the CIPLS and the inside surface of the existing pipe exists as is visually evident or as

9.j
June 22, 2026 Packet Pg. 404
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-149
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
determine using mandrel or laser profiling, if so specified, the CIPLS fit will be deemed deficient and corrective action will be required. b. Where irregularities of the existing pipe exists such as offset joints, protrusions, bumps, and deformations, and the irregularities remain after the sewer has been prepared in accordance with the Contract Documents, exception to the contact tolerance will be allowed in the irregularity zone. The exception shall not present an obstruction to sewage flow.

PART 3 – EXECUTION

3.01 LINER PIPE STORAGE AND HANDLING
A. Liner pipes shall be properly stored and handled to prevent damage in accordance with the manufacturer’s recommendations and as approved by the Engineer. Extra care shall be taken during hot and cold weather construction. Any CIPLS damaged in shipment shall be replaced as directed by the owner.

B. Damage includes, but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-violet (UV) degradation.

3.02 PREPARATORY WORK
A. Provide temporary sewage flow control of the sanitary mains in accordance with Section 02145, Sewer Flow Control.

B. Clean portion of lateral to be rehabilitated and mainline sewer prior to Pre-Construction Inspection, such that the pipes are free of roots, grease, sand, rocks, sludge and other debris. Cleaning shall conform to the requirements of Section 02735, Sanitary Sewer System Testing and Cleaning. Clear the lateral line and main line of obstructions such as solids or broken pipe that will prevent the insertion of the liner. If inspection reveals an obstruction that cannot be removed by the conventional cleaning equipment, notify the engineer.

C. Perform Pre-Construction Inspection of lateral connections to be lined in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System.

D. Inspect and confirm the inside diameter, alignment, and condition of each main and lateral at the main and up the lateral to one foot past the planned end of the liner. Use the data and information collected from this inspection to verify the size of the liner and refine the installation techniques. If unknown physical conditions in the work area that differ materially from those ordinarily encountered are uncovered during the investigation, notify the engineer.

9.j
June 22, 2026 Packet Pg. 405
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-150
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
E. Clear the lateral line and main line of obstructions such as solids, dipped joints or broken pipe that will prevent the insertion of the CIPLS liner. If inspection reveals an obstruction that cannot be removed by the conventional cleaning equipment, notify the engineer. If the existing lateral is found to be damaged through no act of the contractor to the point it cannot be lined, make an excavation and repair the lateral.

This work shall be approved by the engineer prior to commencement of this Work and shall be paid under a Change Order.

F. As required, provide for continuous sewage flow around the section of sewer where CIPLS is being installed in conformance with the requirements of Section 02145, Sewage Flow Control. The pump and bypass lines shall be of adequate capacity and size to handle the flow of the sewers and to allow CCTV observation of the rehabilitation process. The proposed bypassing system shall be reviewed in advance by the engineer. The review of the bypassing system by the engineer shall in no way relieve the contractor of his responsibility or public liability.

G. Visually inspect the lateral and main immediately prior to CIPLS lining to demonstrate that the lateral is clean and free of roots, grease, sand, rocks, sludge, or structural impediments that would affect long-term viability of the CIPLS liner.

H. Follow notification requirements under Section 01730, Public and Agency Notifications.

3.03 LATERAL BYPASS PUMPING
A. Bypass pumping laterals will not be a readily available alternative as cleanout access is not expected on CIPLS applications. Notice to residents and businesses will be critical to prevent water use during CIPLS installation and to avoid sewer backups.

Notify occupants immediately prior to CIPLS installation indicating the severity of the consequences of continued water use. Nighttime installation may be required where water use is critical to daytime operations of the applicable resident or business. Notify engineer of any locations where nighttime installations may be required.

B. In cases where a cleanout is available, the following shall apply:

1. Maintain commercial and residential sewer service of active laterals during the installation process and bypass pump individual laterals if needed.

C. Bypass pumping systems shall be in accordance with Section 02145, Sewage Flow Control.

3.04 CIPLS INSTALLATION PROCEDURES
A. The flexible fabric shall be impregnated with the resin in accordance with manufacturer’s instructions. For each installation, provide engineer with a fieldcured resin impregnated wick to provide verification of the curing process.

9.j
June 22, 2026 Packet Pg. 406
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-151
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
B. Provide flow control sufficient to allow CCTV observation of mainline packer throughout CIPLS installation.

C. Install CIPLS liner into lateral in accordance with manufacturer’s instructions.

D. Protect the resin-saturated flexible fabric during positioning and installation.

E. After insertion is complete, apply a suitable pressure to maintain the form of the CIPLS during cure. Apply air, steam, or water, as required by the CIPLS system manufacturer, uniformly throughout the CIPLS to achieve a consistent cure of the resin. Maintain the curing temperature/temperature rise recommended by the CIPLS system manufacturer. Prevent temperatures/temperature rise rates that could scald or bubble the liner. Scalded or blistered CIPLS will be rejected if, in the opinion of the engineer, the performance of the liner is compromised.

F. Continue curing until the desired product is achieved.

G. Initiate a controlled cool-down to cool the hardened liner to a temperature below 110°F, in accordance with the submitted cure schedule after the curing process is complete, remove all installation and curing equipment from the host pipe. No material other than the cured CIPLS shall remain in the host pipe. Remove any excess CIPLS material protruding into sewer main by remote robotic cutting equipment or manual means, in accordance with manufacturer’s instructions.

H. Provide a finished CIPLS that is free of visual defects such as foreign inclusions, dry spots, pinholes, delamination, lifts, blisters, cracks, or wrinkles in any location in excess of 5% of the host pipe inside diameter.

3.04 FINAL CLEANING AND INSPECTIONS
A. Conduct Post-Construction Inspection in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System. Perform Post-Construction Inspection no sooner than 90 days after the completion of a given liner’s installation.

B. Correct all defects discovered during the Post-Construction Inspection before Conditional Acceptance. After the defects are corrected, repeat the Post-Construction Inspection of the CIPLS.

3.08 SAMPLING AND LABORATORY TESTING
A. Material Sampling:

1. Construct an above-grade Tee-fitting mockup for each restrained sample in which a liner can be installed using similar methods as below-grade. Select material and size of PVC host pipe for restrained sample to match the inside diameter of the main and lateral being rehabilitated as close as reasonably practicable. The lengths of the main and lateral pipes shall be of sufficient

9.j
June 22, 2026 Packet Pg. 407
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-152
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
length to install the liner in a similar fashion as below-grade. Contractor is required to obtain the samples and pay for testing.

2. Prepare, cure and provide to engineer one restrained sample for every 100 CIPLS installations of each resin-fabric combination used for this project or fraction thereof, in a manner that represents the conditions experienced during installation of the in-ground liners and in accordance with the Field Sample Preparation Plan submitted in Section 1.4.

3. Cut one 24-inch cylindrical sample from the center of the restrained pipe sample. Label samples with the contract number, date of installation, lateral address, segment number(s), and specified thickness. Send sample to independent third-party laboratory for testing.

B. Testing: The following tests at the following minimum frequencies will be performed by the owner/contractor. If more than one sample of a tube/resin/installation methods is collected and tested over the course of the Work, the average of the sample results will be considered representative of all the liners installed for that particular resinfabric combination. For example, 4 samples of a particular tube/resin/installation method combination are analyzed for flexural strength; the results are 2,000, 4,500, 5,500, and 6,000 psi. The average flexural strength is 4,500 for liners constructed from this tube/resin/installation method combination. The owner or the contractor may elect to perform additional testing, at his discretion and cost, to improve the resolution of performance test characterization. All testing shall be performed by an independent, accredited ISO 17025 testing facility. Each test shall be performed by a laboratory with an American Association for Laboratory Accreditation (A2LA) for the specific test to be performed.

1. Short-term Flexural (Bending) Properties – The initial tangent flexural modulus of elasticity and flexural yield strength measured in accordance with ASTM D790.
i. Frequency – 1 test per sample.

2. Thickness measured in accordance with ASTM D3567.
i. Frequency – 1 test per sample.

C. Chemical Resistance - The chemical resistivity of the liner measured in accordance with ASTM F1216, Appendix X2.

1. Frequency – 1 test per sample.

3.09 FINISHED PIPE LINER
E. The CIPLS shall be a one-piece system consisting of a portion in the main sealing the connection and a lateral tube. The main line portion of the CIPLS lining system shall be bonded to the inside of the mainline sewer and shall have a tee or wye lateral

9.j
June 22, 2026 Packet Pg. 408
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-153
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
connection to match existing tap configuration. This portion shall extend a minimum of 3 inches on each side of the tap. The thickness of the mainline portion of the CIPLS shall be 3 mm, unless otherwise specified. The lateral insertion length of each CIPLS shall be a minimum of three feet unless otherwise shown or specified. The mainline pipe may or may not have a liner installed.

F. Finished CIPLS lining shall be:

1. A felt layer impregnated with a thermosetting non-styrene resin to fit tightly against the existing inside pipe wall.

2. Fabricated from materials that, when cured, shall be chemically resistant to withstand internal exposure to sewage gases containing quantities of hydrogen sulfide, carbon monoxide, methane, petroleum hydrocarbons, moisture saturation, and dilute sulfuric acid.

3. The finished lateral liner shall be a complete, watertight lining from the mainline sewer, including the connection between the lateral and the mainline sewer.

4. Shall be free from dry spots, delamination, lifts, fins and the like as identified by the Engineer. Contractor shall remove and replace the CIPLS as directed by the Engineer if these conditions are present.

G. The fabric and resin shall be as recommended by the liner manufacturer and shall result in a liner that passes the required performance tests.

When cured, the CIPLS shall form a continuous, hard, impermeable liner that is chemically resistant to chemicals found in both domestic sewage per ASTM F1216, Appendix X2 and abrasion resistance.

3.10 CIPLS ACCEPTANCE
A. Acceptance of the CIPLS shall be based on the engineer’s evaluation of the pressure testing, laboratory analyses, resin impregnation quality control reports, CIPLS temperature curing logs, and Post-construction Inspection video, which shall demonstrate:

1. No unacceptable loss of pressure during pressure testing.

2. There is no evidence of groundwater infiltration through the body of the CIPLS, at the interface with the main/tap, or at the lateral end of the CIPLS.

3. There is no evidence of excessive wrinkles, splits, cracks, breaks, lifts, kinks, scalds, blisters, delaminations or crazing in the liner. i. Compliance with required length and diameter of liner. ii. Compliance with the required physical strength properties and thickness.

9.j
June 22, 2026 Packet Pg. 409
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-154
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
a. For each pipe segment, the calculated required thickness of the liner based on the installed material properties will be determined using the actual installed liner thickness and material properties as measured by the quality control tests required in Paragraph 3.7 and appropriate applicable formula from ASTM F1216, Appendix X1.

The measured short term flexural strength and short term flexural modulus of elasticity will be converted into long term flexural strength and long term flexural modulus of elasticity by using the percent retention value achieved by the representative long term flexural modulus of elasticity testing.
iii. Compliance with the required chemical resistance properties. iv. There is no evidence of excessive wrinkles, splits, cracks, breaks, lifts, kinks, scalds, blisters, delaminations, crazing or other defects in the liner. v. Compliance with required length and diameter of liner.

B. Remove any defective CIPLS and replace with either a sound CIPLS or new pipe at no additional cost to the owner. Obtain approval of the engineer for method of repair, which may require field or workshop demonstration.

C. For CIPLSs with defects or active leakage in sewers with mainline liners, if the contractor elects to excavate and repair the CIPLS, cut and remove the necessary portion of the mainline liner plus the host pipe to a minimum of two feet beyond each end of the defective liner. Use SDR 26 or Schedule 40 PVC to replace the removed liner and host pipe. On either side of the proposed repair, carefully remove the host pipe from around the existing sound liner to expose a minimum of five inches of sound liner. Use stainless steel shielded flexible repair couplings to connect the new PVC directly to the sound liner.

Provide repair couplings custom-fabricated specifically to fit the outside of the materials being connected. Encase all exposed liner and repair couplings in six inches of concrete.

Complete repair, pipe installation, bedding, and backfill in accordance with Section 15050, General Piping, and the Details.

D. If a CIPLS has visual evidence of leakage, contractor may pressure test the CIPLS to demonstrate that it does not leak. Such air testing is at contractor’s expense.

1. All pressure testing shall be conducted in the presence of the engineer.

2. Air test the lateral liner and connection at the main using a lateral testing packer that extends beyond the repair to seat on the original pipe/liner.

3. Increase pressure in the void area to at least 8 psi. The duration of the test shall be 30 seconds with a maximum of 1.0 psi loss in pressure.

3.11 QUALITY CONTROL

9.j
June 22, 2026 Packet Pg. 410
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-155
SECTION 02645

SANITARY SEWER CURED-IN-PLACE PIPE LATERAL SHORTLINER (CIPLS) CONNECTION Mott MacDonald Restricted
B. No change of material, design values, or procedures specified herein may be made during the course of the Work without the prior written approval of the engineer. **END OF SECTION

9.j
June 22, 2026 Packet Pg. 411
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-156
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
PART 1 - GENERAL

1.01 DESCRIPTION
A. Provide all materials, equipment, labor and incidentals for the installation and testing of cured-in-place pipe lining (CIPPL) within the sewer main.

B. The sewer main CIPPL process shall consist of inserting a resin-impregnated flexible tube into an existing sewer, expanding the tube out against the sewer pipe, and curing the tube to form a pipe liner. Curing shall be accomplished by applying ultraviolet light to affect the desired cure throughout the tube extending full length from manhole to manhole.

C. The CIPPL shall cure into a hard, impermeable liner pipe of the specified thickness and form a structurally sound liner pipe with a uniformly smooth interior.

1.02 Related Sections
A. Section 01720, Sewer Outage Notifications.

B. Section 02145, Sewage Flow Control.

C. Section 02735, Sanitary Sewer System Testing and Cleaning.

D. Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

E. Section 3601, Pipeline Packer Injection Grouting.

F. Section 15050, General Piping.

1.03 References
A. Standards referenced in this Section are listed below:

1. ASTM D578 – Standard Specification for Glass Fiber Strands.

2. ASTM D638-03 – Standard Test Method for Tensile Properties of Plastics.

3. ASTM D790-07 – Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials.

4. ASTM D2990-01 – Standard Test Methods for Tensile, Compressive, and Flexural Creep and Creep-Rupture of Plastics.

9.j
June 22, 2026 Packet Pg. 412
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-157
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted

5. ASTM D3567-97(2006) – Standard Practice for Determining Dimensions of “Fiberglass” (Glass-Fiber-Reinforced Thermosetting Resin) Pipe and Fittings.

6. ASTM D5813-04 – Standard Specification for Cured-In-Place Thermosetting Resin Sewer Pipe.

7. ASTM F1216-09 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of a Resin-Impregnated Tube.

8. ASTM F1743 – Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-in-Place Installation of Cured-in-Place Thermosetting Resin Pipe (CIPP).

9. ASTM F2019-03 – Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Cured-in-Place Thermosetting Resin Pipe (CIPP).

10. DIN EN 761 – Glass Reinforced thermosetting plastics (GRP) pipes.

11. DIN EN 13566-4 – Plastics piping systems for renovation of underground nonpressure drainage and sewerage networks.

12. ISO 178- Determination of Flexural Properties.

13. WRc Sewerage Rehabilitation Manual, Type II Design, 4th Edition, 2001.

1.04 QUALIFICATIONS
A. For each method of installation and curing used on this project, CONTRACTOR shall have a history of at least 30,000 linear feet of CIPPL work in sewers using a similar resin and flexible tube and using the specific method of installation and curing being used.

B. The CIPPL Work shall be supervised by a foreman having previously supervised a minimum of (3) successfully completed projects totaling at least 5,000 linear feet of CIPPL sewer using a similar resin and flexible tube and using the UV cure method of installation and curing proposed.

C. The entity performing the wet-out of the CIPPL shall have been performing this type of work for a minimum of two years and previously wet-out at least 5,000 linear feet of CIPPL.

1.05 DELIVERY, STORAGE, AND HANDLING
A. Care shall be taken in shipping, handling and storage to avoid damaging the liner. All liners shall be packed in UV blocking protective foil. Any liner damaged in shipment shall be replaced as directed by the OWNER at no additional cost to OWNER.

B. While stored, the CIPPL shall be adequately supported and protected. CIPPL shall be stored in a manner as recommended by the manufacturer and as approved by the ENGINEER.

9.j
June 22, 2026 Packet Pg. 413
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-158
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted

1.06 QUALITY CONTROL
A. No change of material, design values, or procedures specified herein may be made during the course of the Work without the prior written approval of the ENGINEER.

B. All liner to be installed under this Work may be inspected at the manufacturer plant(s) and wet-out facility for compliance with these Specifications by OWNER or ENGINEER. The CONTRACTOR shall require the wet-out facility’s cooperation in these inspections. The cost of inspection will be the responsibility of the OWNER.

C. At the time of manufacture, inspect each lot of liner for defects. At the time of delivery, the liner shall be homogeneous throughout, uniform in color, free of cracks, holes, foreign materials, blisters, or deleterious faults.

D. All test results shall be provided by an independent, certified ISO 17025 testing facility.

1.07 WARRANTY
A. All lining work shall be fully guaranteed by the CONTRACTOR for a period of 5 years from the date of Final Acceptance unless otherwise stipulated in writing by the OWNER. During this period, all defects discovered by the OWNER or ENGINEER shall be addressed by the CONTRACTOR in a satisfactory manner at no cost to the OWNER. The OWNER may conduct independent inspections, at its own expense, of the lining Work at any time prior to the completion of the guarantee period.

1.08 SUBMITTALS
A. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed in Article 1.03 of this technical specification section
B. List of field measurements verifying length and diameter of each pipe segment (including maximum and minimum dimensions).

C. Unless otherwise noted in this Section, CIPP submittals shall be submitted at least 30 calendar days before any work may be performed
D. Cured-In-Place Pipe Product Data and Construction Details:

1. Information on CIPP materials, including lining material and resins.

2. CIPP materials submittal shall be approved prior to ordering liners

3. Summary table of CIPP material properties, including short-term flexural modulus of elasticity, 50-year flexural modulus of elasticity, short-term flexural strength (bending stress), 50-year flexural strength (bending stress), chemical resistance, and hardness.

Certified test reports shall be submitted verifying each value by an Independent third part ISO 17025 certified laboratory demonstrating that the exact resin/liner combination to be used for this project meets the requirements for initial structural

9.j
June 22, 2026 Packet Pg. 414
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-159
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
properties (performed in accordance with ASTM F1216, ASTM F2019, ASTM F1743, ASTM D638, ASTM 2990, ASTM D790 and/or ISO 178 with a wall thickness measured per DIN EN 13566-4) and chemical resistance (performed in accordance with ASTM F1216-Appendix X2 or ASTM D5813). If the architecture of the CIPP is such that the physical properties vary depending on the direction of testing (i.e., axial versus circumferential), submit test data on both directions in accordance with the test methods listed above in this paragraph.

4. The name of the liner and resin manufacturer, the location of the facility where each was manufactured, and a list of appurtenant materials and accessories to be furnished.

5. The type and volume of catalysts and promoters added to the resin.

6. The Quality Control report for the wet-out facility that ensures proper materials and amounts are used in the resin impregnation process and in liner shipping and storage.

At a minimum, the Quality Control report should include, for each CIPP segment, resin lot numbers, volumes of resin, catalyst, and enhancers, date of wet-out, and storage and transportation controls and quality assurance procedures. Include a checklist so that each critical step in the resin impregnation process is checked off and initialed.

7. Installation and quality control plan, including bypass pumping plans, mainline sewer cleaning plan and cleanliness requirements, liner shot plan and sequence, liner installation standard procedures (including, but not limited to, minimum and maximum allowable installation pressures and light train sizes and speeds for each anticipated light train setup), intermediate manhole exposed liner restraining method, temperature monitoring plan, odor controls procedures, and plan to manage flow to/from laterals during lining.

8. Curing schedule for each shot, including heating, curing, and cool-down schedules.

E. Engineering calculations for the design of the liner thickness:

1. Design calculations shall be checked and approved by a Registered Civil Engineer in the State of California. Liner design calculations shall be supported by field analysis, technical assumptions, requirements of these Specifications and ASTM F1216.

2. Calculations shall be submitted and reviewed prior to ordering liner.

F. Field Sample Preparation Plan outlining detailed procedure for preparing samples, including resin preparation, mixing, wetout, insertion, curing, cooling, and postsample examination to confirm representativeness.

G. Material and method of installation for hydrophilic end seals and pre-liners.

H. Contingency Plan, including methods and equipment to be used to repair unacceptable liner defects and for removing failed liners, and for availability and accessibility of backup equipment such as air compressors and lateral reinstatement cutters.

9.j
June 22, 2026 Packet Pg. 415
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-160
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
I. Pre-Construction Inspection Deliverables, Post-construction Inspection Deliverables in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

J. Curing log, including light source wattage, inner air pressure, exothermic (curing) temperature, and rate of travel of the ultraviolet assembly (curing speed) at least once every five minutes or as recommended by the resin and tube manufacturers, whichever is more frequent.

K. Performance Quality testing results.

1.09 Requirements
A. This Contract requires work in active sewers. Follow all federal, state and local requirements for safety in confined spaces.

B. Conduct worker safety training within one year of start of work that includes reviewing the hazards associated with all equipment, materials, and work practices.

Additional safety considerations including safely handling, mixing, and transporting of reagents should be provided by the liner manufacturer, and should include safe operating practices and procedures, appropriate personal protective equipment (PPE) for the various lining operations, and proper storage, transportation, mixing, and disposal of resins, additives, and their associated containers.

PART 2 – PRODUCTS

2.1 Design Requirements
A. The CIPPL lining shall be a resin-impregnated flexible tube which is inserted into the sewer to be rehabilitated and cured-in-place by an acceptable UV light-curing method.

The tube may have a suitable polyurethane membrane coating for protection of the interior surface and to provide a uniform, smooth flow surface and may be removed after installation and curing is completed. The resin shall be a liquid thermosetting resin and shall be suitable for the design conditions as well as the curing process.

B. Resin properties based on laboratory prepared samples

1. 50-Year Flexural Strength (ASTM D790, D2990 or DIN EN 761): 2,500 psi minimum.

2. 50-Year Flexural Modulus (ASTM D790, D2990 or DIN EN 761): 200,000 psi minimum, with no less than a 35% reduction from initial (hour 0) strength.

C. CIPPL Thickness:

1. The required structural CIPPL wall thickness shall be determined based on the following:
a. In accordance with ASTM F1216, Appendix X1, Design Considerations for a fully deteriorated host pipe, for a circular host pipe with 10% ovality or less.

