APPROVED Resolution No. 23-147 — Emeryville City Council, November 7, 2023 (part 1 of 2)

RESOLUTION NO. 23-147
Resolution Of The City Council Of The City Of Emeryville Authorizing The City Manager To Enter Into A Contract With Corcus Construction Inc. In An Amount Not To Exceed $ 460,685 For The Construction Of The Sanitary Sewer Spot Repairs Project, CIP # SS-01 Project # 15511005: CEQA Determination: Exempt Pursuant To CEQA Guideline 15301
WHEREAS, Public Works staff developed the plans and specifications for the Sanitary Sewer Spot Repairs Project CIP # SS-01 Project # 15511005 and, on July 18, 2023, the City Council approved the scope of work and authorized the City Engineer to advertise the project for public bidding; and
WHEREAS, The scope of the project includes performing sanitary sewer and storm drain spot repairs at the following locations:

Shellmound Street, Ohlone Way, 53rd St, West MacArthur Boulevard, Lacoste Street, Vallejo Street, Park Avenue, 65th Street; and
WHEREAS, bid proposals for the work were due on September 7, 2023, and the City received two bid proposals for the project; and
WHEREAS, the lowest bid submitted was by Corcus Construction Inc. of San Francisco, CA in the amount of $ 460,685; and
WHEREAS, the bid was responsive and submitted by a responsible bidder; and WHEREAS, there is adequate funding in CIP # SS-01 Project # 15511005 to finance the project; now, therefore be it
RESOLVED, by the City Council of the City of Emeryville finds that the proposed project is exempt under California Environmental Quality Act Guideline 15301 because the project involves repairs to existing facilities; and, be it, further RESOLVED, that the City Council of the City of Emeryville hereby authorizes the City Manager to enter into a contract with Corcus Construction Inc. in an amount not to exceed 460,685 for the construction of the Sanitary Sewer Spot Repairs Project CIP # SS-01 Project # 15511005.

DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Resolution No. 23-147
Award Contract to Corcus Construction Inc.

City Council Meeting | November 7, 2023

Page 2 of 2 ends

ADOPTED, by the City Council of the City of Emeryville at a regular meeting held Tuesday, November 7, 2023, by the following vote:

AYES: 5
Mayor Bauters, Vice Mayor Welch and Council Members Kaur, Mourra and Priforce
NOES: 0
ABSTAIN: 0
ABSENT: 0
MAYOR
ATTEST: APPROVED AS TO FORM:

CITY CLERK CITY ATTORNEY

ATTACHMENTS
Exhibit A – Agreement – Corcus Construction Inc.

DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550

CALIFORNIA

CONSTRUCTION CONTRACT

FOR CITY USE ONLY
Contract No. CIP No.

Resolution No. Project No.

REV 07/2022
THIS CONSTRUCTION CONTRACT (“ Contract”) is effective as of _______________ the “Effective Date”), by and between THE CITY OF EMERYVILLE, a municipal corporation, (“ City”) and CORCUS CONSTRUCTION, INC.(“ Contractor”), individually referred to as a “Party” and collectively as the “Parties”.

WITNESSETH THAT
WHEREAS, by Resolution No. __________, the City Council of the City of Emeryville has authorized the Director of Public Works to solicit public bids for Sanitary Sewer Spot Repair Project for FY 22/23; and
WHEREAS, the City has conducted a public bidding procedure in compliance with all applicable laws; and
WHEREAS, Contractor submitted the lowest responsible bid; and WHEREAS, the City has determined that the Contractor is qualified by training and experience to render such services; and
NOW, THEREFORE, the Parties hereto do mutually agree as follows:

1. CONTRACT DOCUMENTS
The following documents, including their respective exhibits and addenda ( collectively Contract Documents"), are by this reference incorporated in and made a part of this Contract in the following order of precedence:

Construction Contract
o Exhibit A –
1) Exhibit A(1)– Addenda to Project Specifications ( if applicable) 2) Exhibit A(2)– Project Specifications
3) Exhibit A(3)– Addenda to Project Plans (if applicable) 4) Exhibit A(4)– Project Plans
5) Contractor’s Bid and Proposal ( as accepted by City) o Exhibit B – Contract Insurance Requirements
o Exhibit C – City Supplemental Terms and Conditions
o Exhibit D – Required Bond Documents
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 City of Emeryville | Construction Contract
REV 07/2022

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Attachment A – City of Emeryville Standard Specifications ( online only) o http://www. ci.emeryville. ca.us/132/City-Standards
o http://www. ci.emeryville. ca.us/348/City-Standard- Specifications Attachment B – State of California Department of Transportation Standard Plans (online only)
http://dot.ca.gov/programs/ design/ ccs-standard- plans-and-standardspecifications Attachment C – State of California Department of Transportation Standard Specifications ( online only)
http://dot.ca.gov/programs/ design/ ccs-standard- plans-and-standardspecifications Any and all future amendments to this Contract will be incorporated as Construction Contract Amendments as needed.

2. SCOPE OF WORK
In conformance with the Contract Documents, Contractor will furnish, all labor, materials, equipment, incidentals, transportation, and disposal for services required in order to perform and complete the Project.

3. PRICE
The total amount to be paid under this Contract for all of the work set forth in Section 2 above is exceed FOUR HUNDRED SIXTY THOUSAND SIX HUNDRED EIGHTY FIVE DOLLARS AND NO CENTS ($ 460,685) ("Total Contract Price"). This price includes all costs for labor, materials, tools, equipment, services, warranty, taxes, insurance, overhead, profit and all other costs necessary to perform the work in accordance with this Contract.

4. TIME FOR COMPLETION
After the Contract has been executed by City, Contractor shall begin work within SEVEN ( 7) calendar days after the effective date of the Notice to Proceed issued by City and shall diligently prosecute the work to completion within THIRTY ( 30) working days from the effective date of the Notice to Proceed. Liquidated Damages in the Amount of $ 1,000 per calendar day will be assessed for failure to complete the contract work within the number of workdays specified.

5. INDEMNIFICATION
To the fullest extent permitted by law, Contractor shall indemnify, defend, and hold harmless City and City’s members, officers, agents, employees and volunteers, from and against any and all claims, losses, liabilities of every kind, nature and description, damages, injury ( including without limitation injury to or death of an employee of DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 City of Emeryville | Construction Contract
REV 07/2022

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Contractor or subcontractors as well as any claim by any employee, agent, Contractor or independent contractor hired or employed by Contractor that such persons or individuals are entitled to any benefit otherwise provided to employees of the City, including coverage under the California Public Employee Retirement System), costs and expenses of any kind, whether actual, alleged or threatened, including, without limitation, incidental and consequential damages, court costs, reasonable attorneys’ fees, litigation expenses, and fees of expert contractors or expert witnesses incurred in connection therewith and the costs of investigation, arising out of, pertaining to, or relating to, directly or indirectly, in whole or in part, the negligence, recklessness, or willful misconduct of Contractor, any subcontractor, anyone directly or indirectly employed by them or anyone that they control. This indemnification obligation is not limited in any way by any limitation on the amount or type of damages or compensation payable to or for Contractor. This obligation to indemnify and defend the City, its members, officers, agents, employees and volunteers shall survive termination of this Contract. Notwithstanding the foregoing, to the extent required by Civil Code section 2782, Contractor’s indemnity obligation shall not apply to liability for damages for death or bodily injury to persons, injury to property, or any other loss, damage or expense arising from the sole or active negligence or willful misconduct of the City or the City’s agents, servants, or independent contractors who are directly responsible to the City, or for defects in design furnished by those persons

6. INSURANCE
Contractor shall not commence Services under this Contract until it has provided evidence satisfactory to the City that it has secured all insurance required under Exhibit B, attached hereto and incorporated herein by this reference. In addition, Contractor shall not allow any subcontractor to commence work on any subcontract until it has provided evidence satisfactory to the City that the subcontractor has secured all insurance required under Exhibit B. Failure to provide and maintain all required insurance shall be grounds for the City to terminate this Contract for cause.

7. NO WAIVER
Failure of City to insist upon strict performance of any of the terms and conditions hereof, or failure or delay to exercise any rights or remedies or to properly notify Contractor in the event of breach, or the acceptance of or payment for any good hereunder, shall not release Contractor of any of the warranties or obligations of this Contract and shall not be deemed a waiver of any right of City to insist upon strict performance hereof.

8. NOTICES
Any notice required to be given by this Contract will be in writing and deemed effective upon personal delivery, or 1 business day after being sent via registered or certified mail return receipt requested or by overnight commercial courier providing next business day delivery and addressed to the following respective parties:

DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 City of Emeryville | Construction Contract
REV 07/2022

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CITY CONTRACTOR
Mohamed Alaoui, Public Works Director
1333 Park Avenue
Emeryville, California 94608
Phone No: 510-596-4341
E-Mail : mohamed. alaoui @emeryville. org
with a copy to:

Nik Ignacio, Associate Civil Engineer
1333 Park Avenue
Emeryville, California 94608
Phone No: 510-596-4304
E-Mail : nikolas. ignacio@emeryville. org
Thomas Breen, President
1592 Union Street
San Francisco, CA, 94123
Phone No: 415-954-2934
E-Mail : tom@mexeire. com

9. ENTIRE CONTRACT
This Contract contains the entire agreement of the parties with respect to the subject matter of this Contract. Any modifications to this Contract shall be in writing.

10. AUTHORITY TO CONTRACT
Contractor covenants and declares that it has obtained all necessary approvals to bind Contractor to this Contract and that the representative signing the Contract is authorized to do so.

