CITY OF ROHNERT PARK DEVELOPMENT SERVICES ......prepare a notice to utilities identifying the impact of the project on their utilities and for any relocation required. 7. Review the

CITY OF ROHNERT PARK DEVELOPMENT SERVICES

REQUEST FOR QUOTES

FOR

THE 2019 INTERCEPTOR OUTFALL PHASE 2

PROJECT No. 2018-28

City of Rohnert Park Development Services

130 Avram Avenue Rohnert Park, CA 94928

(707) 588-2232

Distribution/Advertisement: 2/28/2020

Deadline for Submittal of SOQ: 3/20/2020

The City of Rohnert Park invites your interest to the following opportunity:


I. General Description of the Project

The location of the project begins near the intersection of Stony Point Road and Hinebaugh Creek and runs along the north side of Hinebaugh Creek to just south of Walker Avenue at Hinebaugh Creek within the County of Sonoma. The City’s intent with the Interceptor Outfall Phase 2 Project is to preserve the sewer line by installing a non-structural lining in place with cement-mortar or epoxy lining to prolong the life of the asbestos pipe, improve and decrease inflow and infiltration. This project is funded by the Sewer Utility Fund and Public Facilities Fee. The Capital Improvement Program funding is $1,300,000, including construction, construction management and inspections. The City is selecting a Consultant for construction management and inspection services from Manhole 5 to Manhole 11, approximately 3,050 feet. The City’s intent is to award the construction management task order in April/May of 2020 and also intends to award the construction contract in June/July of 2020.

II. SCHEDULE, LOCATION, CONTACT

The City sets the following schedule for SOQ submittal:

Deadline for submittal: 5:00 pm, March 20th, 2020

Award of Contract: anticipated in April/May, 2020

Submit Statement of Qualifications to: City of Rohnert Park Development Services 130 Avram Avenue Rohnert Park, CA 94928

Questions regarding this RFQ, please direct to: Justin Brandt [email protected] 707-588-2252

III. BACKGROUND

A report of the project can be located on Attachment A written by PSOMAS.

The existing sewer force main along Hinebaugh Creek is designated as having a low service life remaining and therefore, needs to be rehabilitated to ensure services and increase the service life of the pipe.

IV. ANTICIPATED SCOPE OF SERVICES

The City anticipates that the work will need to include the following general elements, but any missing relevant scope shall be included by the Consultant/Construction Management & Inspection Consultant as well:

mailto:[email protected]

The Construction Manager’s shall provide the City with a senior level full time on-site inspector, a part-time Construction Manager, and a construction support team (Construction Management Team).

The Construction Manager’s responsibility and scope of work is to facilitate success completion of lining the pipe, installation of manholes, and rehabilitation of the sewer pipe.

The Construction Manager Services will include contract administration, construction management, field inspection to observe and document daily construction activities, and geotechnical observation and material testing. The construction manager will provide Resident Engineer services as required. Specifically, the work shall include the following as needed: Pre-Construction, Construction, and Post-Construction Services.

Environmental Services will include as-needed field services to meet mitigations as required in the Santa Rosa Plan, Migratory Bird Act, and any other environmental services as indicated in the plans and specifications.

Environmental Services:

Provide a pre-construction bird survey, as well as one follow up site visits during construction in case there are nesting birds.

Provide biological field services as indicated in the plans and specifications daily/ weekly as recommended by you.

Provide oversight when the contractor is staging and digging boring pits. Pre-Construction Services:

1. Conduct a kick-off meeting with the City staff and relevant parties to discuss

the proposed design scope and subsequent construction of the project.

2. Perform a constructability review of the plans and specifications to ensure

the feasibility and constructability of proposed improvements. 3. Prepare a Construction Management Plan for the project. The Plan will include the

following: • Preparation of a project specific manual identifying procedures and protocols

to be used by the Construction Manager and project inspectors throughout

the project. • Identifying lines of communication between City, Contractor, and Inspector. • Contact list of key agencies, personnel, emergency contacts for Fire, Police, and

others, etc. • Provides for standard daily field reports of work accomplished.

• Shop drawing log to identify contractor submittals and tracks status of

approvals and return to contractor. • Logging system to track contractors’ requests for information and status of

responses. • Logging system to identify change order requests and status of approvals or

negotiations. • Log of correspondence from and to contractor and City.

• Assisting City with review of monthly progress payment requests from

the contractor and recommendations to the City for payment. • Preside over weekly or semi-weekly progress meetings to discuss previous

period progress and review upcoming work, discuss status of submittals,

correspondence, requests for information, and other significant issues relating to the project.

• Photo records of construction and monitoring of contractor’s record drawings. 4. Perform a thorough review of the final bid documents prior to start of

construction. Verify quantities provided in the bidding documents. Provide

results to the City and make recommendations on any identified ambiguities or

omissions.

5. Determine requirements, and identify any necessary permits as required to

construct and operate the improvements.

6. Prepare a list of affected utilities. Prior to commencement of construction,

prepare a notice to utilities identifying the impact of the project on their

utilities and for any relocation required.

7. Review the project plans and conduct a job walk to verify the site conditions.

Determine the construction requirements, constraints, sequence of operations,

methods of traffic control, and related project activities/events. Determine any

interference with current or future projects and make recommendations for

construction staging and phasing. 8. Take photos and video of the existing site conditions.

9. Conduct meetings with the businesses and residents along the route to

inform them about the project schedule and construction impacts.

Construction Phase Services:

1. Schedule and chair the Pre-Construction Conference. Consultant will prepare an agenda

and minutes of the meeting. Attention will be given to those items which may impact

the schedule and/or project funding.

2. Conduct progress meetings with the Contractor, the City Project Manager, and other

involved parties to discuss the progress of the project. Follow up on the issues raised

at these meetings to expedite resolution and closure to issues.

3. Provide Contract work with the City. Establish and implement coordination,

tracking, and communication procedures among City, Inspector, Construction

Manager, Construction Inspector, and Contractor. Prepare correspondence, reports,

meeting notes, and other documentation as needed to communicate with the City,

the Contractor, and other involved parties, and to establish a clear program record.

Prepare and circulate meeting minutes.

4. Establish and implement coordination, tracking, and communication

procedures among City, Construction Manager, Construction Inspector,

Designer, and Contractor.

5. Establish and implement procedures for reviewing and processing requests for

clarification and interpretation of the contract documents, shop drawings, samples

and other submittals, contract schedule adjustments, change order proposals,

written proposals for substitutions, payment applications, and the maintenance of

field logs. Assist City in notifying the public prior to performing construction work

that will impact them. 6. Record Management and Document Control

Document Tracking System: Maintain a computer-based correspondence,

information, and submittal tracking system to ensure that correspondence requiring

responses, requests, and submittals are answered in a timely manner, not to exceed 5

days. The contractor’s submittal schedule will list all significant submittals required by

the specifications and those that are critical to the project’s success. The schedule will

identify the expected date that the item is due. We will review the schedule to confirm

that all submittals are listed and that the planned dates allow sufficient time before the

item is required on the job site.

Consultant will identify those submittals that can be reviewed at the job site and

those that should be reviewed by the design engineer. The objective will be to

proactively forecast potential problems and develop solutions before impacts occur

in the project process.

Maintain Project Files: Maintain orderly project files. These files shall include, but not be limited to:

• Notice to Proceed • Correspondence • Meeting minutes • Submittals • Reproductions of original contract documents, including addenda • Change orders supporting-documentation • Permit documentation • Clarifications for the contract documents • Materials delivery tickets and compliance certification • Weekly and monthly progress reports • Meeting minutes • Daily inspection reports • Progress photos • Lab and field test reports • Progress payments supporting documentation • Other project documentation

7. Provide field observation during construction. Consultant will conduct detailed site

observations of the general progress of the work to determine if the work is

proceeding in accordance with the contract documents. The Consultant will:

• Attend all meetings • Ensure compliance with any ADA requirements and the contract documents • Coordinate and schedule sampling and testing of construction

materials

• Record up-to-date construction information to use in preparation of the record drawings

• Prepare daily reports • Report to City any violations to any applicable regulations • Maintain a copy of the contract documents and construction-related

documents at the site • Coordinate all construction activities with the utility companies and other

agencies within the project area and as required by the City

8. Prepare construction inspection reports. The on-site observer will complete a daily report

of events that occur at the jobsite. Consultant will implement a format for these reports

which will include the following:

• Contractor’s working hours on the jobsite. A separate log will be maintained

if the contractor works two shifts or nights.

• Contractor and subcontractor personnel and equipment on the jobsite.

• Weather conditions and observations as to the effect on the progress of the work.

• Decisions or directions given to the contractor. Items of this nature would be

those of usual work progress with directions to be included in a more formal

manner.

• Daily utilization of the contractor and subcontractor equipment on the site, but

obviously idle or in temporary storage will be so noted on the report.

• Observations connected with the progress of the work including deficiencies

or violations of contract requirements by the contractor.

• Materials delivered to the job site, together with indication as to results of inspection thereof.

• Observed or potential delays and apparent causes. The contractor’s reaction to

these delays will be noted.

• Data relative to claims, extras or deduction. This should include those noted

and agreed, as well as potential claims or items of disagreement.

• List of visitors, including testing laboratory representatives or others.

9. Prepare and submit weekly status report to the City consisting of, but not

limited to, the following documentation:

• A narrative description of the progress of work and major tasks completed

• Schedule overview, with a 2 week look-ahead.

• Change order summary.

• One set of key progress photos.

• Summary of construction progress for the prior reporting period.

• Significant project issues including recommendations on any unsolved issues.

10. Review the contract documents and verify that all the required permits have

been obtained for the construction of the project.

11. Review Contractor’s schedule of values versus the payment application. Provide a

recommendation of the monthly progress payment applications submitted by

the contractor. Consultant will recommend that as a condition of approval, the

contractor must be current with as-built recording and scheduling efforts.

12. Review, and Track Requests for Information (RFI’s), Requests for Clarifications

(RFC’s), and Shop Drawings.

Consultant will establish and implement a Request for Information (RFI) procedure for

use in providing resolutions to inquiries from the contractor regarding interpretations

and clarifications of the plans and specifications.

The Construction Manager will review contract documents and interpret the drawings as

necessary to answer the questions raised by the contractor. The Construction Manager

will determine if resolution can be developed by application of the plans, typical

details, the specifications, and applicable codes and standards. If the resolution cannot

be determined from these or similar documents, the Construction Manager will

consult with the design engineer and ask for the design engineer’s interpretation. If

the design engineer is authorized to develop additional design details necessary to

resolve a problem, Construction Manager will coordinate through the engineer, the

development of a revised design so that it is compatible with field conditions or status

of the work, with the goal of minimizing or mitigating the impact on the contractor’s

work.

Consultant will maintain a submittal log and process required submittals, prior to, and

during the process of the work as follows:

Concrete mix designs for minor concrete Certificates of compliance for materials SWPPP Plan

Traffic Control Plan Contractor’s Safety Plan Certified Payrolls

Consultant understand the importance of reviewing submittals in a timely manner, not

to exceed 5 days. It is imperative that submittals are received early on in a project and

reviewed and approved promptly so as to not impact construction activities.

Consultant will work with the contractor to verify that all submittals are submitted and

approved well in advance of the construction activities.

13. Review the contractor’s initial and updated schedules for compliance with the

contract documents and verify that the schedules accurately represent the scope

of work. Consultant will verify that all work for interim milestones is included on

the schedule. Consultant will verify logic ties of activities, check the reasonability

of task durations, review the critical path, and check for critical activities.

Important scheduling elements, such as partial shutdowns, street and lane

closures, detours, public notifications, material delivery, material storage, and

contractor material hauling will be a part of the schedule review process.

14. Contract Change Orders (CCO’s) may be requested by the City, the Contractor, the

CM, or the design engineer. Upon receipt of a proposed change, the Construction

Manager will determine the necessity of the change, check for propriety, consider

other methods of accomplishing the work, method of compensation, effect on

contract time, estimate of cost, the Contractor’s reaction to the proposed change,

and the probability of final approval. If the Construction Manager determines that a

proposed change is warranted, a proposed change order file will be established.

Documents prepared by the Construction Manger describing the work, will be

transmitted to the Contractor for pricing. Concurrently, independent estimate of cost

and time impact will be prepared by the City and Construction Manager. Upon

receipt of the contractor’s quotation, the Construction Inspector will review and

compare it to the independent estimate. Based on the review, the Construction

Manager will either recommend approval to the City, or recommend rejection. If

negotiation is authorized, the Construction Manager will conduct the negotiations

with the Contractor.

For work where a unit cost is not determined prior to performing the work, the Inspector

will collect time and material sheets at the end of each day.

All documentation regarding change orders will be maintained, including dates of

notification by Contractor, interim steps, recommendation by Construction Manager,

and final decision.

15. Consultant will assist the City to reach an agreement with the Contractor

regarding disputes.

16. Review the Contractor’s initial and updated schedules for compliance with the

contract documents and verify that the schedules accurately represent the scope of

work. Important scheduling elements, such as partial shutdowns, street and lane

closures, detours, public notifications, material delivery, material storage, and

contractor material hauling will be a part of the schedule review process.

17. Perform field interviews with the contractor’s work force on the payment of

prevailing wages and fringe benefits. Conduct labor compliance interviews of

Contractor’s and Subcontractor’s employees. Provide and ensure proper posting of

the appropriate Federal and State Wage Determinations and labor compliance

posters on the project site. Obtain copies of the certified payrolls and fringe benefit

statements from the Contractor on a weekly basis. Review the payroll records,

interview forms, daily logs, and compare for accuracy. Prepare bi-weekly reports of

any deficiencies; and request Contractor to submit back up documents for the

contractor, subcontractors, second tier subcontractors, and unlisted subcontractors

(contracts less than $10,000) working on the project.

18. Prepare weekly statement of working days.

19. Provide videotape and photographic documentation of project site prior to,

during, and after construction. Ensure that any survey markers disturbed by

the Contractor are restored by the Contractor.

20. Maintain a set of contract documents with up-to-date information

regarding all addendum, substitutions, clarifications, and changes.

21. Coordinate any certified technical inspections, field testing, or laboratory testing

required for the project. Ensure that Contractor has notified utilities affected by the

project.

22. Review and monitor the contractor’s safety program. The inspector will

enforce on-site safety requirements and will report to City on any observed

deviations from the plan.

23. Review and monitor all traffic control and public safety plans for compliance with all

safety laws and regulations. Review all detour, lane closures, temporary access,

signing, delineation and traffic control plans. The Inspector will enforce traffic

control safety requirements in and around construction zones.

24. Review the Contractor’s “Best Management Practices” plan prior to beginning of

construction. Monitor the Contractor’s implementation to prevent storm water

pollution from related activities in compliance with the National Pollutant Discharge

Elimination System (NPDES).

25. Review of Storm Water Pollution Prevention Plan (SWPPP) as required by the City.

26. The Construction Manager will maintain a copy of the plans on the site with all the

changes. Upon completion of construction, Consultant will conduct an As-Built

verification, and prepare and provide a copy of the As-Built plans to the City.

27. Maintaining good, working relationships with the public. The Construction Manager

will immediately report to the City any inconvenience to the public and will try to

remedy arising problems as soon as possible, subsequent to his discussion with the

City.

Good public relations with the general public are imperative to the success of any

project. Typically, construction work is adjacent to private residences and businesses

and construction can be very disturbing. Our inspectors will be the first line of defense

for addressing complaints by the public. They will work with the Contractor to address

issues and concerns brought forth by the public, business, and property owners.

To assist with the public relations efforts for this contract, the Consultant will:

Maintain a log of all phone calls received Listen to citizen’s concerns and work to address them Work with the Contractor for prompt resolution of issues Circulate fliers, newspaper notifications as appropriate, and as approved by

the City about noise and odor restrictions, period of construction, and suggested alternate routes

Verify that changeable message signs are placed alerting traffic of the period of potential delays during lane closures

Communicate with emergency services about any events that may raise emergency calls from the public

Implement a project hotline if agreed to by the City Provide information to the City to post on the City’s website

Post Construction Services

1. Contract closeout services will include the administration of the transfer of the

project to the City, coordination of warranty activities and demobilization of

the Contractor and Construction Management Staff.

2. At the completion of the project, Consultant will perform inspections of the work to

determine if any work is incomplete. C o n s u l t a n t will prepare a punch list of the

incomplete work and provide to the Contractor and City. Consultant will perform

subsequent inspections to confirm that incomplete work has been completed

satisfactorily.

3. Consultant will obtain lien waivers, bonds, warranties, and other documents

required by the Contract Documents from the Contractor.

4. Consultant will prepare a final certificate of substantial completion and

recommendation to the City for final acceptance of the project.

5. At the completion of the project, Consultant will turn over all documents including

final redline as-built drawings. Consultant will coordinate the completion of final as-

built drawings through the design engineer. A final project report will be prepared

summarizing the project and performance of the contractor.

6. After completion of the project, Consultant will coordinate the warranty repair

procedures including a date of warranty expiration. Consultant will monitor

warranty problems and assist the City with warranty repair management until the

final certificate of completion is filed.