9.j
June 22, 2026 Packet Pg. 416
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-161
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
b. In accordance with WRc Sewerage Rehabilitation Manual, Type II Design, Section

5.3.2.iii for non-round pipe or circular pipes with greater than 10% ovality. c. A safety factor of 2.
d. A minimum service life of 50 years under continuous service. e. A modulus of soil reaction of 1,000 psi.
f. A soil density of 120 lbs/ft3.
g. A Poisson’s ratio of 0.3.
h. An enhancement factor of 7.
i. A groundwater elevation over the pipe equivalent to surface grade unless otherwise noted.
j. In no case shall non-woven, unreinforced liners be thinner than 6.0 mm. In no case shall fiberglass reinforced liners be thinner than 3.5 mm. k. The long-term flexural modulus and long-term flexural strength used in the design shall be the values as rated for the specified service life and as submitted in Paragraph 1.8, except:
i. If performance test data for previously installed liners using the proposed resins are available, the long-term flexural modulus and long-term flexural strength values used in the design shall be the 30th percentile of the available data set. ii. CONTRACTOR may elect to use weaker long-term flexural modulus and longterm flexural strength values than indicated in the submittal for these properties to account for differences in field prepared liners versus laboratory prepared liners, so long as other requirements regarding limits to thickness are not compromised.

2. The liner thickness of each pipe segment shall be determined by the CONTRACTOR and submitted per Paragraph 1.8 of this Section.

2.3 INSTALLED CHARACTERISTICS
A. Installed thickness of the CIPPL shall be as calculated in Paragraph 2.1.C. CIPPL installations that result in thicknesses that exceed the design thickness by the greater of 2mm or 15%, as certified by an independent testing laboratory in accordance with Paragraph 3.7, may be considered non-compliant if, in the judgment of the ENGINEER, will impede O&M and future work. CIPPL with thicknesses less than 95% of design thickness will be assessed for acceptance under Paragraph 3.8.

B. When cured, the liner shall form a continuous, tight fitting, hard, impermeable liner that is chemically resistant to chemicals found in domestic sewage and which provides the maximum available abrasion resistance.

9.j
June 22, 2026 Packet Pg. 417
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-162
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
C. The liner shall be fabricated to a size that when cured will tightly fit the sewer being rehabilitated. Allowance for longitudinal and circumferential expansion shall be taken into account when sizing and installing the liner. Field verify all dimensions prior to delivery of the liner. The contact tolerance for pipe with a conic section (i.e., oval or round, but not arch pipe) is 2.0 mm; in these cases where any space or gap between the outside surface of the liner and the inside surface of the existing pipe exceeds 2.0 mm, the liner fit will be deemed deficient and corrective action will be required. Where irregularities of the existing pipe exist such as offset joints, protrusions, bumps, and deformations, and the irregularities remain after the sewer has been prepared in accordance with the Contract Documents, exception to the contact tolerance will be allowed in the irregularity zone. The exception shall not present an obstruction to sewage flow.

D. The length of the liner shall be that deemed necessary by the CONTRACTOR to effectively carry out installation and seal the liner at the inlet and outlet of each manhole/structure as specified herein. Field verify all lengths prior to construction.

2.3 FLEXIBLE TUBE
A. The tube should consist of one or more layers of flexible needled felt or an equivalent nonwoven or woven material, or a combination of nonwoven and woven materials, capable of carrying resin and withstanding installation pressures and curing temperatures.

The tube should be compatible with the resin system used. The material should be able to stretch to fit irregular pipe sections and negotiate bends. If the tube contains fiberglass, the fiberglass shall be corrosion resistant E-CR glass conforming to ASTM D578.

B. The tube shall be homogeneous across the entire wall thickness containing no intermediate or encapsulated elastomeric layers. No material shall be included in the tube that may cause delamination in the CIPPL. No dry or unsaturated layers shall be evident.

C. The wall color of the interior pipe surface of CIPPL after installation shall be a light reflective color so that a clear detailed examination with closed circuit television inspection equipment may be made.

2.4 RESIN
A. The liquid thermosetting resin shall saturate the tube and produce a properly cured liner which is resistant to abrasion due to solids, grit, and sand.

B. Polyester, vinyl ester, or epoxy resin and catalyst systems are acceptable. The resin must be able to cure in the presence of water and the initiation temperature for cure should be less than 180°F (82.2°C). Resins created from recycled materials are not allowed.

C. Resin enhancers are allowed and may be used by the CONTRACTOR. The maximum amount of enhancer allowed is 30 pounds enhancer per 100 pounds resin. Submit data verifying amount of enhancer and certify the limit of enhancer has not been exceeded.

9.j
June 22, 2026 Packet Pg. 418
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-163
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
D. Resin enhancers shall utilize a suitable bond enhancing compound to increase the bond between resins and other materials. Submit certification that bond enhancing compound is suitable for use in aqueous environments.

2.5 HYDROPHILIC SEALS
A. Provide hydrophilic end seals at each end of the CIPPL to prevent water from migrating between the liner and host pipe into the manhole. Provide one of the following:

1. Seamlessly molded neoprene end seal.
a. Product and Manufacturer: Insignia End Seal Sleeve as manufactured by LMK Technologies or equal.

2. Hydrophilic bands that are 20 mm wide, 5 mm high, with a double bump on one side, and flat on the other side. Miter cut and glued to form circular bands. a. Product and Manufacturer: Hydrotite Style RS-0520-3.5I or equal.

2.5 PRE-LINERS
A. Provide pre-liners where shown or specified. Pre-liners shall be 10 mil thick PVC or polyethylene tubes sized to nominal host pipe inside diameter. Pre-liners will not be required for pull-in liners with waterproof exterior film.

PART 3 - EXECUTION

3.1 PREPARATION
A. Clean pipes prior to Pre-Construction Inspection, such that the pipes are free of roots, grease, sand, rocks, sludge, tuberculation (to a tolerance of 0.25 inches projection) and other debris. The work of pipe cleaning shall conform to the requirements of Section 33 01 30.41, Cleaning of Sewers.

B. Inform ENGINEER in writing if any laterals shown on the Drawings as capped or inactive show evidence of being active.

C. For any tap encountered that is not shown on the Drawings, notify ENGINEER prior to lining the segment of main. ENGINEER may direct CONTRACTOR to perform dye testing of adjacent properties in order to determine if tap is active. If CONTRACTOR is directed to perform dye testing, notify ENGINEER of dye testing results prior to lining segment of main. Reinstate tap unless the tap is determined by the CONTRACTOR to be inactive.

D. Remove intruding taps and seal material prior to Pre-Construction Inspection.

9.j
June 22, 2026 Packet Pg. 419
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-164
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
E. Preliminary CCTV Inspection of Sewer Lines: Perform internal CCTV inspection after cleaning of the sewer lines to document the condition of the host pipe, identify and locate any active service laterals, and verify the lines were cleaned in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System and the liner manufacturer’s requirements.

F. As required, provide for continuous flow around the section of pipe that is to be lined in conformance with the requirements of Section 02145, Sewage Flow Control. The pump and bypass lines shall be of adequate capacity and size to handle the flow of the sewers.

G. Clear the line of obstructions such as solids or broken pipe that will prevent the insertion of the liner. If inspection reveals an obstruction that cannot be removed by the conventional cleaning equipment, make an excavation and repair the obstruction.

Excavation work shall be approved by the ENGINEER prior to commencement of the work.

H. For pipe segments found to have any actively leaking defects that would be categorized as Runners or Gushers by the PACP Defect Rating Codes, grout every joint on said pipe segment if instructed by the ENGINEER. When so instructed, render the pipe free of Runners or Gushers.

I. Any lifts caused by water or bedding entering the pipe through defects during the insertion process shall be the responsibility of the CONTRACTOR to repair.

CONTRACTOR is cautioned to understand the groundwater, soil, and host pipe conditions and plan his techniques accordingly.

3.2 BYPASS PUMPING
A. Maintain commercial and residential sewer service during the installation process. If necessary to properly complete the work, the CONTRACTOR may interrupt flow from services if such interruption is first coordinated with and allowed by the property owner(s). Contact the property owners in accordance with Section 01730, Public and Agency Notifications. Upon completion of the work, immediately reinstate all services and notify the property owner(s) that service is again available. The CONTRACTOR assumes all responsibility for notifying property owners of service interruptions. The CONTRACTOR also assumes all responsibility for blockages, back-ups, and damages caused to public and private property as a result of the interruption of service, whether caused by the CONTRACTOR’S or property owner’s actions.

B. Bypass pumping systems shall be in accordance with Section 02145, Sewage Flow Control.

C. Bypass pump sewage from individual laterals, if needed.

3.3 CIPPL INSTALLATION PROCEDURES

9.j
June 22, 2026 Packet Pg. 420
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-165
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
A. The insertion, inflation, and curing method shall be determined by CONTRACTOR.

B. Maintain two working lateral reinstatement cutters at the job site at all times. Lining work shall not commence if the CONTRACTOR does not have the required number of working cutters on site. No additional time or compensation shall be awarded to the CONTRACTOR in the event that work is stopped due to the CONTRACTOR’S failure to comply with this requirement.

C. Resin Impregnation (Wet Out): Designate a location where the flexible tube will be impregnated with resin. Thoroughly saturate flexible tube prior to installation. For tubes with exposed resin faces, add five percent excess resin to account for resin migration in pipe defects and joints and resin loss through the ends of the liner. Adjust roller gap setting so that the excess resin is uniformly distributed throughout the length of the liner.

Wet-out logs shall provide documentation that proper amount of resin was added. Tubes that have a coating between the inside surface of the host pipe and the exterior surface of the tube do not require excess resin. A catalyst system, or additive compatible with the resin and flexible tube, may be used as recommended by the manufacturer and with approval of the ENGINEER. Handle the resin-impregnated flexible tube to retard or prevent resin setting until it is ready for insertion.

D. Insertion of Inverted Liners: Insert flexible tube through an existing access way. The liner material shall be inserted through a manhole by means and method required by the manufacturer and shall be fully extended to the lower manhole. Where practical, insert the tube such that the seam of the liner is positioned at the 6 o’clock position. Use only lubricants approved by the tube manufacturer. Follow the manufacturer’s standards during the elevated curing temperature so as not to over stress the flexible tube and cause damage or failure of the liner prior to cure. Make allowance for circumferential stretching during inversion. Make allowances for longitudinal stretching during pull-in or inversion. Do not utilize overlapped layers of felt in longitudinal seams that cause lumps in the final product. Extend head end (A-side) and tail end (B-side) of the liner for taking samples as required in Paragraph 3.7. If recirculation hoses are used during the curing process, extend the end of such hoses and liner beyond the end of the host pipe and into the downstream manhole.

E. Insertion of Pull-in Liners: Insert, anchor, and install a slip-sheet on the bottom half of the pipe prior to liner insertion for the purpose of smoothing out and bridging any missing areas of the bottom of the existing host pipe, and ease of pulling, and protection of the outer film of liner during the pull-in process. Insert flexible tube through an existing access way. The liner material shall be inserted through a manhole by a winch capable of holding a constant tension and documenting the amount of tension used; the manufacturer’s maximum pull in tension shall not be exceeded and liner shall be fully extended to the lower manhole. Use only lubricants approved by the tube manufacturer.

Follow the manufacturer’s standards during the elevated curing temperature so as not to over stress the flexible tube and cause damage or failure of the liner prior to cure. Make allowance for circumferential stretching during inversion. Make allowances for longitudinal stretching during pull-in or inversion.

F. Any lifts caused by water or bedding entering the pipe through defects during the insertion process shall be the responsibility of the CONTRACTOR to repair.

9.j
June 22, 2026 Packet Pg. 421
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-166
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
CONTRACTOR is cautioned to understand the groundwater, soil, and host pipe conditions and plan his techniques accordingly.

G. CIPPL restraint sleeves shall be approved for use at the insertion and receiving manholes only. Ensure that the sleeve system does not enter the host pipe. Sleeve restraint systems will not be allowed in intermediate manholes. Cover exposed CIPPL in intermediate manholes with cut PVC pipe and sandbags to prevent overstretching of the liner or insufficient curing.

H. Insert continuous or properly trimmed hydrophilic waterstops at each manhole opening, centered within the intersection of the host pipe and the manhole wall. Trimmed waterstop edges (for Hydrotite waterstops) shall be butted up against each other at the crown of the pipe using a 45° miter cut. Waterstops with any gap between the ends will not be accepted. For manholes with outside drops, install two hydrophilic waterstops, one approximately one inch inside the manhole wall and another approximately nine inches upstream of the outside drop and reinstate the drop opening through the CIPPL. If defects in the host pipe near the manhole are such that the end seal will not form a watertight seal between the liner and host pipe, apply hydraulic cement to the defects in the host pipe to provide a smooth surface to receive the end seal.

I. The pressure head used during the installation process shall be sufficient to hold the liner tight to the pipe wall, produce dimples at all service connections and the two access manholes, and prevent wrinkles in the cured liner. The same pressure shall be great enough to prevent infiltration from entering the pipeline during the curing process. The pressure shall be maintained sufficiently long enough to allow pockets of water to exfiltrate through the host pipe and prevent lifts in the liner and resin washout.

J. Curing:

1. Follow submitted cure schedule in curing of liner.

2. After insertion is completed, cap each end of fiberglass liner. Assemble and insert UV light source according to submitted cure schedule, or as adjusted via approved changes to curing equipment. Maintain the curing speed and light source wattage in accordance with approved cure schedule, or as adjusted via approved changes to curing equipment. Prevent excessive temperatures that could scald or bubble the liner. Scalded or blistered liner will be rejected if, in the opinion of the ENGINEER, the performance of the liner is compromised.

3. Monitor temperatures through thermal infrared sensors located on UV light train. Record curing data at intervals no greater than 30 seconds. Record temperature in Fahrenheit.

4. Continue uninterrupted curing until the desired product is achieved.

5. Provide for vapor tight connections in the downstream manhole such that no vapors enter downstream pipes. Alternatively, and at no additional cost to the OWNER, provide styrene odor reducing agents, venting, and downstream plugs sufficient to prevent steam, styrene, or other odors from entering downstream buildings.

9.j
June 22, 2026 Packet Pg. 422
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-167
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
K. Cool Down: Maintain pressure on liner until it is cured/rigid enough to support full design load, in accordance with the approved cure procedures. Detach packer at end opposite of blower and run blower at half speed for minimum of 40 minutes. Visually inspect pipe and record temperature of liner.

L. Finished Pipe: Provide a finished CIPPL that is continuous and free as commercially practicable from visual defects such as foreign inclusions, dry spots, pinholes, delamination, and wrinkles at any location totaling more than 5% of host pipe inside diameter.

M. Reopen all of the existing active service connections in each length of sewer immediately following installation of the liner. Reopen active service connections from inside the sewer by means of a remote controlled, CCTV assisted cutting device appropriate for the liner material and the rehabilitated sewer pipe. Each active service connection shall be cut completely open and shall have smooth edges with no protruding material capable of hindering flow or catching and holding solids contained in the flow stream. If the service connection cannot be fully reopened due to time constraints, open each service connection to a minimum of 75% before the end of each working day. Partially opened service connections must be entirely opened by no later than the next working day.

Capture and remove any solids produced from lateral reinstatement with any single dimension longer than 3 inches.

N. Lateral connections deemed by the engineer to be in adequate condition shall be reinstated. Lateral connections deemed by the engineer to be of inadequate condition shall be reinstated according to the procedure described in Specification Section 02645.

O. Do not reopen capped or inactive lateral connections. Confirm the locations of all capped or inactive laterals during pre-construction CCTV inspections.

3.4 TRIMMING AT MANHOLES
A. Delay final trimming and sealing of the liner at manholes according to Manufacturer’s guidelines. Capture and remove any solids produced with any single dimension longer than 3 inches.

B. Neatly and smoothly trim the finished ends of the liner to within two inches of host pipe end. Do not leave any rough edges that may catch debris. Do not leave any portion of CIPPL within the manhole channel.

C. Provide a smooth transition between the existing manhole channel invert and the effluent liner using cementitious or other approved material to prevent settling of sediments or debris from catching on the liner.

3.5 POST-CONSTRUCTION INSPECTION OF COMPLETED WORK

9.j
June 22, 2026 Packet Pg. 423
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-168
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
A. Conduct Post-Lining Inspection showing the completed work immediately after lining and before tap rough cut in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

B. Conduct Post-Construction Inspection showing completed work in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

Perform Post-Construction Inspection no sooner than 90 days and no later than 180 days after the completion of lining work.

C. Correct all defects discovered during the television inspection before Conditional Acceptance. After the defects are corrected, repeat the Post-Construction Inspection for that sewer line.

D. Prior to reconnection of all connected service laterals perform an exfiltration test on the liner. If liner requires repair, exfiltration test shall be performed after repair is complete.

E. Exfiltration test:

2. Contractor shall remove all air from line to be tested.

3. The standpipe shall be temporarily secured within the manhole.

4. Contractor shall perform exfiltration test as specified in ASTM F1216.

5. The allowable water exfiltration shall not exceed the limits stated in ASTM F1216 for the pipe to be accepted as watertight.

3.6 FINAL CLEANUP
A. Upon completion of rehabilitation work and testing, clean and restore project area affected by the Work.

3.7 SAMPLING AND LABORATORY TESTING
A. The physical properties of the installed CIPP:

9.j
June 22, 2026 Packet Pg. 424
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-169
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted

1. Shall be verified through field sampling and laboratory testing. Contractor is required to obtain the samples and pay for testing.

2. Materials testing shall be performed at the Contractor’s expense and by an independent third-party laboratory recommended by the manufacturer and pre-approved by the Engineer. One restrained pipe sample for each tube/resin/installation method used for this project in a manner that represents the conditions experienced during installation of the in-ground liners. Cut one 24-inch cylindrical sample from the center of the restrained pipe sample. Label sample with the contract number, date of installation, street location, segment number(s), and specified thickness. Send to independent thirdparty laboratory for testing.

4. Physical properties shall meet those specified in Article 2.03 of this technical specification section or those used in design whichever is more stringent.

B. Testing short term properties of the CIPP liner material from the actual installed liner:

1. Certified results,

2. Tests shall be conducted at a minimum of one location per pipe size for each alignment, or

3. Per each 1,000 linear feet of installed liner per each alignment,

4. At a downstream manhole.

9.j
June 22, 2026 Packet Pg. 425
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-170
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
characterization. All testing shall be performed by an independent, accredited ISO 17025 testing facility. Each test shall be performed by a laboratory with an American Association for Laboratory Accreditation (A2LA) for the specific test to be performed.

2. Thickness measured in accordance with ASTM D3567.
a. Frequency – 1 test per sample.

D. Chemical Resistance - The chemical resistivity of the liner measured in accordance with ASTM F1216, Appendix X2.

1. Frequency – 1 test per sample.

E. If required by the Engineer, remove a sample from each pipe to be used to check the liner thickness, by core drilling 2-inch diameter test plugs at locations specified by the Engineer.

3.8 FINISHED PIPE LINER
A. Finished Liner:

1. Shall be a felt layer impregnated with a thermosetting non-styrene resin to fit tightly against the existing inside pipe wall.

3. Shall be continuous over the length of pipe rehabilitated.

B. Interior Surface:

9.j
June 22, 2026 Packet Pg. 426
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-171
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted

5. No wrinkles exceeding the tolerances found in Table 1-Liner Repair Guidelines.

6. Interior surface liner within 10 feet of manholes shall be wrinkle free. All wrinkles within this limit shall be properly removed to allow proper installation of flow restricting plugs.

7. Wrinkles in the finished lined pipe which:
a. Cause a backwater greater than one (1) inch in depth, b. Reduce the hydraulic capacity of the pipeline as determined by the Engineer,
c. Cause a maintenance problem or inconvenience as determined by the Engineer,
d. Cause debris and solids to hang-up and accumulate, or e. Reduce the structural stability of the pipe are unacceptable and shall be removed or repaired by the Contractor in a method that is approved by the Engineer at no additional cost to the City.

8. If wrinkles are detected in the installed liner, the Contractor shall provide photographs and dimensions of the wrinkle including height and direction.

C. Liner terminations at manhole or rodding inlets:

4. The beginning and end of the CIPP shall be cut flush at the inlet and outlet points in the manhole.

5. The ends shall be permanently sealed to the rehabilitated pipeline to prevent any infiltration between the CIPP and the host pipe.

6. Sealing shall be performed at no additional cost to the City.

D. Defective Liner Assessment and Repair Guidelines:

2. All repairs shall meet the original specifications for finished liner.

Table 1. Liner Repair Guidelines
Defect Tolerance
Wrinkles, Fins, or Folds
along top of pipe (from 9 to
3 clock position)
Repair if exceeding 5% of
nominal diameter of host
pipe

9.j
June 22, 2026 Packet Pg. 427
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-172
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
Wrinkles, Fins, or Folds
along bottom of pipe (from 3
to 9 clock position)
Repair if exceeding 5% of
nominal diameter of host
pipe
Bubbles, Blisters, Dimples,
Lumps, Lifts, or Foreign
Inclusions. Measurements
shall be based on average
circular diameter of liner.

3.9 QUALITY CONTROL
A. Conduct Post-Construction Inspection in accordance with Section 02736, Closed Circuit Television Inspection of Sanitary Sewer System. Perform Post-Construction Inspection no sooner than 90 days after all work for a given pipe segment has been completed.

B. Correct all defects discovered during the Post-Construction Inspection before Conditional Acceptance. After the defects are corrected, repeat the Post-Construction Inspection.

C. Prior to reconnection of all connected service laterals perform an exfiltration test on the liner. If liner requires repair, exfiltration test shall be performed after repair is complete.

D. Exfiltration test:

2. Contractor shall remove all air from line to be tested.

3. The standpipe shall be temporarily secured within the manhole.

4. Contractor shall perform exfiltration test as specified in ASTM F1216.

5. The allowable water exfiltration shall not exceed the limits stated in ASTM F1216 for the pipe to be accepted as watertight.

E. If the lined pipe segment does not meet the requirements of the exfiltration test, repair or replace and retest the lined pipe segment so that it meets the requirements at no additional cost to the City.

9.j
June 22, 2026 Packet Pg. 428
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-173
SECTION 02646

ULTRAVIOLET CURED-IN-PLACE PIPE LINING
Mott MacDonald Restricted
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 429
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-174
SECTION 02701

PRECAST CONCRETE STRUCTURES
Mott MacDonald Restricted
SECTION 02701

PRECAST CONCRETE STRUCTURES
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall furnish and install all prefabricated manholes, and other structures, complete with grade rings, frames, covers, pipe connections, preformed joint sealant, and cast-in-place bases, and any other necessary appurtenances, in accordance with the requirements of the Contract Documents.

B. Related Sections:

1. SECTION 02200, EARTHWORK

2. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

3. SECTION 03200, CONCRETE REINFORCEMENT

4. SECTION 03300, CAST-IN-PLACE CONCRETE

5. SECTION 05541, MANHOLE FRAMES AND COVERS

1.02 REFERENCE
American Society for Testing and Materials (ASTM):

A. ASTM C150 - Standard Specification for Portland Cement.

B. ASTM D3212 - Standard Specification for Drain and Sewer Plastic Pipes Using Elastomeric Seals.

C. ASTM C478 – Standard Specification for Precast Reinforced Concrete Manhole Sections.

1.03 SUBMITTAL
Furnish, in accordance with the Contract Documents, complete Shop Drawings for all precast manhole sections, sewer inlets, coatings, and manhole appurtenances for review by the Engineer.