SIGNATURES ON FOLLOWING PAGE
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 City of Emeryville | Construction Contract
REV 07/2022

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11. SIGNATURE PAGE TO CONSTRUCTION CONTRACT
IN WITNESS WHEREOF the City and the Contractor have executed this Contract, which shall become effective as of the date first written above.

Approved As To Form:

City Attorney
Dated: CITY OF EMERYVILLE
City Manager
Dated: CORCUS CONSTRUCTION INC.

Signature)
Thomas Breen, President
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D-13 DocuSign Envelope ID: 50B9B94D- D371-496A-
Amendment A to the Standard Plans for
Public Works Construction

ATTACHMENT C
D-14
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 D-15
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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 D-17
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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 D-22
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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550

CITY OF EMERYVILLE, CALIFORNIA, PUBLIC WORKS DEPARTMENT

TYPICAL TRENCH CUT AND

PAVEMENT RESTORATION
Class 2
Aggregate
Base 95%
RC
Pipe and Initial
Backfill per
Approved Project
Design
When plating is necessary, use non-skid trench plates. Secure plates with pins and wedges, place hot mix asphalt at all plate edges to create smooth transitions. Trench plates shall be installed recessed and flush with roadway surface for excavations exceeding 8'x4' in any direction and for plates in place for more than 72 hours. Multiple, recessed trench plates shall be tack welded together to prevent movement. Upon completion of backfill, immediately place 3" min. temporary hot mix asphalt. Within 2 weeks from the start of excavation, remove existing pavement a minimum of 2' beyond each sidewall by saw cutting or grinding and place permanent paving.

D-48
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
306- 7. 4 Vitrified Clay Pipe ( VCP).

ADD NEW SUBSECTION 306-7. 4. 4 TO READ:
306- 7. 4. 4 Special Joints. Type " D" joints shall be used to join sections of pipe of dissimilar material.
306- 7. 8. 2.1( e) Pressure Testing and Leakage Inspection.

ADD THE FOLLOWING TO THE END OF SUBSECTION 303- 7. 8. 2. 1( e) Pipeline cleaning shall be performed prior to CCTV inspection in accordance with 500-1. 1.4.

ADD NEW SUBSECTION 306-16 TO READ:
306-16 BUILDING SEWERS.
306-16.1 General. Building sewer work shall consist of reconnecting existing building sewers to the new pipe or rehabilitated sewer main in accordance with 500-1.1.7(a), the Standard Specifications, and as specified herein.

The two uppermost lateral connections on a sewer main below a cleanout, lamphole or maintenance hole with no upstream sewer shall be connected with a wye-connection. 306-16.1.1 Records to be Kept. The Contractor shall maintain a list of the active/inactive building sewers showing:

1. Approximate distance from upstream maintenance hole on public sewer

2. Building sewer status: active or inactive

3. Address being served by active building sewer
The Contractor shall deliver to the Engineer two copies of the completed logs prior to acceptance of work. Logs shall be provided in an electronic format, acceptable for incorporation with existing geospatial information systems.
306-16.2 Material. Pipe for building sewers shall be vitrified clay, high density polyethylene, cast iron, or any other material approved by the Engineer. Connections of building sewers to public sewer mains shall be made only by using a Wye branch, a Tee branch, a drilled tap or saddle as approved by the Engineer.

The size of any building sewer shall be at least as large as the existing building sewer to which it connects, but in no case less than four inches (102 mm).

When an existing five-inch ( 127 mm) building sewer is encountered, the Contractor shall install a six-inch (152 mm) connection to the main and construct six-inch (152 mm) building sewer to the reconnection point. At the reconnection point, a five-inch to six-inch increaser shall be used.

PART 5 – PIPELINE SYSTEM REHABILITATION
500-1 PIPELINE REHABILITATION.
500-1.1.5 Television Inspection.

ADD THE FOLLOWING TO THE END OF THE SUBSECTION:

All inspections shall be documented with written reports that include a NASSCO Pipeline Assessment Certification Program ( PACP) coding of all defects, or the Agency's standard coding of defects if different than NASSCO. The PACP coding shall be accomplished by an operator or worker who holds current PACP certification.
500-1.1.6 Sampling, Testing and Installation.

ADD THE FOLLOWING THREE PARAGRAPHS TO THE END OF THE
SUBSECTION:

Prior to beginning work, Contractor shall clean sewer pipe of any obstruction and debris including roots in accordance with 500-1.1.4. The Contractor shall provide pre-rehabilitation CCTV inspection in accordance with 500-1.1.5. Point Repairs, if required, shall be performed as specified in 500-1.2.
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ATTACHMENT E
D-49
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
All insertion processes shall be carried out in compliance with all applicable Cal-OSHA requirements. The installation Contractor shall have the necessary Cal-OSHA licenses before the work commences. Special attention shall be paid to the safety requirements involving work in confined spaces and work with steam.

The Contractor shall remove all protruding laterals that may prevent proper liner insertion.

The removal method for protruding laterals shall be submitted with the shop drawings for approval.
500-1.1.7 Miscellaneous.
500-1.1.7 a) Service Connections.

ADD THE FOLLOWING TO THE END OF SUBSECTION 500-1.1.7a).

External Service Reconnections. The Contractor shall expose the building sewer and make arrangements with the occupant and/or owner to access all the plumbing fixtures in each building and perform dye tests to determine if the exposed building connection sewer is active. If the occupant or owner denies access to the building, the exposed building connection sewer shall be assumed active unless otherwise directed by the Engineer and shall be reconnected in accordance with these specifications.

If the service connection is to be re-established with an external reconnection, the existing service connections shall be excavated and disconnected at the joint. The existing sewer ( now the host or carrier pipe for the liner) shall be carefully broken/removed to expose the liner to the extent necessary without damaging the liner. The liner pipe shall be allowed to normalize to ambient temperature and to cool down before a hole is drilled out. This (and any other) “coupon” shall be retrieved and handed over to the Engineer for inspection of liner integrity, if requested by the Engineer. A pre-fabricated polyethylene saddle equipped with a neoprene gasket and a protruding stub-out shall be installed onto the exposed liner with an epoxy-bonding agent over the cut out. The saddle's attached stub-out must protrude into the liner a distance equal to the liner's wall thickness. The strap-on saddle shall then be tightened with two Type 301 stainless steel or higher-grade bands, one on each side. The nuts and bolts shall be Type 305 stainless steel. The new stub-out, or lateral, shall be connected to the existing service line with a flexible coupling. The stubout attached to the saddle shall not be smaller than the nominal size of the service line to which it is to be attached. All exposed liner shall be encased in concrete. The entire connection structure, including the main, saddle, stub-out, and exposed building connection sewer shall be backfilled as specified in 500-1.3.6.3.

For service reconnection locations in the street, all CIPP lined sewers shall have service connections reconnected externally. The Contractor may elect to temporary reconnect the lateral by internal method, but no additional payment shall be made for the temporary connection.

Internal Service Reconnections. For service reconnections locations in the sidewalks and in easements where CIPP lined sewers are installed, Internal service reconnections shall be.

Internal service reconnections use a remote- control cutting device operating within small diameter pipe or directly for man-entry pipe. A color, pivot head CCTV camera shall be attached to the cutting device for precise location of service connections and inspection of the liner pipe. The CCTV inspection shall be performed in the same direction as the CCTV inspection performed before liner insertion.

The Contractor shall have a fully operation backup device for the remote- control cutting device. If the Contractor is unable for any reason to re-establish remotely the service connections, the Contractor shall re-establish each service connection by open excavation at no additional cost.

The remote- control cutting device must provide nearly full-diameter holes, free from burrs or projections, each hole providing a minimum of 95% and a maximum of 100% of the original service connection diameter and area. The new hole edges shall be smooth and crack free with no loose material. The service connection invert shall match the bottom of the reinstated service opening.

D-50
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
REPLACE SUBSECTION 500-1.2.6 WITH THE FOLLOWING:
500-1.2.6 Installation and Field Inspection. The installation of the replacement pipe and/or repair work shall conform to Section 306. One or a combination of the following three point repair methods shall be used. The selected method shall be subject to the Engineer’s approval prior to implementation.
a) Repair Clamp. Install full circle repair clamps as recommended by the manufacturer and approved by the Engineer. All full circle repair clamps shall be of Type 316 stainless steel fastened with Type 305 stainless steel nuts and bolts.
b) Heat-Shrink Sleeve. Install in accordance with manufacturer' s recommendations. c) Remove and Replace Pipe or Fittings. Remove defective pipe or fittings to the nearest joint or by cutting perpendicular to the pipe axis to leave a plain end. Prepare a replacement section of like pipe material ( or as otherwise approved by the Engineer or shown on the drawings). Make connections using shielded couplings, or heat-shrink sleeves. 500-1.3 High Density Polyethylene ( HDPE) Solid Wall Liner.

REPLACE SUBSECTION 500-1.3.1 TO READ:
500-1.3.1 General. HDPE solid-wall liner pipe shall comply with ASTM D3350 and ASTM F714.

Fittings shall comply with ASTM D2683 or ASTM D3261. Fittings fabricated by mitered, butt fusions are also permitted. Unless otherwise specified or approved, the outside diameter of the line shall not be less than 90 percent of the inside diameter of existing pipes, and the standard dimension ratio (SDR) of the liner for sliplining shall be equal to 26. 500-1.4 Cured-in-Place Pipe Liner (CIPP) Liner.

REPLACE THE WORDS “ epoxy or epoxy vinyl-ester resin” WITH “ epoxy, or epoxy vinylester resin” WHEREVER THEY APPEAR IN SUBSECTION 500-1.4. 500-1.4.1 General.