Producing record drawings at the end of the project that accurately portray the post-construction configuration. All changes shall be incorporated into AutoCAD Civil 3D and given to the City at the end of the project. A PDF showing the “as-built” condition shall also be produced by the consultant and given to the City.

From beginning to end of the project, detailed photo logs of the existing and finished construction condition and details will be kept by the field observer. Consultant will also assist the City by reviewing the pre- and post- rehabilitation CCTV inspection videos. (The consultants observer will monitor the pre-installation videos while the in the field as the inspection is occurring.)

Consultant will ensure all necessary tests and inspections are performed according to the Plans and Specifications (Attachments B).

V. Miscellaneous

Further investigation may be required as needed by the designer.

Environmental Document and Permitting

The City expects that a Categorical Exemption from CEQA review is appropriate because this project involves rehabilitation of an existing sewer main for the purpose of maintenance, and existing use will not be expanded. The Consultant shall produce a notice of exemption form for the City at the time of the final bid package being completed.

Also, this project is not federally funded and does not require any NEPA documents. While the City does not expect regulatory permits will be required, the consultant should highlight any potential permitting needs.

The City’s construction award date is June/July 2020. The schedule portion of the consultant’s package shall reflect a deliverable meeting that schedule.

VI. Proposal Requirements

Consultants interested in providing these services should submit a quote. The following items are encouraged to be submitted with the quote:

1. Cover Letter: The cover letter is to be signed by an officer of the firm authorized to execute an agreement with the City. This cover letter should include a summary of the project demonstrating your understanding of the project and City construction management and quality control expectations of the consultant.

2. Relevant Experience: Include a brief overview of qualifications of Consultant. Please include a discussion of your relevant experience to a similar project.

3. Personnel: Identify your proposed team, including sub-consultants. Include resumes along with their experience and qualifications.

4. Please include the cost estimate for the construction management and inspection services broken down by staff hours.

VII. Review Process

Consultant selection will be based upon the submitted proposal requirements. The City will contact you after reviewing.

VIII. General Terms and Conditions

1. The City reserves the right to reject any and all SOQs and to award any or all sections of the work to one or multiple consultants.

2. The City will not be responsible for any costs incurred by respondents in the preparation and submittal of a response to this RFQ. City staff will make a recommendation to the City Council, who will award the agreement based upon the City’s Master Consultant Agreement.

3. The City reserves the right to modify the scope of the work for this project at any time.

4. Documents, drawings and findings (regardless of format) that are associated with this project shall be the property of the City. All digital work shall be submitted to staff within 10 days of request.

5. The City will contract for this work using its Master Consultant Agreement with a project specific Task Order.

IX. Attachments: A. Final Report Sewer Interceptor Outfall Phase 2 Project by PSOMAS B. The 2019 Interceptor Outfall Phase 2 Plans & Specifications 100%

CITY OF ROHNERT PARK


PROJECT NO. 2018-18

ACKNOWLEDGEMENT

These specifications were prepared under the general supervision and direction of the following Engineer(s), licensed in the State of California: Parastou Hooshialsadat Civil Engineer No. C74653 Project Manager GHD Inc.

02-05-2020 Date

CITY OF ROHNERT PARK TOC - i THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT TABLE OF CONTENTS

TABLE OF CONTENTS TECHNICAL SPECIFICATIONS

DIVISION 01 – GENERAL REQUIREMENTS

01110 SUMMARY OF WORK 01270 MEASUREMENT AND PAYMENT 01300 SPECIAL PROJECT CONSTRAINTS 01310 COORDINATION 01330 CONTRACTOR SUBMITTALS 01340 REQUESTS FOR INFORMATION AND CLARIFICATIONS 01356 WATER POLLUTION CONTROL 01450 QUALITY CONTROL 01510 TEMPORARY UTILITIES AND FACILITIES 01555 TEMPORARY CONTROLS 01600 PRODUCT REQUIREMENTS 01660 TESTING AND TRAINING 01710 FINAL CLEAN-UP 01720 FIELD ENGINEERING 01750 PROJECT RECORD DOCUMENTS 01770 PROJECT CLOSEOUT 01787 PRODUCT WARRANTIES

DIVISION 02 – SITEWORK

02001 SITE CONDITIONS 02003 EXISTING UTILITIES AND UNDERGROUND STRUCTURES 02080 HAZARDOUS MATERIALS HANDLING AND DISPOSAL 02110 SITE PREPARATION 02120 CONTAMINATED MATERIALS HANDLING AND DISPOSAL 02220 DEMOLITION, SALVAGE AND ABANDONMENT 02235 SELECTIVE TREE AND VEGETATION TRIMMING AND REMOVAL 02240 DEWATERING 02250 SHORING AND TRENCH SAFETY 02315 EXCAVATION AND BACKFILL 02525 DUCTILE IRON PIPE AND FITTINGS 02533 PRESSURIZED CURED-IN-PLACE PIPE (PCIPP) LINING 02760 SEWER CLEANING 02761 CCTV IMSPECTION OF EXISTING AND REHABILITATED SEWERS 02959 MANHOLE REHABILITATION

DIVISION 03 – CONCRETE 03350 CAST-IN-PLACE CONCRETE REPAIR

DIVISION 04 – 16 (NOT USED) APPENDICES APPENDIX A – SONOMA WATER ENCROACHMENT PERMITS - REVOCABLE LICENSE APPENDIX B – 2011 CCTV INSPECTION LOG APPENDIX C – CONSTRAINTS ANALYSIS FOR THE ROHNERT PARK 2019 INTERCEPTOR

OUTFALL – PHASE 2 PROJECT, ROHNERT PARK, SONOMA COUNTY

CITY OF ROHNERT PARK TOC - ii THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT TABLE OF CONTENTS

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CITY OF ROHNERT PARK 01110-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL SUMMARY OF WORK PHASE 2 PROJECT

SECTION 01110

SUMMARY OF WORK

PART 1 - GENERAL

1.01 SUMMARY

A. The Contract Documents describe the Work to be performed under this Contract which includes, but is not limited to, providing all plant, tools, equipment, materials, supplies, and manufactured articles for the Project. It shall also include the providing of all transportation and services, including fuel, power, water, and essential communications and site investigations, necessary and for the performance of all labor, work, or other operations required for the performance of the Contract in accordance with the Contract Documents.

B. The Contractor shall sufficiently obligate himself/herself and take the necessary precautions

so as to perform and complete the work in accordance with the requirements of the contract documents and specifications and/or as shown on the plans and within the time limit specified herein.

C. Related Sections

1. Section 01270 – Measurement and Payment 2. Section 01330 – Contractor Submittals 3. Section 01510 – Temporary Utilities and Facilities 4. Section 01555 – Temporary Controls

1.02 WORK COVERED BY CONTRACT DOCUMENTS

A. The work includes the mobilization and demobilization, pre- and post-construction closed circuit television (CCTV) inspection, pipeline cleaning, pipeline testing, manholes modification and rehabilitation (MH-11), installation of temporary access locations and rehabilitation of 2,896 linear feet of 24-inch ACP forcemain from MH-5 to MH-11 by pressurized cured-in-place pipe (PCIPP) lining method.

B. All risk of loss, damage or diminution to the Work shall rest with Contractor until final

acceptance of the Work by the City.

1.03 JOB CONDITIONS

A. The Project corridor includes high pressure gas mains, high voltage (21kV) underground power lines, and other potentially hazardous facilities. Contractor shall make himself fully aware of all potential hazards and utilize experienced and qualified personnel when working adjacent to such facilities. Contractor shall be responsible to coordinate with the utility owners as required for compliance when working adjacent to such facilities.

B. Portions of the Work include exposure to untreated sewage (wastewater). The Contractor

shall be responsible for providing experienced and qualified personnel to anticipate and meet the safety and health requirements of this project. Untreated sewage (wastewater) may potentially contain disease-producing organisms, such as Hepatitis-B, coliform bacteria, and the HIV virus. The Contractor shall require its personnel to observe proper hygienic precautions. Solvents, gasoline, methane, hydrogen sulfide, and other hazardous materials may accompany untreated sewage and, therefore, could be hazardous to open flame, sparks, or unventilated occupancy. The Contractor shall take measures to verify his personnel observe proper safety precautions when working in these areas.


C. Contractor shall be responsible for making himself familiar with the site conditions. Contractor’s attention is directed to Rule 20 underground improvements scheduled for installation AFTER the release of the bid documents for this contract. Plans for the proposed improvements will be made available to the Contractor by the City.

1.04 BEGINNING AND COMPLETION OF THE WORK

A. In accordance with the provisions of the Contract Documents, the Contractor shall begin the Work on the date specified in the written Notice to Proceed from the City, and shall complete all of the Work included in the Contract within the time specified in said Notice. Time stated for completion shall include final cleanup of the premises.

1.05 CONTRACT METHOD

A. The Work of this Contract is a combination unit price and lump sum contract. The basis for measurement and payment shall be as indicated in the General Provisions and Division 1 of these Specifications.

B. The Contractor shall include the requirements of the General Provisions, Special Provisions,

and Engineer’s Supplementary Conditions, as a part of all of its subcontract agreements.

1.06 ORDER OF THE WORK

A. Contractor’s order and time to complete shall conform to the requirements of the approved Contractor's schedule as submitted under the provisions for "Contractor's Schedules" in Section 01330, “Contractor Submittals.”

B. Order of work shall include, but not be limited to, consideration of constraints as described in

Section 01300 Special Project Constraints.

1.07 WORK BY OTHERS

A. Interference With Work on Utilities: The Contractor shall cooperate fully with all utility forces of the City or forces of other public or private agencies engaged in the relocation, altering, installation or otherwise rearranging of any facilities which interfere with the progress of the Work, and shall schedule the Work so as to minimize interference with said relocation, altering, or other rearranging of facilities.

B. Contractor shall cooperate fully with all other City contractors or forces of other public or

private entities engaged in the installation, relocation, altering, or otherwise rearranging of any facilities which interfere with the progress of the Work, and shall schedule the Work so as to minimize interference with said installation, relocation, altering, or other rearranging of facilities.

1.08 WORK SEQUENCE/NOTIFICATIONS

A. The Contractor shall include all work described in this section in the construction schedule. The sequence and constraints identified in this section shall be followed in the construction of the work. However, alternatives to these sequences and constraints may be submitted by the Contractor for review by the Construction Manager. Multiple headings, might be required to comply with the calendar days provided in the contract documents.

B. First order of work following issuance of the Notice to Proceed (NTP): Prepare and submit time-critical submittals, including: Dewatering; Shoring; Screening for Potentially Contaminated Soil and Groundwater; and liner and manhole rehabilitation materials. Also


attend the pre-construction meeting and coordinate with the City of Rohnert Park, and Sonoma Water for coordination and permitting of the work. Contractor shall allow sufficient time for Engineer’s review and approval of the submittals.

C. Second order of work: Conduct preliminary field work including, but not limited to: potholing;

establishing access points; installing initial dewatering, and screening for potentially contaminated soil and groundwater.

D. Third order of work: Conduct pre-construction CCTV inspection and cleaning, rehabilitate of

sewer pipelines by pressurized cured-in-place pipe (PCIPP) lining, rehabilitation/modification of manholes, post-construction pressure testing, CCTV and pipe cleaning, demolish access points, backfill the area and restore the surface once the work is completely accepted.

E. No geotechnical investigation report has been prepared for the project.

1.09 CONTRACTOR USE OF PROJECT SITE

A. The Contractor's use of the project site shall be limited to its construction operations, including on-site storage of materials, on-site fabrication facilities, and field offices.

B. The Contractor shall remove all equipment and materials from the City of Rohnert Park

rights-of-way outside of normal work hours. Actively used tunneling, sewer bypass and dewatering equipment, and trench plating will be excluded.

C. At no time shall traffic lanes be blocked or closed in Walker Avenue, Stoney Point Road,

within the WWTP, or on the Sonoma Water access roads, unless specifically allowed in writing by the appropriate agency.

D. No driveway access shall be blocked without the written authorization of the affected property

owner.

1.10 CITY USE OF THE PROJECT SITE

A. The City and the Engineer and their authorized representatives shall be allowed access to the project site at all times during the period of construction.

B. Private utility companies and other entities performing construction on the site shall have

access to the project site; Contractor shall coordinate with PG&E, AT&T, Comcast, and others requiring access to the site to complete utility and related project construction if needed.

C. The Contractor’s attention is drawn to the fact that during the course of the work of this Contract, adjacent existing facilities will be used and maintained by Owner personnel, City of Santa Rosa personnel and SCWA personnel. The Contractor shall coordinate its work in such a way as to interfere as little as possible with the routine work of existing facilities except in direct pursuit of the work of this Contract and as favorably reviewed by the Construction Manager. The Contractor shall provide safe access at all times to all existing facilities for operating personnel and equipment.

1.11 PARTIAL UTILIZATION OF THE WORK BY CITY

A. The City may allow partial utilization of the Work upon completion of the various stages. Utilization of the work does not indicate acceptance of any portion of the work. Utilization of the sewer or storm drain is for the convenience of the Contractor.


B. The Contractor shall maintain the sewer main and storm drain until acceptance by the City

Engineer.

1.12 PROJECT MEETINGS

A. Preconstruction Meeting: Prior to the commencement of Work at the site, a Preconstruction meeting will be held at a mutually agreed time and place which shall be attended by the Contractor, its Superintendent, and its subcontractors as appropriate. Other attendees will be: 1. Engineer and the Construction Inspector. 2. Representatives of City. 3. Representatives of Permitees as appropriate. 4. Others as requested by Contractor, or Engineer.

B. Unless previously submitted to the Engineer, the Contractor shall bring to the meeting six copies of each of the following: 1. Draft Construction Schedule. 2. Procurement schedule of major equipment and materials and items requiring long

lead time. 3. Preliminary Schedule of Shop Drawings, Samples, and Product Data Submittals. 4. Schedule of Values (unit price and lump sum price breakdown) for progress payment

purposes. 5. Substitution Requests per Section 01330. 6. Letter of Responsibility designating emergency contacts for the Contractor after

business hours (3 copies). C. At the Preconstruction meeting the City will provide the Contractor with six sets of the

Contract Documents. Additional sets will be available for cost. D. The purpose of the meeting is to designate responsible personnel and establish a working

relationship. Matters requiring coordination will be discussed and procedures for handling such matters established. The agenda may include the following: 1. Contractor's tentative schedules. 2. Update on public outreach. 3. Transmittal, review, and distribution of Contractor's submittals. 4. Processing applications for payment. 5. Maintaining of record documents. 6. Critical work sequencing. 7. Field decisions and Change Orders. 8. Use of project site, office and storage areas, security, housekeeping, and City's

needs. 9. Major equipment deliveries and priorities. 10. Contractor's assignments for safety and first aid. 11. Contact information for Contractor, Superintendent, and off-hour bypass pumping

personnel.

E. The Engineer will preside at the Preconstruction meeting and will arrange for keeping the minutes and distributing the minutes to all persons in attendance.

1.13 PRECONSTRUCTION PHOTOGRAPHS

A. Prior to commencement of any construction activity, the City Inspector will take photographs and/or video of all work areas.

B. The City Inspector will notify the Contractor at least forty-eight (48) hours in advance of the

photography and/or video work so that the Contractor and/or his/her inspector(s) can be present. The Contractor may obtain a duplicate set of photographs and/or video from the City at cost.


C. The Contractor shall also conduct its own photographic and/or video survey prior to commencement of any construction activity. A second purpose for preconstruction documentation is to establish baseline conditions for evaluation of any change in existing conditions in the vicinity of the work zone during construction (i.e., damage to existing hardscape, structures, etc.)

1.14 WEEKLY PROGRESS MEETINGS

A. Weekly progress meetings will be scheduled and held at the City office.

1.15 BYPASSING

A. No Bypassing is required by Contractor for the project. The City of Rohnert Park will operate its upstream pump station and utilize exiting 30-inch HDPE forcemain to bypass flows. If any bypass is needed during the Work, the project will be ceased.

1.16 ENVIRONMENTAL MITIGATION

A. Avoid excavation and fill within areas that exhibit wetland characteristics (refer to areas identified on Figure 1 in Appendix C, Environmental Constraints Analysis Report).

B. Implement the following measures in accordance with the Santa Rosa Plain Conservation

Strategy to reduce potential impacts on California tiger salamander (CTS):

1. Develop and implement an approved erosion and sediment control plan to prevent impacts of construction on habitat outside the work areas.

2. Limit access routes and number and size of staging and work areas to the minimum necessary to achieve the project goals. Clearly mark routes and boundaries of the roadwork prior to initiating construction/grading.

3. Enclose all foods and food-related trash items in sealed trash containers at the end of each day, and remove completely from the site once every three days.

4. No pets shall be allowed anywhere in the project site during construction. 5. Maintain a speed limit of 15 mph on dirt roads. 6. Maintain all equipment such that there will be no leaks of automotive fluids such as gasoline,

oils, or solvents. 7. Store any hazardous materials such as fuels, oils, solvents, etc., in sealable containers in a

designated location that is at least 200 feet from aquatic habitats. All fueling and maintenance of vehicles and other equipment and staging areas shall occur at least 200 feet from any aquatic habitat.