1.04 QUALITY ASSURANCE
After installation, the Contractor shall demonstrate that all manholes, drainage inlets, and other precast concrete structures 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 Contract Documents. All manholes shall be tested in accordance with Section 02735 of the Contract Documents.

9.j
June 22, 2026 Packet Pg. 430
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-175
SECTION 02701

PRECAST CONCRETE STRUCTURES
Mott MacDonald Restricted
PART 2 - PRODUCTS

2.01 CONCRETE
A. Precast concrete sections, channel and base shall be in accordance with ASTM C478.

B. If applicable, concrete for cast-in-place concrete manhole bases shall be as specified in Section 03300 Cast-In-Place Concrete.

2.02 REINFORCING
A. Reinforcement for precast concrete shall be accordance with ASTM C478.

B. If applicable, reinforcement for cast-in-place concrete manhole bases shall be as specified in the Section 03200 Concrete Reinforcement and City Standard Detail No. 11 for Standard Manhole.

2.03 MANHOLE FRAMES AND COVERS
Manhole frames and covers shall be as specified in Section 05541 Manhole Frames and Covers.

2.04 MATERIALS
A. Precast Concrete Sections: Manholes, drainage inlets, and other precast concrete structures, shall be constructed of precast concrete sections and shall conform to ASTM C478 and the Contract Documents.

B. Precast concrete sections shall be manufactured by a process that will produce a dense, homogeneous concrete of first quality. The sections shall be steel reinforced and have a minimum wall thickness of four (4) inches. Cement used in manufacturing the sections shall be Type V, Portland cement, as specified in ASTM C150. Precast concrete sections, cones, and grade rings shall be joined using preformed joint sealant only. Use of mortar will not be allowed.

1. Manhole Manufacturers: Oldcastle Infrastructure, Forterra, or approved equal, Sacramento, California.

2. Preformed Manhole Joint Sealant Material: Ram-Nek, Con-seal CS-102, or approved equal.

C. Castings: Castings for manhole frames and covers and drainage inlet frames and grates shall conform to Contract Documents.

D. Concrete Waterproofing Sealant: Concrete waterproofing compound shall be applied to the interior and exterior of the manhole shaft and grade rings prior to backfill. Sealant material shall be Tegaproof, Xypex, Bituminous material, or equal. If bituminous material is used, it will only be allowed for exterior coating. Interior material shall be light color.

E. Corrosion Protection Coating: Manhole shaft and grade rings shall be coated with a 100 percent solids epoxy mortar coating to protect the concrete from corrosion caused by hydrogen sulfide. The coating shall be Hydro-pox 212 and Hydro-pox 251 (primer) as manufactured by Con-Tech of California, (209) 941-8324 or approved equal.

9.j
June 22, 2026 Packet Pg. 431
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-176
SECTION 02701

PRECAST CONCRETE STRUCTURES
Mott MacDonald Restricted
F. Pipe-to-manhole connectors for pre-cast bases shall be watertight pipe connections per manufacturer’s recommendation. When additional field connections or corrections are required, connection shall be made using applicable sanded manhole adapters and nonshrink grout as shown on the Contract Documents.

G. Interior or exterior drop connections shall be as specified in the Contract Drawings.

H. Manhole base shall be pre-cast or cast-in-place as specified in the Contract Documents.

All manholes with precast concrete bases and channels shall have inverts to match the adjoining pipes. Contractor shall verify existing conditions including inlet and outlet direction and elevations prior to ordering the precast bases.

2.05 DESIGN LOADS
A. Vertical Loads: Design all precast manhole rings and accessories to support an AASHTO H-20 truck loading, in addition to soil weight above sloping ring sections and the dead load of all material supported above.

B. Lateral Loads: Lateral loads shall be as dictated by the following formula or the geotechnical report requirements, whichever are more stringent.

1. Operating: 95 x H (psf) triangular equivalent fluid pressure for dead load plus a live load surcharge from an H-20 truck, including impact.

2. Seismic: 23 x H2 (psf) uniform pressure distribution.

3. Where H = depth below finished grade.

PART 3 - EXECUTION

3.01 WORKMANSHIP
A. Manholes shall be sound watertight structures, constructed as shown on the Contract Documents. The type of manhole and its location is to be as shown on the Contract Documents. The manhole shall be constructed to the rim elevations shown on the Contract Documents. In paved areas, the Contractor shall set the manhole rim after backfill and site settlement to match the proposed finish pavement elevation based on pavement restoration and pavement overlay requirements, if applicable.

B. Manhole Protection:

1. Particular care must be taken to protect new and existing manholes from damage and to keep rock, dirt, or debris from entering the sewer.

2. On new manholes, or manholes that have had frame and cover removed, a steel cover of adequate strength, close fitted and well secured, shall be installed over the manhole opening until the frame and cover are permanently installed.

9.j
June 22, 2026 Packet Pg. 432
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-177
SECTION 02701

PRECAST CONCRETE STRUCTURES
Mott MacDonald Restricted

3. Ground or surface water shall not be allowed to drain into or be discharged to existing sewers. Temporary watertight plugs shall be installed by the Contractor to affect this protection.

4. Protective measures to prevent construction debris from entering the sewer system, such as “false bottoms” placed in the manhole, shall be installed when construction work is being performed at manholes that are in service.

C. Manhole Base:

The manhole base shall be pre-cast or cast-in-place as specified in the Contract Documents.

D. Precast Manhole Shaft:

1. The manhole shaft shall be composed of precast concrete sections in accordance with the Contract Documents and in conformance to the requirements of ASTM C478.

2. The cone section shall be concentric unless eccentric is specified elsewhere or directed by the Engineer and placed as shown on the Contract Documents.

3. Precast concrete sections shall be set so as to be vertical, with sections in true alignment.

4. Joints between precast concrete sections shall have a preformed manhole joint sealant installed between the tongue and groove joint to make a watertight joint.

Joint sealant sections shall be overlapped a minimum of 3 inches. The joint of the previously set section shall be covered with sealing compound primer and joint sealant before the next section is placed. After the shaft is in place, the joint shall be trimmed smooth with a sharp tool on the inside of the manhole.

5. Manhole sections shall be ordered without rungs.

6. The grade rings installed height shall not exceed 12 inches, and a minimum number of grade rings shall be used.

7. After installation of concrete manholes, the Contractor shall apply concrete waterproofing sealant to the interior and exterior of manhole shafts and grade rings. Surface preparation and application shall be performed as recommended by the coating manufacturer. The Contractor shall allow sufficient time for sealant to cure, prior to backfill, in accordance with the manufacturer’s written instructions.

8. Interior of manhole shaft and grade rings shall be coated with a corrosion protection coating to protect the concrete from corrosion caused by hydrogen sulfide. Surface preparation and application shall be performed as recommended by the coating manufacturer.

E. Manhole Collar:

1. Unless otherwise specified by the Engineer, a concrete collar shall be poured around the frame and shaft so as to securely anchor the frame to the shaft. The

9.j
June 22, 2026 Packet Pg. 433
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-178
SECTION 02701

PRECAST CONCRETE STRUCTURES
Mott MacDonald Restricted
collar shall extend to the bottom of the lowest grade ring, as shown on the Contract Documents.

2. Concrete shall be poured around the manhole frame and shaft as shown on the Contract Documents.

F. Pipe Connections

1. Connections to manufactured, precast items shall be made with watertight pipe connectors per manufacturer’s recommendation. Connections shall be at the base or wall of pre-cast manholes as shown in the Contract Documents.

2. When additional field connections or corrections are required, connection shall be made using applicable sanded manhole adapters and non-shrink grout as shown on the Contract Documents.

3. Interior or exterior drop connections shall be installed as specified in the Contract Drawings.

I. All precast concrete structures shall be installed in strict conformance with the manufacturer’s written instructions, on a well-compacted foundation, as specified in the Contract Documents.

J. Paving around the manhole shall be in accordance with the Contract Documents.

K. Openings in manholes shall be protected from construction loads, debris, and unauthorized entry.

3.02 TESTING
All pre-cast concrete manholes shall be tested in accordance with Section 02735 of the Contract Documents.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 434
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-179
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
Mott MacDonald Restricted
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
PART 1 - GENERAL

1.01 SUMMARY
A. Contractor shall perform all pipeline flushing and testing, complete, for sanitary sewerage system in accordance with the Contract Documents.

B. Contractor shall be responsible for obtaining, conveying, and properly disposing of water used in the testing operations.

C. Related Sections

1. SECTION 02736, CCTV INSPECTION OF SANITARY SEWER SYSTEM

2. SECTION 15050, GENERAL PIPING

3. SECTION 02701 PRECAST CONCRETE STRUCTURES

1.02 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition)
B. American Society for Testing and Materials (ASTM):

ASTM C1244 – Standard Test Method for Concrete Sewer Manholes by the Negative Air Pressure (Vacuum) Test Prior to Backfill.

C. Uni-Bell PVC Pipe Association:

Recommended Practice for Low-Pressure Air Testing of Installed Sewer Pipe, current Uni-B-6 pamphlet.

1.03 CONTRACTOR SUBMITTALS
A. In accordance with the Contract Documents, a testing plan and schedule shall be submitted in writing to the Engineer for approval a minimum of seventy-two (72) hours before testing is to start.

B. Calibration certifications for test gauges used on this project shall be submitted.

PART 2 - PRODUCTS

2.01 MATERIALS REQUIREMENTS

9.j
June 22, 2026 Packet Pg. 435
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-180
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
Mott MacDonald Restricted
A. Furnish compressors, piping, hosing, valves, test gages, test plugs, joint test apparatus, power, stopwatch, and personnel required for conducting the test.

B. Test gauge shall be 0 to 15 psi with max 0.5 psi increments.

C. Furnish a valved connection for the City to attach a gauge. The Engineer will witness the test.

D. Provide temporary valves, bulkheads, plugs, and other pressure-testing equipment materials subject to the Engineer’s review.

E. No materials shall be used which would be injurious to the public, personnel, adjacent improvements, nor the pipeline structure and future function. Air test gauges shall be laboratory-calibrated test gauges and shall have been recalibrated by a certified laboratory, within three (3) months, prior to the leakage test for this project. Any necessary recalibration for gauges that do not have calibration certificates within three (3) months of leakage testing shall be done at the Contractor’s expense.

PART 3 - EXECUTION

3.01 GENERAL
A. All pipelines shall be cleaned by balling, flushing, and/or other approved methods prior to testing. Debris shall be removed from the downstream manhole until all pipelines are clean.

B. All testing operations shall be performed in the presence of the Engineer.

3.02 TESTING OF PIPING
A. General: All gravity sewer pipes and service laterals shall be tested for exfiltration and or infiltration and deflection, as specified. All manholes shall be tested for leakage, as specified. Manholes shall be tested prior to backfill placement, whereas all pipe shall be backfilled prior to testing. All leakage tests shall be completed and approved prior to placing of permanent resurfacing. When leakage or infiltration exceeds the amount allowed by the Contract Documents, the Contractor at its expense, shall locate the leaks, submit a repair procedure(s) for the Engineer’s review, and make the necessary repairs or replacements in accordance with the Contract Documents to reduce the leakage or infiltration to the specified limits. Any individually detectable leaks shall be repaired, regardless of the results of the tests. Pipe joint leakage repair solely with cement grout will not be permitted.

B. Leakage Tests

1. The Contractor shall, in the presence of the Engineer, test the water tightness of all main sewer lines in accordance Contract Documents. The test will be made between each adjacent structure.

2. The Contractor shall use the Air Test as described below. a. When Tested:

9.j
June 22, 2026 Packet Pg. 436
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-181
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
Mott MacDonald Restricted
1) The pressure test shall be made after the backfill is satisfactorily compacted.

3. The test, as noted in item 1 or 2, above, is considered the "official test." However, preliminary testing is strongly recommended and may be conducted by the Contractor at any time prior to the "official test." a. AIR TEST REQUIREMENTS: A sudden expulsion of a poorly installed plug during air testing can be dangerous. The Contractor shall meet the following requirements:
1) The Contractor shall be fully responsible and take all precautions necessary to ensure the safety of their workers. 2) All plugs shall be adequately braced to support the full load developed.
3) No workers shall be allowed in the excavation or manhole while the line is under pressure. The Contractor shall make provisions for reading the pressure at the ground surface and for safely releasing the air pressure without entering the manhole or excavation.
4) Each section of sewer main 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. 5) The final leakage test of the sewer main line shall be conducted in the presence of the Engineer.

4. Leakage Test Acceptance
a. Where the actual leakage exceeds the allowable, the Contractor shall determine the cause and remedy it before the pipeline is accepted. For the purpose of this subarticle, a section of pipeline is defined as the length of pipe between successive manholes or special structures. b. The Contractor shall correct any visible leaks in the pipeline or manholes.
c. The Contractor shall dispose of all water so as not to cause a public nuisance and as acceptable to the Engineer.
d. If any cleanup activities or fines ensue from a failed leakage test, any associates costs incurred by the City will be deducted from payment to the Contractor.
e. In no case shall the Contractor place the newly constructed sewer in operation without the approval of the Engineer.

3.03 TESTING OF MANHOLES
Vacuum Testing: All new manholes shall be vacuum tested prior to backfill in accordance with ASTM C1244 and these Contract Documents. Vacuum test procedures and requirements shall be as follows:

9.j
June 22, 2026 Packet Pg. 437
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-182
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
Mott MacDonald Restricted
A. After completion of the manhole barrels but prior to backfilling and grade ring installation, all openings in the manholes shall be sealed with plugs and a rubber ring "donut" type plug inserted inside the opening of the cone.

B. A small vacuum pump shall be attached to a hose connected to the plug and 10 inches Hg of vacuum applied.

C. The vacuum is permitted to stabilize for 1 minute; then the test shall begin.

D. The time shall be measured for the vacuum to drop to 9 inches Hg. The manhole must maintain vacuum such that no greater than 1-inch Hg of vacuum is lost during the specified test period.

E. The specified test period is as follows:

Test Period Based On Manhole Size (seconds)
Manhole Depth
(Feet)
48-inch
Diameter
60-inch
Diameter
72-inch
diameter
Up to 8 20 26 33
10 25 33 41
12 30 39 49
F. The manhole is acceptable if the time for the vacuum reading to drop from 10 inches Hg to 9 inches Hg is greater than the test period. Manholes that fail the test shall be patched as required and retested.

G. A vacuum regulator shall be provided on the vacuum pump such that no greater than

10.5 inches Hg vacuum can be applied to the manhole during the test.

H. All manholes that do not meet the leakage test, or are unsatisfactory from visual inspection, shall be repaired to the satisfaction of the Engineer and retested at no additional cost to the Owner.

3.04 NOT USED

3.05 CLEANING
A. After the sewers have satisfactorily passed the tests required in this Section, and before CCTV inspection required in the Contract Documents, the Contractor, in the presence of the Engineer, shall clean each section of the sewer in the following manner after placing a wire screen with a one-quarter of an inch (1/4”) mesh or smaller in the downstream manhole to catch debris and to prevent any debris from being washed into the existing sewer system.

B. Hydraulic Cleaning

1. All hydraulic cleaning equipment shall be truck mounted. Water jet cleaning equipment shall include a water tank, auxiliary engine, pumps, and hydraulically driven hose reel.

2. Cleaning shall remove all grit, sludge, rocks, debris, roots, grease accumulations, and obstructions from the sewer. Sewer cleaning method shall be water jetting.

9.j
June 22, 2026 Packet Pg. 438
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-183
SECTION 02735

SANITARY SEWER SYSTEM TESTING AND CLEANING
Mott MacDonald Restricted
C. Debris Removal

1. During cleaning operations, the Contractor shall provide a means of catching and removing the dislodged debris conveyed downstream with the sewer flow.

The method chosen shall not allow the transport of debris to downstream sewer reaches.

2. All debris removed from the sewer may be stored until the day's end, whereupon the Contractor shall be responsible for its proper disposal off site.

D. Recleaning
If television inspection indicates that the sewer is not adequately cleaned, the Contractor shall remove all equipment or materials from the sewer and reclean the sewer at no additional expense to the City.

3.06 DISCHARGE OF CLEANING WATER
Water used for cleaning the lines may be discharged to the existing sewer system after screening and removal of solids, and as approved by the Engineer. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 439
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-184
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM
Mott MacDonald Restricted
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF SANITARY SEWER SYSTEM
PART 1 – GENERAL

1.01 SUMMARY
A. All new sewers, structures, manholes, and new laterals installed as shown in the Contract Documents shall be visually inspected by means of closed-circuit television (CCTV) and video recorded after testing and cleaning activities.

B. The inspections shall be completed one sewer section at a time. A section may be from one manhole to another or a section may be an individual sewer lateral.

C. Flows shall be controlled as specified herein while the inspection work is in progress.

D. Related Sections:

1. SECTION 02641, SANITARY SEWER REHABILITATION USING CIPP METHOD

2. SECTION 02642, PIPE BURSTING

3. SECTION 02643, PIPE REAMING

4. SECTION 02735, SANITARY SEWER SYSTEM TESTING

5. SECTION 15050, GENERAL PIPING

1.02 REFERENCES
Not Used.

1.03 SUBMITTALS
A. Furnish one color video recording on DVD, with audio, for each section of main sewer and building sewer inspected and prints of all photographs taken during the inspection.

A. The recording shall show the date the work was performed and the location / street name and City designation of the entry manhole.

B. The recording shall indicate cumulative footage from the entry manhole, as verified by the camera-mounted transmitter and receiver.

9.j
June 22, 2026 Packet Pg. 440
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-185
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM
Mott MacDonald Restricted
C. Furnish a report and photos indicating the location of all laterals and connections encountered the location of any breaks, obstructions, offsets, high points, sags or other major defects, and the condition of manholes.

Digital video files shall follow City naming convention:
a. Upstream Manhole ID_Downstream Manhole ID-yymmdd-D.mgp Where:
i. Upstream/Downstream Manhole ID
ii. yymmdd = date of inspection
iii. D = camera direction (D or U)
Example:

A downstream inspection from AH/51 to AH/52 conducted on August 13, 2010 shall be named, AH51_AH52-100813-D.mpg.

D. Pre and post video reports shall include rating for sag severity:
0 = less than 1 inch
1 = 1 inch – 1/4 pipe
2 = 1/4 – 1/2 pipe
3= > 1/2 pipe
E. All reports shall be neatly typed.

F. Post construction video reports shall be submitted for review within two weeks after completion of each section.

1.04 SAFETY
Have a documented safety program in place which meets all applicable occupational safety and health standard, rules, regulations and orders established by the State of California.

1.05 EXPERIENCE
A. The person conducting the CCTV inspection shall have a minimum of five years’ experience in the television inspection of sanitary sewers.

B. The recordings shall be reviewed by a person having a minimum of five years’ experience in evaluating and repairing problems in sanitary sewers.

9.j
June 22, 2026 Packet Pg. 441
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-186
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM
Mott MacDonald Restricted
PART 2 – PRODUCTS

2.01 TELEVISION CAMERAS
A. The television camera used for inspection work shall be color format, specifically designed and constructed for use in sewers. Pan and tilt camera shall pan 275 degrees and rotate 360 degrees for close up viewing.

B. Lighting and camera quality shall allow a clear, in-focus picture of the entire periphery of the pipe for a minimum distance of six feet.

C. The camera shall have a 350 line per inch, or greater, resolution.

D. The camera shall be operative under 100 percent humidity conditions.

E. Cameras for use in sewers 8-inches in diameter and larger shall be of the “articulating head” type to allow laterals and defects to be viewed directly.

F. To ensure acceptable picture quality under all possible conditions that may be encountered during the inspection, a variable intensity control for lighting, and a remote adjustment for camera focus, shall be provided for the operator.

G. The camera, television monitor, and other components of the video system shall be capable of producing a color picture of quality adequate to identify major defects and locate laterals accurately.

H. Laterals shall be inspected via a lateral launch camera. When laterals are inaccessible via a lateral launch camera, the Contractor shall notify the Engineer and utilize a push camera from an existing clean out, if available, or lateral reconnection / proposed cleanout access pits.

I. A push camera with color display shall be available for use at all times during construction to inspect laterals or otherwise inaccessible pipelines.

2.02 CLEANING EQUIPMENT
Cleaning may be accomplished by jetting; however, contractor shall have mechanical cleaning equipment available for use at all times to remove hardened deposits or large objects.

PART 3 - EXECUTION

3.01 REQUIRED FREQUENCY OF CCTV INSPECTION
A. All existing laterals from the sewer to the cleanout/property line prior to start of construction.

9.j
June 22, 2026 Packet Pg. 442
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-187
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM
Mott MacDonald Restricted
B. The existing sewer to be replaced by pipe bursting, pipe reaming or rehabilitated by CIPP as shown on the Contract Documents.

C. After open cut construction is complete, after final air or leakage testing, cleaning, and after the "subbase" or "base" material portion of the paving is satisfactorily compacted but before pavement is installed.

D. After pipe burst, pipe ream or CIPP construction is complete and after final air or leakage testing and cleaning.

D. New laterals shall be inspected as directed by the Engineer except for backyard laterals.

3.02 CLEAN
“Clean” in this specification is defined as the removal of all accumulations including sludge, dirt, sand, rocks, asphalt, concrete, grease, roots and any other items that might be found in the sewer.

3.03 FLOW CONTROL
General:

A. When sewer line depth of flow at the upstream manhole of the section being inspected is above the maximum allowable depth shown under “Allowable Depth of Flow,” the flow shall be reduced by operation of pump stations, temporarily plugging or blocking of the flow, or by pumping and bypassing of the flow.

B. Allowable Depth of Flow – No flow shall be allowed from the upstream manhole into the sewer being televised.

C. Plugging or Blocking:

1. A sewer plug shall be inserted into the line upstream of the section being inspected.

2. The plug shall be so designed that all or any portion of the sewage can be released.

3. During CCTV inspection, flow shall be reduced to the limits specified herein.

4. After the work has been completed, flow shall be restored to normal.

D. Flow Control Precautions:

1. When flow in a sewer is plugged, blocked, or bypassed, precautions shall be taken to protect all sewers from damage that might result from sewer surcharging.

9.j
June 22, 2026 Packet Pg. 443
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-188
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM
Mott MacDonald Restricted

2. Precautions shall also be taken to ensure that flow control operations do not cause flooding or damage to public or private property being served by the sewers involved.

3.04 INSPECTION PROCEDURES
A. The camera shall be moved through the line in either direction at a moderate rate, stopping when necessary to permit proper documentation of the condition of the sewer.

B. In no event will the television camera be pulled at a speed greater than 30 feet per minute.

C. Manual winches, power winches, TV cable, and power rewinds or other devices that do not obstruct the camera view or interfere with proper documentation of the sewer conditions shall be used to move the camera through the sewer line.

D. When manually operated winches are used to pull the television camera through the line, telephones or other suitable means of communication shall be set up between the two manholes of the section being inspected to ensure good communications between members of the crew.