REPLACE SUBSECTION 500-1.4.1 WITH THE FOLLOWING:
500-1.4.1 General.

CIPP liner for pipeline rehabilitation shall be either of two types:

Type A – inversion process in compliance with ASTM F1216 or Type B – pull-in-place process in compliance with ASTM F1743.

The CIPP liner shall use an approved epoxy, or epoxy vinyl-ester resin-impregnated flexible fabric tube.

The minimum liner thickness shall be 0.236 inch (6.0 mm).

D-51
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
Prior to commencing work, the Contractor shall provide submittals on all lining materials and resins and shall furnish manufacturer certification that the liner material complies with the requirements stated herein. The submittals shall include information about all component materials. In accordance with 2-5.3, the Contractor shall submit shop drawings of construction details, including complete manufacturer’s recommendations for storage procedures, temperature control, removing roots and protruding laterals, liner handling and insertion, curing details, re-establishing service connections, trimming and finishing. The shop drawings shall include placement location(s) and method(s) and bypass location(s) with sufficient detail to assure that the work can be accomplished without sewage spill. The Contractor shall also provide manufacturer’s certification, field measurements and pipe-sizing calculations that demonstrate that the liner has been properly sized to avoid the creation of wrinkles or folds and to avoid gaps between the liner and the host pipe. Only manufacturerlicensed and certified contractors shall install CIPP liner. 500-1.4.2 Material Composition and Testing.

REPLACE THE WORDS “ epoxy or epoxy vinyl-ester resin” WITH “ epoxy, or epoxy vinylester resin” WHEREVER THEY APPEAR IN SUBSECTION 500-1.4.2.

ADD THE FOLLOWING TO THE END OF THE SECOND PARAGRAPH OF SUBSECTION 500-1.4.2:

The certified test results shall be from liner samples that have undergone the same curing process, formulation, size and thickness as that proposed to be installed. All material testing shall be performed at the Contractor' s expense by a registered, independent, third party laboratory approved by the Engineer. A certificate of compliance and certified test results from an independent third-party laboratory shall also be provided for long-term flexural modulus.

ADD TABLE 500-1.4.2 (A) TO READ:

TABLE 500-1.4.2 (A)
CIPP Liner Minimum Flexural Requirements for Polyester Resin Type of Polyester
Resin 1
Flexural Modulus ( E)
Initial2, psi)
Flexural Modulus ( EL)
Long Term3, psi)
Flexural Strength
psi)
Enhanced 400,000 200,000 4,000
Standard 300,000 150,000 4,500
1 Only one type of resin shall be used for this project. 2 The initial flexural modulus is defined in ASTM D790. 3 The long-term flexural modulus is defined as fifty years and is determined by ASTM D2990 Test Method.

The Engineer may, at any time prior to installation, direct the Contractor to obtain cured samples and test them in accordance with the appropriate ASTM standards.

REPLACE SUBSECTION 500-1.4.4 WITH THE FOLLOWING:
500-1.4.4 Chemical Resistance.

The CIPP liner furnished shall meet the chemical resistance requirements of ASTM D5813.

The CIPP liner shall also meet the chemical resistance requirements of ASTM F1216 or ASTM F1743, depending upon the installation method. The Contractor shall submit to the Engineer verification that the CIPP liner complies with the ASTM testing requirements. This verification of compliance shall be in written form of a finalized, signed, and dated independent laboratory report. The date on this report shall constitute the compliance date.

D-52
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
REPLACE SUBSECTION 500-1.4.5 WITH THE FOLLOWING:
500-1.4.5 Installation
The outer diameter of the tube shall be properly sized to allow for expansion to ensure that the CIPP can fit snugly against the host pipe. The installed CIPP liner shall tightly fit the internal circumference and length of the original pipe. The gap between the existing pipe ID inside diameter), and the OD ( outside diameter) of the installed liner pipe shall not exceed

0.25 inches at any point along the pipeline. The pipe shall be rejected if shrinkage exceeds this amount.

The CIPP shall be installed in accordance with the manufacturer’s recommendations as approved by the Engineer and ASTM F1216 or ASTM F1743. Immediately prior to installation, the CIPP liner tube shall be saturated with resin (on or off the job site) and stored transported at a cool temperature as recommended by the resin manufacturer.

Before tube installation, the manufacturer shall provide data on the tube's maximum allowable stresses and elongation. The exterior of the manufactured tube shall be marked along its length at regular intervals not exceeding five feet. These marks shall be used as a gauge to measure elongation during installation. Any tube length experiencing overall elongation greater than five percent shall be rejected and replaced at the Contractor' s expense.

If the cured pipe does not fit tightly against the host pipe at its termination point(s), the void shall be sealed by filling with a resin mixture compatible with the CIPP Liner.

Wrinkles in the finished liner pipe that cause a backwater, reduce the pipe's hydraulic capacity or structural stability, or create voids between the liner and pipe wall are unacceptable and shall be removed and repaired at the Contractor’s expense.

Measurements to confirm that the liner’s outside diameter is within the acceptable tolerance shall be made at the lateral connections, maintenance holes and terminal ends after liner stabilization has occurred and prior to re-establishing the service connections.

Laterals shall be reconnected the same day of the liner installation.

REPLACE SUBSECTION 500-1.4.8 WITH THE FOLLOWING:
500-1.4.8 Repair and Rejection. The Contractor shall replace the pipeline in any reaches that the liner samples fail to meet the standard specifications.

ADD SUBSECTION 500-1.4.9 TO READ:
500-1.4.9 Material Testing. The Contractor shall provide certified test results of the short term structural properties of the cured lining material from the actual installed liner at a minimum of one location per each liner insertion setup as part of the acceptance requirements. All material testing shall be performed by a registered, independent, third party laboratory approved by the Engineer at the Contractor' s expense.

The cured liner shall be sampled and tested for flexural strength and flexural modulus (short term) in accordance with the requirements of ASTM F1216 or ASTMF1743 and ASTMD790. The liner shall be in conformance with the structural properties specified in 500-1.4.2.

In addition, the Contractor shall furnish all liner ends for each installation to the Engineer for inspection and thickness verification. These samples shall be used to confirm the liner’s thickness meets the specified requirement.

The Contractor shall replace the pipeline in any reach that the liner samples fail to meet the project specifications.

ADD NEW SUBSECTION 500-1.4.10 TO READ:
500-1.4.10 Spill Prevention in Curing Process. In addition to the Spill Prevention and Control in section 7-8.6, the Contractor is required to submit a plan for review by the Engineer to prevent and contain any water leak/spill during curing process. No water from the boiler is allowed to spill into street, gutters, storm drains or creek.
500-1.5 Polyvinyl Chloride ( PVC) Pipe Lining Systems.

D-53
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
0 DELETE THE SUBSECTION.
500-1.6 Pipe-Bursting Method.
500-1.6.1 General. The pipe bursting method is a type of trenchless construction in which a bursting tool splits/fractures the existing pipe while simultaneously installing a new polyethylene pipe of the same size or larger using a static or pneumatic pipe bursting technique. The Contractor shall furnish all labor, equipment, materials, tools, and appurtenances necessary or proper for the performance and completion of pipe bursting work. 500-1.6.1.1 Preliminary Surface Inspection. The Contractor shall make a careful preliminary surface inspection of the site along which the operation is run. Special note shall be taken and a photographic record shall be kept of the following:
1) Signs of surface cracks in roadways, sidewalks, and other paved areas; 2) Evidence of cracks and misalignments in boundary walls and structure walls near the trench;
3) Evidence of recent road work;
4) Current work in progress by other contractors;
5) Signs of possible leakage from water or gas mains; and 6) Other relevant features present before operations commence.

The preliminary surface inspection work shall be considered part of the sewer installation work and no separate payment will be made.
500-1.6.2 Contractor Qualifications. The Pipe Bursting Contractor shall have experience and qualifications in the installation of pipe using pipe bursting as required by the Agency. 500-1.6.2.1 Field Supervisory Qualifications. Field supervisory personnel employed by the pipe bursting contractor shall have at least three ( 3) years of documented experience in the performance of the work and tasks as stated in contract documents. 500-1.6.3 Contractor Submittals.
500-1.6.3.1 Contractor Qualifications. The Contractor shall submit, with other bid documents, documentation of their project and personnel experience with other projects similar in size and nature to the project specified in the contract documents. 500-1.6.3.2 Drawings and Documents. Shop drawings, catalog data, and manufacturer' s technical data showing complete information on material composition, physical properties, and dimensions of new pipe and fittings shall be submitted prior to installation. A manufacturer’s compliance certificate for these specifications shall be provided by the Contractor for all material furnished under this specification. Prior to beginning pipe installation the Contractor shall provide a certificate of conformance to the applicable ASTM specifications. 500-1-6-4 Materials.
500-1.6.4.1 High Density Polyethylene ( HDPE) Pipe. Polyethylene pipe shall be high density polyethylene pipe ( HDPE) and meet applicable requirements of ASTM F714 and ASTM D3035.

HDPE pipe and fittings shall be used in accordance with the material specifications. All additional appurtenances ( maintenance holes, tees, gaskets, etc.) shall meet the material specifications.

Pipe Joining. All pipe installed by pipe bursting shall be joined by butt fusion, electro fusion ( per ASTM F2620), or full circle clamp as detailed in 500-1.6.5, Pipe Joining.

Pipe Production. HDPE pipe shall be produced from resins meeting the requirements of ASTM D1248, designation PE3408, ASTM D3350 cell classification PE345444C, and will meet the requirements of AWWA C901 and C906. HDPE pipe shall meet the minimum stability requirements of ASTM D3350.