8. Conduct any grading and clearing between April 15 and October 15, of any given year, depending on the level of rainfall and/or site conditions.

9. Revegetate project areas temporarily disturbed by construction activities with native plants. C. The City will hire a USFWS approved biological monitor to conduct a training session for all

construction workers before work begins. The biological monitor will be present on site during excavation activity, and each morning when an open trench is uncovered to check for trapped animals or animals under equipment. The biological monitor will check all excavated steep-walled holes or trenches greater than one foot deep for any CTS. CTS will be removed by the biological monitor and translocated as described in USFWS 2005.

E. The City’s biological monitor will perform the following additional activities:

1. If construction begins between February 1 and August 31, a pre-construction nesting bird (both passerine and raptor) survey of the habitats within 100 feet of all work areas shall be performed within 7 days of ground breaking. If no nesting birds are observed no further


action is required and grading shall occur within one week of the survey to prevent “take” of individual birds that could begin nesting after the survey.

2. If active bird nests (either passerine and/or raptor) are observed during the pre-construction survey, a disturbance-free buffer zone shall be established around the nest tree(s) until the young have fledged, as determined by the qualified biologist. The radius of the required buffer zone can vary depending on the species, (i.e., 75-100 feet for passerines and 200-300 feet for raptors), with the dimensions of any required buffer zones to be determined by a qualified biologist in consultation with CDFW.

3. To delineate the buffer zone around a nesting tree, orange construction fencing shall be placed at the specified radius from the base of the tree within which no machinery or workers shall intrude.

1.17 UNDERGROUND FACILITIES

A. The Contractor shall exercise care in maintaining those pipes and facilities to be abandoned and/or removed which are required for the continuing operation of the existing facilities until such time as they can be abandoned. The Contractor shall exercise extreme caution in working in any area adjacent to existing facilities. It is essential that the existing facilities be maintained in service until the new work is ready for full time operation and is placed in service.

B. No additional compensation shall be provided the Contractor for compliance with the

provisions of this section for the damage and repair of such facilities due to the lack of care, and the Contractor shall be responsible for the direct and indirect costs resulting from the damage and repair of such facilities.

C. If the Contractor determines that existing facilities interfere with the new Work and such

facilities were not shown or were incorrectly shown in the Contract Documents, the Contractor shall notify the Construction Manager.

PART 2 - PRODUCTS Not Used.

PART 3 - EXECUTION Not Used.

END OF SECTION

CITY OF ROHNERT PARK 01270-1 FEBRUARY 2020

THE 2019 INTERCEPTOR OUTFALL MEASUREMENT AND PAYMENT

PHASE 2 PROJECT

SECTION 01270

MEASUREMENT AND PAYMENT

PART 1 - GENERAL

1.01 SCOPE

A. Payment for the various items of the Bid Sheets, as further specified herein, shall include

all compensation to be received by the Contractor for furnishing all tools, equipment,

supplies, and manufactured articles, and for all labor, operations, and incidentals

appurtenant to the items of work being described, as necessary to complete the various

items of work as specified and shown on the Drawings, including all appurtenances

thereto, and including all costs of compliance with the regulations of public agencies

having jurisdiction, including Safety and Health Requirements of the California Division of

Industrial Safety. No separate payment will be made for any item that is not specifically

set forth in the Bid Sheet(s), and all costs therefore shall be included in the prices named

in the Bid Sheet(s) for the various appurtenant items of work.

B. Measurements shall be in accordance with U.S. Standard Measures. A pound is an

avoirdupois pound. A ton is 2,000 pounds avoirdupois. The unit of length is the U.S. foot.

The unit of liquid measure is the U.S. gallon.

1.02 WORK INCLUDED UNDER ALL BID ITEMS

A. For all bid item work, Contractor’s responsibilities shall conform to the provisions of

Section 7 – “Legal Relations and Responsibility” of the Standard Specifications, except as

modified herein, in the Special Provisions, or in the Detailed Project Specifications.

Additionally, Contractor shall ensure each of the following is included as part of the work

under each bid item:

1. The safety of personnel, subcontractor’s personnel, and the public. Safety

measures shall include, but are not limited to, confined space entry, abrasive

blasting, fall protection, electrical safety and warning signs as may be necessary.

Engineer may direct Contractor to erect any safety feature as may be necessary

in his opinion.

2. Make available all work for inspection and/or testing by the Engineer.

3. Clear, prune, and/or remove from the site of work all items that might interfere

with contract work, including landscaping, sidewalks, curbs and gutters, retaining

structures, and AC paving. Also remove existing piping, fittings, valves, boxes

and debris as may be necessary to complete work.

4. Restore all surfaces to their original, existing condition as nearly as possible

including landscaping, sidewalks, street and driveway pavement, and curbs and

gutters. All materials for restoration work shall be furnished by contractor.

5. Protection of all trees and their roots.

6. Proper removal and disposal of existing abandoned utilities or other subsurface

structures as required to complete construction of the work.

7. Proper restraint of existing facilities. Temporary restraints may be necessary to

prevent facilities from being damaged. Damage to existing facilities that occurs

due to improper restraint shall be repaired by Contractor at his own expense

8. Cost of any water used on the project.

9. Disposal of all excess or waste materials.

10. Cleanup and sweeping of the project site.

11. Quality control.



PHASE 2 PROJECT

12. Provide advance notice of road or lane closures.

13. Environmental mitigation measures

14. Noise and sound control.

15. Submittals for the project.

16. As-built drawings. No portion of the work shall be deemed complete unless

reflected on the as-built drawings.

1.03 BID SCHEDULE

A. All pay line items will be paid for at the unit prices named in the Bid Sheet(s) for the

respective items of work. The quantities of work or material stated as unit price items on

the Bid Sheet(s) are supplied only to give an indication of the general scope of the Work.

B. The Bid Amounts for each Bid Item will be used for comparative bid analysis. The Bid

amounts will also form the basis of monthly progress payments. Each Lump Sum bid

amount will undergo further breakdown as described later in this section. Unit prices for

any unit price bid items will be the basis for monthly progress payment determinations

and for any changes related to that Work item. Bid items are not intended to be exclusive

descriptions of work categories and the Contractor shall determine and include in its

pricing all materials, labor, and equipment necessary to complete each Bid Item (work

phase) as shown and specified.

1.04 INCREASE OR DECREASE IN BID ITEMS

A. In the event of an increase or a decrease in the amount of the Engineer’s Estimated

quantities, such increase or decrease shall not be considered an alteration in excess of

the 25 percent of the contract amount of such items under provisions of Section 4-1.05A

of the Standard Specifications and no adjustment of the contract unit price will be made

by reason of such increase or decrease. Work items may be adjusted based on available

funding.

PART 2 - PRODUCTS 2.01 MOBILIZATION AND DEMOBILIZATION (Bid Item No. 1)

A. Measurement for payment for this bid item will be based upon completion of such work as

a lump sum (LS), non-prorateable pay item, and shall require completion of all of the

items listed in Section 11-1.01, Description, of Section 11 Mobilization of the State

Standard Specifications.

B. Payment for “Mobilization / Demobilization” will be made in two (2) equal payments

totaling the lump sum (LS) allowance named in the Bid Schedule under Item No. 1, one at

mobilization and one at demobilization, which price shall constitute full compensation for

all such work. Payment for mobilization will be made in the form of a single, lump sum,

non-prorateable payment, no part of which will be approved for payment under the

Contract until all mobilization items listed herein have been completed as specified. The

scope of the work included under this bid item shall include the obtaining of all bonds,

insurance, and permits; moving onto the project site, inclusive of any staging areas, all

equipment, personnel, and permanent and temporary facilities as required for the proper

performance and completion of the Work. Mobilization shall include but not be limited to

the following principal items:

1. Arrangement with and payment for project staging areas with necessary

responsible parties, inclusive of all necessary site investigation, reporting,

permitting, traffic control, screened fencing, crushed rock surfacing (if required),



PHASE 2 PROJECT

stormwater best management practices, and all other improvements upon the

land and work associated with the establishment and ongoing maintenance of

staging areas.

2. Moving on to the project site of all Contractor's equipment, personnel, and

temporary and permanent facilities required for the project.

3. Provision of Sanitary Facilities in compliance with City’s MS4 permit and in

compliant locations.

4. Submission and approval of detailed submittal (shop drawing) schedule

5. Submission and approval of the Bypass System Plan and Traffic Control Plan

6. Preliminary Progress Schedule per Section 01310

7. Preparation of staging areas and access within private property (ies)

8. Notifications and coordination with the public and private properties

9. Any work, coordination, hardware/software, Internet, and related technical or

process-based activities

10. Obtaining and paying for all required bonds, insurance, and permits and licenses

including Storm Water Pollution Prevention Plan if needed

11. Posting all OSHA required notices and establishment of safety programs.

12. Conducting a pre-construction photographic survey of all work areas.

Payment for demobilization shall occur when all required items per the contract are

fulfilled, including the submittal and acceptance of Contractor’s record drawings, and the

site is free of equipment, spare materials, temporary facilities, and is clean.

Note: Contractor is advised that no payment for the “Mobilization” bid item will be made

unless the construction schedule have been submitted and accepted by the Engineer.

C. In addition to the requirements specified above, all submittals shall conform to the

applicable requirements of Section 01330, "Contractor Submittals."

D. Maximum limit for Mobilization is 3% (three percent) of the Total Bid Price.

E. Maximum limit for Demobilization is 3% (three percent) of the Total Bid Price.

F. No payment for any of the listed mobilization and demobilization work items will be made

until all of the listed items have been completed, as specified, to the satisfaction of the

Engineer.

G. The aforementioned amount will be retained by the City as the agreed, estimated value of

completing all of the mobilization items listed. Any such retention of money for failure to

complete all such mobilization items as a lump-sum item shall be in addition to the

retention of any payments due to the Contractor as specified in Section 9 of the General

Provisions.

2.02 REPLACING EXISTING FENCE (Bid Item No. 2)

A. Measurement for payment for this bid item will be based upon, but not limited to, the

completion of all planning, notifications, security, design, engineering, coordination with

the City and public, permits and permit fees, plant, labor, materials, tools, required for

removing existing fences and re-installing them in-kind at all areas required during

construction and to return conditions to pre-project condition.

B. Payment for replacing existing fence will be made at the lump sum (LS) price, which price

shall constitute full compensation for the completion of all such work as required per the



PHASE 2 PROJECT

Contract Documents, as specified in the Standard Specifications and these special

provisions, and no additional allowances will be made therefor.

2.03 PRE-REHABILITATION CLOSED-CIRCUIT TELEVISION (CCTV) INSPECTION AND PIPE

CLEANING (Bid Item No. 3)

A. Measurement for payment for this bid item will be based upon, but not limited to,

furnishing and installing all plant, labor, materials, tools and equipment involved to the

completion of work prior to any cured-in-place pipe lining required by the Contract

Documents and specified herein. Work shall include pre-construction measurement of the

existing 24-inch pipeline and any test cleaning activities, disposal of materials; restoring

existing facilities damaged by the construction; closing or removing of abandoned

pipelines and structures; abatement and handling of asbestos cement pipe if required;

control of ground and surface waters; surface restoration; final cleanup, and all other work

necessary, complete and in place as required per the Contract Documents.

B. Payment for pre-rehabilitation closed-circuit television (CCTV) inspection and pipe

cleaning will be made at the linear foot complete in place (LF) price, which price shall

constitute full compensation of all such work as required per the Contract Documents, as

specified in the Standard Specifications and these special provisions, and no additional

allowances will be made therefor.

2.04 PRESSURIZED CIPP REHABILITATION OF 24-inch FORCEMAIN (Bid Item No. 4)


furnishing and installing all plant, labor, materials, tools and equipment and doing all the

work involved to install 24-inch Pressurized CIPP lining as identified on the plans , but not

be limited to, disposal of materials; lining installation, restoring existing facilities damaged

by the construction; reinstatement of (re-opening) all lateral connections; pipe sealing at

manholes; all repairs and/or replacements due to damaged or incorrect liner installation,

independent third party laboratory testing, usage and disposal of construction water,

closing or removing of abandoned pipelines and structures, if required; control of ground

and surface waters; surface restoration; final cleanup, warranties and all other work


B. Payment for pressurized CIPP rehabilitation of 24-inch forcemain will be made at the

linear foot complete in place (LF) price, which price shall constitute full compensation of

all such work as required per the Contract Documents, as specified in the Standard

Specifications and these special provisions, and no additional allowances will be made

therefor.

2.05 MODIFICATION AND REHABILITATION OF SEWER MANHOLE (Bid Item No. 5)


furnishing and installing all plant, labor, materials, tools and equipment and doing all work

involved to install the rehabilitation lining system, complete and in place for all manholes,

as identified herein. Additionally, the unit price shall include, but not be limited to

dewatering the existing manhole, cleaning, any additional repair work as shown on plans,

restoring existing facilities damaged by the construction; control of ground and surface

waters; reinstatement of (re-opening) all lateral connections, surface preparation and

repair on all vertical and horizontal surfaces, and furnishing and installing epoxy lining

system as described herein, third party inspection, testing and surface restoration,

cleanup, and all other work necessary, complete and in place.



PHASE 2 PROJECT

B. Payment for modification and rehabilitation of sanitary sewer manhole will be made at the

unit bid price per each (EA), which price shall constitute full compensation of all such

work as required per the Contract Documents, as specified in the Standard Specifications

and these special provisions, and no additional allowances will be made therefor.

2.06 TEMPORARY ACCESS POINTS (Bid Item No. 6)



completion of work including, but not be limited to: dewatering, shoring and trench safety,

pothole activities as required for positively locating the pipe, initial, interim, and final

cutting; excavation and disposal of materials including roads, soils, and materials other

than existing materials within the excavation; trench bedding (below pipe invert); pipe;

joints, spools, couplings, FCAs with joint restraints, seals, retainers and other fittings as

required; embedment material; tunneling above or below existing utilities; supporting

exposed utilities and pipes; repair or replacement of exposed existing utilities; abatement

and handling of asbestos cement pipe; backfill material; bedding and trench backfill for

existing utilities outside of project trench limits; compaction; settlement monitoring;

cleaning; all testing; steel plating if needed; temporary erosion control; control of grades;

protection of trees and roots; surface restoration; final cleanup, and all other work


B. Payment for temporary access points will be made at made at the unit bid price per each

(EA), which price shall constitute full compensation of all such work as required per the

Contract Documents, as specified in the Standard Specifications and these special

provisions, and no additional allowances will be made therefor. Pothole numbers or

depths might vary and no additional compensation will be made for several potholes or

deep potholes at each access point.

2.07 POST-REHABILITATION CLOSED-CIRCUIT TELEVISION (CCTV) INSPECTION AND PIPE

CLEANING (Bid Item No. 7)



completion of work following cured-in-place pipe lining and prior to acceptance of the

work required by the Contract Documents and specified herein. Work shall include pre-

construction measurement of the existing 24-inch forcemain and any test, cleaning

activities, disposal of materials; restoring existing facilities damaged by the construction;

closing or removing of abandoned pipelines and structures, if required; control of ground

and surface waters; surface restoration; final cleanup, and all other work necessary,

complete and in place as required per the Contract Documents.

B. Payment for post-rehabilitation closed-circuit television (CCTV) inspection and pipe

cleaning will be made at the linear foot complete in place (LF) price, which price shall

constitute full compensation of all such work as required per the Contract Documents, as

specified in the Standard Specifications and these special provisions, and no additional

allowances will be made therefor.

PART 3 - EXECUTION

Not Used.

END OF SECTION



PHASE 2 PROJECT



THE 2019 INTERCEPTOR OUTFALL SPECIAL PROJECT CONSTRAINTS

PHASE 2 PROJECT

SECTION 01300

SPECIAL PROJECT CONSTRAINTS

PART 1 - GENERAL

1.01 SCHEDULING

A. The Contractor shall locate and make himself familiar with existing underground utilities.

The Contractor shall maintain a minimum cover of 18-inches from subgrade to all existing

utilities. Any locations that do not meet this requirement shall immediately be brought to

the attention of the Engineer. Adherence with this clause and protection of existing

facilities shall be the responsibility of the Contractor.

B. Provide the City with at least ten working days advanced written request prior to taking out

of service any existing utility pipeline/service/lateral or tie-in to an active utility

pipeline/service/lateral. Coordinate with the City for the best time and day to make

shutdowns. Water main shutdowns shall be limited to eight (8) hours unless otherwise

authorized by the City’s representative.

C. In the event a staging area is necessary, the Contractor shall submit a construction

staging area plan for City approval for all staging areas proposed for use with the project.

Any Staging Area’s not located on City owned property shall require prior written approval

by the Private Land Owner. Private Land Owner’s written approval shall be submitted to

the City for verification in advance of any Material and or Equipment staging.

D. Work for the project during special events shall be coordinated with the City.

E. Bypassing, discharge or spillage of wastewater to surface waters or drainage courses is

prohibited. In the event of accidental bypassing is caused by the Contractor's operations,

the City shall immediately be entitled to employ others to stop the bypassing, and any

costs or fines incurred therefore will be deducted from the Contractor's construction

progress payment.