E. The importance of accurate distance measurements is emphasized.

F. Measurement for location of defects shall be made by means of a camera-mounted transmitter and aboveground receiver.

G. Marking on the cable, which requires interpolation for depth of the manhole, will not be permitted.

H. To establish criteria for video picture quality to be maintained throughout the project, the Contractor shall furnish a recording of a previous sewer inspection that meets these specifications for quality. This recording shall become the property of the City. It will be used as a standard to judge the acceptability of recordings produced on this project.

I. The audio portion of the inspection report, recorded at the time of inspection, shall be intelligible in its entirety. The information contained on the audio recording shall include (1) the location of the sewer, (2) the City’s designation for the manholes involved, (3) the direction of travel, (4) a description of conditions in the sewer as they are encountered, and (5) the location and entrance condition of service laterals.

J. The video shall include legible on-screen continuous indications of the following items during the entire inspection (1) date and time of inspection, (2) upstream and downstream manhole designations and direction of travel related to flow, (3) current location footage, and (4) sewer diameter.

3.05 DEFICIENCIES
Deficiencies in need of correction prior to acceptance of work shall conform to the requirements of section 15050, General Piping.

9.j
June 22, 2026 Packet Pg. 444
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-189
SECTION 02736

CLOSED CIRCUIT TELEVISION (CCTV) INSPECTION OF

SANITARY SEWER SYSTEM
Mott MacDonald Restricted

3.06 PAYMENT FOR REPAIR OF DEFICIENCIES AND ADDITIONAL INSPECTION A. Any portion of the sewer system found not to conform with these Specifications shall be corrected by the Contractor at no additional cost to the City. Sewers so corrected shall be re-inspected by Contractor in accordance with this Section at no additional cost to the City.

B. Price of CCTV inspection shall be included in the unit price bid for pipe, structures, and manholes and no additional payment shall be made therefor. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 445
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-190
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT Mott MacDonald Restricted
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall be responsible for locating and connecting to existing building sewers (laterals).

B. This work will include replacing portions of the existing building sewer and extending the existing building sewer to connect with the new or rehabilitated main sewer installed under this Contract.

C. The Contractor shall provide written notification of work activities and sewer outages to all local users in accordance with the project Technical Specifications.

E. Sewer lateral connections shall be reestablished to each user as quickly as possible and shall not exceed eight (8) hours from the initial disconnection of the building sewer from the sewer main or from the initial service interruption to the user.

F. All existing laterals shall be reconnected to the rehabilitated, replaced or newly installed sewer main. Diameters of laterals shall be confirmed by the Contractor and replaced in-kind, unless directed otherwise by the Engineer.

G. Related Sections:

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02200, EARTHWORK

3. SECTION 02145, SEWAGE FLOW CONTROL

4. SECTION 02642, PIPE BURSTING

5. SECTION 15050, GENERAL PIPING

1.02 REFERENCES
City of San Carlos:

Standard Specifications and Details (latest edition)

9.j
June 22, 2026 Packet Pg. 446
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-191
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT Mott MacDonald Restricted
PART 2 - PRODUCTS

2.01 SUBMITTALS
Submit, in accordance with the Contract Documents, installation instructions and details of all pipe, joints, fittings, metallic pipeline marking tape, and appurtenances to be used in the work including the following.

A. Catalog cuts showing all piping, cleanouts, and fittings.

B. Connection details for all building sewers and existing systems.

PART 3 - EXECUTION
A. Sewer laterals to be replaced shall be video inspected prior to construction. Condition of lateral shall be coordinated with the Engineer. Laterals determined to be in acceptable condition shall remain in place and be reconnected to the new sewer main.

Laterals determined to be in unacceptable condition shall be replaced as shown on the drawings.

B. Contractor shall construct new sewer lateral from new main to a new cleanout at the property line, per the Contract Documents. Private building sewers currently in service shall be connected to the sewer lateral. The excavation process shall be completed by mechanical means as defined in the Contract Documents and by hand digging as required.

C. The Contractor may construct sewer laterals in accordance with City Standard Details.

D. Connection to existing service laterals shall be made after the existing sewer main has been replaced and successfully tested. It is the Contractor’s responsibility to make sure that all service connections are reconnected.

E. Reconnection of existing services to the sanitary system shall be completed as described below:

All building sewers shall be connected to the sanitary sewer main line at a wye (PVC or HDPE pipe) installed on the main line. The connection of the new building sewer pipe to the existing building sewer will be made with suitable adapters or couplings per Section 15050, General Piping.

F. It is the Contractor’s responsibility to locate building sewers and to determine lateral sizes, and whether building sewers are live or have been abandoned.

G. All efforts have been made to show existing service building sewers on the drawings, however, the City cannot ensure that there may be others not shown or shown in other locations. Some project sewer line videos are available on request to aid the Contractor in locating all building sewers; however, the City does not guarantee the completeness or accuracy of the video logs. Sewers to be replaced shall be video inspected at the Contractor’s expense prior to construction.

9.j
June 22, 2026 Packet Pg. 447
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-192
SECTION 02739

BUILDING SEWER (LATERAL) CONSTRUCTION AND REINSTATEMENT Mott MacDonald Restricted
H. The existing building sewer connections to the main sewer may be encased in mortar, concrete or reinforced concrete. There will be no additional compensation for demolition of this material.

I. When the main is to be rehabilitated with cured-in-place pipe (CIPP), if the lateral in poor condition and requires replacement, the lateral shall be replaced prior to rehabilitation of the main.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 448
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-193
SECTION 02740

REMOVAL OF PROTRUDING SERVICE CONNECTIONS
Mott MacDonald Restricted
SECTION 02740

REMOVAL OF PROTRUDING SERVICE CONNECTIONS
PART 1 - GENERAL

1.1 DESCRIPTION
A. Furnish all equipment, labor, tools, materials, and incidentals necessary to internally remove portions of service connections protruding into the sewer main.

B. Ensure that the sewer is clean of all dirt and debris following removal of protruding service connections.

C. Maintain wastewater flows, including bypass pumping, as required at all times during the performance of the Work.

1.2 RELATED SECTIONS:

A. Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

B. Section 02641, Sanitary Sewer Rehabilitation Using CIPP Method

1.3 GENERAL PRECAUTIONS
A. Take precautions to protect sewer mains and manholes from damage that might be inflicted by the improper selection of the cleaning process or improper use of the equipment.

B. When using hydraulically propelled devices, take precautions to ensure that the water pressure created does not cause damage or flooding to public or private property.

C. Do not allow the sewer to fill with sewage above the crown of any pipe, or beyond any elevation below the crown that could cause overflow of sewage into area waterways, homes, or buildings or onto the ground.

PART 2 - PRODUCTS

2.1 EQUIPMENT
A. Remove the service connection with an internal, remote-controlled intruding pipe remover.

Excavation and replacement of the protruding service connection will not be allowed unless specifically indicated on the Drawings.

B. The equipment shall be capable of cutting concrete, poly-vinyl chloride pipe, vitrified clay pipe, or other materials commonly used for pipe construction with the exception of cast iron or steel.

C. Pull the equipment through the sewer using winches and a cable set up between adjacent manholes.

9.j
June 22, 2026 Packet Pg. 449
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-194
SECTION 02740

REMOVAL OF PROTRUDING SERVICE CONNECTIONS
Mott MacDonald Restricted
D. If necessary, position the equipment using a CCTV camera in conjunction with the cutter assembly.

PART 3 - EXECUTION

3.1 PERFORMANCE
A. Remove the protruding service connection to the point where it is flush with or within ½ inch of the inside wall of the sewer main.

B. Remove protruding service lateral prior to the Pre-construction CCTV Inspection specified in Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

C. Protect existing sewer lines and service connections from damage caused by improper use of the equipment.

1. As directed by the ENGINEER, immediately repair damage to a sewer or service connection caused by removal of a protruding service at no additional compensation.

D. Remove all dirt and debris from the sewer following completion of protruding service connection removal in that reach.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 450
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-195
SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS
Mott MacDonald Restricted
SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS
PART 1 – GENERAL

1.01 DESCRIPTION
A. The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor required to apply traffic stripes and pavement markings at all locations where existing striping is disturbed or removed or where designated by the Engineer, and as specified in these Specifications.

B. All existing traffic stripes and pavement markings shall be replaced in kind.

Equipment, mixing, surface preparation, application, and tolerances for painting traffic stripes and pavement markings shall conform to Section 81-3 ad 84 of the State of California, Department of Transportation Standard Specifications, except as amended by these Technical Specifications.

C. Pavement markers shall be placed as they existed prior to trenching or application of the asphalt concrete overlay. All traffic stripes, pavement markings (legends) and pavement markers covered by any asphalt concrete overlay shall be replaced by the Contractor.

D. Protection from Damage: All pavement markers in place (outside the limits of the work) at the time of the asphalt overlay shall be protected from damage and shall be clean and undamaged after completion of asphalt concrete overlay. Any damaged pavement markers shall be replaced in accordance with Section 85 of the State Standard Specifications at the Contractor’s expense.

1.02 REFERENCE
A. Related Sections

1. SECTION 02800, TRAFFIC CONTROL

2. SECTION 02768, TEMPORARY PAVEMENT MARKINGS
B. State Standard Plans and Specifications (latest edition) C. California Manuals of Uniform Traffic Control Devices

1.03 SUBMITTALS
A. Specifications of primer to be used for application.

B. Manufacturer’s recommendation for type of epoxy to be used when installing markers.

9.j
June 22, 2026 Packet Pg. 451
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-196
SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS
Mott MacDonald Restricted
C. Samples of each thermoplastic pavement marking.

PART 2 – PRODUCTS

2.01 TRAFFIC STRIPES, PAVEMENT MARKINGS, (LEGENDS) AND PAVEMENT

MARKERS
A. Pavement markers shall conform to the provisions in Section 81-3, Pavement Markers, of the State Standard Specifications and these Technical Specifications.

B. Thermoplastic materials shall conform to the provisions in 84-2.02, “Materials,” of the State Specifications and these special provisions. The thermoplastic material shall be PTH-02SPRAY, PTH-02HYDRO or PTH-02ALKYD.

C. A maximum 4 percent by weight, of the total thermoplastic material mixture may be additives passing the 100-mesh sieve. Pigment, other than titanium dioxide or lead chromate, shall be calcium carbonate.

D. Yellow thermoplastic material shall closely match Color No. 13538 of Federal Standard No. 595a, after being heated for 4 hours at 425 degrees F, and then cooled to 77 degrees F.

E. Thermoplastic material for traffic stripes shall be applied at a minimum thickness of

0.100 inch.

F. Glass beads to be applied to the surface of the molten thermoplastic materials shall conform to the requirements of State Specification 8010-004 (Type II), or AASHTO Designation: M247 (Type 1). Copies of State Specification 8010-004 (Type II) are available at the Transportation Laboratory located in Sacramento, California.

PART 3 – EXECUTION

3.01 CONSTRUCTION EQUIPMENT
A. Use equipment manufactured for pavement marking. Use workers experienced in operating such equipment.

B. Locate bead applicator directly behind and synchronized with marking applicator.

C. For thermoplastic paint materials, use equipment that is designed to agitate the paint to prevent scorching, discoloration, or excessive high temperatures.

3.02 PREPARATION
A. Broom or flush the surface to remove dirt, loose stones, or other foreign material immediately prior to applying.

B. Begin pavement painting and marking operations not later than 24 hours after receipt of written order by Engineer.

C. Apply all materials in accordance with manufacturer’s and Engineer’s directions.

9.j
June 22, 2026 Packet Pg. 452
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-197
SECTION 02765

TRAFFIC STRIPES AND PAVEMENT MARKINGS
Mott MacDonald Restricted

3.03 THERMOPLASTIC PAINT STRIPING
A. Clean off dirt, glaze, and grease before prestriping.

B. Do not use materials which produce fumes that are toxic, obnoxious, or injurious to persons or property.

C. Apply so that finish lines have well-defined edges free of waviness.

3.04 WORDS AND OTHER MARKINGS
When no longer required for the direction of public traffic, as determined by the City, the temporary traffic stripe and pavement marking tape and temporary pavement markers, applied to existing pavement, the top layer of new pavements or any other paved surface where the previously placed pavement delineation conflicts with the new traffic pattern, shall be removed and disposed of in accordance with the provisions of Section 7-1.13, Disposal of Materials Outside the Highway Right-of-way, of the State Standard Specifications, and all lines and marks used to establish the alignment for the temporary traffic stripes, pavement markings and temporary pavement markers shall be removed from the pavement.

3.05 RAISED PAVEMENT MARKERS
All raised pavement markers, removed or destroyed during construction, including blue markers for fire hydrants, shall be replaced per Caltrans standards and manufacturers recommendations.

3.06 PLACEMENT OF STRIPING, PAVEMENT MARKINGS, AND RAISED PAVEMENT

MARKERS
A. Permanent traffic stripes and pavement markings shall be installed no sooner than two (2) days, and no later than fourteen (14) days after paving.

B. Raised pavement markers shall be installed no sooner than seven (7) days, and no later than fourteen (14) days after paving.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 453
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-198
SECTION 02768

TEMPORARY PAVEMENT MARKINGS
Mott MacDonald Restricted
SECTION 02768

TEMPORARY PAVEMENT MARKINGS
PART 1 - GENERAL

1.01 DESCRIPTION
A. The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor required to apply temporary pavement markings.

B. Lane line or centerline pavement delineation shall be provided at all times for travel lanes open to public traffic. Whenever the work causes obliteration of pavement delineation, temporary pavement delineation or permanent traffic stripes shall be in place prior to opening the traveled way to public traffic.

C. The Contractor shall perform all work necessary to establish satisfactory alignment for temporary pavement delineation.

D. Temporary pavement markings that are damaged from any cause during the progress of the work shall be immediately repaired or replaced by the Contractor at his/her expense.

1.02 REFERENCES
A. Related Sections

1. SECTION 02800, TRAFFIC CONTROL

2. SECTION 02765, TRAFFIC STRIPES AND PAVEMENT MARKINGS B. State Standard Plans and Specifications
C. California Manuals of Uniform Traffic Control Devices PART 2 - PRODUCTS

2.01 TEMPORARY TRAFFIC STRIPE AND PAVEMENT MARKING TAPE A. Removable traffic stripe tape shall be the temporary removable type traffic stripe tape.

B. Except where existing pavements are to remain in place or on the top layer of new pavements, the Contractor may use painted traffic stripes and pavement markings for temporary traffic stripe and temporary pavement marking. Painted traffic stripes and pavement markings, if used, shall conform to 84-3, Painted Traffic Stripes and Pavement Markings, of the State Standard Specifications, except for payment and for the number of coats of paint which shall be, at the option of the Contractor, either one or two coats.

9.j
June 22, 2026 Packet Pg. 454
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-199
SECTION 02768

TEMPORARY PAVEMENT MARKINGS
Mott MacDonald Restricted

2.02 TEMPORARY PAVEMENT MARKERS
A. The use of temporary pavement markers shall conform to the traffic control plans and as determined by the City.

B. Temporary pavement markers shall be, one of the temporary reflective pavement markers for long-term day/night use (6 months or less).

C. Reflective pavement markers conforming to the requirements of these Technical Specifications may be used in place of temporary reflective pavement markers for longterm day/night use (6 months or less) except at locations to simulate patterns of broken traffic stripe.

2.03 TEMPORARY PAVEMENT DELINEATION
Temporary pavement delineation shall be furnished in accordance with the provisions in Section 12-3.01, General, of the State Standard Specifications and these Technical Specifications.

PART 3 - EXECUTION

3.01 TEMPORARY PAVEMENT MARKING TAPE
Tape shall be applied to a clean dry surface and rolled slowly with a rubber-tired vehicle or roller to ensure complete contact with the pavement surface in accordance with the manufacturer’s recommendations. Installation procedures for application of tape when the air temperature and pavement temperature is less than 50 degrees F shall be approved by the City prior to beginning the installation of tape. Tape shall not be applied over existing stripes or markings. Completed stripes shall be straight on tangent alignments and shall be on a true arc on curved alignments.

3.02 TEMPORARY PAVEMENT MARKERS
A. Temporary pavement markers shall be applied in accordance with the manufacturer’s instructions and shall be cemented to the surfacing with the adhesive recommended by the manufacturer. Epoxy adhesive shall not be used in areas where removal of the pavement markers will be required.

B. Placement of the reflective pavement markers used for temporary pavement markers shall conform to these Technical Specifications except that the waiting period requirements before placing the pavement markers on new asphalt concrete surfacing as specified in Section 85-1.06, "Placement," of the State Standard Specifications shall not apply and epoxy adhesive shall not be used to place pavement markers in areas where removal of the pavement markers will be required.

3.03 TEMPORARY PAVEMENT DELINEATION
A. Temporary pavement delineation shall be placed, maintained, and removed in accordance with the provisions in Section 12-3.01, General, of the State Standard Specifications and these Technical Specifications.

9.j
June 22, 2026 Packet Pg. 455
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-200
SECTION 02768

TEMPORARY PAVEMENT MARKINGS
Mott MacDonald Restricted
B. Surfaces on which temporary pavement delineation is to be applied shall be cleaned of all dirt and loose material and shall be dry when the pavement delineation is applied. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 456
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-201
SECTION 02800

TRAFFIC CONTROL
Mott MacDonald Restricted
SECTION 02800

TRAFFIC CONTROL
PART 1 - GENERAL

1.01 SUMMARY
A. This Section includes requirements for traffic control.

B. Related Sections:

1. SECTION 02200, EARTHWORK

2. SECTION 15050, GENERAL PIPING

3. Article 24, Special Provisions – Traffic Control

1.02 REFERENCES
A. City of San Carlos:

General Provisions.

B. Caltrans:

1. Standard Plans and Standard Specifications (latest edition).

2. Encroachment Permit.

C. California Manuals of Uniform Traffic Control Devices (CaMUTCD).

1.03 DEFINITIONS
A. Traffic Control Devices: Signs, signals, markings and other devices placed on or adjacent to a road to regulate, warn or guide traffic.

B. Traffic Control Measures: Elements of the Traffic Control Plan including traffic control devices, personnel, materials, and equipment used to control traffic through the work Zone.

C. Traffic Control Plan: A written and drawn plan for handling traffic on a specific roadway through the Work Zone.

D. Work Zone: A traveled area within the construction used by vehicles, bicyclists and pedestrians.

1.04 TRAFFIC CONTROL REQUIREMENTS
A. Provide and maintain temporary traffic control measures to provide for the safe passage of vehicular and pedestrian traffic through and within the Project site.

9.j
June 22, 2026 Packet Pg. 457
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-202
SECTION 02800

TRAFFIC CONTROL
Mott MacDonald Restricted
B. Provide and post “Expect Delays” signs at the beginning and end of a street a minimum of seven (7) calendar days prior to beginning construction on that street.

C. Under some circumstances, construction may temporarily prevent access into private driveways. The Traffic Control Plan shall specifically identify these occurrences and provide a plan for minimizing the temporary condition.

1.05 TRAFFIC CONTROL PLAN
A. Prepare and submit detailed Traffic Control Plans to the Engineer for approval. The Traffic Control Plans shall show proposed traffic control measures, signage and other traffic control devices, barricade locations, lane width reductions and lane shutdowns that will be implemented by the Contractor to maintain a safe work site.

B. Selection of protective devices and directional measures that will be used, including the timing for their use and specific locations, is the responsibility of the Contractor.

C. Traffic Control Plans shall conform to the City’s temporary Traffic Control Guidelines described in the General Provisions of these Specifications.

D. The Contractor shall not start work within a Work Zone until the Traffic Control Plans have been accepted by the Engineer.

E. All traffic control shall conform to California Manuals of Uniform Traffic Control Devices (CaMUTCD) and Article 24 “Traffic Control” of the Special Provisions.

1.06 PUBLIC NOTICE
A. In accordance with Article 24 of the Special Provisions, streets shall not be closed unless authorized by the Engineer in writing at least seventy-two (72) hours prior to the requested date. If street closure is approved, Contractor shall notify the following forty-eight (48) hours prior to the street closure:

1. All Residents on City Blocks where work will be occurring.

2. All Businesses on City Blocks where work will be occurring.

3. City of San Carlos Public Works Department (Project Manager and Inspector).

4. City of San Carlos Police Department (650) 802-4277.

5. City of San Carlos Fire Department (650) 780-7400.

6. City of San Carlos Garbage, Recycling and Tree Trimming Haulers:

Recology San Mateo County (650) 595-3900.

7. San Mateo County Transit District (650) 508 6200.

8. Affected Schools, noted in the Special Provisions

9. Others as noted in accordance with the Special Provisions.

9.j
June 22, 2026 Packet Pg. 458
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-203
SECTION 02800

TRAFFIC CONTROL
Mott MacDonald Restricted
B. If emergency or urgent street closures are required, the Contractor shall immediately notify:

1. City of San Carlos Public Works Department (Project Manager and Inspector).

2. City of San Carlos Police Department, (650) 802-4277.

3. City of San Carlos Fire Department, (650) 780-7400.

C. Notify local residents by door hanger at least seventy-two (72) hours in advance of obstructions and inconvenience due to construction activities, including:

1. Obstruction of private driveways.

2. Elimination of on-street parking in front of private residences.

3. Any other similar inconvenience that may impact local residents.

4. Door hangers shall include City and Contractor contact information and shall be approved by the Engineer prior to use.

1.07 TEMPORARY SIGNS
A. Erect informational signs advising pending work and lane closures four (4) weeks in advance of actual work, as required by the City. Information on the signs shall be readable to both directions of travel.

B. Erect signs advising of rough road conditions when temporary pavement has been placed, or when plates are in use.

C. When needed to advise traffic of approaching conditions, Contractor shall use electronic signs with sequential arrow or changeable message.

1. Electronic sign shall be installed beyond the outside shoulder of the roadway or behind an existing barrier or guardrail.

2. The sign shall display the entire message within 7.5 seconds.

D. Temporary signs shall be one sided and shall be wooden or metal with tripod supports.

The Contractor shall add sandbags to support legs for ballast.

E. Signs that will remain in place at night must have reflective florescent orange sheeting.

F. Changeable message signs and/or arrow boards may be required at any or all locations.

1.08 TEMPORARY BARRICADES
A. Temporary barricades in good condition, as approved by the Engineer, are required to protect vehicles from areas with drop-offs.

B. Use pin-and-loop type concrete barriers conforming to Caltrans Standards.

9.j
June 22, 2026 Packet Pg. 459
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-204
SECTION 02800

TRAFFIC CONTROL
Mott MacDonald Restricted
C. Wooden Barricades shall follow industry standard with reflective devices and an 8- inch diameter amber flashing light using one, 50-watt, 12-volt, battery operated incandescent lamp. The flash shall be visible for 1,200 feet. Failed bulbs shall be promptly replaced.

1.09 FLAGGERS
A. The Contractor’s flaggers must wear orange, yellow, or yellow-green reflective vests and orange, yellow, yellow-green or white hardhats at all times.