Pipe Markings. Pipe shall be legibly marked at intervals of no more than five ( 5) feet with the manufacturer' s name, trademark, pipe size, HDPE cell classification, appropriate legend such as SDR 17, ASTM D3035, AWWA C901 or C906, date of manufacture and point of origin.

Pipe Material. All pipe shall be made of virgin material. No rework material except that obtained from the manufacturer' s own production of the same formulation shall be used. The pipe shall be homogeneous throughout and shall be free of visible cracks, holes, foreign material, blisters, or other deleterious faults.

D-54
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
Pipe Color and Quality. For CCTV inspection purposes, the HDPE pipe shall have a lightcolored interior achieved with a homogeneous, light-colored material throughout or with a fullybonded light-colored interior meeting the above specifications.

Liner Pipe Dimensions. The minimum wall thickness shall conform to Standard Dimension Ratio ( SDR) of 17 when measured in accordance with ASTM D2122. The minimum inside diameter ( ID) of new pipe to be installed shall be as specified in the plans. Depending on the availability of pipe product, the nearest size to the specified pipe shall be required, upon the Engineer’s approval.

Pipe - General. All HDPE pipe without an ultraviolet inhibitor shall not be stored uncovered outside. The Contractor shall exercise care during the unloading, handling, and storage of all polyethylene pipe to ensure that the pipe is not cut, gouged, scored, or otherwise damaged. 500-1.6.5 Pipe Joining for Sections of HDPE Pipe. The polyethylene pipe shall be assembled and joined at the site using the butt-fusion method to provide a leak-proof joint, and in conformance with ASTM D2620. Insertion of pipe shall be in accordance with ASTM F585.

Threaded or solvent- cement joints and connections are not permitted. All equipment and procedures used shall be in strict compliance with the manufacturer' s recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of polyethylene pipe and/or fusing equipment.

Terminal Sections. Terminal sections may also be joined by Electrofuse Couplings, Friatec, or approved equal. Terminal sections may also be joined by full circle repair clamps by Smith Blair, JCM, or approved equal.
500-1.6.6 Service Connection Materials. The preferred method of sewer service connections to the HDPE sewer main shall be the use of electrofusion saddles by Central Plastics, Friatec, or equal as approved by the Engineer. Mechanical taps, Inserta Tees made by Fowler Manufacturing or approved equal, may also be used for sewer service connections if approved by the Engineer. Depending upon site conditions and if approved by the Engineer, sewer service connections to the HDPE main may be made by plastic saddles with stainless steel straps, by GPK, or approved equal, or rubber saddles with stainless steel straps by Fernco Company, DFW, or approved equal.
500-1.6.7 Sealing Connections at Maintenance holes. The annular space at each maintenance hole may also be sealed with a waterstop gasket by Fernco Company or approved equal, and finished with a quick setting grout. Pipe shall be allowed to relax in accordance with 506-1.6.11.d.
500-1.6.8 Pipe Bursting Equipment. The pipe bursting unit shall be designed and manufactured to force its way through the existing line by fracturing the pipe and compressing the broken pieces into the surrounding soil as the equipment progresses. The bursting unit shall generate sufficient force to burst and compact the existing pipeline. In each case the pipe bursting unit shall pull the polyethylene pipe with it as it moves forward. 500-1.6.9 Execution of Work - General. Bypass pumping shall be accomplished when and where necessary. The Contractor shall provide flow diversion with pumps adequate in size and capacity to handle all flows generated during the pipe bursting process. All costs for bypass pumping shall be incidental unless specific pay items for this work are included in the bid and pay schedule. Excavation of insertion pits shall be at locations determined by the Contractor.

Insertion pits shall be of sufficient length to allow the bursting head and new HDPE pipe to enter the host pipe at an angle that will maintain the grade of the existing sanitary sewer.

D-55
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
500-1.6.10 Preparation of Work. All sewer service connections shall be located prior to pipe bursting the main, by pre-CCTV inspection, and then exposed prior to pipe bursting. If the preinspection reveals obstructions or pipe materials that will prevent the existing pipe from being pipe burst properly and cannot be removed by conventional cleaning equipment, a point repair will be made by the Contractor, with approval from the Engineer. If the pre-CCTV inspection reveals a sag or hump, sag or hump removal shall be made by the Contractor, with approval from the Engineer.
500-1.6.11 Insertion of the HDPE Pipe.
500-1.6.11.a. The polyethylene pipe shall be assembled and joined at the site using the buttfusion method to provide a leak-proof joint. Threaded or solvent- cement joints and connections are not permitted. All equipment and procedures used shall be in compliance with the manufacturer' s recommendations. Fusing shall be accomplished by personnel certified as fusion technicians by a manufacturer of HDPE pipe and/or fusing equipment. 500-1.6.11.b. Insertion shall be in accordance with ASTM F585. 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. The inside weld bead shall be removed by cutting the bead away without scoring the inside wall of the pipe, to the satisfaction of the Engineer.
500-1.6.11.c. Service connections to the HDPE pipe shall be made with materials submitted and approved in accordance with 500-1.6.6.
500-1.6.11.d. A relaxation period shall be allowed prior to making service connections and connections to maintenance holes. The relaxation period shall be appropriate with and dependent upon site conditions, but not less than eighteen ( 18) hours unless otherwise determined by the Contractor.
500-1.6.11.e. If concrete encasements are encountered, a point repair shall be performed, with the approval of the Owner, to excavate and break out concrete prior to the pipe bursting operation to allow the steady and free passage of the pipe bursting head. 500-1.6.11.f. The new HDPE pipe shall be inserted immediately behind the pipe bursting head in accordance with the manufacturer' s recommended procedures. The bursting tool shall be specifically designed and manufactured for the type of insertion process being used. It shall be utilized to guide and assist the bursting head during the operation. A pushing machine may be utilized to aid pipe insertion from the rear.
500-1.6.11.g. New HDPE pipe shall extend into each maintenance hole, a maximum of two inches after pipe relaxation and prior to installation of any restraints. The annular space shall be sealed in accordance with 500-1.6.7.
500-1.6.12 Service Reconnections. Service connections to the HDPE pipe shall be made with materials submitted and approved in accordance with 500-1.6.6. After the new HDPE pipe has been installed and tested, the Contractor shall be responsible for reconnecting existing sewer services in accordance with 500-1.1.7.a. All service lines shall be the size indicated in the plans and specifications.
500-1.6.13 Testing and Acceptance. After the new HDPE pipe is installed and all services are reconnected, the pipe shall be inspected by CCTV. Post-CCTV video shall be submitted to the Engineer for approval and acceptance of the new pipe. Leakage testing will also be performed and both this testing and CCTV inspection shall be in accordance with 500-5, Acceptance Testing.
500-1.7 Deformed/ Reformed HDPE Liner.

ADD THE FOLLOWING TWO PARAGRAPHS TO SUBSECTION 1.7.1:

Only manufacturer- licensed and certified contractors shall install Deformed/ Reformed HDPE Liner.

D-56
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
The HDPE liner minimum wall thickness shall conform to the Standard Dimension Ratio SDR) of 26 when measured in accordance with ASTM D2122. 500-1.9 External In-Place Wrap.

DELETE THE SUBSECTION.
500-1.10 Folded and Re-formed PVC Pipe Liner.

DELETE THE SUBSECTION.
500-1.12 Polyvinyl Chloride ( PVC) Closed Profile Liner Pipe.

DELETE THE SUBSECTION.
500-1.13 Machine Spiral Wound Polyvinyl Chloride ( PVC) Pipe Liner.

DELETE THE SUBSECTION.

REPLACE SUBSECTION 500-2 WITH THE FOLLOWING:
500-2 MAINTENANCE HOLE AND STRUCTURE REHABILITATION.
500-2.1 General.

The section covers repair and rehabilitation of existing maintenance holes, lampholes, cleanouts, and appurtenances. Rehabilitation methods include sealing of walls, covers, pipes entering and leaving maintenance holes; replacing cast iron frames and/or covers; replacing maintenance hole steps; rebuilding maintenance hole walls; removing and replacing the entire structure; and other related miscellaneous work. Sewer flow control, as necessary, shall be performed in accordance with 500-1.1.4c.

All maintenance hole rehabilitation materials shall be submitted to the Engineer and are subject to the approval of the Engineer. The manufacturer shall provide certification that the materials proposed for use are compatible with one another. All materials that shall contact the sewer environment shall be specifically designed for chemical resistance to the sewer environment. The manufacturer shall certify that the materials are resistant to the sanitary sewer environment and to the following: 5% nitric acid, 5% sulfuric acid, 10% phosphoric acid, 100% ASTM fuel C, 100% vegetable oil, 0.1% detergent, 0.1% soap, 5% sodium hydroxide, and 1% ferric chloride.
500-2.2 Leakage at Frames and Covers. Leakage at cast iron frames and covers shall be eliminated by one of the following methods of this subsection, or as directed by the Engineer. 500-2.2.1 Replace Cover. When an existing frame is in good, sound condition but the cover is broken or otherwise determined to be unusable ( for example because of vent holes which allow infiltration), it shall be removed and replaced as shown or specified. It shall be replaced with a new cast iron maintenance hole cover of approximately the same thickness and weight conforming to 206-7. The seating surface shall be machined to permit it to rest tightly against the surface of the frame without " rocking " under vehicular traffic. The cover’s configuration must be such as to mate closely with that of the frame.
500-2.2.2 Adjust Frame and Cover. Structure frames and covers shall be adjusted where shown or specified. This repair consists of removing and replacing the maintenance hole frame and the grade rings. This shall be accomplished by excavating as necessary, lifting off the frame and grade rings as directed, thoroughly cleaning the frame's bottom bearing surface, removing the old mortar from the maintenance hole cone and grade rings, and replacing the existing frame and rings to the new grade as specified for new maintenance holes in 303-9. 500-2.2.3 Replace Frame and Cover. When shown of specified, or when the condition of the frame is satisfactory but a replacement cover meeting the requirements described above is not available, the Contractor shall remove and replace the entire assembly with a new frame and cover in accordance with 201-8 and 303-9.