1.02 ARRANGEMENTS FOR TEMPORARY CONSTRUCTION FACILITIES

A. The Contractor shall be responsible for the allocation of space for temporary field offices

and structures furnished by itself or its subcontractors; monitoring the use of temporary

utilities; verification that adequate services are available to comply with requirements for

Work and climatic conditions; and the administration of traffic and parking controls. All

such work shall be in strict conformance with the applicable requirements specified in

Sections 01510, “Temporary Utilities and Facilities”, and elsewhere in this Division 1.

1.03 NIGHT WORK

A. Night work is anticipated for PCIPP installation and curing. Night work shall be conducted

such that the project can be properly inspected. Adequate light must be provided for

proper construction, inspection, and for the safety of the workers. Night work shall be

scheduled and coordinated with the City a minimum of five (5) working days in advance of

the work.


THE 2019 INTERCEPTOR OUTFALL SPECIAL PROJECT CONSTRAINTS

PHASE 2 PROJECT

1.04 CONTRACTOR’S WORK SCHEDULE

A. General. Unless arrangements are made in advance with the City for overtime or holiday

work, the Contractor shall conform to the work hours and work days listed below.

B. Work Hours. No work shall commence before 8:00 A.M. and all the work shall be

completed no later than 6:00 P.M.

C. Work Days. No work shall be allowed on Saturdays, Sundays or the following holidays:

1. January 1st, known as New Year’s Day.

2. The third Monday in January, known as Martin Luther King Jr. Day.

3. The Friday before the third Monday in February.

4. The third Monday in February, known as Presidents’ Day.

5. The last Monday in May, known as Memorial Day.

6. July 4th, known as Independence Day.

7. The first Monday in September, known as Labor Day.

8. September 9, known as Admission’s Day.

9. The second Monday in October, known as Columbus Day.

10. November 11, known as Veteran’s Day.

11. The fourth Thursday in November, known as Thanksgiving Day.

12. The day after Thanksgiving.

13. December 24th, known as Christmas Eve, beginning at 12:00 pm.

14. December 25th, known as Christmas Day.

When a holiday falls on a Sunday, no work shall take place on the following Monday.

When a holiday falls on a Saturday, no work shall take place on the preceding Friday.

When New Year’s Day falls on a Saturday, no work shall take place on the following

Monday.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

END OF SECTION


THE 2019 INTERCEPTOR OUTFALL COORDINATION

PHASE 2 PROJECT

SECTION 01310

COORDINATION

PART 1 - GENERAL

1.01 SUMMARY

A. The Contractor shall be responsible for the coordination of all work and the coordination

of the work of all subcontractors. The Contractor shall not delegate coordination to any

subcontractor. Coordination, as referred to herein, shall include the establishment of on-

site lines of authority and communication and assistance in scheduling of and attendance

of progress meetings between the Engineer or the City and the Contractor and its

subcontractors. The Contractor's onsite supervisory person shall be present and

represent the General Contractor whenever a meeting is held that involves any interface

between the City or Engineer and any subcontractors or suppliers.

B. Related Sections

1. Section 01110 – Summary of Work

2. Section 01300 – Special Project Constraints

3. Section 01330 – Contractor Submittals

4. Section 01510 – Temporary Utilities and Facilities

5. Section 01555 – Temporary Controls

1.02 GENERAL COORDINATION

A. All Work covered in the Contract Documents shall be coordinated as a part of the

Contractor's obligations under the Contract. The Contractor shall coordinate his/her

operations with the City and others working in the immediate area.

B. The Contractor shall assure timely fabrication of work, erection of work, and completion of

closeout items and the timely preparation of shop drawings and other submittals in

conformance with the approved construction schedule.

C. The Contractor shall coordinate the efforts of all individuals and subcontractors in the

execution of the Work, including work by others as specified in Section 01110, "Summary

of Work."

D. The Contractor shall resolve differences or disputes between subcontractors concerning

coordination, interferences, or extent of work between Sections. The Contractor's

decisions, if consistent with the Contract Document requirements, shall be final.

E. The Contractor shall conduct his/her operations so that the existing sewer facilities, as

well as all other utilities, are kept in continuous operation throughout the execution of this

contract. The Contractor, therefore, shall schedule and conduct their work so as to

minimize interference with the operation and maintenance of these facilities. Methods,

schedules and sequences of construction which prevent or jeopardize the City’s

compliance with Clean Water Standards or the NPDES Permit are not acceptable.

F. When modification, addition or connection to existing pipelines, structures, systems,

circuits or equipment is required, the Contractor shall schedule such activities with the

Engineer. The Contractor shall notify the Engineer, in writing, one (1) week in advance of

the time when construction operations will require connection to, or modification of, in-



PHASE 2 PROJECT

service portions of the existing facility. No pipeline system, structure, circuit or individual

unit shall be cut, modified, dewatered or removed from the facility unless authorized by

the Engineer.

G. In the event that the Contractor accidentally damages operating pipes or utilities, they

shall immediately affect the necessary repairs. The Contractor shall maintain an inventory

of repair clamps and materials for small pipelines, including temporary pumps, bypass

pipelines, electrical conductors or other facilities necessary to maintain operation of

sewerage facilities while the repairs are being made. The Contractor shall provide

telephone numbers of standby personnel who will respond during non-working hours to

repair facilities which interrupt normal operations.

H. If the Contractor fails to respond to a request by the Engineer, the City reserves the right

to affect the repair with its own forces or by another contractor. The cost for repairs

performed by others will be deducted from the payment due the Contractor.

I. In addition to notifying the Engineer (Section 1.02 F), the Contractor shall notify affected

property owners and residents in writing minimum of 48-hours in advance prior to any

planned temporary shutdown of utility services.

J. The Contractor shall notify Owner at least 72 hours before start of construction.

K. The Contractor shall submit written details and reasons for proposed deviations from

Contract Documents. Do not deviate from contract documents until written authorization is

received.

L. If the Contractor fails to comply with a request of Owner, or is unable to comply with a

request, and it is necessary for Owner's forces to do Work that is Contractor's

responsibility, Owner will bill Contractor for actual expenses. Each incident requiring work

by Owner's forces will be covered by a separate billing.

M. The Contractor shall coordinate with City Traffic Engineer as required, to perform all

portions of the Work.

N. The Contractor shall coordinate construction with property owners neighboring project

limits.

1.03 SPECIAL COORDINATION

A. Drawings showing the location of equipment, piping, and various appurtenances, are

diagrammatic only. Although every effort has been made to provide adequate routing and

placement, actual job conditions may not permit their locations in the field where indicated

on the drawings. Whenever this condition is encountered by the Contractor, he or she

shall notify the Engineer immediately to obtain the Engineer's determination of any

necessary relocation. Minor adjustments in locations or rerouting due to ill-timed or

improper sequence of trades shall be the responsibility of the Contractor and shall be

performed at no additional cost to the City.

B. The Contractor shall provide advance notification to the Engineer of specific tasks, tests

and inspections specified. Failure to provide such advance notification may be cause for

rejection of the Work.

C. Wherever prefabricated items are to be incorporated into the Work, the Contractor shall

use templates and shall set fasteners accurately to the templates. The Contractor shall



PHASE 2 PROJECT

verify all dimensions to assure that all components will fit together properly. Particular

care shall be exercised to assure workability, access, symmetry, and alignment of

components. Whenever the Contractor is in doubt of the intended effect of the Contract

Documents, a request for information or clarification shall be tendered in writing to the

Engineer prior to layout of project elements.

D. The Contractor shall obtain service requirements from public utilities for water, sewer,

gas, power, telephone, telemetering and other utility requirements. Work needed to

connect to public utilities shall comply with utility service requirements. Pay service

charges of utilities, including charges for trenching, piping, conduit, cables, boxes,

metering, grounding and backfill.

E. Electrical utility companies may maintain energized aerial electrical power lines in

immediate vicinity of Work. Do not consider these lines to be insulated. Construction

personnel working near these lines are exposed to an extreme hazard from electrical

shock. The Contractors, their employees and construction personnel working on this

project must be warned of the danger and instructed to take adequate protective

measures, including maintaining a minimum of 10 feet clearance between lines and

construction equipment and personnel. (See OSHA Std. 1926.550(A)15). As an additional

safety precaution, call electrical utility company to arrange, if possible, to have these lines

de-energized or relocated when Work reaches their immediate vicinity. Cost of such

temporary arrangements shall be borne by The Contractor.

1.04 COORDINATION OF SUBCONTRACTOR RESPONSIBILITIES

A. The Contractor shall be responsible for coordination of the work of each of its

subcontractors and suppliers. Special attention is directed to the following obligations of

the Contractor:

1. Verify that subcontractors have obtained permits for inspections.

2. Review all subcontractor shop drawings, product data, and sample submittals for

compliance with Contract Documents prior to submittal to Engineer for general

review for compliance with design intent.

3. Maintain onsite documentation and keep current record drawing set at Project

site.

4. Verify that specified cleaning is done during progress of Work and at completion

of each subcontract.

1.05 PERMITS

A. Obtain, pay for, and comply with required permits, licenses, work permits and

authorizations from appropriate agencies, including the following:

1. Licenses

a. Before submitting bids, Contractors shall be licensed in accordance with

provisions of Chapter 9, Division 3, of the Business and professions

Code of the State of California.

b. Sonoma Water revocable license as presented in Appendix A

2. State, county and federal permits

a. Excavation and Dirt Moving Permit from Cal OSHA

b. Safety Permit from California Division of Industrial Safety

c. NPDES Discharge Permit

d. Regional Water Quality Control Board (RWQCB) – Storm Water Pollution

Prevention Plan

e. Sonoma County Encroachment Permit



PHASE 2 PROJECT

1.06 UNIT PRICE

A. Payment for obtaining and complying with permits during construction, including NPDES

permits, building permits, encroachment permits, excavation permits, drilling permits,

disposal permits, temporary easements, licenses, inspection fees, and Federal, State and

local taxes will be included in prices bid for Work for which such costs are appurtenant.

B. Payment for coordinating with agencies, events and persons described will be included in

prices bid for Work to which coordination is appurtenant.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

END OF SECTION

CITY OF ROHNERT PARK 01330-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL CONTRACTOR SUBMITTAL PHASE 2 PROJECT

SECTION 01330

CONTRACTOR SUBMITTALS

PART 1 - GENERAL

1.01 SUMMARY

A. This section describes general requirements for submittals for the Work.

B. Related Sections 1. Section 01110 – Summary of Work 2. Section 01310 – Coordination 3. Section 01555 – Temporary Controls 4. Section 01750 – Project Record Documents 5. Section 01770 – Project Closeout 6. Section 01787 – Product Warranties 7. Section 02533 – Pressurized Cured-in-Place Pipe (PCIPP) Lining 8. Section 02761 – CCTV Inspection of Existing and Rehabilitated Sewers 9. Section 02959 – Manhole Rehabilitation 10. Section 03350 – Cast-in-place Concrete

1.02 PROCEDURES

A. Submit at Contractor’s expense, in one electronic format (pdf), Schedule of Shop Drawing and Sample Submittals, Safety Plans, Progress Schedules, Product Data, Shop Drawings, Samples, Substitution Requests, Dewatering Plan, Shoring Plan, Traffic Control Plans, Construction Staging Area Plan, Storm Water Pollution Prevention Plan (SWPPP), Quality Control Data, and Project Record Documents, and all other submittals required by the Contract Documents. Submit these submittals to Engineer for review and approval. For submittals which are required to be submitted as a hard copy, the Contractor shall submit to the Construction Manager one (1) hard copy and one electronic copy (pdf) of the submittal unless other provisions of the Contract Document stipulate a different quantity.

B. Use a submittal transmittal form, in duplicate, containing:

1. Date, and revision date and submittal log number. 2. Project title. 3. Contractor’s name and address and job number. 4. Specification Section clearly identified. 5. The quantity of each Shop Drawing, Product Data, and Samples submitted. 6. Notification of deviations from Contract Documents. 7. Materials safety data sheet (MSDS) for each item complying with OSHA’s Hazard

Communication Standard 29 CFR 1910.1200. 8. Other pertinent data.

C. Where manufacturer’s standard drawings or data sheets are used, they shall be marked

clearly to show those portions of the data that are applicable to this project. Submittals shall be submitted based on each technical specification section. Submittals containing information about more than one specification section will be returned for resubmittal. Submittals shall include all information requested by each specification section. (No partial submittals.) Incomplete submittals will be returned not reviewed by Engineer. Provide a log number and reference to Specifications Section and/or Plan sheets and details, for each submittal for ease of identification of submittal. Submittal shall include: 1. Date and revision dates. 2. Revisions, if any, identified.


3. Project Title and number. 4. The names of: Engineer, Contractor, Subcontractor, Supplier, Manufacturer, and

separate detailer, when pertinent. 5. Identification of product material by location within the Project. 6. Relation to adjacent structure or materials. 7. Field dimensions, clearly identified as such. 8. Specification Section number and applicable detail reference numbers on the

drawings. 9. Applicable standards, such as ASTM, ANSI, FS, NEMA, SMACNA or ACI. 10. A blank space, on each Drawing or data sheet, 5” x 4” for the Engineer’s stamp. 11. Identification of deviations from Contract Documents. 12. Contractor’s stamp, initialed or signed, with language certifying the review of

submittals, verification of field measurements, construction criteria and technical standards in compliance with Contract Documents.

D. The data shown on the Shop Drawings shall be complete with respect to quantities,

dimensions, specified performance and design criteria, materials and similar data to show Engineer the materials and equipment Contractor proposes to provide and to enable Engineer to review the information for the limited purposes specified below. Samples shall be identified clearly as to material, supplier, pertinent data such as catalog numbers and the use for which it is intended and otherwise as Engineer may require to enable Engineer to review the submittal. The number of each Sample to be submitted will be as specified in the Specifications.

E. Substitutions:

1. Substitution for those equipment, procedures, materials and/or products specified shall only be permitted when the proposed unnamed “equal” product or material to be furnished is both equal in quality and utility and after the Contractor has complied with the following provisions: a. All substitutions shall be reviewed by the City; b. The City must approve such substitution in writing prior to its incorporation

into the work; c. Unless otherwise authorized in writing by the City, the Contractor shall, prior

to award and placing any purchase orders, and at least thirty (30) calendar days before it requires approval of any such alternative item, submit to the City sufficient data, drawings, samples, literature or other detailed information as will demonstrate to the City that the proposed substitute is equal in quality and utility to the equipment, materials, procedures and/or products specified.

2. Within thirty (30) calendar days following receipt of all requested information from the Contractor, the City will determine whether the proposed alternative is equal in quality and utility and meets the requirements of the Contract and will inform the Contractor in writing of such determination. The burden of substantiating the quality and utility of alternatives shall be upon the Contractor, and the Contractor shall furnish all necessary information requested and required by the City. The City will be the sole judge as to the quality and utility of alternative equipment, materials and/or products, and the City’s decision shall be final. An acceptance by the City of a substitution shall not relieve the Contractor from complying with the requirements of the Project Drawings and Specifications. Acceptance by the City shall not relieve the Contractor from full responsibility for the efficiency, sufficiency and quality and performance of the substitute equipment, materials, procedures and/or products, in the same manner and degree as the equipment, materials, procedures and/or products specified by name.

3. Failure of the Contractor to submit proposed substitutions for review in the manner described above and within the time prescribed shall be sufficient cause for rejection by the City of any other proposed substitutions.


4. In determining whether a proposed product is equal in quality and utility, the City is not restricted to such basic issues as performance and durability, but may consider any other issues that the City, in the discretion of the City, deems appropriate. Said issues may, but are not required to include, nor are they limited to, such additional factors as comparable performance, reliability, efficiency or operation, ease of operation, adaptability, ease of maintenance, capital costs, life-cycle costs, operational characteristics, costs of training personnel, maintenance history, warranties, problems created by the resulting overall warranty system, availability of qualified service, availability of parts, the history of any supplier, and compatibility with existing facilities.

5. No one factor or group of factors, including such issues as savings on capital costs, shall be determinative of whether the proposed product or material is equal in quality and utility. The decision of the City shall be based on those factors deemed by the City to be relevant and any data, drawings, samples, literature or other detailed information furnished by the Contractor with respect to the proposed substitution.

6. Each decision as to whether a product or material is equal in quality and utility shall be made by the City on a case-by-case basis.

7. The Contractor shall be responsible for any and all costs, including consultant costs, incurred by the City with respect to the proposed substitution that exceed the costs inherent in the normal and reasonable review of drawings and other standard data, information and documents concerning any proposed substitution. The Contractor shall be responsible for this cost, regardless of whether or not the substitution is approved by the City.

F. Submittal coordination and verification is the responsibility of Contractor; this responsibility

shall not be delegated in whole or in part to subcontractors or suppliers. Before submitting each Shop Drawing or Sample, Contractor shall have reviewed and coordinated each Shop Drawing or Sample with other Shop Drawings and Samples and with the requirements of the Work and the Contract Documents, and shall have determined and verified: 1. All field measurements, quantities, dimensions, specified performance criteria,

installation requirements, materials, catalog numbers and similar information with respect thereto;

2. All materials with respect to intended use, fabrication, shipping, handling, storage, assembly and installation pertaining to the performance of the Work; and

3. All information relative to Contractor’s sole responsibilities and of means, methods, techniques, sequences and procedures of construction and safety precautions and programs incident thereto.