B. Utilize highly visible STOP/SLOW sign paddles with reflective sheeting.

C. Utilize portable, self-contained two-way radios when more than one flagger is required for traffic control.

D. Employ properly trained persons that have completed an approved traffic control and flagging course. Traffic control submittal shall include flagman certifications.

PART 2 - PRODUCTS
Not Used.

PART 3 - EXECUTION

3.01 GENERAL
A. Install, operate and maintain temporary traffic control devices in accordance with the Traffic Control Plan.

B. Traffic control devices shall be promptly moved as construction progresses and removed when no longer required.

C. Turn, cover, or remove existing permanent traffic control devices when these devices conflict with approved temporary devices.

3.02 LANE CLOSURES
A. Do not close any lane until the area is signed in accordance with the approved Traffic Control Plan.

B. Two -way traffic shall be maintained whenever possible. When one lane must be closed, one-way traffic must be controlled by a flagger in each direction of traffic at all times.

C. At the end of each workday, restore conditions to allow two-way traffic. Install temporary paving or cover open excavations with heavy steel trench plates, as appropriate for the conditions, to provide a minimum 11-foot wide traveled roadway in both directions. Provide signs indicating rough road conditions when using temporary pavement.

D. Do not stop or hold vehicles for more than five (5) minutes.

9.j
June 22, 2026 Packet Pg. 460
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-205
SECTION 02800

TRAFFIC CONTROL
Mott MacDonald Restricted
E. Allow emergency vehicles immediate passage at all times.

3.03 TEMPORARY BARRICADES
Concrete Barriers shall be installed as follows:

A. Flare the leading end at a flare rate of 14:1.

B. When placing concrete barriers, maintain a minimum of 24-inches from face of barrier to edge of traffic lane.

3.04 FLAGGERS
A. Provide flaggers to safely control movement of vehicles and pedestrians around areas disrupted by the Work
B. Flaggers shall be located in positions that provide sufficient time for motorists to respond to the flagger’s instructions, and these positions shall be designated on the traffic control plan.

C. Flaggers shall be paid under the bid item for traffic control and no additional compensation will be allowed.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 461
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-206
SECTION 02892

TRAFFIC LOOPS
Mott MacDonald Restricted
SECTION 02892

TRAFFIC LOOPS
PART 1 – GENERAL

1.01 DESCRIPTION
The Contractor shall furnish all tools, equipment, materials, and supplies and shall perform all labor required for traffic loops, including connecting to control cabinet and providing complete functioning loops.

1.02 RELATED WORK
SECTION 02800, TRAFFIC CONTROL
SECTION 02500, ASPHALT CONCRETE PAVING
PART 2 – PRODUCTS
Not Used.

PART 3 – EXECUTION

3.01 GENERAL
A. All disturbed or removed traffic detector loops shall be replaced new, before the final lift of asphalt concrete is placed. After the final lift of pavement has been placed, the Contractor shall use a wire locator to locate the left turn loops.

B. All pull boxes shall be inspected and approved prior to pulling any conductors.

C. The Contractor shall verify the size and percent fill of all detector handholds and stub outs. For all undersized, damaged or missing handholds and stub outs, the Contractor shall install new.

D. The City will verify all loop and home run locations as marked in the field by the Contractor prior to the Contractor cutting the loops or home runs.

3.02 EXISTING TRAFFIC LOOPS
Existing traffic signals and street lighting shall be kept in operation for the benefit of the traveling public during progress of the work. The Contractor shall contact the City 72 hours prior to removal of any existing detector loop or lead-in wire. The City will install appropriate timing in the traffic signal controller prior to the Contractor cutting the existing loops.

9.j
June 22, 2026 Packet Pg. 462
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-207
SECTION 02892

TRAFFIC LOOPS
Mott MacDonald Restricted

3.03 INSTALLATION
A. Loop detectors for inductive detector loop installation shall conform to the provisions in Section 86-5, “Detectors,” of the State Standard Specifications and these Technical Specifications.

B. The ends of all unused cables shall be sealed. The ends of all cables shall be sealed prior to being installed into the conduits.

C. At least six feet of slack shall be provided in the pull box nearest each signal standard, for those conductors terminating in that standard; and three feet of slack shall be provided in each conductor in all other pull boxes.

D. Identification shall be by T&B Ty-Rap Cable Ties; No. TY553M, fastened to the conductors in such a manner that they will not move along the conductors. The flags on the Ty-Rap shall be marked with a Ty-Rap marking pen No. WT 163 M-1 (Black) or approved equal. All phase conductors and director cables shall be labeled by phase designators in the pull boxes nearest their termination, and in the controller cabinet.

Phase conductors shall be labeled with phase designation. Detector cables (street and sign) shall be labeled as appropriate. Spare conductors need not be labeled.

E. Splice insulation shall use insulation method “B” per the detail shown in ES-13 of the most current version of the State Standard Drawings. No splices are permitted in detector lead-in cables.

F. All loop wires shall run through detector hand holes installed near lip of gutter.

G. Conductors for each inductive detector loop shall be continuous and un-spliced.

Conductors for inductive loops shall be Type 2. All loops shall be brought to pull box individually through a 2-inch chase, and conductors shall have two turns of twist per foot and spliced to the lead-in conductor in the pull box.

H. The ends of the tubing shall be sealed watertight at the same time the wire is placed in the slots.

I. Count loops shall consist of four turns of conductor as specified unless specified otherwise on the Drawings. Each phase loop shall consist of four turns of conductor.

J. The Contractor shall install all loops per the State Standard Drawings or as otherwise specified in the Contract Documents. Loops shall be centered within traffic lanes unless otherwise specified. If any iron (manhole, valve, monument, etc.) is located within two (2) feet of the planned location for home runs, the Contractor shall contact the City for an alternate location for the detector loop or home run prior to cutting any of the loops or home runs in the affected lane(s).

K. Splicing of interconnect cable shall be done only within controller cabinets on terminal blocks furnished and installed by the controller cabinet supplier. All of the splices shall be done in accordance with the recommendations of the controller supplier and to the satisfaction of the City.

9.j
June 22, 2026 Packet Pg. 463
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-208
SECTION 02892

TRAFFIC LOOPS
Mott MacDonald Restricted

3.04 REPAIRS
A. If any part of the loop conductor, including the portion leading to the adjacent pull box, is damaged by the Contractor's operations, the entire detector loop shall be replaced. If any adjacent loop is damaged during such replacement, that loop shall also be replaced within three days.

B. The Contractor shall replace damaged loop detectors within three days after completion of work at an intersection.

C. The Contractor shall protect existing interconnect cables from damage. Any interconnect cable or facility damaged by Contractor operations shall be replaced by the Contractor at his/her expense.

3.05 DETECTOR AND DETECTOR LEAD-IN CABLE (DLC) TESTING AND

ACCEPTANCE
The Contractor shall test all individual loops and all DLCs prior to splicing. Inductive loops, and all DLCs shall be tested for continuity, inductance and for insulation resistance using a standard multimeter for continuity and an approved loop test meter for inductance and insulation resistance. For continuity test, a value of lower than 5 ohms is desirable and acceptable. For insulation resistance test, a value of greater than 100 meghoms is desirable and acceptable. Inductance shall be more than 50 but less than 700 micro-henries. Test shall be performed and logged on City provided form included in this section. Test shall be performed in the presence of the Engineer before any splices are made. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 464
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-209
SECTION 02990

ADJUST INCIDENTAL STRUCTURES TO GRADE
Mott MacDonald Restricted
SECTION 02990

ADJUST INCIDENTAL STRUCTURES TO GRADE
PART 1 - GENERAL

1.01 DESCRIPTION
A. This Section includes raising or lowering the grade or changing the slope of the top of existing structures such as but not limited to manholes, catch basins, sumps, inlets, valve boxes, meter boxes, monument boxes, and similar structures shown or implied on the Drawings.

B. This section is not applicable to raising or lowering covers on pressurized systems.

1.02 RELATED WORK
A. SECTION 02500, ASPHALT CONCRETE PAVEMENT
B. SECTION 02701, PRECAST CONCRETE STRUCTURES
C. SECTION 05541, MANHOLE FRAMES AND COVERS
PART 2 - PRODUCTS
Not Used.

PART 3 - EXECUTION

3.01 GENERAL
A. Determine condition of existing incidental structure. Pre-existing damage must be brought to the City’s attention prior to commencement of any work.

B. Existing structures to be adjusted to grade shall be reconstructed to the required grade.

The existing frames, grates, and covers shall be reused unless otherwise indicated.

C. The existing structure shall be dismantled to a sufficient depth to allow reconstruction.

D. Adjustment will take place just prior to placing of surface pavement for adjustments of the frame and cover. Adjustments which require dismantling and reconstruction of the structure shall be accomplished at the time of subgrade preparation. Pavement which is removed for this adjustment shall be cut square, tack coated, and capped with 2 inches of asphalt concrete.

E. Each structure that is adjusted shall be cleaned of accumulated silt, debris, or foreign matter prior to final acceptance of the work.

F. Any items damaged shall be replaced at the Contractor’s expense.

9.j
June 22, 2026 Packet Pg. 465
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-210
SECTION 02990

ADJUST INCIDENTAL STRUCTURES TO GRADE
Mott MacDonald Restricted

3.02 ADJUST INCIDENTAL STRUCTURES TO GRADE
A. Contractor is responsible for notifying the Engineer of any monuments not shown on the plans that will be disturbed during construction.

B. Monuments and boxes shall be installed to the finished street grade. The Contractor shall bear the cost and responsibility for obtaining the services of a California registered Surveyor or Civil Engineer to tie out the existing monument, remark, and reset the monument. The Contractor shall be responsible for filing the appropriate Corner Records and shall provide a copy of all recorded documentation to the City prior to project acceptance.

C. Whether at existing grade or buried, all existing junction structures, traffic signal boxes, monument boxes, water valve boxes, and other miscellaneous utility boxes and vaults within the work area shall be replaced and adjusted to grade. Any items damaged shall be replaced at the Contractor’s expense.

D. Frames, covers, and grates of existing manholes structures, water valves, monuments, or other facilities shall be adjusted to grade at locations where they are disturbed in accordance with the provisions in Section 15-2.05, “Reconstruction,” of the Caltrans Standard Specifications except that no metal riser adjustment rings will be permitted.

E. The covers shall be raised by excavating the frame and cover in a neat line with a dimension not greater than necessary to loosen and adjust the frame with the cover and the concrete collar.

F. Adjustments shall be accomplished by removing the existing concrete collar around the frame, installing concrete adjustment rings (or other as needed), raising the frame and cover, and construction of a new concrete collar. The concrete collar shall be constructed so that the top of the collar is no greater than two inches and no less than one inch below the existing pavement grade. The void between the top of the concrete collar and the finish grade of the pavement around the collar shall be paved to finish grade with asphalt concrete.

G. All existing valve and monument boxes shall be removed and replaced at the time of construction. Water valves must be accessible immediately after paving and water valve covers must be raised within 48 hours of paving. All structures must be paved within 24 hours or the Contractor shall be required to furnish temporary paving. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 466
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-211
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
Mott MacDonald Restricted
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
PART 1 - GENERAL

1.01 SUMMARY
A. The Contractor shall provide Controlled Low Strength Material (CLSM), complete and in place, in accordance with the Contract Documents.

B. CLSM shall consist of a mixture of aggregate, portland cement, mineral admixtures, water, and at the option of the Engineer, chemical accelerating admixtures.

C. CLSM shall be placed where indicated and may be used, if the Engineer approves, for the following purposes:

Normal CLSM with high slump, non-segregating consistency that readily flows and fills voids and difficult to reach places: pipe zone fill, trench zone fill, existing utility support, pipe abandonment, structure backfill, and structure cavity fill.

1.02 REFERENCES
A. American Society for Testing and Materials (ASTM):

1. ASTM C 33 – Concrete Aggregate

2. ASTM C 39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens

3. ASTM C 94 - Standard Specification for Ready Mixed Concrete

4. ASTM C 138 - Standard Test Method for Density (Unit Weight), Yield and Air Content (Gravimetric) of Concrete

5. ASTM C 150 - Standard Specification for Portland Cement

6. ASTM C 260 - Standard Specification for Air-Entraining Admixtures for Concrete.

7. ASTM C 403 - Standard Test Method for Time of Setting of Concrete Mixtures by Penetration Resistance

8. ASTM C 494 - Standard Specification for Chemical Admixtures for Concrete.

9. ASTM C 803 - Standard Test Method for Penetration Resistance of Hardened Concrete, exceeds 650 psi

10. ASTM D 4832 - Standard Test Method for Preparation and Testing of Controlled Low Strength Material (CLSM) Test Cylinders.

B. State Standard Specifications Section 90 (latest edition)

9.j
June 22, 2026 Packet Pg. 467
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-212
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
Mott MacDonald Restricted

1.03 RELATED SECTIONS
A. SECTION 02500, ASPHALT CONCRETE PAVEMENT

1.04 CONTRACTOR SUBMITTALS
Shop Drawings:

A. CLSM mix designs which show the proportions and gradations of all materials proposed for each type of CLSM indicated. Each mix design shall be accompanied by independent laboratory test results of the indicated properties.

B. If the Contractor proposes to provide lower strength CLSM with aggregates that do not conform to ASTM C 33 - Concrete Aggregate, Shop Drawings shall include a testing program that will be used to control the variability of the aggregates. The testing program shall be acceptable to the Engineer.

1.05 QUALITY ASSURANCE
A. All testing will be done by a testing laboratory selected by the City at the City's expense, except as otherwise indicated.

B. If tests of the CLSM show non-compliance with the specifications, the Contractor shall make changes as may be required to achieve compliance. Performing and paying for subsequent testing to show compliance shall be the Contractor's responsibility.

C. Correlation Tests:

1. The Contractor shall perform a field correlation test for each mix of CLSM used in pipe zone, trench zone, existing utility support or backfill used in amounts greater than 100 cubic yards or when CLSM is required to support traffic or other live loads on the fill less than 7 days after placing CLSM.

2. Field correlation tests shall be performed in a test pit similar in cross section to the Work and at least 10-feet long at a location near the Work. The proposed location shall be acceptable to the Engineer.

3. Laboratory and field tests shall be performed on samples taken from the same CLSM batch mix. All tests shall be performed by a laboratory at the Contractor’s expense.

4. Testing shall be performed once each 2 hours during the first 8 hours, once each 8 hours during the first week, and once each 24 hours until the CLSM mix reaches the maximum design strength.
a. Compression testing shall be in accordance with ASTM D 4832 - Preparation and Testing of CLSM Test Cylinders.
b. Setting test shall be in accordance with ASTM C 403 - Time of Setting of Concrete Mixtures by Penetration Resistance.

9.j
June 22, 2026 Packet Pg. 468
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-213
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
Mott MacDonald Restricted
c. Density tests shall be in accordance with ASTM C 138 - Unit Weight, Yield and Air Content (Gravimetric) of Concrete.

PART 2 - PRODUCTS

2.01 CONTROLLED LOW STRENGTH MATERIAL
A. CLSM shall be a mixture of cement, pozzolan, coarse and fine aggregate, admixtures, and water, mixed in accordance with ASTM C 94 - Ready Mixed Concrete.

B. Composition: The following parameters shall be within the indicated limits and as necessary to produce the indicated compressive strengths.

1. Mix proportions as necessary.

2. Entrained air content shall be between 5 to 10 percent.

3. Water reducing agent content as necessary.

C. Properties:

1. Density shall be between 120 PCF minimum and 145 PCF maximum.

2. Slump shall be 5 to 8 inches.

3. CLSM shall have a compressive strength not less than 100 or greater than 200 psi at 28 days.

2.02 CEMENT
Cement shall be Type II Modified in accordance with ASTM C 150 - Portland Cement.

Mineral admixtures shall not be substituted for Portland cement.

2.03 AGGREGATE
Aggregate shall conform to the quality requirements of Caltrans Section 90-1.02C, "Aggregates" and of these Specifications. Aggregate shall be well graded from coarse to fine.

Aggregate shall have a Sand Equivalent, as tested by California Test 217, of not less than 40.

Aggregate shall be of such size and gradation that, when mixed with Type II modified Portland cement and mineral admixtures, and tested in accordance with ASTM C 39, the compressive strength of a sample will not be less than 100 or greater than 200 pounds per square inch at 28 days. The Contractor shall notify the Engineer, in writing, of the source and grading of the aggregate to be used in the CLSM. If material supplier is not approved by the City for CLSM, Contractor shall make such material available to the Engineer for sampling and testing at least 45 days prior to scheduled placing of the fill. Should the Contractor change his source of supply, he shall notify the Engineer in writing of the new source and grading and make that material available for sampling and testing at least 45 days prior to intended use.

9.j
June 22, 2026 Packet Pg. 469
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-214
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
Mott MacDonald Restricted

2.04 ADMIXTURES
A. Air entraining admixtures shall be in accordance with ASTM C 260 - AirEntraining Admixtures for Concrete.

B. Water reducing admixtures (Type E) shall be in accordance with ASTM C 494 - Chemical Admixtures for Concrete.

C. Accelerating admixtures (Type C) shall be in accordance with ASTM C 494.

2.05 WATER
Water shall be potable, clean, free from objectionable quantities of silt, organic matter, alkali, salt, and other impurities.

PART 3 - EXECUTION

3.01 PREPARATION
Subgrade and compacted fill to receive CLSM shall be prepared according to Section 02200 - Earthwork.

3.02 BATCHING, MIXING AND DELIVERY
A. Batching, mixing, and delivery of CLSM shall conform to ASTM C 94. CLSM shall be mixed at a batch plant acceptable to the Engineer and shall be delivered in standard transit mix trucks.

B. The Portland cement content of the CLSM shall be not less than 47 pounds per cubic yard except that, after testing samples of the Contractor's proposed supply, the Engineer may order an increase in cement content, if necessary to meet the compressive strength requirement specified above. Proportioning for CLSM shall conform to the requirements for proportioning concrete mixes except that dividing of aggregate into sizes will not be required.

C. CLSM shall contain a non-calcium chemical accelerating admixture of at least 2% to decrease curing time. The actual mix proportions shall be submitted by the supplier of the CLSM, indicating the minimum and maximum compressive strengths and is subject to review and approval by the Engineer. The Contractor shall submit the CLSM mix to the Engineer.

3.03 PLACEMENT
A. CLSM shall be placed by tailgate discharge, conveyor belts, pumped, or other means acceptable to the Engineer. CLSM shall be directed in place by vibrator, shovel, or rod to fill all crevices and pockets. Avoid over-consolidation which causes separation of aggregate sizes.

9.j
June 22, 2026 Packet Pg. 470
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-215
SECTION 03123

CONTROLLED LOW STRENGTH MATERIAL
Mott MacDonald Restricted
B. CLSM shall be continuously placed against fresh material unless otherwise approved by the Engineer. When new material is placed against existing CLSM, the placement area shall be free from all loose and foreign material. The surface of the existing material shall be soaked a minimum of one hour before placement of fresh material, but no standing water shall be allowed when placement begins.

C. Temperature of the CLSM shall be between 50 and 90 degrees F, when placed.

CLSM shall not be placed when the air temperature is below 40 degrees F. No CLSM shall be placed against frozen subgrade or other materials having temperature less than 32 degrees F.

3.04 FINISHING
The finish surface shall be smooth and to the grade indicated or directed by the Engineer.

Surfaces shall be free from fins, bulges, ridges, offsets, and honeycombing. Finishing by wood float, steel trowel, or similar methods is not required.

3.05 CURING
CLSM shall be allowed to cure for at least 72 hours prior to placing asphalt concrete pavement of other surface material over it.

3.06 PROTECTION
A. CLSM shall be protected from freezing for 72 hours after placement.

B. If the placement of the CLSM is not completed early enough to allow for placement of temporary paving, the Contractor shall provide no-skid steel plates to the span of the trench to accommodate traffic until the temporary pavement can be placed.

C. No fill or loading shall be placed on CLSM until probe penetration resistance, as measured in accordance with ASTM C 803 - Standard Test Method for Penetration Resistance of Hardened Concrete, exceeds 650 psi.

D. CLSM shall be protected from running water, rain, and other damage until the material has been accepted and final fill completed.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 471
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-216
SECTION 03200

CONCRETE REINFORCEMENT
Mott MacDonald Restricted
SECTION 03200

CONCRETE REINFORCEMENT
PART 1 - GENERAL

1.01 SUMMARY
A. This Section specifies reinforcing steel for use in reinforced concrete.

B. Related Sections:

Section 03300, CAST-IN-PLACE CONCRETE

1.02 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition).

B. American Society for Testing and Materials (ASTM):

1. ASTM A82 – Standard Specification for Steel Wire, Plain, for Concrete Reinforcement.

2. ASTM A185 –Standard Specification for Steel Welded Wire Reinforcement, Plain, for Concrete.

3. ASTM A615 - Standard Specification for Deformed and Plain Carbon-Steel Bars for Concrete Reinforcement.

4. ASTM A706 - Standard Specification for Deformed and Plain Low-Alloy Steel Deformed and Plain Bars for Concrete Reinforcement.

5. ASTM A775 - Standard Specification for Epoxy-Coated Steel Reinforcing Bars.

6. ASTM A996 - Standard Specification for Rail-Steel and Axle-Steel Deformed Bars for Concrete Reinforcement.

7. ASTM E329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing.

C. American Concrete Institute:

ACI 315R-18 – Guide to Presenting Reinforcing Steel Design Details.

D. American Welding Society:

AWS D1.4 – Structural Welding Code – Reinforcing Steel.

E. Concrete Reinforcing Steel Institute:

1. CRSI Manual – Manual of Standard Practice.

9.j
June 22, 2026 Packet Pg. 472
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-217
SECTION 03200

CONCRETE REINFORCEMENT
Mott MacDonald Restricted

2. CRSI PRB – Placing Reinforcing Bars.

1.03 QUALITY ASSURANCE
Quality Control by Contractor:

A. To verify conformance with the specified requirements for concrete reinforcement, the Contractor shall engage the services of an independent testing laboratory which complies with the requirements of ASTM E329, to the satisfaction of the City.

B. The testing laboratory shall provide inspection services as specified herein, when testing is required. Costs of testing laboratory services shall be the Contractors responsibility.

1.04 SUBMITTALS
A. Provide material shop drawings, certified mills tests and welder qualification certificates in accordance to Part 2 of this Section.

B. Provide reinforcement placing drawings conforming to the requirements of ACI 315.

Placing drawings shall include bar lists, schedules, bending details, placing details, and placing plans and elevations as required to fully delineate this portion of the work.

PART 2 - PRODUCTS

2.01 BAR REINFORCEMENT
Reinforcing bars shall be deformed billet steel in conformance with ASTM A615 or ASTM A706. ASTM A996 steel shall not be used. Bars provided as dowels for future construction and bars where specified shall be epoxy-coated in conformance with ASTM A775.

2.02 WIRE FABRIC
Wire fabric shall be welded steel mesh conforming to ASTM A185.

2.03 WIRE AND PLAIN BARS
Wire used as reinforcement and bars used as spiral reinforcement in structures shall be cold drawn steel conforming to ASTM A82.