D-57
DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
500-2.3 Sealing Maintenance hole Walls. Maintenance hole walls shall be sealed where shown or specified, or as directed by the Engineer. Sealing of the maintenance hole walls shall be accomplished by any of the methods specified in sections 201-10.6.1, including:

Cement- Epoxy Mixtures. Openings, cracks, and deteriorated joints in maintenance hole walls shall be repaired and sealed by utilizing cement- epoxy mixtures manufactured for this purpose, such as those manufactured and/or supplied by Standard Dry Wall Products; Water-Wastewater Products & Systems, Inc.; IPA Systems, Inc.; Stonehard, Inc.; or approved equal.

Chemical Grout. Openings, cracks, and deteriorated joints in maintenance hole walls shall be repaired and sealed using chemical grout and applicable procedures specified for sewer system rehabilitation.

Polyurethane Coatings. Sprayable polyurethane coating shall be used to seal maintenance hole walls. The coating shall be a high-build polyurethane specifically formulated for use in a sewer system environment. The minimum thickness of the dry coating shall be 125 mils.

Modified Polyester/ Polymorphic Coatings. Spray-applied modified polyester/ polymorphic resin shall be used to seal maintenance hole walls. The coating shall be a two-component, 100% solids system. Prior to applying the prime coat, the maintenance hole surface shall be sandblasted or hydroblasted and properly dried.

Epoxy Coating. Sprayable or brushable epoxy coatings may be used to seal maintenance hole walls. The coating shall be a high-build epoxy, Mainstay DS-5, Sewer Guard 210, or approved equal, specifically formulated for use in the sewer system and applied in accordance with manufacturer' s recommendations and guidelines and at 50-125 mils thickness in one or two coats. Prior to coating, the maintenance hole walls shall be thoroughly sandblasted or hydroblasted and cleaned as recommended by the manufacturer to ensure complete coverage and bonding. Openings and cracks larger than 1/8 inch in the maintenance hole walls shall be filled with mortar, Mainstay ML-72 or ML-72F, or approved equal, at one-half to one inch thickness, prior to trimming and applying the epoxy coating.

Fiberglass Liners. Existing maintenance hole walls shall be thoroughly sandblasted and cleaned or primed as recommended by the materials manufacturer to ensure complete coverage and bonding. Openings and cracks larger than 1/8 inch in the maintenance hole walls shall be filled with mortar prior to priming and applying the fiberglass. i) Factory- Manufactured Fiberglass Liners. Maintenance hole liners shall be made of fiberglass reinforced plastic ( FRP), having an inside diameter of not less than 42 inches.

Maintenance hole liners shall meet the requirements of ASTM D3753. The liner shall be installed in accordance with manufacturer' s recommendations including removal of the existing cone, grouting of the annular space between the liners and existing maintenance hole walls, rebuilding or replacing the cones, backfilling, installing steps, and installing cast iron frames and covers. ii) Field-Fabricated Fiberglass Liners. Maintenance hole liners shall be field-fabricated by applying glass fibers and resin to the maintenance hole walls. The completed lining thickness shall be not less than 1/4 inch at any location.

HDPE Liners. Lining manufacturer shall be GSE "Studliner", GU-International AGRU " Suregrip" or equal. Polymer mortar shall consist of a primer if recommended by the manufacturer and a liquid binder and a dry aggregate mixed together to make a mortar of consistency as required for the application. The mortar shall be designed for application to vertical or overhead surfaces and must be accepted by the lining manufacturer. The liquid binder shall be chemical and oil resistant, stress relieved, low modulus, moisture insensitive, two-component epoxy-resin compound. The consistency shall be similar to lightweight oil for proper mixing with aggregate. Material shall conform to ASTM C881, type 3, Grade 1, Sika Corporation Sikadur 22 Lo-Mod Series or equal. i) HDPE lining, joint strips and angle strips ( hereinafter collectively referred to as "lining") shall be made from minimum 97 percent virgin high density polyethylene ( HDPE). Color shall be gray.
ii) Lining shall be impermeable to sewage gases and liquids and shall be nonconductive to bacterial or fungal growth. All linings shall be factory checked to ensure freedom from porosity. iii) Lining shall have good impact resistance, shall be flexible, and shall have elongation sufficient to bridge up to ¼ inch settling crack.

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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
iv) Once cast into the concrete of the maintenance hole wall, lining shall be permanently and physically attached to the concrete by the lining studs and shall not rely on an adhesive bond unless otherwise specified at a specific location.
v) Locking studs shall be made of the same material as the lining and integrally extruded with the sheet. Stud spacing shall be on approximately 1.25-inch centers, such that there are approximately 110 studs per square foot.
vi) Plasticizer shall not be added to the resin formation. vii) Lining shall be free of holes, pinholes, bubbles, blisters, excessive contamination by foreign matter, and nicks and cuts on roll edges.
viii) Adhesive to bond HDPE lining to metal shall be in accordance with the recommendations of the HDPE lining manufacturer.
ix) All work shall be in strict conformity with all applicable specifications, instructions, and recommendations of the lining manufacturer.
x) Prior to shipping lined precast maintenance hole sections and then again after field welding is complete, the lining shall be spark tested in the presence of the Engineer. The spark test shall be done with an approved electrical holiday detector ( Turnhert Rasor, model AP-W with power pack or equal) with the instrument set at a minimum of 20,000 volts. Any imperfection shall be repaired in accordance with the manufacturer' s recommendations and with the approval of the Engineer.

Cementitious Crystalline Waterproofing. Waterproofing manufacturer shall be Xypex Chemical Corporation, Xypex Concentrate, Modified, Patch'n Plug or equal. Application shall be in accordance with Xypex recommended specifications.
i) For use in new maintenance holes, the Xypex materials Admix C-500, Admix C-1000, Admix C-2000 or equal shall be used.
500-2.4 Remove and Replace Existing Sewer Structure. Where specified or shown, or directed by the Engineer, existing sewer structures shall be removed and new structures built in their place in conformance with the applicable specifications and details. 500-2.5 Testing. After rehabilitation work at each maintenance hole has been completed, the maintenance hole shall be tested for leakage in accordance with 303-9.2. Maintenance holes rehabilitated only from the cover to the top of the cone will not require testing. Replaced lampholes and cleanouts shall be tested for leakage as an integral part of the sewer pipe system.

ADD NEW SUBSECTION 500-5 TO READ:
500-5 ACCEPTANCE TESTING.
500-5.1 General. The Contractor shall perform acceptance tests on all repaired, rehabilitated, or new facilities. Unless otherwise noted, no separate compensation will be paid for testing; the testing cost is to be included in the related pay items. If the work should fail to pass the tests, it is the Contractor' s responsibility to correct the work and re-test with no additional compensation.

If, within the warranty period, any section of the sewer system is not acceptable due to subsequent excessive leakage or any other defects, although originally accepted, the Contractor shall repair or replace the affected portion at no cost to the Agency. It is understood that if the Contractor fails to do such work as required, the Surety shall be liable for said costs of repair or replacement.
500-5.2 Leakage Testing. All new sewers and those sewers rehabilitated by pipe expanding and cured-in-place lining methods shall be tested for leakage in accordance with 306-7.8.2.

Sewer mains and building connection sewers in each reach shall be tested for leakage together, as an integral system, except as otherwise specified herein. 500-5.3 Miscellaneous Testing. The Agency, at its discretion, may perform tests to check compliance with the specifications as they pertain to backfill compaction, concrete strength, and other such items where test performance is not specified as the Contractor’s responsibility. The Contractor shall cooperate with the Agency by providing samples, making necessary excavations, and other related services necessary to carry out the testing, at no cost to the Agency. In the event of failed tests, the Contractor shall bear the cost of correction and re-testing.

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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 Regional Standards
June 30, 2016 (rev. June 30, 2021)
500-5.4 Acceptance. Prior to the Engineer’s final acceptance of the sewer system, the Contractor shall flush and clean all system parts. The Contractor shall remove all accumulated construction debris, rocks, gravel, sand, silt, and other foreign material from the sewer system at or near the closest downstream maintenance hole. If necessary, the Contractor shall use mechanical rodding or bucketing equipment. A collection basket shall be used to capture all debris.

Following completion of the work, including cleaning and testing, the Contractor shall conduct a CCTV inspection of the sewers as specified in 500-1.1.5. The Contractor shall correct all defects discovered by this procedure before the work under the contract will be considered for final acceptance.

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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 SECTION 33 01 30.61.t

PIPELINE PACKER INJECTION PRE-REHABILITATION GROUTING
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PART 1 - GENERAL

1.1 DESCRIPTION
A. Packer injection pre-rehabilitation grouting shall be used to reduce the infiltration within the pipeline to OWNER and CONTRACTOR- accepted levels prior to rehabilitation using other methods. Generally, Pipeline Assessment Certification Program ( PACP) Infiltration Dripper ID), Infiltration Runner ( IR) and Infiltration Gusher ( IG) observations need to be controlled prior to rehabilitation for most trenchless rehabilitation technologies.