G. Contractor’s submission to City or to Engineer of a Shop Drawing or Sample submittal will

constitute Contractor’s representation that it has satisfied its obligations under the Contract Documents, and as set forth immediately above, with respect to Contractor’s review and approval of that submittal.

H. Designation of work “by others”, if shown in submittals, shall mean that work will be

responsibility of Contractor rather than subcontractor or supplier who has prepared submittals.

I. The Contractor shall sign a statement with each submittal, certifying that the submittal has

been checked by the Contractor and is in conformance with the Specifications. Any submittal received without this certification shall be returned AMEND AND RESUBMIT and count as one submittal under R.5.a of this specification section.

J. After review by City or Engineer of each of Contractor’s submittals, one set of review

comments in electronic format (pdf) will be returned to Contractor with actions defined as follows: 1. NO EXCEPTIONS TAKEN – A formal revision and resubmission of said submittal


will not be required. Accepted subject to its compatibility with future submittals and additional partial submittals for portions of the work not covered in this submittal does not constitute approval or deletion of specified or required items not shown on the submittal.

2. MAKE CORRECTIONS NOTED (NO RESUBMISSIONS REQUIRED) - Same as 1 above, except that minor corrections as noted shall be made by Contractor.

3. AMEND AND RESUBMIT - Rejected because of major inconsistencies or errors that shall be resolved or corrected by Contractor prior to subsequent review by Engineer.

K. Contractor shall make a complete and acceptable submittal at least by second submission.

City reserves the right to deduct monies from payments due Contractor to cover additional costs of review beyond the second submission. Illegible submittals will be rejected and returned to Contractor for resubmission. Contractor shall be in breach of the Contract if it, following a submittal which City determines falls within category 3 above, Contractor’s first resubmittal does not fall within categories 1 or 2 above.

L. Favorable review will not constitute acceptance by City or Engineer of any responsibility for

the accuracy, coordination and completeness of the submittals. Accuracy, coordination, and completeness of Submittals shall be the sole responsibility of Contractor, including responsibility to back-check comments, corrections, and modifications from City or Engineer’s review before fabrication. Contractor, subcontractors, or suppliers may prepare submittals, but Contractor shall ascertain that submittals meet requirements of Contract Documents, while conforming to structural space and access conditions at point of installation. Engineer’s review will be only to determine if the items covered by the submittals will, after installation or incorporation in the Work, conform to the information given in the Contract Documents and be compatible with the design concept of the completed Project as indicated by the Contract Documents. Favorable review of submittal, method of work, or information regarding materials and equipment Contractor proposes to furnish shall not relieve Contractor of responsibility for errors therein and shall not be regarded as assumption of risks or liability by City or Engineer, or any officer or employee thereof, and Contractor shall have no claim under Contract on account of failure or partial failure or inefficiency or insufficiency of any plan or method of work or material and equipment so accepted. Favorable review shall be considered to mean merely that City and/or Engineer has no objection to Contractor using, upon his own full responsibility, plan or method of work proposed, or furnishing materials and equipment proposed.

M. City and/or Engineer’s review will not extend the means, methods, techniques, sequences or

procedures of construction or to safety precautions or programs incident thereto. The review and approval of a separate item as such will not indicate approval of the assembly in which the item functions.

N. Submit complete initial submittal for those items where required by individual specification

Sections. Complete submittal shall contain sufficient data to demonstrate that items comply with Specifications, shall meet minimum requirements for submissions cited in technical specifications, shall include motor data and seismic anchorage certifications, where required, and shall include necessary revisions required for equipment other than first named. If Contractor submits incomplete initial submittal, when complete submittal is required, submittal may be returned to Contractor without review.

O. It shall be Contractor’s responsibility to copy, conform and distribute reviewed submittals in

sufficient numbers for Contractor’s files, subcontractors and vendors. P. After City and/or Engineer’s review of submittal, revise as noted and resubmit as required.

Identify changes made since previous submittal. 1. Begin no fabrication or work that requires submittals until return of submittals not

requiring resubmittal.


2. Normally, submittals will be processed and returned to Contractor within five (5) working days of receipt.

Q. Distribute copies of reviewed submittals to concerned persons. Instruct recipients to promptly

report any inability to comply with provisions. R. All shop drawings and submittals shall be number identified by Contractor, prior to

submission to Engineer, in accordance with the following: 1. Contractor shall sequentially number each submittal (i.e., “1”, “2”, “3”, etc.) as the

basis for number identification of all shop drawings and submittals. 2. Affix the submittal number under which each submittal is made on every copy of

each shop drawing, product data, sample, certification, O & M manual, etc. 3. If the submittal is a resubmittal (including without limitation after an initial submittal is

rejected, returned not reviewed or marked revise as noted and resubmit), add the suffix designation “A” (i.e., a resubmittal of submittal 1 would be numbered 1A). Subsequent resubmittals would be identified by the submittal number and sequential letters (i.e., “B”, “C”, “D”, etc.).

4. All submittals shall include all information requested by each specification section. No partial submittals will be accepted unless previously authorized by Engineer. In the event a partial submittal is authorized, each subsequent different submittal (as opposed to resubmittal) is given a new number.

5. Number of resubmissions: a. One reexamination of Contractor’s submittals that have been returned for

correction or replacement will be included in Engineer’s scope. Any additional reexamination of Contractor’s submittals will be considered additional scope services to be paid by Contractor through City. Engineer shall be paid hourly at 3.0 times direct payroll expenses and charge consultant’s time at 1.25 times the amount billed Engineer.

1.03 SCHEDULE OF SHOP DRAWING AND SAMPLE SUBMITTALS

A. Submit preliminary Schedule of Shop Drawing, Samples, and Product Data Submittals as required, no later than five (5) working days following receipt of Notice to Proceed from City.

B. Schedule of Shop Drawing, Samples, and Product Data Submittals will be used by City and

Engineer to schedule their activities relating to review of submittals. Schedule of submittals shall indicate a spreading out of submittals and early submittals of long lead-time items and of items that require extensive review.

C. Schedule of Shop Drawing, Samples, and Product Data Submittals shall be reviewed by City

and shall be revised and resubmitted until accepted by City. D. Unless otherwise specified, make submittals in groups containing all associated items to

assure that information is available for checking each item when it is received. Identify on the submittal which submittals should be reviewed together.

E. The Contractor agrees that shop drawing submittals processed by the City are not Change

Orders; that the purpose of shop drawing submittals by the Contractor is to demonstrate to the City that they understand the design concept, that the Contractor demonstrates their understanding by indicating which equipment, procedure and material they intend to furnish and install and by detailing the proposed fabrication and installation methods. The Contractor further agrees that if deviations, discrepancies or conflicts between shop drawing submittals and the Contract Documents in the form of design drawings and specifications are discovered either prior to or after shop drawing submittals are processed by the City, the design drawings and specifications shall control and shall be followed.


1.04 DELAY OF SUBMITTALS

A. Delay of submittals by Contractor is considered avoidable delay. Liquidated damages incurred because of late submittals will be assessed to Contractor.

B. The City may periodically inspect the record drawings at the site. The proper and current

maintenance of the information required on these drawings shall be a condition precedent to approval of requisitions for periodic payment.

1.05 RECORD DRAWINGS

A. General: The Contractor shall keep and maintain, at the job site, one record set of Contract Drawings. On these, it shall mark all project conditions, locations, configurations, and any other changes or deviations which may vary from the details represented on the original Contract Drawings, including buried or concealed construction and utility features which are revealed during the course of construction.

B. Special attention shall be given to recording the horizontal and vertical location of all buried

utilities that differ from the locations indicated, or which were not indicated on the Contract Drawings. Said record drawings shall be supplemented by any detailed sketches as necessary or directed to indicate, fully, the Work as actually constructed.

C. These master record drawings of the Contractor’s representation of “as-built” conditions,

including all revisions made necessary by addenda, change orders, and the like shall be maintained up-to-date during the progress of the Work.

D. In the case of those drawings which depict the detail requirement for equipment to be

assembled in the factory, the record drawings shall be updated by indicating those portions which are superseded by change order drawings or final shop drawings, and by including appropriate reference information describing the change orders by number and the shop drawings by manufacturer, drawing, and revision numbers.

E. Record drawings prepared by the Contractor shall be accessible to the Engineer at all times

during the construction period and shall be delivered to the Engineer upon completion of the work.

F. Effect on Progress Payments: Requests for partial payments will not be approved if the

record drawings are not kept current. All such Record Drawings will be inspected by the City each month, showing all variations between the Work as actually constructed and as originally shown on the Contract Drawings or other Contract Documents, and the City will not process monthly payment requests until such drawings are made current each month.

G. Final Record Drawings: Upon substantial completion of the Work and prior to final

acceptance by the City, the Contractor shall complete and deliver one “blueline” set with legible red-line changes dated and signed by the Contractor to the City for approval. The redline changes shall conform to the construction records of the Contractor. This information will be assumed to be reliable, and the Engineering will not be responsible for the accuracy of such information, nor for any errors or omissions which may appear on the Record Drawings as a result.

H. Effect on Final Payment: Final payment will not be approved until the Contractor-prepared

“blueline” Record Drawings have been delivered to the City. Said up-to-date, Record Drawings will be one set of prints with carefully plotted and legible information overlaid in red pencil.


PART 2 - PRODUCTS (Not Used)

PART 3 - EXECUTION (Not Used)

END OF SECTION



CITY OF ROHNERT PARK 01345-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL REQUEST FOR INFORMATION PHASE 2 PROJECT AND CLARIFICATION

SECTION 01345

REQUESTS FOR INFORMATION AND CLARIFICATIONS

PART 1 - GENERAL

1.01 SUMMARY

A. Should the Contractor discover conflicts, omissions, or errors in the Contract Documents, or have any questions concerning interpretation or clarification of the Contract Documents, or if it appears to the Contractor that work to be done or any matter relative thereto are not sufficiently detailed or explained in the Contract Documents, then, before proceeding with the work effected, the Contractor shall immediately notify the Construction Manager in writing and request interpretation, clarification, or additional detailed instructions concerning the work. The Contractor shall ask for any clarification or request for information immediately upon discovery and prior to the start of the effected work. Contractor shall be responsible for its costs to implement and administer RFI’s throughout the Contract duration. Regardless of the number of RFI’s submitted, Contractor will not be entitled to additional compensation.

A RFI is not to be used for request for materials/equipment substitutions or value engineering/cost reduction incentive proposals.

1.02 PROCEDURES

A. Contractor’s review

Before submitting each RFI, the Contractor shall carefully review the following for relevant information:

1. All field measurements, quantities, dimensions, specified performance criteria, installation requirements, materials, catalog numbers, and similar information with respect thereto.

2. All materials with respect to intended use, fabrication, shipping, handling, storage, assembly, and installation pertaining to the performance of the Work.

3. All information relative to means, methods, techniques, sequences, and procedures of construction and safety precautions and programs incident thereto.

4. The coordination of each Shop Drawing or Sample with other Shop Drawings and Samples and with the requirements of the Work and the Contract Documents.

5. The Contract Documents. 6. The Project correspondence and documentation.

B. Submittal requests

1. The Contractor shall submit all requests for clarification and/or additional information in writing through the Construction Manager using a form acceptable to the Construction Manager. Contractor shall provide a detailed written statement that indicates the specific Drawings or Specifications in need of clarification and the nature of the clarification requested.

2. Each RFI shall be dated and bear a signed certification that Contractor has performed the review defined above. No consideration for review by Construction Manager of an RFI will be made for any item which has not been certified by the Contractor. All non-certified RFI’s will be returned to the Contractor without action taken by the Construction Manager, and any delays caused thereby shall be the total responsibility of Contractor.


3. Each RFI shall be limited to one subject.

C. The Contractor shall consecutively number each RFI with the date of issue, except for re-issuance of a respective RFI in which the subscript A, B, C, etc., will be added until the RFI is resolved. If Contractor believes the RFI reviewer’s response is incomplete, Contractor shall issue another RFI (with the same RFI number with the letter "A" indicating if it is a follow-up RFI) to Construction Manager clarifying original RFI. Additionally, Construction Manager may return RFI requesting additional information should original RFI be inadequate in describing condition.

1.03 CITY’S RFI REVIEW AND RESPONSE TIME

A. Submit preliminary Schedule of Shop Drawing, Samples, and Product Data Submittals as required, no later than five (5) working days following receipt of Notice to Proceed from City.

B. Schedule of Shop Drawing, Samples, and Product Data Submittals will be used by City and

Engineer to schedule their activities relating to review of submittals. Schedule of submittals shall indicate a spreading out of submittals and early submittals of long lead-time items and of items that require extensive review.

C. Schedule of Shop Drawing, Samples, and Product Data Submittals shall be reviewed by City

and shall be revised and resubmitted until accepted by City. D. Unless otherwise specified, make submittals in groups containing all associated items to

assure that information is available for checking each item when it is received. Identify on the submittal which submittals should be reviewed together.

E. The Contractor agrees that shop drawing submittals processed by the City are not Change

Orders; that the purpose of shop drawing submittals by the Contractor is to demonstrate to the City that they understand the design concept, that the Contractor demonstrates their understanding by indicating which equipment, procedure and material they intend to furnish and install and by detailing the proposed fabrication and installation methods. The Contractor further agrees that if deviations, discrepancies or conflicts between shop drawing submittals and the Contract Documents in the form of design drawings and specifications are discovered either prior to or after shop drawing submittals are processed by the City, the design drawings and specifications shall control and shall be followed.

1.04 DELAY OF SUBMITTALS

A. Delay of submittals by Contractor is considered avoidable delay. Liquidated damages incurred because of late submittals will be assessed to Contractor.

B. The City may periodically inspect the record drawings at the site. The proper and current

maintenance of the information required on these drawings shall be a condition precedent to approval of requisitions for periodic payment.

1.05 RECORD DRAWINGS

A. Except as may otherwise be provided herein, the Construction Manager will return one copy of each RFI form to Contractor, with its comments noted thereon or on a separate comment sheet, within a reasonable amount of time, but no more than five (5) working days following their receipt from Contractor, or if it is necessary to extend this period, the Construction Manager shall notify the Contractor in writing or at the Weekly Progress Meeting as to when a decision will be provided.

B. The City’s review will be only to provide clarification and interpretation of the Contract


Documents. The City’s review shall not relieve the Contractor of the responsibility for compliance with the Contract Documents.

C. The City’s review will not extend to means, methods, techniques, sequences, or procedures

of construction (except where a particular means, method, technique, sequence, or procedure of construction is specifically and expressly called for by the Contract Documents) or to safety precautions or programs incident thereto.

D. The Construction Manager may furnish additional detailed written instructions to further

explain the Work, and such instructions shall be a part of the Contract Documents. Clarifications will be issued using the above RFI system or as a Clarification Letter. Should additional detailed instructions in the opinion of the Contractor constitute work in excess of the scope of the Contract, the Contractor shall submit notification immediately and written notification thereof to the Construction Manager no more than ten (10) days following receipt of such instruction, and in any event prior to the commencement of work thereon. If the Construction Manager considers the Contractor’s notice justified, the instructions and/or interpretation will be revised or a proposed change order will be issued in accordance with Section 01035, MODIFICATION PROCEDURES. The Contractor shall have no claim for additional compensation or extension of the schedule because of any such additional instructions unless the Contractor provides the Construction Manager written notice thereof within the time frame specified above.

E. Should the Contractor proceed with the work affected before receipt of a response from the

Construction Manager, any portion of the work which is not done in accordance with the City's interpretation, clarifications, instructions, or decisions are subject to removal or replacement and the Contractor shall be responsible for all losses.

F. RFI's will not be recognized or accepted, if in the opinion of the Construction Manager, one of

the following conditions exists:

1. The Contractor submits an RFI as a submittal. 2. The Contractor submits the RFI under the pretense of a Contract Documents

discrepancy or omission without thoroughly reviewing the documents. In this case, the Contractor shall be responsible for both the Construction Manager’s and Design Consultant’s administrative costs to process the RFI. Such costs may be deducted from the Contractor’s progress payments.

3. The Contractor submits the RFI in a manner that suggests that specific portions of the Contract Documents are assumed to be excluded, or be taken as an isolated portion of the Contract Documents in part rather than whole.

4. The Contractor submits an RFI in an untimely manner without proper coordination and scheduling of work or related trades.

G. The City’s review shall not relieve the Contractor from the responsibility for a variation from the requirements of the Contract Documents unless the Contractor has in writing called attention to each such variation at the time of each RFI submittal and Construction Manager has given written approval of each such variation by specific written notation thereof incorporated in the RFI review; nor will any review by City relieve Contractor from responsibility for compliance with the requirements for careful review above.