2.04 TIE WIRE
The wire shall be minimum 16 gage annealed steel conforming to FEDSPEC QQ-W-461H.

2.05 BAR SUPPORTS
Bar supports coming into contact with forms shall be CRSI Class 1 plastic protected or Class 2 stainless steel protected and shall be located in accordance with CRSI MSP-1 and placed in accordance with CRSI PRB. Concrete block supports shall be provided for footing and slabs on grade. Stainless steel or plastic protected plain steel supports shall be provided for other work.

9.j
June 22, 2026 Packet Pg. 473
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-218
SECTION 03200

CONCRETE REINFORCEMENT
Mott MacDonald Restricted

2.06 THREADED MECHANICAL COUPLERS
Threaded mechanical couplers shall be "Lenton" as manufactured by Erico Products, Inc., or "Grip-Twist" as manufactured by Dayton Barsplice Inc. or equal designed to develop one hundred twenty-five percent (125%) of the yield strength of the reinforcing steel.

2.07 PRODUCT DATA
Contractor shall submit the following in accordance with the Contract Documents.

A. Certified mill test reports.

B. Welder qualification certificate, if applicable, in accordance with AWS D1.4.

PART 3 - EXECUTION

3.01 FABRICATION
Reinforcing steel shall not be bent or straightened in a manner which will injure the material.

Bars with kinks or with bends not shown shall not be used. Heating or welding bars shall be performed in accordance with AWS D1.4 and shall only be permitted where specified or approved by the Engineer. Bars shall not be welded at the bend.

3.02 PLACEMENT
A. Place reinforcing steel in accordance with CRSI PRB and CRSI MSP-1.

B. Position reinforcing steel accurately and secure against displacement by using annealed iron wire at intersections and shall be supported by concrete or metal chairs, spacers or metal hangers. Tack welding of cross bars is not acceptable. Bars shown on the drawings shall not be repositioned (buried) to act as support bars. Additional bars shall be provided as required for supports. Steel rods and pegs may be used to support reinforcing steel on rock foundations. Reinforcing steel shall be placed in such a manner as to not damage waterproofing membrane or plastic lining which has been previously applied or constructed. Reinforcing steel shall be shop-bent or slightly relocated where necessary to clear waterstop. Reinforcing steel shall not be placed on fresh concrete or forced into fresh concrete.

C. Supports for embedded items shall not be welded to the reinforcement. Additional reinforcement may be provided for this purpose.

3.03 SPLICING
A. Splice reinforcing steel as indicated. Additional splices may be provided where approved by the Engineer. Splices shall conform to ACI standards.

B. In slabs, beams, girders and walls, reinforcing steel shall not be spliced in areas of maximum stress. Splices of adjacent bars shall be staggered at least one splice length, unless otherwise specified. Splices in welded wire fabric shall be at least 1-1/2 meshes wide.

9.j
June 22, 2026 Packet Pg. 474
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-219
SECTION 03200

CONCRETE REINFORCEMENT
Mott MacDonald Restricted

3.04 CLEANING
Clean reinforcing steel of mill rust scale, dried concrete, or other coatings that may reduce bond. Reinforcement reduced in section is not acceptable. When concrete placement is delayed, reinforcement shall be cleaned by sandblasting if directed by the Engineer.

3.05 REPAIR OF EPOXY COATING
Epoxy coating damage need not be repaired in cases where the damaged area is 0.1 square inch or smaller. All damaged areas larger than 0.1 square inch shall be repaired in conformance with ASTM A775.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 475
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-220
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
SECTION 03300

CAST-IN-PLACE CONCRETE
PART 1 - GENERAL

1.01 SUMMARY
A. This Section specifies cast-in-place concrete for pavements, sidewalks, curbs, encasements, and miscellaneous structures.

B. Related Sections:

1. SECTION 02701, PRECAST CONCRETE STRUCTURES

2. SECTION 03200, CONCRETE REINFORCEMENT

3. SECTION 03600, GROUT

1.02 REFERENCES
A. City of San Carlos:

Standard Specifications and Details (latest edition).

B. American Concrete Institute (ACI):

1. ACI MCP – Manual of Concrete Practice.

2. ACI 211.1 – Standard Practice for Selecting Proportions for Normal, Heavyweight, and Mass Concrete.

3. ACI 301 - Specifications for Structural Concrete.

4. ACI 304 – Guide for Measuring, Mixing, Transporting, and placing Concrete.

5. ACI 305R – Guide to Hot Weather Concreting.

6. ACI 306R – Guide to Cold Weather Concreting.

7. ACI 318 – Building Code Requirements for Structural Concrete (ACI 318- 11) and Commentary.

8. ACI 347 – Guide to Formwork for Concrete.

C. American Society for Testing and Materials (ASTM):

1. ASTM C31 - Standard Practice for Making and Curing Concrete Test Specimens in the Field.

2. ASTM C33 - Standard Specification for Concrete Aggregates.

3. ASTM C39 - Standard Test Method for Compressive Strength of Cylindrical Concrete Specimens.

9.j
June 22, 2026 Packet Pg. 476
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-221
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted

4. ASTM C42 - Standard Test Method for Obtaining and Testing Drilled Cores and Sawed Beams of Concrete.

5. ASTM C67 - Standard Test Methods for Sampling and Testing Brick and Structural Clay Tile.

6. ASTM C94 - Standard Specification for Ready-Mixed Concrete.

7. ASTM C136 - Standard Test Method for Sieve Analysis of Fine and Coarse Aggregates.

8. ASTM C143 - Standard Test Method for Slump of Hydraulic-Cement Concrete.

9. ASTM C150 - Standard Specification for Portland Cement.

10. ASTM C172 - Standard Practice for Sampling Freshly Mixed Concrete.

11. ASTM C260 - Standard Specification for Air-Entraining Admixtures for Concrete.

12. ASTM C309 - Standard Specification for Liquid Membrane-Forming Compounds for Curing Concrete.

13. ASTM C467 - Standard Classification of Mullite Refractories

14. ASTM C494 - Standard Specification for Chemical Admixtures for Concrete.

15. ASTM D1751 – Standard Specification for Preformed Expansion Joint Filler for Concrete Paving and Structural Construction (Nonextruding and Resilient Bituminous Types).

16. ASTM E329 - Standard Specification for Agencies Engaged in Construction Inspection and/or Testing.

D. State Standard Specifications Sections 40 and 90 (latest edition)

1.03 QUALITY ASSURANCE
A. Quality Control by Contractor:

1. To verify conformance with the specified requirements for cast-in-place concrete, the Contractor shall engage the services of an independent testing laboratory which complies with the requirements of ASTM E329.

2. Costs of testing laboratory services shall be the responsibility of the Contractor in accordance with the Contract Documents.

B. Basis for Quality:

1. Cast-in-place concrete shall conform to the requirements of ACI 301, except as modified.

2. Unless specified otherwise, all formwork shall conform to ACI 347.

9.j
June 22, 2026 Packet Pg. 477
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-222
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted

1.04 SUBMITTALS
A. Submit concrete, mix designs, recent test data for the submitted mixes, and test data for mix components confirming that the mixes meet the requirements of this Section.

B. Submit data on concrete accessories specified herein that the Contractor intends to install in the work.

C. Submit the following to the project inspector in accordance with the Contract Documents:

1. TEST REPORTS: Three copies of reports from the concrete supplier shall be provided certifying that all concrete materials comply with the specifications and all test requirements.

2. READY-MIXED CONCRETE TRUCK DELIVERY TICKETS: Each load of ready-mixed concrete delivered to the job site shall be accompanied by a delivery ticket showing the information listed in ASTM C94, Section 14.

PART 2 - PRODUCTS

2.01 MATERIALS
A. Cement: Portland cement shall be ASTM C150, Type II or Type V, low alkali, containing less than 0.60 percent alkalis.

B. Aggregates:

1. GENERAL: Fine and coarse aggregates shall conform to ASTM C33. Fine and nonreactive and shall be washed before use.

When sources of aggregates are changed, test reports shall be provided for the new material. The tests specified shall be performed prior to commencing concrete work.

2. FINE AGGREGATE: Fine aggregate shall be hard, dense, durable particles of either sand or crushed stone regularly graded from coarse to fine. Gradation shall conform to ASTM C33.

3. COARSE AGGREGATE: Coarse aggregate shall be hard, dense and durable gravel or crushed rock free from injurious amounts of soft and friable particles, alkali, organic matter and other deleterious substances. Gradation of each coarse aggregate size specified in this Section and shall conform to ASTM C33-Table 3.

C. Admixtures:

1. GENERAL: All admixtures shall be compatible with the concrete. Calcium chloride or admixtures containing calcium chloride are not acceptable.

Admixtures shall be used in accordance with the manufacturer's recommendations and shall be added separately to the concrete mix.

9.j
June 22, 2026 Packet Pg. 478
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-223
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted

2. WATER REDUCING RETARDER: Water reducing retarder shall be ASTM C494, Type D, and shall be BASF MasterSet R 300; Sika Chemical Corp., Plastiment; or equal.

3. AIR ENTRAINING AGENT: Air entraining agent shall be BASF, MasterAir AE 90; W. R. Grace and Co., DaraVair; or equal. The air entraining agent added shall produce, in accordance with ASTM C260, an entrained air content specified in this Section for each class of concrete.

D. Water: Water for washing aggregate, for mixing and for curing shall be free from oil and deleterious amounts of acids, alkalis, and organic materials.

2.02 CONCRETE CHARACTERISTICS
A. Mix Proportioning:

1. Concrete shall be normal weight concrete composed of specified cement, admixtures, aggregates and water proportioned and mixed to produce a workable, strong, dense, and impermeable concrete.

2. Concrete shall be provided in accordance with the following:

Concrete
Class
ASTM
Coarse
Aggregate
Size
Min.

Cement
Content,
sacks/cu
yd
concrete
Maximum
water/cement
ratio by
weight
Flyash percent
by weight of
cementious
material
Air
Entrainment
Admixture
Maximum
slump in
inches
Minimum
28-day
compressive
strength, psi
B #57 5.25 0.45 18-20 Yes 3-1/2 4000
C #67 5.25 0.45 18-20 Yes 4 4000
E #57 5.25 0.55 0 No 6 2000
Notes for table:
a. Compressive strength shall be determined at the end of 28 days based on test cylinders made and tested in accordance with ASTM C39.
b. When slag is used as pozzolan material, slag shall comply with ASTM C989 / AASHTO M 302, Grade 100 or 120.

3. Concrete mix for sidewalk, curb, and gutter shall include 1 pound of Lamp Black color admixture per one cubic yard of concrete.

B. Concrete shall be provided by class for the corresponding use listed as follows:

Types of Use Class of Concrete
Concrete 12 inches thick and greater B
Concrete less than 12 inches thick C
Conduit Encasement (duct banks) and
concrete fill
E

9.j
June 22, 2026 Packet Pg. 479
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-224
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
C. Control: Before beginning concrete work, the Contractor shall determine the proper proportions of materials for class of concrete B and C. Methods for selecting and adjusting proportions of the ingredients shall be in accordance with ACI 211.1. Reports from the concrete supplier of each mix design shall state whether the items reported comply with the specifications and shall show (1) the expected strength, (2) corresponding slump, (3) expected drying shrinkage, (4) weights and test results of the ingredients on the basis of field experience and/or trial mixtures in accordance with ACI 318, Chapter 5 with at least 30 tests, and (5) other physical properties necessary to check each mix design. Copies of the reports shall be submitted in accordance with the Contract Documents.

2.03 WATERSTOPS
Where specified, waterstops in construction or expansion joints shall be Greenstreak PVC waterstop by Sika Corporation; or approved equal. Waterstops used for connection of pipes to manhole walls are specified elsewhere.

2.04 EXPANSION JOINT MATERIALS
Expansion joint material shall be ¼-inch or ½-inch thick, per applicable City Standard Detail, pre-molded expansion joint filler in conformance with ASTM D1751. Expansion joint material shall be shaped to fit the cross section of concrete being placed.

2.05 BONDING COMPOUNDS
A. Epoxy resin bonding compounds shall be used for wet areas and shall Master Builders Technologies, Concresive series as applicable; Sika Chemical Corporation, Sikadur 35, Hi-Mod LV, Sikadur 32, Hi-Mod, or Sikadur 31, Hi-Mod Gel as applicable; or equal.

B. Nonepoxy bonding compounds shall be used for dry areas and shall be Acrylic Bondcrete; Imperial Chemical Industrial, Inc., Thoro System Products, Acryl 60; Thorobond; or equal. Bonding compounds shall be applied in accordance with the manufacturer's instructions.

2.06 RETARDANT
Retardant for exposing aggregates for nonformed surfaces in construction joints shall be Sika Rugasol-S, Horn Aggretex-H, or equal. Retardant shall be applied in accordance with manufacturer's instructions sufficient to assure a minimum penetration of 1/8 inch.

2.07 CURING AND SEALING COMPOUNDS
Curing and sealing compound shall be BASF, Masterseal; A. C. Horn Inc., Horn Clearseal EM180; Burke Company Spartan-Cote WB Cure Seal Hardener; or equal; conforming to ASTM C309. Curing compounds shall be clear and shall be applied in accordance with the manufacturer's instructions, except as otherwise specified.

2.08 CONCRETE PAVING WITHIN STATE RIGHT-OF-WAY
Concrete paving within State right-of-way shall be in accordance with Section 40 and 90 of the State Standard Specifications.

9.j
June 22, 2026 Packet Pg. 480
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-225
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
PART 3 - EXECUTION

3.01 GENERAL
Construction of cast-in-place concrete shall be in accordance with the pertinent recommendations contained in ACI Manual of Concrete Practice of 300 Group.

3.02 CONCRETE
A. Concrete shall be truck-mixed, ready-mixed concrete conforming to the applicable portions of ASTM C94. Materials shall be proportioned by weighing. The Contractor shall be responsible for producing concrete of the specified characteristics.

B. Concrete shall be delivered to the site of work, and discharge shall be completed within 1-1/2 hours after introduction of the water to the mixture.

3.03 CONVEYING AND PLACING CONCRETE
A. Conveying Concrete: Concrete shall be conveyed from the mixer to the forms in accordance with ACI 301, Chapter 8. Concrete which has segregated in conveying shall be removed from the site of the work.

B. Placing Concrete:

1. GENERAL: Concrete shall be placed in accordance with ACI 301, Chapter 8, and ACI 304, Chapter 6. Pumped concrete shall be the class and consistency specified in the Contract Documents.

2. PLACING CONCRETE IN HOT WEATHER: In hot weather (above 85 degrees F), concrete shall be placed in accordance with ACI 305R.

3. PLACING CONCRETE IN COLD WEATHER: In cold weather (below 45 degrees F), concrete shall be placed in accordance with ACI 306R.

3.04 CONCRETE FORMWORK
Formwork shall be installed in accordance with ACI 347.

3.05 CURING AND SEALING
A. General

1. Concrete curing shall be completed by water curing or by using a clear membrane curing compound or by a combination of both methods. Repairs or treatment of concrete surfaces shall be coordinated so that interruption of the curing will not be necessary.

2. Concrete surface temperature shall be maintained between 50 degrees F and 80 degrees F for at least 5 days. Curing concrete in hot weather (above 85 degrees F) shall be in accordance with ACI 305R. Curing concrete in cold weather (below 45 degrees F) shall be in accordance with ACI 306R.

9.j
June 22, 2026 Packet Pg. 481
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-226
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
B. Water Curing: When water curing is used, concrete shall be kept wet continuously for a minimum of ten (10) days after placement. Burlap mats or fabric may be used to retain moisture during the curing period.

C. Curing Compound:

1. When curing compound is used, it shall be applied as soon as the concrete has set sufficiently so as not to be marred by the application or immediately following form removal for vertical and other formed surfaces. Preparation of surfaces, quantities used, application procedures, and installation precautions shall be followed in strict compliance with the manufacturer's instructions.

2. Curing compound shall not be used on concrete surfaces to be coated, waterproofed, or moisture-proofed.

3.06 PROTECTION
Concrete shall be protected from injurious action by sun, rain, flowing water, frost and mechanical injury.

3.07 CONSTRUCTION JOINTS
A. Construction joints shall be located and formed as specified. A rough surface of exposed concrete aggregates shall be produced using a surface retardant at construction joints. The limit of the treated surfaces shall be 1 inch away from the joint edges. Within 24 hours after placing, retarded surface mortar shall be removed either by high pressure water jetting or stiff brushing or combination of both so as to expose coarse aggregates.

A rough surface of exposed aggregate may also be produced by sandblasting followed by high pressure water jetting. Sandblasting, if used, shall remove 1/8 inch of laitance film and shall expose coarse aggregate to insure adequate bond.

B. Reinforcing steel and welded wire fabric shall be continued across construction joints. Waterstops shall be provided in construction joints at locations as specified.

3.08 INSERTS AND EMBEDMENTS
A. Inserts:

1. Where pipes, castings or conduits are to pass through structures, the Contractor shall place such pipes or castings in the forms before placing the concrete, or he may provide openings in the concrete for subsequent insertion of such pipes, castings or conduits. Such openings shall be provided with waterstops and Vshaped construction joint as shown and shall have a slight flare to facilitate grouting and permit the escape of entrained air during grouting

2. Additional reinforcement shall be provided around large openings as shown on the Drawings. The grout shall be non-shrink grout as specified in the Contract Documents.

9.j
June 22, 2026 Packet Pg. 482
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-227
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
B. Embedments: Gate frames, gate thimbles, special castings, channels or other miscellaneous metal parts that are to be embedded in the concrete shall be set and secured in the forms prior to concrete placement. Unless otherwise specified, anchor bolts and inserts shall be embedded in concrete as shown. The Contractor shall provide inserts, anchors or other bolts necessary for the attachment of piping, valves, metal parts and equipment. Operators or sleeves for gate or valve stems shall be positioned to clear reinforcing steel, conduit and other embedments, and to align accurately with equipment.

3.09 EXPANSION JOINTS
Expansion joints shall be as specified. Reinforcement or other embedded metal items bonded to the concrete shall not extend through expansion joints. Waterstops shall be provided in expansion joints as specified in this Section.

3.10 WATERSTOPS
Waterstops shall be provided at the specified locations. Waterstops shall be securely held in position during placing of concrete. If, after placing concrete, waterstops are materially out of position or shape, the surrounding concrete shall be removed, the waterstop reset, and concrete replaced in accordance with this Section.

3.11 MODIFICATION OF EXISTING CONCRETE
Existing concrete shall be removed, and the remaining surfaces resurfaced as specified. The remaining concrete shall be protected from damage. Clean lines shall be made by sawing through the existing concrete. The concrete may be broken out after initial saw cuts in the event thickness prevents cutting through. Where it is not possible to use a saw, the initial cuts shall be made with chipping hammers. These cuts shall be sufficient to prevent damage to the remaining concrete. In general, an opening in existing concrete shall be oversized 1 inch on all sides and built back to the correct dimension with an epoxy grout. Where oversized openings cannot be made, the concrete shall be cut to the correct dimension, with the exposed reinforcing cut back an additional 1 inch and the resulting hole filled with epoxy grout. Cut or broken concrete surfaces shall be resurfaced with an epoxy grout. Concrete surfaces to be coated shall be dry. Where new concrete adjoins existing concrete surfaces or surfaces which have been cut, such surfaces shall be cleaned by sandblasting to remove laitance, loose coatings and foreign materials, and coated with the bonding compound just prior to the placement of the new concrete. Bonding compounds shall be as specified in this Section. Unless otherwise specified, continuity of reinforcing steel shall be obtained across the joint either by exposing existing bars to provide sufficient laps with new bars or by welding existing bars with new bars. Dowels shall be drilled and set with epoxy grout into existing concrete.

3.12 FORMED SURFACE FINISHES
A. Repair of Surface Defects: Surface defects, including tie holes, minor honeycombing or otherwise defective concrete shall be repaired in accordance with ACI 301, Chapter

9. Areas to be patched shall be cleaned. Patches on exposed surfaces shall be finished to match the adjoining surfaces after they have set. Patches shall be cured as specified for the concrete.

B. Finishing:

9.j
June 22, 2026 Packet Pg. 483
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-228
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted

1. FINISH A: Finish A shall be a grout clean finish in accordance with ACI 301, Section 10.3.2. Surfaces shall be lightly sandblasted prior to sacking. For interior areas not exposed to moisture or weather, water used in the mortar shall be mixed with a PVA bonding compound as recommended by the manufacturer. Unless otherwise specified, Finish A shall be provided for all surfaces exposed to view, both painted and unpainted.

2. FINISH B: Finish B shall be the same as Finish A, except that the final burlap rubbing may be omitted, providing the steel trowel scraping removes the loose buildup from the surface. Finish B shall be provided for waterproof and moisture-proof coated surfaces.

3. FINISH C: Finish C shall be a finish which has surface imperfections less than 3/8 inch in any dimension. Surface imperfections greater than 3/8 inch shall be repaired or removed and the affected areas neatly patched. Finish C or smoother shall be provided for interior surfaces of tanks and channels from 1 foot below minimum water surfaces and down and otherwise unfinished interior surfaces.

4. FINISH D: Unless otherwise specified, Finish D shall be the finish for surfaces not exposed to view in the finish work or by other construction, which may be left as they come from the forms, except that tie holes shall be plugged and defects greater than 1/2 inch in any dimension shall be repaired.

3.13 SLAB FINISHES
A. General: Where finish is not specified, floor slabs shall receive steel troweling. Dry cement shall not be used on new concrete surfaces to absorb excess moisture. Edges shall be rounded to a radius of 1/2 inch. Joints shall be grooved to a radius and depth of 1/4 inch each.

B. Float Finish: Float finish shall conform to ACI 301, Section 11.7.2. Floating shall be performed with a hand or power-driven float. Floating of any one area shall be the minimum necessary to produce the finish specified. Floating shall compact and smooth the surface and close any cracks and checking of surfaces. Float finish shall be applied to surfaces of channel and tank bottom slabs and to footings.

C. Steel Trowel Finish: Steel trowel finish shall conform to ACI 301, Section 11.7.3.

Immediately after final troweling, the surface shall be cured and protected as specified. in this Section. Steel trowel finish shall be provided on floors unless specified otherwise.

D. Broomed Finish: Broomed finish shall conform to ACI 301, Section 11.7.4. Broomed finish shall be provided for walks, tops of walls, slabs on grade exposed to atmosphere, and where otherwise specified.

3.14 FIELD SAMPLING AND TESTING OF CONCRETE
A. General: Field sampling and testing shall be performed by the independent testing laboratory specified in this Section. Samples of concrete shall be taken at random locations and at such times to represent the quality of the materials and work

9.j
June 22, 2026 Packet Pg. 484
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-229
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
throughout the project. The laboratory shall provide the necessary labor, materials and facilities for sampling, casting, handling and storing the concrete samples at the site of work. The minimum number of samples and tests are specified in this Section.