B. Packer pre-rehabilitation injection grouting shall be accomplished by pressure injection of chemical grout into the soils outside the pipe. Grouts shall be designed to be injected into the pipe joint and soil surrounding the pipe to seal out groundwater until rehabilitation can be completed. This application will be through joints and penetrations from within the pipe packer method) and through certain defects in the pipe wall in tandem with a closed-circuit television inspection system.

C. The various pipeline component items subject to these test and seal methods include:

1. Main Line Joint (MLJ) - joints in mainline segment connected to a manhole at each end.

MLJ is defined by the “J” or Joint field in the Pipeline Assessment Certification Program PACP) Details Section inspection form.

2. Lateral Tap Connection (LTC) – Tap connection of lateral to mainline sewer, including a defined length of lateral from the tap and any annular space that might be present between a liner and the host pipe in situations where the main line has been lined. LTC is defined within the Tap group of PACP. Appropriate descriptors and modifiers need to be applied per PACP definitions to further define the asset. The Manhole Assessment Certification Program (MACP) and Lateral Assessment Certification Program (LACP) define Tap differently than PACP. Consult a certified PACP/ MACP/ LACP user for information on providing the appropriate observation code for these applications.

3. Cured in Place Pipe Liner Annular Space Tap ( AST) – Annular space opening at tap cut between liner and host pipe in situations where the main line has been lined. AST is defined within the Tap group of PACP. Appropriate descriptors need to be applied per PACP definitions to further define the asset. MACP and LACP define Tap differently than PACP. Consult a certified PACP/ MACP/ LACP user for information on providing the appropriate observation code for these applications.

4. Laterals Connected to Manholes ( LCM) – Lateral pipe directly connected to and reached from manhole. LCM is defined within MACP. Consult a certified PACP/ MACP/ LACP user for information on providing the appropriate observation code for these applications.

5. Outside Drop Connections ( ODC) 1 – Drop pipes connected to mainline sewer and manhole including a defined length of drop pipe from the main. ODC is defined within PACP as 1 D-61

ATTACHMENT F
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Access Point observations. Appropriate descriptors and modifiers need to be applied per PACP definitions to further define the asset. MACP defines this observation differently.

Consult a certified PACP/ MACP user for information on providing the appropriate observation code for these applications.

6. Lateral Accessed from Cleanout ( LACO) 2 – Lateral pipe reached through a cleanout. LACO is defined within LACP as an Access Point observation. Appropriate descriptors and modifiers need to be applied per LACP definitions to further define the asset. Consult a certified PACP/ MACP user for information on providing the appropriate observation code for these applications.

7. Longitudinal Fracture Defects (LFD)3 – Longitudinal or multiple fractures and crack within a pipe. LFD is defined within PACP/ LACP as a Structural observation. Appropriate descriptors and modifiers need to be applied to the observation to further define the asset. Consult a certified PACP/ LACP user for information on providing the appropriate observation code for these applications.

D. Provide all labor, materials, tools, equipment and incidentals as shown, specified, and required for testing sewer pipe joints, taps, lateral pipe joints, and other features by hydraulically applying a positive pressure to the joints and monitoring the pressure in the void. The test medium shall be air.

E. Provide all labor, materials, tools, equipment, and incidentals as shown, specified, and required to grout mainline pipe joints, select defects in pipe body, joints in laterals connected to manholes, lateral tap connections, manhole outside drop connections, and lateral joints accessed through cleanouts using solution grouts using various packer injection grouting methods and tools.

1.2 REQUIREMENTS
A. 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 hoses, pumps, tanks, couplers, compressors, bottles, motors, and all other related application apparatus. Additional safety considerations including safely handling, mixing, and transporting of chemical grouts should be provided by the grout manufacturer/ supplier, and should include safe operating practices and procedures, appropriate personal protective equipment (PPE) for the various grouting operations, and proper storage, transportation, mixing, and disposal of grouts, additives, and their associated containers.
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1.3 RELATED SECTIONS4
A. Section 33 01 30.16, Television Inspection of Sewers.

B. Section 33 01 30.41, Cleaning of Sewers.

C. Section 33 01 30.43, Removal of Protruding Service Connections.

D. Section 33 01 72, Cured in Place Pipe Lining.

E. Section 33 01 72u, Cured in Place Pipe Lining – UV.

F. Section 33 01 72.v, Spiral Wound PVC Panel Pipe Lining.

1.4 QUALIFICATIONS ( TO BE DETERMINED BY ENGINEER)

1.5 SUBMITTALS
A. Documentation of grouting safety training of all field staff.

B. Equipment operating procedures and systems.

C. Grout information:

1. Third party testing grout component chemical composition, including primary chemical percentages.

2. Grout mixture ratio (including additives).

3. Procedure for adjusting grout gel time during initial preparation.

4. Procedures for adjusting grout gel time as temperature changes.

5. Curves of grout gel time versus temperature.

6. Instructions for addition of components.

7. Safety Data Sheets.

D. 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.

E. Packer to pipe void volume between the packers and host pipe and maximum packer end element inflation pressure when new.

F. Documentation of Joint Testing Observations in accordance with Section 33 01 30.16, Television Inspection of Sewers or in accordance with Grout and Seal codes and reporting per 3 See page 16 for contractor qualifications.

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PACP Manual, latest version is a Television Inspection of Sewers specification is not included in the project manual..

G. List and corresponding digital images, in accordance with Paragraph 3.3, of lateral taps containing roots or other obstructive conditions.

H. Upon completion of grouting each segment, submit to ENGINEER a report showing the following data for each item tested, grouted or attempted to be grouted.

1. Location of the pipeline segment/ lateral address in which the testing was done.

2. Stationing.

3. Location of any items not tested and the reason for not testing.

4. Time, date, and temperature.

5. Grout mixture formulation, including additives.

6. End seal pipe-packer contact pressure and seal pressure.

7. Test pressure achieved and the duration of test maintained for each item passing the air test.

8. End-of-hoses pump rates.

9. In situ packer pumping rate

10. Gel time(s) from cup testing.

11. Quantity of grout used to seal each item.

12. Step grouting practice, including pump on and off cycle times and volumes, if applicable.

13. Post-grout pressure test results.

14. Regrouting and retesting giving above data as required.

15. Video recording cross-reference index.

I. Documentation of Post-Construction Inspection in accordance with Section 33 01 30.16, Television Inspection of Sewers or in accordance with Grout and Seal codes and reporting per PACP Manual, latest version is a Television Inspection of Sewers specification is not included in the project manual.

1.6 REFERENCE STANDARDS5
A. National Association of Sewer Service Companies (NASSCO) prepared Pipeline Assessment and Certification Program (PACP) Reference Manual, latest version. 4 D-64
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PIPELINE PACKER INJECTION PRE-REHABILITATION GROUTING
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PART 2 - PRODUCTS

2.1 TESTING EQUIPMENT& GROUTING 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 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.

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. LTC and AST packers shall consist of inflatable mainline end elements and a lateral grouting sock and plug that creates a void area extending beyond the tap or drop connection.

Whenever possible, use a lateral sock sized to match the diameter of the lateral being grouted. Effective sealing length shall be6 __ feet, unless required by transition or pipe configuration less than this, otherwise indicated on the plans, or as directed by ENGINEER.

Where the lateral or drop is capped, utilize alternate lateral grouting plug or equipment sized appropriately for the capped lateral. If the lateral transitions from 6” to 4” in diameter within the view of the mainline camera and less than 2 feet from the tap, use a 4” lateral grouting plug. Maintain a variety of lengths of lateral grouting plugs and adjust length of lateral grout plug as required.

E. LCM, LACO, ODC, and LFD packers shall consist of a flexible push-pull-type packer. LCM, LACO, and LFD packers shall be sized 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. 5 D-65
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DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 SECTION 33 01 30.61.t

PIPELINE PACKER INJECTION PRE-REHABILITATION GROUTING
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F. Packers operating in concrete, iron, or steel pipe shall obtain air tight seals against surfaces characterized as PACP SAV and as PACP SAP with protrusion less than7 3/32” using proper packer diameter as determined against actual pipe diameter so long the pipe maintains a near circular geometry using either special skins or by 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.

G. Grouting equipment shall consist of the packer, hoses, and pumping systems capable of supplying an uninterrupted flow of sealing materials to completely fill the voids 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.

I. Equipment for cleaning lateral blockages shall be present on-site while any grouting work is being conducted.

2.2 GROUTS - GENERAL
A. All grout materials must have the following characteristics:

1. While being injected, the grout must be able to react /perform in the presence of water (groundwater).

2. The ability to increase grout mix viscosity, density, and gel strength by increased concentration of constituents or the use of approved additives.

3. The cured grout must withstand submergence in water without degradation.

4. The resultant grout formation must be homogeneous and prevent the passage of water (infiltration) through the pipe joint.

5. The cured grout should be chemically stable and resistant to organics found in sewage.

6. Residual grout shall be easily removable from the sewer line to prevent blockage of the sewage flow.

7. Cause no upset of treatment or pumping system downstream of the grouting location.

B. Handle, mix, and store grout in accordance with the manufacturer’s recommendations. The materials shall be delivered to the site in unopened original manufacturer’s containers.

C. Provide appropriate protective measures to ensure that the grout components and the chemicals produced in mixing are under the control of the CONTRACTOR always 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. 6 D-66
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PIPELINE PACKER INJECTION PRE-REHABILITATION GROUTING
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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 the manufacturer recommendations.