PART 3 - EXECUTION (Not Used)

END OF SECTION

CITY OF ROHNERT PARK 01356-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL WATER POLLUTION CONTROL SEWER REHABILITAITON PROJECT

SECTION 01356

WATER POLLUTION CONTROL

PART 1 - GENERAL

1.01 SUMMARY

A. Work shall conform to Section 13 Water Pollution Control of the current State Standard Specifications. If the project disturbs one or more acres of soil, a SWPPP under the General Permit for Discharges of Storm Water Associated with Construction Activity (2009-0009-DWQ Construction General Permit) is required.

B. Related Sections: 1. Section 01110 Summary of Work 2. Section 01300 Special Project Constraints

1.02 REFERENCES

A. United States Code of Federal Regulation (CFR): 1. 40 CFR Part 117.3. 2. 40 CFR Part 302.4.

B. Section 13 Water Pollution Control of the current State Standard Specifications

C. Most current CASQA BMP Handbook.

PART 2 - PRODUCTS

2.01 GENERAL

A. Best Management Practice (BMP) products shall be as specified in the most current CASQA BMP Handbook.

B. Products shall generally be locally sourced, certified weed free as appropriate, and shall minimize use of plastic products as best possible.

C. Products shall conform to Section 13 Water Pollution Control of the current State Standard Specifications.

PART 3 - EXECUTION

3.01 WATER POLLUTION CONTROL PLAN

A. Erosion and sediment control work shall consist of applying Best Management Practices (BMP’s) to control the discharge of storm water pollutants in full compliance with the revised state regulations. BMP’s shall be used to cover all temporary erosion and sediment control situations that arise during construction including unanticipated field conditions year-round. These erosion and sediment control measures shall control and contain erosion-caused silt deposits and provide for the safe discharge of silt-free storm water into existing and proposed storm drain facilities.

B. Contractor shall implement and maintain all Water Pollution Control Plan work for the project that shall include: 1. Prohibition of illicit discharge (non-rain water) into the storm drainage system.

CITY OF ROHNERT PARK 01356-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL WATER POLLUTION CONTROL SEWER REHABILITAITON PROJECT

2. Construction of any and all necessary systems to eliminate contaminants from entering the storm water system.

3. Clean up and control of work site materials, spoils and debris. 4. Removal of contaminants produced by equipment used for the construction of the

project. 5. Provision of all labor, materials, equipment and apparatus not specifically

mentioned herein or noted on the plans, but which are incidental and necessary to complete the work specified.

C. Contractor shall be responsible for ensuring that all sub-contractors, and suppliers are aware of all storm water quality measures and that they implement such measures. Failure to comply with the storm water quality regulations and specifications will result in the issuance of correction notices, citations and/or a project stop order.

D. Contractor shall maintain erosion and sediment control measures daily. The name of the person responsible for the daily maintenance of these facilities shall be on record with the City of Rohnert Park Department of Public Works along with a phone number where they can be reached twenty four (24) hours a day.

3.02 EROSION AND SEDIMENT CONTROL

A. Temporary erosion and sediment control work shall consist of applying erosion control materials to embankment slopes, excavation slopes and other areas designated on the plans, installing silt fence, inlet protection, gravel bags, headwall protection and stabilized construction entrance ways, or necessary for compliance with Section 13 Water Pollution Control of the current State Standard Specifications.

END OF SECTION


THE 2019 INTERCEPTOR OUTFALL QUALITY CONTROL

SEWER REHABILITATION PROJECT

SECTION 01450

QUALITY CONTROL

PART 1 - GENERAL

1.01 SITE INVESTIGATION AND CONTROL

A. The Contractor shall verify all dimensions in the field and shall check all field conditions

continuously during construction. The Contractor shall be solely responsible for any

inaccuracies built into the Work.

B. The Contractor shall inspect related and appurtenant work and shall report in writing to

the Engineer, any conditions which will prevent proper completion of the Work. Any

required removal, repair, or replacement caused by the Contractor shall be done by the

Contractor’s work at its sole cost and expense.

1.02 INSPECTION OF THE WORK

A. General: The Work shall be conducted under the general observation of the Engineer and

shall be subject to inspection by representatives of the City to verify strict compliance with

the requirements of the Contract Documents.

B. The authorized representative of the Engineer on the project site shall be the Project

Engineer acting directly and through various inspectors at the site. The presence of the

Inspectors, however, shall not relieve the Contractor of the responsibility for the proper

execution of the Work in accordance with all requirements of the Contract Documents.

Compliance is distinctly a duty of the Contractor, and said duty shall not be avoided by

any act or omission on the part of the inspector(s).

C. All materials and articles furnished by the Contractor shall be subject to rigid inspection,

and no material or articles shall be used in the Work until it has been inspected and

accepted by the Engineer or the City.

D. Inspection at Place of Manufacture: Unless otherwise specified, all products, materials,

and equipment shall be subject to inspection by the Engineer at the place of manufacture

if deemed necessary by the Engineer.

E. The presence of the Engineer at the place of manufacture however, shall not relieve the

Contractor of the responsibility for furnishing products, materials, procedures and

equipment which comply with all requirements of the Contract Documents.

1.03 SAMPLING AND TESTING

A. Unless otherwise specified, all sampling and testing shall be in accordance with the

methods prescribed in the current standards of the ASTM or other specified published

standards, as applicable to the class and nature of the article or materials considered;

however, the City reserves the right to use any generally-accepted system of sampling

and testing which, in the opinion of the Engineer will indicate to the City that the quality of

the workmanship is in full accord with the Contract Documents.

B. Any waiver by the City of any specific testing or other quality assurance measures,

whether or not such waiver is accompanied by a guarantee of substantial performance as




a relief from the specified testing or other quality assurance requirements as originally

specified, and whether or not such guarantee is accompanied by a "performance bond" to

assure execution of any necessary corrective or remedial Work, shall not be construed as

a waiver of any prescriptive or performance requirements of the Contract Documents.

"Performance Bond" as used herein is a separate bond in addition to the Contract

Performance Bond required in the General Conditions.

C. Notwithstanding the existence of such waiver, and in addition to any testing and

inspection performed by any other inspector on behalf of the City or any other public

agency having jurisdiction, the Engineer shall have the right to make independent

investigations and tests, and failure of any portion of the Work to meet any of the

requirements of the Contract Documents, shall be reasonable cause for the Engineer to

require the removal or correction and reconstruction of any such work in accordance with

the General Conditions.

1.04 TESTING AND INSPECTION SERVICES

A. Employ and pay for services of an independent testing agency or laboratory acceptable to

City to perform specified testing.

1. Prior to start of Work, submit testing laboratory name, address, and telephone

number, and names of full time specialist and responsible officer.

2. Submit copy of report of laboratory facilities inspection made by Materials

Reference Laboratory of National Bureau of Standards during most recent

inspection, with memorandum of remedies of deficiencies reported by inspection.

B. The independent firm will perform tests, inspections and other services specified in

individual specification sections and as required by the Engineer.

1. Laboratory: Authorized to operate in the State of California.

2. Laboratory Staff: Maintain full time specialist on staff to review services.

3. Testing Equipment: Calibrated at reasonable intervals with devices of accuracy

traceable to National Bureau of Standards or accepted values of natural physical

constants.

C. Testing, inspections and source quality control may occur on or off project site. Perform

off-site testing as required by the Engineer or City.

D. Reports will be submitted by an independent firm to the Engineer and Contractor,

indicating observations and results of tests and indicating compliance or non-compliance

with Contract Documents.

E. Cooperate with independent firm; furnish samples of materials, design mix, equipment,

tools, storage, safe access, and assistance by incidental labor as requested.

1. Notify Engineer and independent firm 24 hours prior to expected time for

operations requiring services.

2. Make arrangements with independent firm and pay for additional samples and

tests required for Contractor's use.

F. Testing and employment of testing agency or laboratory shall not relieve Contractor of

obligation to perform Work in accordance with requirements of Contract Documents.

G. Re-testing or re-inspection required because of non-conformance to specified

requirements shall be performed by same independent firm on instructions by the

Engineer. Payment for re-testing or re-inspection is the sole responsibility of the




Contractor.

H. Agency Responsibilities:

1. Test samples of mixes submitted by Contractor.

2. Provide qualified personnel at site. Cooperate with Engineer and Contractor in

performance of services.

3. Perform specified sampling and testing of products in accordance with specified

standards.

4. Ascertain compliance of materials and mixes with requirements of Contract

Documents.

5. Promptly notify the Engineer and Contractor of observed irregularities or non-

conformance of Work or products.

6. Perform additional tests required by the City or Engineer.

7. Attend preconstruction meetings and progress meetings on request.

I. Agency Reports: After each test, promptly submit one copy of the report to the Engineer

and to the Contractor. When requested by the Engineer, provide interpretation of test

results. Include the following:

1. Date issued.

2. Project title and number.

3. Name of inspector.

4. Date and time of sampling or inspection.

5. Identification of product and specifications section.

6. Location in Project.

7. Type of inspection or test.

8. Date of test.

9. Results of tests.

10. Conformance with Contract Documents.

J. Limits On Testing Authority:

1. Agency or laboratory may not release, revoke, alter, or enlarge on requirements

of Contract Documents.

2. Agency or laboratory may not approve or accept any portion of the Work.

3. Agency or laboratory may not assume duties of Contractor.

4. Agency or laboratory has no authority to stop the Work.

1.05 TESTING

A. All materials, equipment and work included in this contract shall be tested and inspected

to prove compliance with the contract requirements. Unless otherwise specified, all costs

of testing, including temporary facilities and connections, shall be borne by the Contractor.

No tests specified herein shall be applied until the item to be tested has been inspected

and approval given for the application of such test.

Tests and inspections shall include:

1. Factory tests.

2. The delivery acceptance test and inspections.

3. The installed tests and inspections of items as installed.

4. Tests and inspections, unless otherwise specified or accepted, shall be in

accordance with the recognized standards of the industry.

The form of evidence of satisfactory fulfillment of delivery acceptance test and of installed

test and inspection requirements shall be, at the discretion of the City, either by tests and

inspections carried out in the City’s presence or by certificates or reports of tests and




inspections carried out by approved persons or organizations. The Contractor shall

provide and use forms which include all test information, including specified operational

parameters, and shall be acceptable in content to the City.

B. Factory Observations and Tests. At the request of the City, the Contractor shall arrange

with the factory for the City or his/her representatives to observe the manufacturing

process and to witness performance tests at the factory or point of manufacture of any

and all items to be furnished as a part of this contract. The Contractor shall inform the City

in sufficient time to allow arrangements to be made for witness of manufacture and tests.

Where the City elects not to observe the manufacture or witness such tests, the

Contractor shall provide the City with certifications that the materials and equipment meet

the requirements of the specifications.

C. Delivery Acceptance Tests and Inspections. The delivery acceptance tests and

inspections shall be at the Contractor’s expense for any materials or equipment specified

herein and shall include the following:

1. Test of items at the place of manufacture during and/or on completion of

manufacture, comprising material tests, hydraulic pressure tests, electrical and

instrumentation subsystem tests; electric and operating tests, and inspections in

accordance with the relevant standards of the industry and more particularly as

detailed in individual clauses of these specifications to satisfy the City that the

items tested and inspected comply with the requirements of this contract.

2. Inspection of all items delivered at the site or to any authorized place of storage in

order that the City may be satisfied that such items are of the specified quality

and are in good order and condition at the tie of delivery. To that end, the

Contractor shall be prepared to remove all coverings, containers or crates to

permit the City to conduct the inspection. Should the City find, in his/her opinion,

indication of damage or deficient quality, the Contractor shall provide the

necessary documentation or conduct tests deemed necessary by the City to

demonstrate compliance.

D. Tests and Inspection. All materials and equipment shall be tested by the Contractor to the

satisfaction of the City before any facility is put into operation. Tests shall be as specified

in these specifications and shall be made to determine whether the materials and

equipment have been properly assembled, aligned, adjusted and connected. Any

changes, adjustments or replacements required to make the equipment operate as

specified shall be carried out by the Contractor as part of the work.

All gauges, meters, recorders and monitors shall be provided by the Contractor as

required by the City to supplement or augment the instrumentation system provided under

this contract to properly demonstrate that all materials and equipment fully satisfy the

requirements of these specifications. All devices employed for the purpose of measuring

the performance of the facility’s equipment and systems shall be specifically selected to

provide a level of uncertainty consistent with the variables to be monitored. All instruments

shall be recently calibrated, and the Contractor shall be prepared at all times to

demonstrate, through recalibration, the uncertainty of all instruments employed for testing

purposes. Calibration procedures shall be in accordance with applicable standards of

ASTM, ISA and IEEE. The adequacy of all gauges, meters, recorders and monitors shall

be subject to review of the City.

1.06 MANUFACTURERS' FIELD SERVICES

A. When specified in individual specification sections, require material or product suppliers

or manufacturers to provide qualified staff personnel to observe site conditions, conditions




of surfaces and installation, quality of workmanship, start-up of equipment, and test,

adjust and balance of equipment as applicable, and to initiate instructions when

necessary.

B. Submit qualifications of observer to the Engineer thirty (30) days in advance of required

observations. Observer subject to approval of Engineer.

C. Report observations and site decisions or instructions given to applicators or installers

that are supplemental or contrary to manufacturers' written instructions.

1.07 DEFECTIVE MATERIALS TO BE REMOVED

A. All materials not conforming to the requirements of these Specifications shall be

considered as defective; and all such materials, whether in place or not, shall be rejected

and shall be removed immediately from the site of the work.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

END OF SECTION




THIS PAGE LEFT INTENTIONALLY BLANK


THE 2019 INTERCEPTOR OUTFALL TEMPORARY UTILITIES AND FACILITIES

PHASE 2 PROJECT

SECTION 01510

TEMPORARY UTILITIES AND FACILITIES

PART 1 - GENERAL

1.01 SUMMARY

A. It shall be the Contractor's responsibility to provide labor and equipment that is adequate

for the performance of the Work under this Contract within the time specified. All

equipment shall be kept in satisfactory operating condition, shall be capable of safely and

efficiently performing the required Work.

1.02 POWER AND LIGHTING

A. Power: The Contractor shall provide all necessary temporary power, including fuel,

required for its operations under the Contract, including operation of bypass pumping,

dewatering, traffic control devices, lighting, etc., and shall provide and maintain all

temporary power lines required to perform the Work in a safe and satisfactory manner.

B. Construction Lighting: All Work conducted at night or under conditions of deficient daylight

shall be suitably lighted to insure proper Work and to afford adequate facilities for

inspection and safe working conditions. All construction lighting shall be shielded to

reduce light from affecting non-work areas.

C. Approval of Electrical Connections: All temporary connections for electricity shall be

subject to approval of the City, the Engineer and the power company representative, and

shall be removed in like manner at the Contractor's expense prior to final acceptance of

the Work by the City.

D. Separation of Circuits: Unless otherwise permitted by the Engineer, circuits separate from

lighting circuits shall be used for all other power purposes.

E. Construction Wiring: All wiring for temporary electric light and power shall be properly

installed and maintained and shall be securely fastened in place. All electrical facilities

shall conform to the requirements of Title 8, Industrial Relations, Subchapter 5, Electrical

Safety Orders, California Administrative Code; and Subpart K of the OSHA Safety and

Health Standards for Construction.

1.03 WATER SUPPLY

A. The Contractor shall pay for and shall construct all facilities necessary to furnish water for

its use during construction, including potable water service. Water used for human

consumption shall be kept free from contamination and shall conform to the requirements

of the State and local authorities for potable water. The Contractor shall pay for all water

used for the Contractor’s operations prior to final acceptance.

1.04 SANITATION

A. The Contractor shall provide suitable and adequate sanitary conveniences for the use of

all persons at the site of the Work, including sewer service. Such conveniences shall

include chemical toilets or water closets and shall be located at appropriate locations at

the site of the Work. All sanitary conveniences shall conform to the regulations of the


THE 2019 INTERCEPTOR OUTFALL TEMPORARY UTILITIES AND FACILITIES

PHASE 2 PROJECT

public authority having jurisdiction over such matters and shall be regularly maintained to

provide clean, sanitary conditions. Toilet Facilities shall be placed in compliance with the

City’s MS4 Permit. At the completion of the Work, all such sanitary conveniences shall be

removed and the site left in a sanitary condition. The Contractor’s personnel are not

allowed to use Owner’s facilities.

B. Sanitary and Other Organic Wastes: The Contractor shall establish a regular twice weekly

collection of all sanitary and organic wastes. All wastes and refuse from sanitary facilities

provided by the Contractor or organic material wastes from any other source related to

the Contractor's operations shall be disposed of away from the site in a manner

satisfactory to the Engineer and in accordance with all laws and regulations pertaining

thereto.

PART 2 - PRODUCTS

Not Used.

PART 3 - EXECUTION

Not Used.

END OF SECTION

CITY OF ROHNERT PARK 01555-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL TEMPORARY CONTROLS PHASE 2 PROJECT

SECTION 01555

TEMPORARY CONTROLS

PART 1 - GENERAL

1.01 TEMPORARY FACILITIES Construction hoists, elevators, scaffolds, stages, shoring, and similar temporary facilities shall be of ample size and capacity to adequately support and move the loads to which they will be subjected. Railings, enclosures, safety devices, and controls required by law or for adequate protection of life and property shall be provided.