B. Sampling: Concrete shall be sampled as follows and tested in accordance with this Section. Samples of plastic concrete shall be obtained in accordance with ASTM C172. Samples for pumped concrete shall be taken at the hose discharge point.

Samples for other concrete shall be taken at the hopper of transit mix truck.

C. Testing: Services of a certified concrete testing laboratory shall be provided at the City’s expense to confirm compliance of cast-in-place concrete and CLSM with these Specifications. Failure of the concrete to meet the specified requirements shall be grounds for removal and replacement of the failing concrete, and re-testing at the Contractor's expense.

1. STRENGTH TESTS: The strengths specified for the design mix shall be verified by the testing laboratory during placement of the concrete. Verification shall be accomplished by testing standard cylinders of concrete samples taken at the job site.

Standard cylinders shall represent the concrete placed in the forms. One set of three standard cylinders shall be cast for each 50 cubic yards, or fraction thereof, for concrete placed in structures, building slabs and footings, but at least three cylinders shall be taken from any one batch. Casting, handling and curing of cylinders shall be in accordance with ASTM C31. Additional cylinders shall be provided when an error in batching is suspected. For the first 24 hours after casting, the cylinders shall be kept moist in a storage box constructed and located so that its interior air temperature will be between 60 and 80 degrees F. At the end of 24 hours, the cylinders shall be transported to the testing laboratory.

Testing of specimens for compressive strength shall be in accordance with ASTM C39. Tests shall be made at 7 and 28 days from time of casting. One test cylinder from each group of three shall be tested at the end of 7 days, and two shall be tested at the end of 28 days. Each strength test result shall be the average of the strengths of two test cylinders at 28 days, except that if one cylinder in a set of two shows evidence of low strength due to improper sampling, casting, handling or curing, the result of the remaining one cylinder shall be used.

The average of any three consecutive 28-day strength test results of the cylinders representing each class of concrete shall be equal to or greater than the specified strength and not more than 10 percent of the strength test results shall have values less than the specified 28-day strength for the total job concrete. No individual strength test results shall be less than the specified strength by more than 500 pounds per square inch.

Certified reports of the test results shall be provided directly to the Engineer.

Test reports shall include sufficient information to identify the mix used, the

9.j
June 22, 2026 Packet Pg. 485
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-230
SECTION 03300

CAST-IN-PLACE CONCRETE
Mott MacDonald Restricted
stationing or location of the concrete placement, and the quantity placed. Slump and ambient temperature shall be noted.

If the 28-day test results fall below the specified compressive strength for the class of concrete required for any portion of the work, adjustment in the proportions, water content, or both, shall be made as necessary at the Contractor's expense. Changes and adjustments shall be reported in writing to the Engineer.

If compressive test results indicate concrete in place may not meet structural requirements, tests shall be made to determine if the structure or portion thereof is structurally sound. Tests may include, but not be limited to, cores in accordance with ASTM C42 and any other analyses or load tests acceptable to the Engineer. Costs of such tests shall be borne by the Contractor.

2. TESTS FOR CONSISTENCY OF CONCRETE: The slump shall be as specified when measured in accordance with ASTM C143. Samples for slump determination shall be taken from the concrete during placing. Slump tests shall be performed whenever standard cylinders are cast.

D. Final Laboratory Report: A final report, prepared by the testing laboratory, shall be provided at the completion of all concreting. This report shall summarize the findings concerning concrete used in the project and provide totals of concrete used by class and structure.

3.15 CLEANUP
Upon completion of the work and prior to final inspection, clean all concrete surfaces, except outside sidewalks or paved areas and those having curing and sealing compound. **END OF SECTION**

9.j
June 22, 2026 Packet Pg. 486
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-231
SECTION 03600
GROUT
Mott MacDonald Restricted
SECTION 03600
GROUT
PART 1 – GENERAL

1.01 DESCRIPTION

A. This Section specifies grout for structural and miscellaneous uses.

B. Related Sections:

SECTION 03300, CAST-IN-PLACE CONCRETE

1.02 QUALITY ASSURANCE
Quality control by contractor:

A. To verify conformance with the specified requirements for grout, the Contractor shall engage the services of an independent testing laboratory which complies with the requirements of ASTM E329. The testing laboratory shall sample and test grout materials as required in this Section.

1.03 REFERENCES
A. American Society of Testing and Materials (ASTM):

1. ASTM C33 - Concrete Aggregates.

2. ASTM C40 – Standard Test Method for Organic Impurities in Fine Aggregates for Concrete.

3. ASTM C87 – Standard Test Method for Effect of Organic Impurities in Fine Aggregate on Strength of Mortar.

4. ASTM C117 - Soundness of Aggregates by Use of Sodium Sulfate or Magnesium Sulfate Material Finer Than 75 μm (No. 200) Sieve in Mineral Aggregates by Washing.

5. ASTM C136 - Sieve Analysis of Fine and Coarse Aggregates.

6. ASTM C150 – Portland Cement.

7. ASTM C289 - Potential Reactivity of Aggregates (Chemical Method).

8. ASTM C494 - Chemical Admixtures for Concrete.

9. ASTM D2419 - Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregate.

9.j
June 22, 2026 Packet Pg. 487
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-232
SECTION 03600
GROUT
Mott MacDonald Restricted

10. ASTM E329 REV C - Inspection and Testing Agencies for Concrete, Steel, and Bituminous Materials as Used in Construction.

1.04 SUBMITTAL
Contractor shall submit grout, mix designs, recent test data for the submitted mixes, and test data for mix components confirming that the mixes meet the requirements of this Section.

PART 2 – PRODUCTS

2.01 MATERIALS
A. Cement:

Portland cement shall be ASTM C150, Type II or Type V, low alkali, containing less than 0.60 percent alkalis.

B. Aggregate:

1. GENERAL: Aggregate shall be nonreactive and shall be washed before use.

When sources of aggregate are changed, test reports shall be provided for the new material. The tests specified shall be performed prior to commencing grout work.

2. FINE AGGREGATE: Fine aggregate shall be hard, dense, durable particles of either sand or crushed stone regularly graded from coarse to fine and shall conform to ASTM C33 as modified herein. When tested in accordance with ASTM C136, gradation shall be such that 100 percent by weight will pass a standard No. 8 mesh sleeve and no less than 45 percent by weight will pass a standard No. 40 mesh sieve.

3. Variation from the specified gradations in individual tests will be acceptable if the average of three consecutive tests is within the specified limits and the variation is within the permissible variation listed below:

U.S. standard Permissible variation in
sieve size individual tests, percent
30 or coarser 2
50 or finer 0.5

4. Other tests shall be in accordance with the following specifications:

Test Test method Requirements
Organic
Impurities
ASTM C40 Color lighter than standard
Amount of
Material Passing
No. 200 Sieve
ASTM C117 3% maximum by weight
Soundness ASTM C88 10% maximum loss with sodium sulfate Reactivity ASTM C289 Innocuous aggregate

9.j
June 22, 2026 Packet Pg. 488
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-233
SECTION 03600
GROUT
Mott MacDonald Restricted
C. Admixtures:

Admixtures shall be compatible with the grout. Calcium chloride or admixtures containing calcium chloride are not acceptable. Admixtures shall be used in accordance with the manufacturer's recommendations and shall be added separately to the grout mix.

D. Water:

Water for washing aggregate, for mixing and for curing shall be free from oil and deleterious amounts of acids, alkalis, and organic materials; shall not contain more than 1000 mg/1 of chlorides as Cl, nor more than 1300 mg/1 of sulfates as SO4; and shall not contain an amount of impurities that may cause a change of more than 25 percent in the setting time of the cement nor a reduction of more than 5 percent in the compressive strength of the grout at 14 days when compared with the result obtained with distilled water. Additionally, water used for curing shall not contain an amount of impurities sufficient to discolor the grout.

E. Grout:

1. NONSHRINK GROUT: Shall be nonmetallic aggregate grout: Five Star Products, Inc. Five Star Grout, Master Builders Masterflow 713, or equal.

2. EPOXY GROUT: Epoxy grout shall be a high modulus, two-component, moisture insensitive, 100 percent solids, thermosetting modified polyamid epoxy compound. The consistency shall be a paste form capable of not sagging in horizontal or overhead anchoring configurations. Material shall conform to ASTM C881, Type 1, Grade 3, such as Master Builders Technologies Concresive series, Sika Corporation Sikadur Hi-Mod Series, Adhesive Technology Corporation Solidbond 200, or equal, and shall have a heat deflection temperature in excess of 130 degrees F.

3. EPOXY PRESSURE GROUT FOR CRACK REPAIR: Epoxy for pressure grouting/crack injection shall be a two-component, moisture insensitive, high modulus, injection grade, 100 percent solids, blend of epoxy-resin compounds.

The consistency shall be as required to achieve complete penetration in hairline cracks and larger. Material shall conform to ASTM C881, Type 1, Grade 1, such as Sika Corporation Sikadur 52, Adhesive Technology Corporation SLV 300 series, or equal.

PART 3 – EXECUTION

3.01 NONSHRINK GROUT
A. Nonshrink, nonmetallic aggregate grout shall be used to fill the annular space between a cored opening and a pipe’s outside diameter at pipe-to-manhole connections.

Sand Equivalent ASTM D2419 Minimum 80

9.j
June 22, 2026 Packet Pg. 489
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-234
SECTION 03600
GROUT
Mott MacDonald Restricted
Contractor shall core drill, carefully chip out concrete, or remove bricks to create openings to existing manholes where new pipes are to connect. The new pipe shall be inserted into the opening with an approved pipe-to-manhole connector. The annular space between the pipe/adapter’s outside diameter and the cored opening shall be packed with nonshrink grout. After connection the Contractor shall rechannel the inside of the existing manhole base to provide a smooth flow channel transition to the newly installed pipe.

B. The Contractor shall plug any holes remaining from abandoned lines with concrete or nonshrink grout.

C. Nonshrink, nonmetallic aggregate grout shall also be used for the bearing surfaces of machinery and equipment bases, column base plates and bearing plates, where applicable.

3.02 EPOXY GROUT

Epoxy grout shall be used for repairing cracks by pressure grouting or gravity flow and repairing structural concrete. Concrete shall be primed in accordance with the grout manufacturer's instructions.
**END OF SECTION**

9.j
June 22, 2026 Packet Pg. 490
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-235
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
PART 1 - GENERAL

1.01 SUMMARY
A. Section Includes: Rehabilitation of pipe by the packer injection grouting method.

B. System Description: Rehabilitate existing pipes by pressure injection of chemical grout into the soils outside the pipe. Chemical grouts shall be designed to be injected into the soil surrounding the pipe, which stabilizes the soil and forms a permanent impermeable seal called a soil ring, and into the annular space between liners and host pipes.

C. This section provides general guidelines. Nothing contained herein shall relieve the Contractor from completing the pipe rehabilitation in the most feasible, efficient, highest quality, and safe manner, using required materials to the lines and grades of the sewers to be rehabilitated and to the requirements of this specification.

E. Related Sections

1. SECTION 01720, SEWER OUTAGE NOTIFICATIONS

2. SECTION 02145, SEWAGE FLOW CONTROL

3. SECTION 02735, SANITARY SEWER SYSTEM TESTING AND

CLEANING

4. SECTION 02736, CLOSED CIRCUIT TELEVISION (CCTV)

INSPECTION OF SANITARY SEWER SYSTEM

5. Article 15, Special Provisions – Water

1.02 REFERENCES
A. National Association of Sewer Service Companies (NASSCO) prepared Pipeline Assessment and Certification Program (PACP) Reference Manual 7.0.2, September 2016.

B. National Association of Sewer Service Companies (NASSCO) prepared Pipeline Injection Grouting Technical Resource Manual, 1.0, November 2018.

9.j
June 22, 2026 Packet Pg. 491
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-236
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted

1.03 EXPERIENCE REQUIREMENTS
A. Required Experience:

1. Installation Contractor:
a. Minimum of 5 years of active experience pressure testing and grouting sewers.

2. All work shall be supervised by a qualified technician. A qualified technician is required for each crew. Technician qualifications shall have:
a. Previously performed pressure testing and injection grout sealing of a minimum of 3,000 Mainline Joints (MLJs).
b. Successfully completed either NASSCO’s Grout Technician Certification Program or NASSCO’s Engineer & Inspector Grouting Certification Program.
c. Completed the required continuing education requirements to maintain in good standing his NASSCO’s Grout Technician Certification or Engineer & Inspector Grouting Certification. d. Successfully completed a Grout Boot Camp or similar multi-day classroom and field training on capital grouting techniques.

3. All defect grouting work shall be supervised by a qualified foreman having the following qualifications in addition to those listed in paragraph A above.

A qualified foreman is required for each crew. Foreman qualifications are:
a. Previously performed pressure testing and chemical grout sealing of a minimum of 15 defects.
b. Successfully completed a Grout Boot Camp or similar multi-day classroom and field training on capital grouting techniques.

1.04 SUBMITTALS
A. The Contractor shall at minimum submit the following:

1. Experience: Submit documentation demonstrating compliance with specified experience requirements as detailed in Article 1.03 of this technical specification section

2. Product Data:
a. Third party testing grout component chemical composition, including primary chemical percentages.
b. Grout mixture ratio (including additives).

9.j
June 22, 2026 Packet Pg. 492
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-237
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
c. Procedure for adjusting grout gel time during initial preparation. d. Procedures for adjusting grout gel time as temperature changes. e. Curves of grout gel time versus temperature.
f. Instructions for addition of components.
g. Safety Data sheets.

3. Construction Details:
a. Equipment operating procedures and systems to be used, including manufacturer’s literature on grout pumps (including pump curve demonstrating compliance with required pumping rates), operating pressures, packers, skins, packer mounted gauges, pressure readings on screen, and lateral blockage clearing equipment.

4. Void volume between the packers and host pipe and maximum packer end element inflation pressure when new.

5. Spare parts list.

6. Documentation of Pre-Construction Inspection in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

7. List and corresponding digital images, in accordance with Paragraph 3.3, of lateral taps containing roots or other obstructive conditions.

8. Documentation of Test and Seal Observations in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System, including:
a. Location of the pipeline segment in which the testing was done. b. Stationing.
c. Location of any items not tested and the reason for not testing. d. Time, date, and temperature.
e. Grout mixture formulation, including additives.
f. End seal pipe-packer contact pressure and seal pressure. g. Test pressure achieved and the duration of test maintained for each item passing the air test.
h. End-of-hoses pump rates.
i. In situ packer pumping rate

9.j
June 22, 2026 Packet Pg. 493
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-238
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
j. Gel time(s) from cup testing.
k. Quantity of grout used to seal each item.
l. Step grouting practice, including pump on and off cycle times and volumes, if applicable.
m. Post-grout pressure test results.
n. Regrouting and retesting giving above data as required. o. Video recording cross-reference index.

9. Documentation of Post-Construction Inspection in accordance with Section 02736, Closed Circuit Television (CCTV) Inspection of Sanitary Sewer System.

1.05 WARRANTY
A. All testing and grouting work shall be fully guaranteed by the contractor to be free of visible leakage for a period of 2 years from the date of Final Completion unless otherwise stipulated in writing by the owner prior to the date of Substantial Completion. During this period, should any visible leakage be documented with CCTV by owner that are not specifically excluded for the purposes of Warranty Testing, all items on that given pipe segment that were originally tested will be retested and, if necessary, resealed by the contractor at no additional cost to the Owner. The Owner may conduct independent inspections, at its own expense, of the grouting Work at any time prior to the completion of the guarantee period.

1.06 SITE ENVIRONMENTAL CONDITIONS
A. The site is characterized by a water table that is seasonally below the joints but may experience periods when the pipe bedding becomes saturated.

B. All pipes are active sewers and have continuous moisture levels to promote consistent hydration of hydrophilic chemical grouts.

C. There are no freeze/thaw concerns of the sewers involved in this Work.

D. Pipes are generally bedded in native subsoil materials, consisting variably of either sandy clays or well graded silty sands or sand.

PART 2 – PRODUCTS

2.01 EQUIPMENT
A. The basic equipment shall consist of a remotely operated television camera capable of pan and tilt, testing and grouting devices (referred to hereafter as packers), grout preparation tanks (Tank A – Base Chemical and Additives and Tank B – Oxidizer Only), and monitoring equipment. The equipment shall be constructed in such a way as to provide means for introducing air under pressure into the void area created by

9.j
June 22, 2026 Packet Pg. 494
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-239
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
the expanded ends of the packer and a means for continuously measuring the actual static pressure of the test medium and grout within the void area only. Packers shall be expanded by air pressure.

B. All packers shall be fitted with a void pressure sensor (either a transducer or gauge) mounted on the packer. If using a void gauge as the pressure sensor, the maximum top range shall be 15 psi and readable using the television camera. There can be no check valve between the void space and the pressure sensor. Packer void pressure shall be shown either on-screen or captured on-video. The air test gauge in the control panel in the studio may not be used for air testing or post-grouting pressure confirmation because the length of hose and the presence of check valves renders this technique unreliable and inaccurate at pressures below 12 psi. All test monitoring shall be carried out in the TV studio as described in Section 33 01 30.16, Television Inspection of Sewers.

C. Grout control panel shall have gauges for monitoring packer element pressure.

Packer element pressure gauges shall have a range of 0-60 psi.

D. Mainline packers shall have void volume less than 0.3 gallons for 8-inch packers, 0.4 gallons for 10-inch packers and 0.5 gallons for 12-inch packers.

E. Flexible push-pull type packer shall be sized and utilized for the diameter and pipe joint spacing found in the field, have void spaces commensurate with their duty, and be acceptable to the ENGINEER. The packer shall be able to test the items specified and be able to negotiate fittings associated with the pipe construction. If the lateral contains a transition, CONTRACTOR may change out diameters of push packer or grout using a smaller diameter packer but no relief for excess residual grout will be provided nor payment for the extra wasted grout.

F. Packers operating in concrete, iron, steel, or other rough pipe shall obtain air tight seals against surfaces characterized as SAV and as SAP with protrusion less than 3/32” using proper packer diameter as determined against actual pipe so long the pipe maintains a near circular geometry using special skins and, if necessary by additionally grouting the packer in place. Pipes with mushroom shapes due to chemical attack or invert loss due to erosion are generally not sealable with remote packers. Gel time may be reduced to half the normally specified time under these circumstances with the approval of ENGINEER. The CONTRACTOR shall be paid the unit price for grout to seal the packer unless ENGINEER determines that the sewer was inadequately cleaned or the packer is not performing properly but will not be paid the unit price for joint grouting for this activity.

G. Grouting equipment shall consist of the packer, hose, and pumping systems capable of supplying an uninterrupted flow of sealing materials to completely fill the voids.

Pump systems shall be sized to deliver a minimum of 3 gpm during end-of-hose pumping tests and achieve at least a 3 gpm uninterrupted pumping rate over a 5- minute period.

H. A tiger tail, boot, or downhole roller, manhole frame roller, and truck step grid plate or pavement tail or slide are required to protect hoses from chafing.

9.j
June 22, 2026 Packet Pg. 495
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-240
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
I. Equipment for cleaning lateral blockages shall be present on-site while any grouting work is being conducted.

J. Provide at least one back up bladder or packer on-site for each packer scheduled for work on any given day.

K. Provide the following spare parts on site, or demonstrate the ability to get these to the site within 2 hours:

1. Compressor

2. Replacement belts for compressor

3. Generator

4. Camera

5. Crawler and camera repair kit

6. Tag winch

7. Tag winch motor and tag winch transformer

8. Ball valves

9. Hose ends

10. Pump/pump parts

11. Video cable ends

12. Chemical hose check valves and stainless steel quick disconnects

13. Rubber patch/repair kit

14. Crawler motor

15. LTC packer motor

16. Winch motor

17. Jetter nozzle

18. Root cutters sized appropriately to pipe diameters

19. Jetter hose ends and swedge kit

20. Void pressure transducer or Packer mounted pressure gauge (2), depending on packer setup

21. Spare lateral grouting sock

9.j
June 22, 2026 Packet Pg. 496
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-241
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted

22. Patch repair kit for lateral grouting sock

23. Packer sensor membrane for sensor system

24. 3-function rubber check-valves for packer (3)

2.02 GROUTS - GENERAL
A. All grout materials must have the following characteristics:

1. Maintain a constant viscosity during the pumping process prior to gelling.

2. Prevent the passage of water (infiltration) into the pipe.

3. Be moderately flexible, yet rigid enough to stand under its own weight.

4. Not be biodegradable.

5. Be chemically stable and resistant to acids, alkalis, and organics found in sewage.

6. Be easily removable from inside the sewer line after gelling.

7. Cause no upset of treatment or pumping system downstream of the grouting location.

B. Handle, mix, and store grout components in accordance with the manufacturer’s recommendations.

C. Provide appropriate protective measures to ensure that the grout components and the chemicals produced in mixing are under the control of the CONTRACTOR at all times and are not available to unauthorized personnel.

D. All grout materials used shall meet the following minimum application requirements:

1. All component materials shall be transportable by common carriers.

2. Packing of component materials shall be compatible with field storage requirements.

3. Grout components shall be packed in such a fashion as to provide for maximum worker safety when handling the materials and minimize spillage when preparing for use.

4. Gel initiation shall take place at the point of injection/repair.

5. Cleanup shall be done in accordance with manufacturer recommendations.

2.03 GROUTS

9.j
June 22, 2026 Packet Pg. 497
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-242
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
A. Acrylamide base grout shall have the following characteristics:

1. 95% acrylamide and 5% Methylene-bis acrylamide (MBA).

2. A minimum of 12% acrylamide base material by weight in the total grout mix. A higher concentration of acrylamide base material may be used to increase strength or offset dilution during injection.

3. A viscosity of approximately 2 centipoise, which can be increased with additives.

4. A controllable reaction time from 10 seconds to 5 minutes.

5. Product Manufacturer:
a. Avanti AV-100, AV-101, and AV-102 or AV-103.

B. Acrylic base grout shall have the following characteristics:

1. A minimum of 12% acrylic base material by weight in the total grout mix. A higher concentration of acrylic base material may be used to increase strength or offset dilution during injection.

2. A viscosity of approximately 2 centipoise, which can be increased with additives.

3. A controllable reaction time from 10 seconds to 60 minutes.

4. Product Manufacturer:
a. Avanti AV-118; or equal.

C. Acrylate base grout shall have the following characteristics:

1. A minimum of 12% acrylate base material by weight in the total grout mix.

A higher concentration of acrylate base material may be used to increase strength or offset dilution during injection.

2. A viscosity of approximately 1-3 centipoise, which can be increased with additives.

3. A controllable reaction time from 10 seconds to 1 hour.

4. Product Manufacturer:
a. De Neef AC-400; or equal.

2.04 ADDITIVES
A. Latex

9.j
June 22, 2026 Packet Pg. 498
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-243
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted

1. Add latex additive (or equal) to increase compressive and tensile strength of grouts to protect against shrinkage, enhance flexibility and strengthen the grout. Latex shall not contain any organic solvents. The quantity of latex added shall be 3% (1.5 gallons for every 50 gallons of grout) and shall take the place of the same volume of water normally added in a non-latex grout batch on the A Tank (grout tank). The quantity of latex will be doubled for grouting non-circular defects. Follow manufacturer’s recommendations for product handling and mixing. Latex additive shall have the following characteristics.