2.3 CHEMICAL GROUTS
A. Acrylamide based grout shall have the following characteristics:

1. A minimum of 10% acrylamide base material by weight in the total grout mix. A higher concentration of acrylamide base material is recommended where needed to offset dilution during injection.

2. The ability to tolerate some dilution and react in moving water during injection.

3. A viscosity of approximately 2 centipoises, which can be increased with approved additives.

4. A controllable reaction time from 10 seconds to 2 minutes.

5. A reaction (curing) that produces a homogenous, chemically stable, nonbiodegradable, firm, flexible gel.

6. The ability to increase mix viscosity, density, and gel strength by increased concentrations of the mix constituents or by the use of approved additives.

B. Acrylate base grout shall have the following characteristics:

1. A minimum of 10% acrylate base material by weight in the total grout mix.

2. The ability to tolerate some dilution and react in moving water during injection.

3. A viscosity of approximately 1-3 centipoise, which can be increased with approved additives.

4. A controllable reaction time from 10 seconds to 2 minutes.

5. A reaction (curing) that produces a homogenous, chemically stable, nonbiodegradable, firm, flexible gel.

6. The ability to increase mix viscosity, density, and gel strength by the use of approved additives.

2.4 ADDITIVES
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PIPELINE PACKER INJECTION PRE-REHABILITATION GROUTING
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A. At the CONTRACTOR' S discretion and according to field conditions, additives may be selected and used within the manufacturers recommended quantities.

B. Gel Time Modifier - A gel time extending agent may be used in accordance with the manufacturer’s recommendations to extend gel time as necessary.

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 MLJ, LTC, LACO, LFD, and LCM packers of appropriate. 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 contacts the pipe; record this packerpipe contact pressure. Inflated packer to 15 psi greater than the packer-pipe contact pressure. Generate a void pressure of 10 psi. The equipment shall hold at 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 MLJ and LTC packers, and every 5th lateral for LCM and LACO packers. After entering each pipeline segment with the MLJ and LTC 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 valid in situ barrel test requirements due to corrosion or other barrel defects, then the performance testing shall be waived or modified as determined by the ENGINEER. LFD packers do not need to do this test.

3. If air testing equipment cannot be performed successfully, repair or otherwise modify air test equipment and repeat the tests until the results are satisfactory to the ENGINEER. 8 D-68
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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

1. At the start of the job and once monthly or every 1000 gallons of grout pumped, whichever is more frequent, pump grout in uninterrupted flow for full 5 minutes to demonstrate the pumping system can 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 properly 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.

3. When new batches of grout are mixed.

4. When the temperature of the solutions in either of the tanks have changed by more than 5°F from the previous gel test.

3.2 PIPE PREPARATION
A. Prior to the application of the chemical grouting materials, inspect the sewer designated to receive the chemical grouting to confirm it is ready for testing and sealing. 9 D-69
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3.3 GENERAL PRE-TEST AND GROUT REQUIREMENTS
A. For any segment, LTC, LCM, LFD, or LACO 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 MLJs, LTCs, ODCs, LCMs, LFDs, and LACOs 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 the length of sock to be used for LTCs and ASTs.

D. Confirm with ENGINEER where LFDs are to be conducted and what length LFD to utilize.

E. Confirm with ENGINEER what packer end element pressure to utilize for MLJ work where defects originate at joints.

F. Confirm with ENGINEER what root removal must be achieved prior to grouting.

G. Confirm the inside diameter of the mainline and lateral pipes to be tested and apply the appropriate packer.

H. During testing and sealing, provide sewer flow control to provide unimpeded view of the packer.

I. 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.

J. 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.

3.4 GROUT PREPARATION
A. Follow the manufacturer’s recommendations for the mixing and safety procedures.

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.
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C. During the grouting process, the Grouting Technician 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 as described above and correct any defective equipment.

D. Gel times shall be calculated using the following formula unless field conditions dictate otherwise. Any alterations of the gel time formula shall be approved by the ENGINEER. sec( 5/sec) 20min1
ker/ sec60
gpmRatePumping
galSpaceVoidPacPipeofVolumeTimeGel
Packer/ Pipe void shall be defined as the volume between the inflated packer and the inside pipe wall when the packer is inflated per manufacturer recommendations.

For example: an 8” pipe with a packer void space of 0.3 gallons and a 3 gpm pumping rate would provide
sec( 5/sec) 26sec20min1
sec60
3 3.
gpm
galTimeGel

3.5 TESTING AND GROUTING DEFECTS
A. Testing and grouting will not be required on pipe exhibiting the following conditions or characteristics. Provide ENGINEER with digital image and intention not to grout any such defect.

1. Longitudinal, spiral, or multiple fractures, as classified by PACP, unless specifically shown or specified or directed by ENGINEER to be grouted via LFD grouting. 8

2. Broken or partially collapsed pipe, as classified by PACP.

3. Sections of the pipe without defects between joints.

4. Any section of pipe that is scheduled for replacement or other work involving excavation or new connections.

5. Any sections of pipe or joints that are in such poor structural condition that in the judgment of ENGINEER or CONTRACTOR, significant structural damage of the pipe would occur as a result of the pressure test.

B. Attempt to test and, if needed and possible, grout any joint separated less than 1-inch or any angular or offset joint.
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C. Do not test, but do grout, all circumferential cracks and fractures, visibly leaking joints, and joint with visible defects.

D. Grout all LFDs or other defects as specified or as directed by ENGINEER.

E. Do not test or grout any other pipe defects unless so specified or shown or directed by ENGINEER to do so.

F. 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.

G. Any visually structurally defective joint that collapses during low pressure MLJ 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.

H. Test and seal manhole outside drop connection joints using a push packer appropriately sized for diameter and length of outside drop pipe. Test and seal as much of the outside drop connection from the main to the manhole as practical using ODC packer.

I. Position packers over joints or defects by means of a closed-circuit television camera in the line.

J. For each joint/lateral/defect tested/grouted, record exact location and volume of grout placed.

K. For each segment or lateral, record ambient temperature, grout tank temperature, gel set test time, and packer inflation pressure.

L. Specifically identify each tap and break location on the grout report to aid in properly locating joints during warranty testing.

3.6 JOINT TESTING PROCEDURES
A. Joint testing pressure shall be equal to 0.5 psi per vertical foot of pipe depth plus 3 psi; however, test pressure shall not exceed 12 psi without the approval of the ENGINEER. Control test equipment to ensure the specified test pressure is not exceeded by more than 2 psi.

1. 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. 12 D-72
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B. Test joints on LCMs to a location9 ## feet up the lateral or to the cleanout, whichever comes first. If there is a transition in the laterals connected to manholes, test the transition. Direct visual observation and measured cable lengths shall be used to position the lateral packer for laterals directly connected to manholes.

C. 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.

D. Individually test each MLJ, LACO, ODC, and LCM joints 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) before inflating the packer.

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 shall not be greater than 15 psi more than the required packer-pipe contact pressure.
b. Packer end seal pressures for VCP with 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 pipe10, use grout to seal the leaks around the packer end if airtight seal cannot be achieved. 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.

E. Upon completing the 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 repairs to provide for an accurate void pressure reading.

3.7 LTC TESTING PROCEDURE
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A. Lateral connection joint testing pressure shall be equal to 0.5 psi per vertical foot of pipe depth plus 3 psi; however, test pressure shall not exceed 10 psi nor lower than 6 psi without approval of the ENGINEER.

B. Air testing LTCs shall be accomplished by isolating the area to be tested with the packer and by applying positive pressure into the isolated void area. A pan and tilt camera shall be used to position the lateral packer. The bladder shall be inverted from the mainline assembly into the lateral pipe and inflated. The mainline elements shall then be inflated to isolate the lateral connection and the portion of the lateral to be tested. A sensing unit shall be located within the void area and will accurately and continuously transmit void pressure readout to the control panel or pressure gauge viewable with CCTV camera.

C. The test procedure will consist of applying air pressure into each isolated void area. A sensing unit shall be located within the void area and will accurately transmit continuous pressure readout to the control panel. 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.

D. After the void pressure is observed to be equal to or greater than the required test pressure, the air flow shall be stopped. If the void pressure decays by more than 1.0 psi within 20 seconds, the LTC will have failed the test and shall be sealed. If the void is over pressurized and the void pressure decays, the 20 second period shall begin once the test pressure is achieved.

E. After completing the air test for each individual LTC specified herein, deflate the packer, with the void pressure meter continuing to display void pressure. If the void pressure does not 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.

F. For laterals capped less than two feet from the main, CONTRACTOR may use a mainline packer to test the lateral tap.

G. Length of lateral to be tested shall be as shown or indicated.

3.8 GROUTING
A. Grout all MLJ, LTC, LCM and LACO joints that failed the pressure test, that are visibly leaking at a rate classified as ID (dripper) 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 LFDs or 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.
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B. When grouting VCP joints with defects originating at the joint, use a low pressure technique whereby the end elements are inflated to only 7 psi above pipe-packer contact pressure.

C. 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 not drop, deflate the packer, purge air test line/ valve, then reinflate and retest at target test pressure.

D. When using grout to seat the packer, retest as above except do not deflate the packer first.

E. If the item fails this air test, repeat the grouting procedure at no additional cost to OWNER.

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 OWNER and CONTRACTOR.

F. Remove excess grout from pipe and laterals. Excess grout shall be defined as a thickness of grout that given its location, size and geometry, could cause a blockage. Flush or push forward to the next downstream manhole, remove from the sewer system, and properly dispose of excess grout.

3.9 DOCUMENTATION
A. Record grouting in conjunction with the testing. Record the void pressure drop continuously on video and in writing immediately before sealing, and immediately after grouting. After the packer is deflated and moved, record on video the visual inspection of the joint.