1.02 STAGING AND FALSEWORK Temporary supports shall be designed by a registered professional engineer with an adequate safety factor to assure adequate seismic and load bearing capability. If requested by the Construction Manager, the Contractor shall submit design calculations for staging and shoring prior to application of loads. Excavation support shall be in accordance with Section 7.8, PUBLIC SAFETY.

1.03 PROTECTION OF WORK, PROPERTY AND PERSONS The Contractor shall be responsible for the care of all work until its completion and final acceptance; and the Contractor shall, at its own expense, replace damaged or lost material and repair damaged parts of the Work, or the same may be done by the Owner, and the Contractor and its sureties shall be liable therefor. The Contractor shall make its own provisions for properly storing and protecting all material and equipment against theft, injury, or damage from any and all causes. Damaged material and equipment shall not be used in the Work. The Contractor shall take all risks from floods and casualties, or for delays from such causes. The Contractor may, however, be allowed a reasonable extension of time on account of such delays, subject to the conditions hereinbefore specified. The Contractor shall remove from the vicinity of the completed work all plant, buildings, rubbish, unused material, concrete forms, sheeting or equipment belonging to the Contractor or used under its discretion during construction; and in the event of the Contractor's failure to do so, the same may be removed by the Owner at the expense of the Contractor, and the Contractor and its sureties shall be liable therefor. The Contractor will be held responsible for and be required to make restitution, at its own expense, for all damage to persons or property caused by the Contractor or subcontractor, or the agents, or employees of either during the progress of the Work and until its final acceptance.

1.04 FENCES

A. Existing Fences

Existing fences restrict access to Project Area. While it may be necessary for the Contractor to remove some of the existing fences for installation of the proposed improvements, the Contractor's operations shall not reduce the present protection and security. If the present fences are removed, an equivalent temporary continuous perimeter protection shall be provided and new fence which matches the existing fence shall be installed to replace the existing fence prior to the completion of the work.

B. Temporary Fences

Except as otherwise provided, the Contractor shall enclose the site of the Work with a fence adequate to protect the Work and temporary facilities against acts of theft, violence, or


vandalism.

Temporary openings in existing fences shall be protected to prevent intrusion by unauthorized persons. During night hours, weekends, holidays, and other times when no work is performed at the site, the Contractor shall provide temporary closures or guard service to protect such openings. Temporary openings shall be fenced when no longer necessary.

1.05 TEMPORARY ENCLOSURES When sandblasting, spray painting, spraying of insulation, or other activities inconveniencing or dangerous to property or the health of employees or the public are in progress, the area of activity shall be enclosed adequately to contain the dust, over-spray, or other hazard. In the event there are no permanent enclosures of the area, or such enclosures are incomplete or inadequate, the Contractor shall provide suitable temporary enclosures.

1.06 ABOVE GRADE PROTECTION On multi-level structures the Contractor shall provide safety protection that, as a minimum, shall meet the requirements of Title 8, California Code of Regulations.

1.07 WORKING HOURS No work shall commence before 8:00 A.M. and all the work shall be completed no later than 6:00 P.M. on weekdays, Monday through Friday, with Saturdays, Sundays and Legal Holidays excluded. When approved in advance by the Owner, work on weekends or holidays will conform to the following hours, unless otherwise approved by the Owner. Work on weekends and holidays may or may not be approved at the Owner’s sole discretion. The Contractor shall request permission in writing from the Construction Manager at least 24 hours prior to any work to be performed outside the normal working hours defined above, on weekends or holidays. The Contractor shall be responsible for any inspection and additional administration costs incurred by the Owner, or its agents and representatives for the following conditions:

A. For work by the Contractor outside the hours defined above on weekdays, or any work on weekends or holidays recognized by the Owner.

B. For overtime costs beyond eight (8) hours in any one workday shift, regardless if the eight (8)

hours occur in the allowed working hours.

Such costs shall be withheld from the succeeding monthly progress payment. Any work in Section 01010, SUMMARY OF WORK, specifically required to be performed outside the normal working hours is excluded from the provisions of this paragraph.

1.08 DUST CONTROL During the performance of all work under this Contract, the Contractor shall assume all responsibility for dust control and shall furnish all labor, equipment, and means required to carry out proper and efficient measures wherever and whenever dust control is necessary to prevent the Contractor's operations from producing dust damage and nuisance to persons and property. Unless the construction dictates otherwise, and unless otherwise approved by the Construction Manager, the Contractor shall furnish and operate a self-loading motor sweeper with spray nozzle at least once each working day to keep paved areas acceptably clean whenever construction, including restoration, is incomplete.


Any claims resulting from dust damage or nuisance shall be borne solely by the Contractor.

1.09 FIRE EXTINGUISHER Sufficient number of fire extinguishers of the type and capacity required to protect the Work and ancillary facilities, shall be provided and maintained by the Contractor in readily accessible locations.

1.10 USE OF EXPLOSIVES The use of explosives is prohibited.

1.11 REMOVED MATERIALS All concrete, paving, reinforcing steel, fencing materials, rock, soil, strips, and other waste material and construction debris shall be removed from the site by the Contractor and disposed of in accordance with applicable regulations and laws.

1.12 CONSTRUCTION CLEANING Throughout the period of construction the Contractor shall keep the Work site; including work, storage, parking, and employee areas; free and clean of all rubbish and debris, and shall promptly remove from the site, or from property adjacent to the site of the Work, all unused and rejected materials, surplus earth, concrete, plaster, and debris. In particular the Contractor shall keep the site clean to maintain safe access and to avoid fire hazard.

1.13 NOISE ABATEMENT Operations at the Worksite shall be performed so as to minimize unnecessary noise. Noise levels due to construction activity shall conform to City of Rohnert Park noise abatement standards. Internal combustion engines used on the Work shall be equipped with a muffler of a type recommended by the manufacturer. No internal combustion engine shall be operated without said muffler.

1.14 DRAINAGE CONTROL In excavation, fill, and grading operations care shall be taken to disturb the pre-existing drainage pattern as little as possible. Particular care shall be taken not to direct drainage water onto private property or into streets or drainage ways inadequate for the increased flow. Drainage means shall be provided to protect the Work.

1.15 EROSION CONTROL

A. All excavated areas shall be provided with temporary erosion control measures.

B. Temporary erosion control shall be required for all areas where natural ground cover is disturbed, all temporary excavation stockpiles, including structures and trench excavations.

C. Erosion control shall be by means of filter fabric fences or straw waddles placed to completely circumvent the downslope side of any excavated stockpile.

D. Protected areas shall be regularly inspected and maintained by the Contractor during the course of the work.

E. All excavations, spills, and waste materials shall not be placed in areas subject to washout, flooding or natural drainage.

F. All excavated material shall be removed from the site at the end of each day. No excavated


material is allowed to be stored on site overnight.

1.16 WARNING DEVICES AND BARRICADES The Contractor shall adequately identify and guard all hazardous areas and conditions by visual warning devices and, where necessary, physical barriers. Such devices shall, as a minimum, conform to the requirements of Cal/OSHA.

1.17 TRAFFIC REGULATIONS

A. General The Contractor shall take all necessary steps to minimize inconvenience to the general public throughout all work under this Contract. No driveways or private roads shall be blocked without notifying the property owner and access must be restored during all non-working hours. Safe access must be maintained for pedestrian traffic throughout the work area at all times. At least one lane of traffic in each direction must be kept open at all times unless prior approval is provided by the Owner and the Public Agency, which has authority for the right-of-way. No roads shall be blocked or made inaccessible, due to the Contractor's work, without prior written approval of the Owner and the affected agencies. More stringent requirements may be imposed in the right-of-way permits. The Contractor shall not block or obstruct fire lanes at any time. The Contractor shall adopt all practical means to minimize interference to traffic and inconvenience, discomfort, or damage. The Contractor shall protect against damage, any piling, duct or structures crossing trenching or encountered in the work and shall be responsible for any damage done to such structures or damage therefrom. The Contractor shall support or replace, any such structures without delay and without any additional compensation, to the entire satisfaction of the Construction Manager. All obstructions to traffic shall be guarded by flagmen as required and by barriers and illuminated at night. The Contractor shall be responsible for all damage to persons and property directly or indirectly caused by its operations, and under all circumstances the Contractor shall comply with the regulations of the City or County, and the laws and regulations of the State of California, relative to safety of persons and property and the interruption of traffic and the convenience of the public within the respective jurisdiction, and the Contractor shall be solely responsible for any damages caused by failure to provide proper safety.

B. Haul Routes In addition to any haul routes designated in the Contract Documents, at the preconstruction conference the Contractor shall furnish evidence that the Public Agency which has authority for the right-of-ways proposed to be utilized by the Contractor for haul routes has approved the proposed route(s) for all construction traffic on the Project. Upon approval, the Contractor shall strictly adhere to that route(s) only, unless written permission is obtained from such Public Agency to change the route(s).

C. Traffic Control The Contractor's attention is directed to the current "Manual of Traffic Controls for Construction and Maintenance Work Zones" and current “California Manual on Uniform Traffic Control Devices (MUTCD)” published by the California Department of Transportation. The Contractor shall submit for approval, by the Owner and any other applicable agency, its


traffic control plans prior to work on public streets. Traffic control shall include signs, warning lights, reflectors, barriers, and other necessary safety devices and measures, including sufficient flaggers to direct vehicular traffic through the construction areas. No material or equipment shall be stored/parked where it will interfere with the free and safe passage of public traffic, and at the end of each day's work, and at other times when construction operations are suspended for any reason, the Contractor shall remove all equipment, materials and other obstructions from the public right-of-way.

Should the Contractor appear to be negligent in furnishing warning and protective measures, as above provided, the Construction Manager or representative permitting agency may direct attention to the existence of a hazard, and the necessary warning and protective measures shall be furnished and installed by the Contractor at its expense. Traffic control plan shall specify measures for maintaining access to residences and businesses in the vicinity of and along the pipeline rehabilitation route.

C. Temporary Signage

The Contractor shall include an allowance to supply, install, maintain and remove up to thirty temporary construction signs to direct and route construction and plant traffic and identify work areas as necessary. The signs shall be supplied by a professional sign shop with a minimum size of three feet by three feet. The signs shall be installed where directed by the Construction Manager or as requested by the Contractor and agreed to by the Construction Manager.

1.18 ROADS AND FENCES Roads subject to interference by the prosecution of the work covered by this Contract shall be kept open, and fences subject to interference shall be maintained by the Contractor during the Work and shall be replaced to their original condition unless specifically shown otherwise on the Drawings. Such signs and barricades as are required by local laws and as necessary for the safe prosecution of the Work shall be provided. Excavated dirt shall not be stored on roads, paths, or planted areas. Care shall be taken to protect improvements.

1.19 PARKING AND STAGING AREAS Contractor shall be responsible for providing parking and staging areas.

1.20 TREES AND SHRUBS Except as noted on the plans, the Contractor shall not remove trees or shrubs without authorization of the Construction Manager. Injuries to tree roots and limbs shall be avoided. No roots shall be cut or limbs pruned, without prior notification to and review of Contractors proposed methods by the Construction Manager. At a minimum no limbs or roots greater than two (2) inches in diameter shall be pruned without direction from a certified arborist.

1.21 OFFICE OF CONTRACTOR AT SITE The Contractor is not required to maintain an office at the site.

1.22 CONTRACTOR’S WORK AND STORAGE AREA


The Contractor shall make its own arrangements for staging, storage and shop areas necessary for the proper execution of the work. The Contractor shall obtain a written agreement between the Contractor and the property owner(s) prior to use. The Owner shall be specifically exempted in any agreement from any liability incurred from the use of private property for construction purposes. Use of portions of the Owner’s site for materials and equipment storage may be permitted upon approval of the Owner. The Contractor shall take all responsibility for storage of materials. No equipment for incorporation in the project may be stored in any area subject to natural or man-made flooding. The Contractor’s construction equipment, vehicles, and materials shall not remain in public streets or right-of-way during non-working hours. It shall be the responsibility of the Contractor to transport and store such items at the Contractor’s own facility or within construction easements on non-public areas at the end of each workday.


PART 3 - EXECUTION Not Used. END OF SECTION

CITY OF ROHNERT PARK 01600-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL PRODUCT REQUIREMENTS PHASE 2 PROJECT

SECTION 01600

PRODUCT REQUIREMENTS PART 1 - GENERAL 1.01 SECTION INCLUDES

A. Products. B. Product delivery requirements. C. Product storage and handling requirements. D. Product options. E. Product substitution procedures. F. Equipment electrical characteristics and components. G. Name plates and tags.

1.02 PRODUCTS

A. Furnish products of qualified manufacturers suitable for intended use. Furnish products of each type by single manufacturer unless specified otherwise.

B. The work, unless otherwise permitted or approved by the City, shall be completed with

the incorporated use of equipment, materials and/or products where such are specified. Application for substitutions and equal alternatives will be permitted as provided in this article; however, neither the request for substitution nor the offer of alternatives shall in any way by their submittal obligate the City to assent to any request or offer. Failure of the Contractor awarded the work to either submit request for substitutions or to offer alternatives within the required times provided in this General Condition will be considered as evidence that the work shall be accomplished with trade-named equipment, materials and/or products as identified in the Technical Provisions and/or the Project Drawings.

C. Unless otherwise provided elsewhere in the Contract, all equipment, materials and/or

products incorporated into the work shall be new and, where not specified, shall be of the highest quality of the respective kinds for the intended use, and all installation shall meet or exceed applicable construction industry standards and practices. If equipment, materials and/or products are designated by listing named manufacturers of particular equipment, materials and/or products followed by the words “or equal”, then the Contractor may furnish the named equipment, materials and/or products or any equal equipment, materials and/or products. The first named manufacturer or particular equipment, materials and/or products is the basis for the design shown on the Project Drawings. A subsequently named manufacturer of particular equipment, materials and/or products has been determined to be an acceptable substitution but may require modifications in the Project’s design and its ultimate construction to accommodate its use. If such subsequently named items are selected by the Contractor for incorporation into the work, the Contractor shall assume all costs required for modifications to the equipment, materials and/or products, and the Project design and construction as may be required for said items’ use. Substitutions for an unnamed “equal” item of material shall be permitted upon compliance with the procedures set forth herein. If a Contractor makes use of an unnamed “equal” product as a substitute for a specifically named material or product, the Contractor shall assume all costs required to make the necessary revisions


or modifications to accommodate the use of said unnamed product. D. Before beginning the work and as soon as possible after award of the Contract, the

Contractor shall submit a List of Materials to the City for review. The List shall include all items of equipment, materials and/or products to be incorporated into the work and the names of suppliers with whom purchase orders have been placed. The names on the List shall be arranged in the same order as in the specifications, and shall contain sufficient data to identify precisely the items of equipment, materials and/or products the Contractor proposes to furnish. The List shall include specification or Project Drawing references. Once the submission is determined to be acceptable to the City, it shall be returned to the Contractor.

E. If required by the City, the Contractor shall furnish sample specimens of materials

proposed to be furnished. 1.03 PRODUCT DELIVERY REQUIREMENTS

A. Transport and handle products in accordance with manufacturer's instructions. B. Promptly inspect shipments to ensure products comply with requirements, quantities are

correct, and products are undamaged. C. Provide equipment and personnel to handle products by methods to prevent soiling,

disfigurement, or damage. D. Packing and Marking: All equipment shall be adequately and effectively protected against

damage from moisture, dust, handling or other cause during transport from manufacturer’s premises to site. Each item or package shall be clearly marked with the equipment number unique to the specification reference covering the item. Each separate portion of plant shall receive, as far as practicable, a fitting or distinguishing mark which shall be shown on the packing lists.

E. Stiffeners shall be used where necessary to maintain shapes and to give rigidity. Parts of

equipment shall be delivered in assembled or sub-assembled units where possible. F. The City’s personnel or representatives of the City will not accept materials or equipment

deliveries for the Contractor. 1.04 PRODUCT STORAGE AND HANDLING REQUIREMENTS

A. Store and protect products in accordance with manufacturers' instructions. B. Store with seals and labels intact and legible. C. For exterior storage of fabricated products, place on sloped supports above ground. D. Provide bonded off-site storage and protection when construction staging areas do not

provide on-site storage and protection. E. Cover products subject to deterioration with impervious sheet covering. Provide

ventilation to prevent condensation and degradation of products. F. Store loose granular materials on solid flat surfaces in well-drained area. Prevent mixing

with foreign matter. G. Provide equipment and personnel to store products by methods to prevent soiling,

disfigurement, or damage.


H. Arrange storage of products to permit access for inspection by the City. Periodically inspect to verify products are undamaged and are maintained in acceptable condition.

I. The Contractor shall be responsible for the equipment included in this contract until it has

been finally inspected, tested, and accepted in accordance with the requirements of these specifications.

J. The Contractor shall make his/her own provisions for properly storing and protecting all

material and equipment against theft, injury or damage from any and all causes. K. Materials and equipment shall be shipped, handled, stored and installed by methods

which will prevent damage to the items. Damaged items will not be permitted as part of the work except in cases of minor damage that have been satisfactorily repaired and are acceptable to the City.