Solids Content 49% minimum ASTM D-1010
Viscosity 100-130 cps @
77oF max
ASTM D-1638
Solvent Water

2. Product Manufacturer:
a. Avanti AV-257 Icoset; or equal.

B. Freeze/Dehydration Inhibitor
C. Add ethylene glycol as a dehydration inhibitor to grouts to protect against shrinkage.

If pipe is determined to be in soil that is nearly constantly moist, no ethylene glycol need be added. Otherwise, ethylene glycol shall take the place of the same volume of water normally added to the grout mix in the A Tank (grout tank). Follow manufacturer’s recommendations for product handling and mixing. The quantity of ethylene glycol shall be as shown below.

Pipe
Depth
Ethylene
Glycol
<3ft 10%
3 to 4ft 8%
4 to 6ft 6%
>6ft 4%

1. For a 50-gallon batch of grout, this equals:

Pipe
Depth
Ethylene
Glycol
<3ft 5 gal.
3 to 4ft 4 gal.
4 to 6ft 3 gal.

9.j
June 22, 2026 Packet Pg. 499
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-244
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
>6ft 2 gal.

2. Add 10% ethylene glycol to both A and B tanks to reduce the freezing temperature of the liquid grout to 23º F during winter operations when the truck interior and hoses cannot be kept above freezing temperatures. Ethylene glycol shall replace the same volume of water normally added to the tanks.

Follow manufacturer’s recommendations for product handling and mixing to prevent freezing.

3. Product Manufacturer:
a. Avanti AV-105 Gel Guard; or equal.

D. Dye

1. When not using latex, add a fluorescent blue dye to the A side grout tank and a fluorescent yellow dye to the B side tank so that pump balance issues can be discerned and so a visual residual layer of green-colored grout remains to provide confirmation that the void was filled during sealing.

E. Gel Time Modifier

1. Add gel time extending agent in accordance with the manufacturer’s recommendations to extend gel time as necessary. Completely dissolve chemical crystals in water before introducing to the grout tank.

2. Product Manufacturer:
a. Avanti Potassium ferricyanide (KFe); or equal.

F. Diatomaceous Earth/Cellulose

1. Add diatomaceous earth (DE) or cellulose as a bulking agent where specified and when annular space grouting to the A Tank (grout tank). Completely and continuously disperse bulking agent in the tank. The quantity of bulking agent added shall be 1% and shall take the place of the same volume of water normally added grout batch on the A Tank (grout tank). Follow manufacturer’s recommendations for product handling and mixing.

2.05 NON-SHRINK GROUT
A. Non-shrink grout for plugging inactive laterals connected to manholes shall be cementitious grout and water-tight.

1. Product Manufacturer:
a. Construction Grout by Master Builders, Inc.
b. NBEC Grout by Five Star Products, Inc.

9.j
June 22, 2026 Packet Pg. 500
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-245
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
c. NS Grout by Euclid Chemical Company
PART 3 – EXECUTION

3.1 CONTROL TESTS
A. Packer Tests - Demonstrate the acceptable performance of packers in the presence of the ENGINEER by conducting demonstration tests.

1. Conduct this test weekly. For pipe less than or equal to 18 inches in diameter, provide a straight pipe of appropriate diameters and ovality and sufficient length to test packers of appropriate diameters and sufficient length to test the lateral tap connected to mainline packer. The test cylinder shall be equipped with a void release valve to exercise a controlled release of pressurized air to test the packer under both sound and leaking conditions. The test cylinder shall also be equipped with both a local pressure gauge (0-30 psi) and a connection to the packer test control center/studio; these shall both indicate the pressure in the packer void space.
a With release valve sealed, inflate packer until it makes contact with the pipe; record this packer-pipe contact pressure. Inflate packer to 15 psi greater than the packer-pipe contact pressure. Generate a void pressure of 10 psi. The equipment shall hold this test pressure for a period of 60 seconds with a pressure drop of less than 1 psi. b If above test is passed, crack the release to simulate a very small leak.

After ~20 seconds, seal the release and confirm that a pressure drop has occurred and that the local gauge is within ±1.0 psi of the reading in the control center/studio.

2. Conduct this test every segment for mainline packers. After entering each pipeline segment with the packer, but prior to the commencement of testing, position the packer on a section of sound sewer pipe between pipe joints, and perform a test. The equipment shall hold a 10-psi test pressure for a period of 30 seconds with a pressure drop of less than 1 psi. In the event of a failed test, repair any defective equipment and re-test to verify proper operation of all equipment at no additional compensation. Should it be found that the barrel of the sewer pipe will not allow seal due to corrosion or other barrel defects, then the performance testing shall be waived or modified as determined by the ENGINEER. Push packers do not need to do this test.

3. If air testing cannot be performed successfully, repair or otherwise modify air test equipment and repeat the tests until the results are satisfactory to the ENGINEER. The in situ barrel test may be required at any other time during the performance of testing work if the ENGINEER suspects the testing equipment is not functioning properly.

B. Pump Tests

9.j
June 22, 2026 Packet Pg. 501
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-246
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted

1. At the start of the job and once monthly, pump grout in uninterrupted flow for full 5 minutes to demonstrate the pumping system can be operated continuously at a minimum 3 gpm rate and deliver a minimum of 9 gallons within 3 minutes.

2. At the beginning of each day prior to application of grout, perform a pump test to determine if equal ratios are being pumped from the grout component tanks at the proper rates and to measure pump rates. Pump 1 gallon of grout from each tank into two separate volumetric measuring containers. Take corrective action if unequal quantities are being pumped. Repeat the pump test until equal quantities are pumped from the grout tanks. Record the amount of time required to pump the two gallons and, when using air pumps, count the pump strokes to confirm the number of pump strokes required to achieve the delivery rate.

C. In situ Pumping Capacity Tests – Once inside the pipe and pumping grout through the packer into the first defect of the segment, record the in-situ pumping rate delivered, and modify the grout gel time as appropriate. Check in situ pumping rate each time the packer is reconnected to the hoses.

D. Grout Gel Time Tests - Perform a grout gel test in the presence of the ENGINEER to determine the grout mixture gel time. If packer is not in the pipe, recycle into the respective tanks or proper dispose any grout remaining in the hoses. Run mixers for a minimum of 1 minute, then allow entrained air to release from the grout tanks a minimum of 5 minutes before collecting grout samples in disposable cups. Ensure equal portions of Tank A and Tank B are collected prior to mixing. If foam is present on surface of tank, collect sample from below the foam. Determine gel time by taking cup samples from each tank:

1. Prior to grouting each day.

2. Prior to grouting when a different gel time is required (i.e., when changing from mainlines to laterals), after the existing material in the hoses has been removed and replaced with fresh grout from the tanks.

3. When new batches of grout are mixed.

4. When grout additives are modified to change gel times.

5. When the temperature of the solutions in the tanks have changed by more than 5°F from the previous gel test.

E. Grout Concentration Tests – When grout is not mixed under the observation of the ENGINEER, perform a grout concentration test using a CONTRACTOR-provided hydrometer or refractometer, temperature gauge, and a grout concentrationtemperature chart on demand of the ENGINEER to determine the grout concentration.

3.2 PIPE PREPARATION

9.j
June 22, 2026 Packet Pg. 502
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-247
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
A. Install screening baskets in downstream manhole to capture solids and grout when cleaning and grouting.

B. Clean sewer and remove roots in mainline sewer except minor hair roots prior to testing in accordance with Section 02735, Sanitary Sewer System Testing and Cleaning.

C. In accordance with Section 02740, Removal of Protruding Service Connections, cut back or otherwise remove any portions of laterals that protrude more than 1/2-inch into the mainline to avoid interference with the testing and sealing equipment.

D. Install all excavated point repairs specified for the pipe segment prior to conducting any grouting work.

3.3 GENERAL
A. For any segment that CONTRACTOR, OWNER, or ENGINEER believes has issues compromising the ability to cost-effectively grout or achieve the project’s longevity effectiveness goals, ENGINEER will review the Pre-Construction Inspection and direct CONTRACTOR as to which joints or defects are to be (a) tested and grouted without further cleaning, (b) plugged, (c) otherwise repaired, (d) additionally cleaned, or (e) to receive no further rehabilitation.

B. Confirm the inside diameter of the mainline and lateral pipes to be tested and apply the appropriate packer.

C. Confirm with ENGINEER what packer end element pressure to utilize for mainline work where defects originate at joints.

D. Confirm with ENGINEER what root removal must be achieved prior to grouting.

E. During testing and sealing, provide sewer flow control to provide unimpeded view of the packer.

F. Perform testing and grouting only in the presence of or with the knowledge and concurrence of the ENGINEER. Modify grouting procedures only at the concurrence of ENGINEER.

G. Record the testing procedure and grouting in accordance with Section 33 01 30.16, Television Inspection of Sewers. The recording shall show the location of the item and the test pressure in subtitles. Grouting and testing shall be incorporated on the same recording. Specifically note all defects and taps and ensure footage counter is accurate throughout testing and grouting to allow proper warranty testing linear referencing.

3.4 GROUT PREPARATION
A. Follow the manufacturer’s recommendations for the mixing and safety procedures to protect personnel from any adverse effects of the grouting compounds. Add and mix base components and additives at rates that will eliminate the formation of lumps

9.j
June 22, 2026 Packet Pg. 503
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-248
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
within grout tanks solutions. Use accurate scale(s) or volumetric containers to measure the various non-water grout solution components at concentrations specified.

Thoroughly mix all components in the tanks. Provide accurate thermometers to verify temperature of grouting components in tanks. Where practical, add majority of needed water to both grout tanks and mix the base acrylamide into Tank A the evening before to allow the endothermic reaction to complete and ambient temperature to be achieved and mix the latex to allow the surfactant to dissipate and minimize foaming before using grout.

B. Add gel time extending agent or cool the grout component tanks and/or hoses as necessary to compensate for changes in temperature in grout component tanks or hoses resulting from changes in ambient conditions. The addition of dilution water to extend gel times is only acceptable using the B (non-grout) tank so that the resulting grout still achieves minimum base material concentrations.

C. During the grouting process, the CONTRACTOR shall monitor the grout component tanks to make sure that proper ratios are being pumped. If unequal levels are noted in the tanks, repeat the pump test, grout concentration test, and grout gel time test as described above.

3.5 GROUT VOLUME GOALS AND GEL TIME
A. Gel Time: Gel times shall be within 10 seconds of the following unless otherwise approved by ENGINEER.

1. Calculate gel time using the below.
=

+

+

∗ .75
!

" # $
60'
1
)
B. Where groundwater is entering the pipe from multiple locations near the point of grouting or where grout consistently enters back into the pipe from adjacent joints, lower gel time and/or modify grouting procedures to allow faster grout set times and minimize grout wash-in through adjacent defects. Consult with ENGINEER before proceeding with any site-specific measures.

3.6 TESTING AND GROUTING DEFECTS
A. Testing and grouting will not be required on pipe exhibiting the following conditions or characteristics. Provide OWNER with digital image and intention not to grout any such defect.

1. Any section of pipe that is scheduled for replacement or other work involving excavation or new connections.

2. Any sections of pipe or joints that are in such poor structural condition that in the judgment of OWNER, significant structural damage of the pipe would occur as a result of the pressure test or grouting.

3. Defects in cured in place liners.

9.j
June 22, 2026 Packet Pg. 504
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-249
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
B. Attempt to test and, if needed and possible, grout any joint separated less than 1-inch or any angular or offset joint.

C. Do not test, but do grout, all cracks and fractures originating and terminating within 8” of pipe joint.

D. Do not test, but do grout, visibly leaking joints.

E. Any visually structurally undamaged joint that structurally cracks, fractures, breaks, or collapses during testing and grouting that are documented on video to have been done under normal pressure conditions shall be the OWNER’s responsibility and cost to repair. Promptly repair any other sewer damage resulting from the CONTRACTOR’s operations at no additional compensation.

F. Any visually structurally defective joint that collapses during low pressure mainline grouting that are documented on video to have been done under proper low pressure grouting conditions shall be the OWNER’s responsibility and cost to repair.

Promptly repair any other sewer damage resulting from the CONTRACTOR’s operations at no additional compensation.

G. Grout all defects as specified or as directed by OWNER.

H. Do not test or grout any other pipe defects unless so specified or shown or directed by ENGINEER to do so.

I. Promptly repair any other sewer damage resulting from the CONTRACTOR’s operations at no additional compensation.

J. Position packers over joints or defects by means of a closed-circuit television camera in the line.

K. For each joint/lateral/defect tested/grouted, record exact location and volume of grout placed in PACP Remarks field.

L. For each segment, record ambient temperature, grout tank temperature, gel set test time, and packer inflation pressure in PACP header in appropriate fields.

M. Specifically identify each tap and break location on the grout report to aid in properly locating joints during warranty testing.

N. After the void pressure is observed to be equal to the required test pressure, the air flow shall be stopped. If the void pressure as measured at the packer decays by more than 1.0 psi below the required test pressure within 20 seconds, the joint will be deemed to have failed the test and shall be sealed.

1. If the void is over pressurized and the void pressure decays, the 20 second period shall begin once the test pressure is achieved. If the void is unavoidably but significantly over-pressurized from water or residual grout (e.g., 2x the target test pressure) and the void pressure decays, use a 10 second period to determine if the joint(s) pass or fail.

9.j
June 22, 2026 Packet Pg. 505
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-250
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted

2. If testing after grouting and the void pressure is unavoidably but significantly over pressurized from water or residual grout (e.g., 2x the target test pressure) and the void pressure decays, add an additional 2 psi of pressure and use a 10 second period to determine if the joint(s) pass or fail.

O. If void pressure gauge is not working or not visible/readable and less than 1/3rd the remaining items to test remain, CONTRACTOR may complete segment using panel gauge but test pressures shall be increased by 5 psi and test time by 5 seconds (to overcome the check valves and regulators in the plumbing). No additional work may be conducted beyond this until the void pressure gauge is working properly.

3.7 JOINT TESTING PROCEDURES
A. Joint testing target pressure before grouting shall be equal to ½ psi per vertical foot of pipe depth plus 3 psi; however, target test pressure shall not exceed 12 psi nor be lower than 6 psi unless directed by the ENGINEER. Control test equipment to ensure the specified test pressure is not exceeded by more than 2 psi.

B. Do not test joints with visible longitudinal, spiral, or multiple fractures or cracks or where the packer cannot be seated because of tap connection. Note reason for not testing on the log.

C. Individually test each joint at the above-specified pressure (and retest after sealing) in accordance with the following procedure:

1. The packer shall be positioned within the pipe in such a manner as to straddle the joint to be tested. If uncertain, pump small amount of grout to confirm the void space is properly located (spitting).

2. The packer ends shall be expanded to isolate the joint from the remainder of the pipe and create a void area between the packer and the pipe joint. The ends of the testing device shall be expanded against the pipe with sufficient inflation pressure to contain the air within the void without leakage past the expanded ends. Record end seal pipe-packer contact pressure and seal pressure used.
a Packer end seal pressures for visually sound VCP, CP, and AC shall not be greater than 15 psi more than the required packer-pipe contact pressure.
b Packer end seal pressures for VCP, CP, and AC for joint defects shall use low pressure MLJ techniques such that the end element pressures shall not be greater than 8 psi more than the required packer-pipe contact pressure.
c For rough surface pipe such as corroded concrete pipe, use grout to seal the leaks around the packer end if airtight seal cannot be achieved. Gel time may be reduced under these circumstances with the approval of ENGINEER. The CONTRACTOR shall be paid the

9.j
June 22, 2026 Packet Pg. 506
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-251
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
unit price for grout to seal the packer unless ENGINEER determines that the sewer was inadequately cleaned or the packer is not performing properly but will not be paid the unit price for joint grouting to seal the leaks around the packer ends.

3. Air shall then be slowly introduced into the void area until a pressure equal to the required test pressure is observed on the pressure monitoring equipment.

Control inflation rate of the packer to minimize over-pressurization of the void space by adjusting the quick inflate timer to stop rapid inflation before the packer makes contact with the pipe.

4. Upon completing the successful testing of each individual joint, the packer shall be deflated with the void pressure meter continuing to display void pressure. Should the void pressure meter fail to drop to ±1 psi, clean the test equipment of residual grout material or make the necessary equipment adjustments to provide for an accurate void pressure reading.

3.8 GROUTING - GENERAL
A. The pumps, meter, and packer shall be integrated so that grout component proportions, quantities, and pressures can be monitored and regulated in accordance with the type and size of the leak, percentage of voids being filled, type of soil surrounding the pipe, and the rate of flow of the grout in relation to the back pressures.

B. Grout all joints that failed the pressure test, that are visibly leaking at a rate classified as ID or greater by PACP, or that have fracture, crack, or chipped joint defects originating at the joint and terminating within 8 inches of the joint by the packer injection method. Grout all other pipe defects specified or directed without testing.

Generally, this shall be accomplished by forcing grout through a system of pumps and hoses into and through the joints of the sewer from the packer within the sewer pipe. Jetting or driving pipes from the surface shall not be allowed.

C. Record in the Additional Comments fields of the PACP header the in situ pump rate, actual initial gel time, and adjusted gel time and time of correction Section 33 01

30.16, Television Inspection of Sewers.

D. When grouting VCP, AC, CT, or CP joints with defects originating at the joint, use a low end element technique (LEET) whereby the end elements are inflated to only 8 psi above pipe-packer contact pressure. Specifically note in the grouting record each joint that has a defect originating from it.

E. If a packer with a higher void space than specified is used, the additional grout used to fill this larger void space shall not be included in the measured pay basis.

F. After each time pumping grout at one of the above items, if the void space pressure drops faster than the allowable rate at the defined target test pressures, then continue pumping grout in accordance with these procedures. If the void space pressure does

9.j
June 22, 2026 Packet Pg. 507
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-252
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
not drop, deflate the packer, purge air test line/valve, then reinflate and retest at target test pressure.

1. When using grout to seat the packer, retest as above except do not deflate the packer first.

G. If the item fails this air test, repeat the grouting procedure at no additional cost to OWNER. Additional grout piped through the defect will be paid for. Repeat this sequence of air testing, grouting, and subsequent air testing until either the item is sealed or it is determined that the grout consumption is too high. The final determination to stop subsequent attempts to seal an item will be made jointly between ENGINEER and CONTRACTOR.

H. Generally, pump to refusal, packer seal failure (blow-by), or in accordance with step grouting procedures. Refusal shall mean the mixed grout has flowed through the void space, through any joint failure or defect, into any annular space or surrounding soil; gelled or filled the available void space, annular space, and soil pore space; formed a cohesive seal stopping further grout flow; and an air test as described above is successfully passed.

I. If grout is observed to enter the pipe upstream or downstream of the packer through defects, taps, liner cut, or joints, either cut pumping rate in half or adjust gel time to half the prescribed rate. Continue to adjust until grout pass-by is no longer an issue.

Readjust grout time and pump rate back to proscribed rate if determined warranted by ENGINEER.

J. If blow-by occurs before achieving the minimum grout volume goal, lower the pumping rate to allow a slower introduction of grout into the void space by decreasing air pressure/feed to air pumps, turning down the pump rate of electric pumps, or manually using a 5-10 second break between each pump stroke. Adjust gel time accordingly if this happens on more than half the items being grouted.

K. If less than three times the void space volume or 1 gallon of grout above the void space volume is pumped outside the pipe (i.e., not blown by the end elements), whichever is less, the joint will be marked as passing. However, note in the grouting record the volume of grout in excess of void space volume and blow by utilized.

L. Grouting packer in place

1. Gel time may be reduced with the approval of ENGINEER in halves from the normally specified time until a testable grout seal is achieved where pipe wall conditions do not allow the packer to seal. The gel time will be established in trials in the presence of ENGINEER using the adjacent pipe wall where no crack, fracture, or breaks are present.

2. CONTRACTOR shall be paid the unit price for grout to seal the packer unless ENGINEER determines that the sewer was inadequately cleaned or the packer is not performing properly but shall not be paid the unit price for joint grouting for this activity.

9.j
June 22, 2026 Packet Pg. 508
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-253
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
M. In the grouting record, record in the comments field for each item:

1. Volume of grout in excess of void space and/or blow by pumped into pipe bedding at each joint

2. Step grout increments

3. Final test pressure after completion of grouting

4. If joint has J code defect

5. If packer was grouted in place
N. For pipes whose crowns are less than 4 feet below grade, provide an observer to monitor for grout short circuiting or piping to the surface.

O. Remove all grout from pipe that obscures the pipe wall, joint, or defect when conducting post-grouting inspections. Excess grout does not need to be removed from inactive laterals.

OR
P. Remove excess grout from pipe by jetting pipe. Excess grout does not need to be removed from inactive laterals. Excess grout shall be defined as: a thickness of grout greater than 1” thick at any point; an amount of grout that given its location, size and geometry in the judgment of the ENGINEER could cause a blockage; or an amount such that more than 10% of the total pipe wall is obscured by grout. It is the CONTRACTOR’S responsibility to either remove the grout or obtain OWNER approval in writing to leave grout in place.

Q. All decisions regarding excess grout shall be made by the ENGINEER based on the Post-Construction Inspection and shall be final.

OR
R. All decisions regarding excess grout shall be made in the field during the work by the ENGINEER and shall be final. It is the CONTRACTOR’S responsibility to either remove the grout or obtain ENGINEER’s approval in writing to leave grout in place.

If CONTRACTOR is uncertain if the amount of residual grout remaining inside the pipe is acceptable, CONTRACTOR shall contact and afford ENGINEER opportunity to view the pipe using CONTRACTOR’s cameras to render a decision.

3.9 JOINT GROUTING
A. Stop pumping grout after pumping grout volume goal, wait 1 gel set cycle time (or longer at CONTRACTOR’s discretion), retest, and if the joint does not pass the air test, initiate step grouting by continuing grouting by pumping additional grout in 1.5 gallon increments for pipe diameters 4-6 inches, in 2 gallon increments for 8-12, in

2.5 gallon increments for pipe diameters 14-21 inches, and in 3 gallon increments for pipe diameters greater than 21 inches, or until refusal. If necessary to prevent packer

9.j
June 22, 2026 Packet Pg. 509
City Project No. C9617 Bid Set
2026 Sewer Rehabilitation Project Technical Specifications June 2026 Page TS-254
SECTION 03601

PIPELINE PACKER INJECTION GROUTING
Mott MacDonald Restricted
blowby, pump in smaller increments. After each step, wait 1 gel set cycle time (or longer at CONTRACTOR’s discretion) before retesting, and, if needed, continuing with additional grout steps until successful test, until maximum grout volume is reached, or until directed to stop by ENGINEER.

San Carlos City CouncilJune 22, 2026

San Carlos City Council
June 22, 2026