3.10 POST-CONSTRUCTION INSPECTION
A. Conduct Post-Construction Inspection of all pipe, taps, and laterals tested and/or grouted in accordance with Section 33 01 30.16, Television Inspection of Sewers. Remove from the pipe wall and bottom any excess grout. Collect and remove from the sewer all excess grout removed from the pipe wall.11
PART 4 - MEASUREMENT AND PAYMENT
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4.1 DESCRIPTION
A. The items listed below beginning with Article 4.4, refer to and are the same pay items listed in the Schedule of Prices. They constitute all of the pay items for the completion of the Work. No direct or separate payment will be made for providing miscellaneous temporary or accessory services, including all other items not specifically named in specific bid item descriptions but which are needed for the prosecution of the Work and to meet all other requirements of the Agreement. Compensation for all such services, things and materials shall be included in the prices stipulated for the pay items listed herein.

B. Each lump sum and unit bid price will be deemed to include an amount considered by Contractor to be adequate to cover Contractor’s overhead and profit for each separately identified item.

C. The Contractor shall receive and accept the compensation provided in the Schedule of Prices and the Contract as full payment for furnishing all materials, labor, tools, and equipment for performing all operations necessary to complete the Work under the Contract, and also in full payment for all loss or damages arising from the nature of the Work, or from any discrepancy between the actual quantities of Work and quantities herein estimated by the OWNER.

D. The prices stated in the Schedule of Prices include all costs and expenses for taxes, labor, equipment, materials, commissions, transportation charges and expenses, patent fees and royalties, labor for handling materials during inspection, together with any and all other costs and expenses for performing and completing the Work as shown on the Drawings and specified herein. The basis of payment for an item shown in the Schedule of Prices shall be in accordance with the description of that item in this Section.

E. The Contractor’s attention is called to the fact that the unit prices for the various items of Work are intended to establish a total price for completing the Work in its entirety. Should the Contractor feel that the cost for any item of Work has not been defined by a Schedule of Prices payment item, he shall include the cost for that Work in some other applicable Bid Item, so that his Proposal for the project reflects his total price for completing the Work in its entirety.

F. Unless specifically included in a Bid Item, the cost of dewatering, safety, regulatory compliance, normal bypass pumping, maintenance of traffic, restoration, environmental protection including construction entrances, inspections, testing, and other work not specified but required to complete the Work as specified will not be separately paid for but shall be considered as incidental to other Bid Items and included in the prices bid for them.

G. As noted in the individual Specifications, payment for certain Items may be reducd in lieu of required remedial efforts if defects in the Work are observed or if the Work fails to pass the required performance criteria.
16 B. LFD work shall be supervised by a foreman having the following qualifications in addition to those listed in paragraph A above. A foreman is required for each LFD crew. Foreman qualifications are:

1. Previously performed pressure testing and chemical grout sealing of a minimum of 15 LFDs.14

2. Successfully completed safety training recommended by grout material and grout equipment suppliers.

3. Successfully completed a 16 hour minimum pipeline packer capital grouting field training conducted by amulti-vendor consortium of packer, rig, and grout material vendors.

A. All MLJ work shall be supervised by a technician. A technician is required for each crew. Technician qualifications shall include:

1. Previously performed pressure testing and injection grout sealing of a minimum of 3,000 MLJs and 250 LTC/ ASTs.12

2. Successfully completed safety training recommended by grout material and grout equipment suppliers.

3. Successfully completed a 16 hour minimum pipeline packer capital grouting field training conducted by a multi-vendor consortium of packer, rig, and grout material vendors.

1.4 QUALIFICATIONS
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End Notes / Notes to Specifier:

1. ODC grouting is a developing approach. It requires special equipment and process knowledge to reliably execute.

2. LACO grouting is a specialized approach. It requires special equipment and process knowledge to reliably execute.

3. LFD grouting is a specialized approach. It requires special equipment and process knowledge to reliably execute.

4. While there are currently no NASSCO master spec format guidance specifications for these, NASSCO specification do exist to support this work. The requirements for these activities should be included in any project specification for grouting, especially CCTV and cleaning. Add other sections as needed to complete the work.

This example uses Master Format numbering specifications as examples only. References to this made throughout this specification are indictive of places where these cross-referenced requirements should be included in an actual project manual.

5. ASTMs are not reference here as they are not referenced anywhere in the spec. This is standard spec writing protocol.

6. Establish length based on project objectives, site conditions, and tap configuration. Standard lengths are 4’-8’. Pricing increases significantly with risk to 12’. After 12’, you are doing ultralong LTC up to 30’), which dramatically increases cleaning and grouting risks, and therefore costs. If cleanout exist, it is generally more cost effective to do a 4’-6’ LTC and then LACO from cleanout back to the main.

ICGC to develop recommendations on risk vs. length of LTCs

7. Check with manufacturer’s latest packer capabilities.

8. LFD grouting requires special equipment and process knowledge to reliably execute.

9. To be set by ENGINEER

10. Typically, SAP coded pipe can be test and sealed. Typical packers can usually seal with surface projections less than 3/32nd”.
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11. Include only if Owner wants a completely unobstructed view of the pipe after rehab.

12. Consider if each of these items warrants a break out bid item to cover either off road or significant highway control where there is a mix of access obstacles that markedly changes the cost of the work.

13. Contractors may attempt penny this line item in favor of loading their pricing into the more knowable quantity of testing. When they do this, it becomes a disincentive to grouting and to grouting properly. A minimum price ensures disincentives to pumping grout are removed by ensuring there is a reasonable revenue attached to this time-consuming work. In reality, grouting costs ~3x as much as testing.

Suggested pricing for this item is $15 per joint for 8” pipes.

14. Contractors may attempt penny this line item in favor of loading their pricing into the more knowable quantity of testing. When they do this, it becomes a disincentive to grouting and to grouting properly. A minimum price ensures disincentives to pumping grout are removed by ensuring there is a reasonable revenue attached to this time-consuming work. In reality, grouting costs ~3x as much as testing.

Suggested pricing for this item is $10 per joint for 8” pipes.

15. Contractors may attempt to penny this line item in favor of loading their pricing into the more knowable quantity of testing. When they do this, it becomes a disincentive to grouting and to grouting properly. A minimum price ensures disincentives to pumping grout are removed by ensuring there is a reasonable revenue attached to this time-consuming work. In reality, grouting costs ~3x as much as testing.

Suggested pricing for this item is $125 per tap for 8’ sock.

16. Contractors may attempt to penny this line item in favor of loading their pricing into the more knowable quantity of testing. When they do this, it becomes a disincentive to grouting and to grouting properly. A minimum price ensures disincentives to pumping grout are removed by ensuring there is a reasonable revenue attached to this time-consuming work. In reality, grouting costs ~3x as much as testing.

Suggested pricing for this item is $102 per joint.

17. Contractors may attempt to penny this line item and underuse grout typical of Maintenance Grouting techniques. A fixed price set 20% above the cost of materials, labor, and waste ensures this item is a money maker for the contractor and incentivizes the use of grout, which is the biggest contributor to long-term sealing and stability of the pipe.

Suggested pricing for this item is $10 per gallon.
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18. This figure should vary based on the size of the project and if it is bonded or not. If bonded, then use the 50% paid over the first two progress payment requests. If the work is unbonded and there is a 5-10% retainage, make the dollar amount equal to the first 25% of the work to ensure contractor does the work. If the work is unbonded and there is no retainage, consider eliminating Mobilization altogether and making contractor’s mobilization costs part of his unit prices (probably will be reflected in his Clean and CCTV prices).
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CALIFORNIA
REV 08/2020 Page 1 of 5

EXHIBIT B
Contract Insurance Requirements
As used in this Exhibit B, Contractor refers to CORCUS CONSTRUCTION INC.

1. MINIMUM REQUIREMENTS
Contractor shall, at its expense, procure and maintain for the duration of the Contract insurance against claims for injuries to persons or damages to property which may arise from or in connection with the performance of the Work or Services required by the Contract hereunder by Contractor, its agents, representatives, employees or subcontractors. Contractor shall also require all of its subcontractors to procure and maintain the same insurance for the duration of the Contract. Such insurance shall meet at least the following minimum levels of coverage, as checked below:

1.1 Minimum Scope of Insurance
Coverage shall be at least as broad as the latest version of the following:

General Liability
Insurance Services Office Commercial General Liability coverage (occurrence form CG 00 01).

Automobile Liability
Insurance Services Office Business Auto Coverage form number CA 00 01, code 1 (any auto) or if Contractor owns no vehicles, this requirement may be met through a non-owned auto endorsement to the General Liability Policy.

Professional Liability / Errors and Omissions
Written on a policy form specifically designed to protect against acts, errors or omissions of the Contractor wherein “Covered Professional Services” as designated in the policy must specifically include Services performed under this Contract.

Workers’ Compensation and Employer’s Liability
Workers’ Compensation insurance as required by the State of California and Employer’s Liability Insurance. Policies shall not contain exclusions contrary to this Contract.

Pollution Liability Insurance
Pollution Liability insurance for claims arising from the discharge, dispersal release or escape or any irritant or contaminant into or upon land, any structure, the atmosphere, watercourse or body of water, including groundwater. This shall DocuSign Envelope ID: 50B9B94D- D371-496A-B0B6-0D5C83EDE550 City of Emeryville | Contract Insurance Requirements ( Exhibit B) REV 08/2020

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Emeryville City CouncilNovember 7, 2023

Emeryville City Council
November 7, 2023