L. After installation, equipment shall be protected from damage, including but not limited to,

dust, abrasive particles, debris and dirt generated by the placement, chipping, sandblasting, cutting, finishing and grinding of new or existing concrete, terrazzo and metal; and the fumes, particulate matter and splatter from welding, traffic including vehicle and pedestrian, brazing and painting of new or existing piping and equipment.

M. The Contractor is advised that at a minimum, vacuum cleaning, blower with filters,

protective shieldings, and other dust suppression methods will be required at all times to adequately protect all equipment.

N. During concreting, including finishing, all equipment that may be affected by cement dust

must be completely covered. O. During painting operations, all grease fittings and similar openings shall be covered to

prevent the entry of paint. 1.05 PRODUCT OPTIONS

A. Products Specified by Reference Standards or by Description Only: Any product meeting those standards or description.

B. Products Specified by Naming One or More Manufacturers: Products of one of

manufacturers named and meeting specifications, no options or substitutions allowed. C. Products Specified by Naming One or More Manufacturers with Provision for

Substitutions: Submit request for substitution for any manufacturer not named in accordance with the following article.

1.06 PRODUCT SUBSTITUTION PROCEDURES

A. Instructions to Bidders specify time restrictions for submitting requests for Substitutions during bidding period to requirements specified in this section.

PART 2 - PRODUCTS

Not Used.


PART 3 - EXECUTION

3.01 INSTALLATION

A. Materials and equipment shall be installed in accordance with the manufacturer’s recommendations and requirements.

B. Materials and equipment shall be installed by specialists properly skilled in the trades and

professions required to assure first-class installation. Where required by detailed specifications, the Contractor shall cause the installation of specific equipment items to be accomplished under the supervision of factory-trained installation specialists furnished by equipment manufacturers. The Contractor shall be prepared to document the skills and training of all workers engaged in the installation of all equipment furnished by the Contractor or the City.

END OF SECTION

CITY OF ROHNERT PARK 01660-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL TESTING AND TRAINING PHASE 2 PROJECT

SECTION 01660

TESTING AND TRAINING PART 1 - TESTING 1.01 CONTRACT REQUIREMENTS

A. The testing on the Project shall be in accordance with Section 02530, Pressurized Cured-in-Place (PCIPP) Lining and Section 02959 Manhole Rehabilitation.

B. Allow realistic duration in the Progress Schedule for testing, training, start-up, and documentation activities.

C. The Contractor shall be responsible for system setup and installation of bulkheads, temporary piping or other controls as necessary to allow the testing to be performed. Furnish labor, power, tools, equipment, instruments, and services required for and incidental to completing testing.

1.02 TRAINING OF OWNER PERSONNEL

Not Used.

END OF SECTION

CITY OF ROHNERT PARK 01660-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL TESTING AND TRAINING PHASE 2 PROJECT


CITY OF ROHNERT PARK 01710-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL FINAL CLEAN-UP PHASE 2 PROJECT

SECTION 01710

FINAL CLEAN-UP

PART 1 - GENERAL

1.01 FINAL SITE CLEAN-UP Upon completion of the Work, and prior to final acceptance, the Contractor shall remove from the vicinity of the Work all plant, surplus material, and equipment belonging to the Contractor or used under its direction during construction. In addition to general broom cleaning of paved surfaces and rake cleaning of other surfaces of grounds, the following shall be performed at completion of the Work:

A. Remove waste and debris from the entire site. B. Sweep paved areas. C. Clean/landscape areas. D. Clean storm drains.

END OF SECTION

CITY OF ROHNERT PARK 01710-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL FINAL CLEAN-UP PHASE 2 PROJECT


CITY OF ROHNERT PARK 01720-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL FIELD ENGINEERING PHASE 2 PROJECT

SECTION 01720

FIELD ENGINEERING

1.0 DATUM Vertical and horizontal datums are shown on the Drawings. The vertical elevations haven’t been verified. The Owner has not established control points prior for the project. The Contractor shall establish control points, as needed to complete the project, at no cost to Owner. Manhole depths are based on City records. The Contractor shall establish vertical and horizontal control as required to properly layout and construct the Work. All connections shall be installed based on actual elevations of existing structures to which connections are made. The Contractor's layout shall be based upon existing structures. The Contractor shall be responsible for the preservation of all existing survey monuments or permanent bench marks. Any monuments or bench marks disturbed or destroyed by Contractor shall be referenced and replaced by a licensed land surveyor. A corner record or record of survey, as appropriate, shall be filed by the licensed land surveyor as required by the Land Surveyor’s Act with the appropriate local government agencies.

2.0 QUALITY ASSURANCE The Contractor’s Surveyor shall be a land surveyor registered in California or civil engineer qualified and licensed in California with at least five (5) years surveying experience of similar projects. Dimensions for all existing structures, piping, paving, and other nonstructural items are taken from the available information during the Owner’s planning and design. The Contractor shall field verify all dimensions and conditions in advance of any construction in the area. Any discrepancy between the field survey by the Contractor and the information indicated in the Contract Documents shall be immediately brought to Contraction Manager’s attention by written notification. In all questions arising as to proper location of lines and grades, the Construction Manager's decision will be final.

3.0 PROJECT SURVEY REQUIREMENTS As part of the bid price for the construction of the improvements the Contractor shall provide and be responsible for the layout of all work specified in the contract. The Contractor shall provide all necessary surveys, field staking, and positioning for the construction of all components at the proper alignment, elevations, grades, and positions, as indicated on the Drawings and as required for the proper operation and function. This work shall be incidental to the various work items for the project. The Contractor shall lay out all work, including structures and pipelines, and shall be solely responsible for executing the Work in accordance with the lines and grades indicated.

4.0 RECORD DOCUMENTS The Contractor is to prepare, maintain and submit Record Documents as specified in Section 01750, PROJECT RECORD DOCUMENTS.

END OF SECTION

CITY OF ROHNERT PARK 01720-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL FIELD ENGINEERING PHASE 2 PROJECT



THE 2019 INTERCEPTOR OUTFALL RECORD DOCUMENTS

PHASE 2 PROJECT

SECTION 01750

PROJECT RECORD DOCUMENTS

PART 1 - GENERAL

1.01 SUMMARY

A. Maintain at the Project site, available to the Owner and Construction Manager, one (1)

copy of the Contract Documents, shop drawings and other submittals, in good order.

1. Mark and record field changes and detailed information contained in submittals

and change orders.

2. Record actual depths, horizontal and vertical location of underground pipes, duct

banks and other buried utilities. Reference dimensions to permanent surface

features.

3. Identify specific details of pipe connections, location of existing buried features

located during excavation, and the final locations of piping, equipment, electrical

conduits, manholes, and pull boxes.

4. Make annotations with erasable colored pencil conforming to the following color

code:

Additions: Red

Deletions: Green

Comments Blue

Dimensions: Graphite

B. Maintain documents separate from those used for construction. Label documents

"RECORD DOCUMENTS."

C. Record Documents shall be updated at least once each week and shall be available to

the Construction Manager for review. Keep documents current. Record required

information at the time the material and equipment is installed and before permanently

concealing.

D. Deliver Record Documents with transmittal letter containing date, Project title,

Contractor’s name and address, list of documents, and signature of Contractor prior to

request for Final Payment.

E. Record documents shall be available for the Construction Manager to review to ascertain

that changes have been recorded.

F. Failure of the Contractor to keep current with the updating of the Record Documents shall

be grounds for withholding monies from partial payment estimates.

PART 2 - PRODUCTS

Not Used.


THE 2019 INTERCEPTOR OUTFALL RECORD DOCUMENTS

PHASE 2 PROJECT

PART 3 - EXECUTION

Not Used.

END OF SECTION

CITY OF ROHNERT PARK 01770-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL PROJECT CLOSEOUT PHASE 2 PROJECT

SECTION 01770

PROJECT CLOSEOUT

PART 1 - GENERAL

1.01 FINAL CLEANUP

A. The Contractor shall promptly remove all rubbish, debris, unused materials, concrete forms, construction equipment, and temporary structures and facilities used during construction. Final acceptance of the Work by the City will be withheld until the Contractor has satisfactorily complied with the foregoing requirements for final cleanup of the project site and any construction staging areas.

1.02 CLOSEOUT TIMETABLE

A. The Contractor shall establish dates for testing and acceptance periods, (as required under the Contract). Such dates shall be established not less than two (2) weeks prior to beginning any of the foregoing items, to allow the City, the Engineer, and their authorized representatives and consultants sufficient time to schedule attendance at such activities.

B. All temporary buildings, including field offices, storage buildings, and sheds shall be

removed from the project site within seven (7) days after completion of the Work. All temporary services such as water, power, utilities, service contracts, pager contracts, telephones, and other temporary services shall remain in service for seven (7) days following execution of a Notice of Completion of the Work by the City, and shall be discontinued within seven (7) days after said execution of a Notice of Completion of the Work.

1.03 FINAL SUBMITTALS

A. The Contractor, prior to requesting its final progress payment, shall submit the following items to the Engineer: 1. Written guarantees or warranties. 2. Completed final Record Drawings. 3. Certificates of inspection and acceptance by local governing agencies having

jurisdiction. 4. Releases executed by property owners adjacent to the project site attesting that

the Contractor has restored any damage done to their property during construction.

5. Releases from all parties who are entitled to claims against the subject project, property, or improvement pursuant to the provisions of law.

6. Submit written certification that Contract Documents have been reviewed, Work has been inspected, and that Work is complete in accordance with Contract Documents and ready for Engineer’s review.

7. Final reports from laboratory testing facilities.

1.04 COMPLETION OF THE WORK

A. The date of substantial completion of the Project shall be the date when the construction is sufficiently completed, in accordance with the Contract Documents, as modified by any change orders agreed to by the parties, so that the City can occupy or utilize the project for the use for which it was intended, and the legislative body of the City has accepted the Project as evidenced by execution and recording of a Notice of Completion.


1.05 REMAINING PUNCH LIST ITEMS

A. Upon attaining substantial completion and upon acceptance of the Work by the City, by agreement between the parties some small remaining punch list items may remain to be completed by the Contractor, as provided under the provisions for "Completion of the Work" in Paragraph 1.04A, herein.

B. As provided in the General Conditions, the City shall have the right to retain an additional

amount of money from the final progress payment due the Contractor, equal to 150 percent of the Engineer's estimate of the value of such uncompleted punch list items.

C. Failure of the Contractor to complete or correct all such outstanding punch list work to the

satisfaction of the Engineer shall constitute a waiver by the Contractor of all rights to any and all claims it may have to all monies withheld by the City under the Contract to cover the value of such uncompleted or uncorrected items.

1.06 MAINTENANCE, CORRECTION AND REPAIR PERIOD

A. The Contractor shall comply with the correction and repair requirements contained in the General Conditions.

B. Replacement of fill or backfill, where it has settled below the required finish elevations,

shall be considered as a part of such required repair work, and any repair or resurfacing constructed by the Contractor which becomes necessary by reason of such settlement shall likewise be considered as a part of such required repair work unless the Contractor shall have obtained a statement in writing from the affected private owner or public agency releasing the City from further responsibility and liability in connection with such repair or resurfacing.

C. The Contractor shall make all repairs and replacements promptly upon receipt of written

order from the City. If the Contractor fails to make such repairs or replacements promptly, the City reserves the right to do the work or to have the work done by others and the Contractor and its Surety shall be liable to the City for the cost thereof.

D. Contractor is responsible to repair any damages to SCWA access road which would

occur as part of the construction.

1.07 VERIFICATION PERIOD AND BENEFICIAL OCCUPANCY

A. Prior to completion of all items on the punchlist, the Contractor may request the start of the verification period. The verification period will start only after the Contractor has put the mechanical/electrical system into operation and after the City has checked that these systems are operating satisfactorily. The verification period will run for thirty (30) calendar days, during which time the Contractor shall be responsible for operation and maintenance of all systems. If, at the end of the 30-day verification period, the City determines that the mechanical/electrical systems which are being verified are operating satisfactorily, the City will take over operation of these systems.

B. All warranties for materials and equipment shall commence only upon formal acceptance

by the City of the entire job or of a portion of the project containing the specific equipment item.

1.08 OPERATING AND MAINTENANCE DATA

A. Instruction Manuals. The Contractor shall provide four (4) sets of manuals bound in three-ring binders giving operating and maintenance instructions for all equipment and devices


furnished under this contract. Operating and maintenance instructions for each item of equipment and each equipment assembly shall be assembled in three-ring binders and shall consist of: 1. Names and addresses of manufacturer, nearest representative of manufacturer,

and nearest supplier of manufacturer’s equipment and parts. 2. For equipment requiring lubrication, the manufacturer’s recommended lubricants

and lubrication schedule. 3. For equipment containing integral electrical controls, diagrams showing internal

and connection wiring. 4. Specified operating and maintenance information. This special information may

include, but not necessarily be limited to, one or more of the following items: a. Equipment Data: Information shall be listed on an Equipment Data Form

to be furnished by the City. b. Start-Up Procedures: These instructions shall include equipment

manufacturer’s recommendations regarding installation, adjustment, calibration and troubleshooting.

c. Operating Procedures: These instructions shall include the equipment manufacturer’s recommended step-by-step procedures for starting, operating, and stopping the equipment under modes of operation.

d. Preventive Maintenance Procedures: These instructions include the equipment manufacturer’s recommendations regarding the steps and schedules to be followed in maintaining the equipment.

e. Parts List: This list shall include generic title and identification number of each component part of the equipment.

f. Exploded Views: These shall be provided where appropriate. g. Spare Parts List: This list shall include the manufacturer’s

recommendations of the number of parts which should be stored by the City.

h. Overhaul Instructions: These instructions shall consist of the manufacturer’s directions for the disassembly, repair and reassembly of the equipment.

B. Transmittal Procedure. Operating and maintenance instructions shall be transmitted to

the City accompanied by a transmittal form. If manufacturer’s standard brochures and manuals are used to describe operating and maintenance procedures, such brochures and manuals shall be modified to reflect only the model or series of equipment used on this project; all extraneous material shall be crossed out or otherwise eliminated.

Required operating and maintenance instructions for each equipment item must be delivered to and be accepted by the City before the Contractor can be paid for more then eighty (80) percent of the purchase value of that equipment. Required operating and maintenance instructions for the project must be delivered to and approved by the City prior to the project being seventy-five (75) percent complete. Progress payments for work in excess of seventy-five (75) percent completion will not be made until the required operating and maintenance instructions have been delivered to and have been accepted by the City.

When transmitting operation and maintenance instructions, the Contractor shall provide an appropriately labeled, three-ring binder to contain three (3) sets of instructions. A complete table of contents listing the items and their location in the set shall be included in the binder.

C. Field Changes. Following the acceptable installation and operation of an equipment item,

the item’s instructions and procedures shall be modified and supplemented by the Contractor to reflect field changes or information requiring field data.




END OF SECTION

CITY OF ROHNERT PARK 01787-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL PRODUCT WARRANTIES PHASE 2 PROJECT

SECTION 01787

PRODUCT WARRANTIES

PART 1 - GENERAL

1.01 WORK INCLUDED

A. Warranties are required for all Work furnished under this contract. B. Manufacturer's warranties shall not relieve Contractor of liability required under Contract

Documents. Such warranties only shall supplement Contractor's responsibility.

1.02 RELATED WORK

A. Section 01400: Quality Control B. Section 01770: Project Closeout

1.03 SUBMITTALS

A. For equipment bearing manufacturer’s warranty in excess of one year, furnish copy of warranty to Owner with Owner named as beneficiary.

1.04 ONE-YEAR PRODUCT WARRANTIES

A. Warranties shall cover improper assembly or erection, defective workmanship and products, and incorrect or inadequate operation.

B. One-year warranty shall be furnished for all Work and manufactured items unless otherwise

stated. Warranty shall cover parts, labor, and prompt service for repair of defects, performance failure or damage due to normal wear and tear or due to any cause other than acts of God, or intentional or active and extreme abuse of product. Warranty period shall extend one year beyond final acceptance of completed contract by Owner.

1.05 INSPECTION OF INSTALLATION BY MANUFACTURER

A. In the event Manufacturer or supplier of any product has reason to suspect said manufacturer’s product has not been installed in accordance with Manufacturer’s warranty requirements, Manufacturer shall have right to send their factory authorized representative to inspect facility.

B. In the event Manufacturer’s factory authorized representative elects to inspect installation,

said Manufacturer shall promptly notify Owner in writing of any observed deficiencies in installation procedures which might affect the warranty.

C. In the event Manufacturer elects to forego inspection of installation of his products, said

Manufacturer shall be precluded from claiming faulty installation by others as relief from honoring furnished warranties.

1.06 ELEVEN-MONTH ANNIVERSARY WARRANTY INSPECTION

A. Warranty inspection for manhole rehabilitation and cured-in-place piping shall be conducted during 11th month following completion of Work with the presence of the Contractor.

B. Locations found in warranty inspection where lining, coating, or paint has peeled, bubbled or

cracked will be considered a system failure. Repair defective work identified during warranty

CITY OF ROHNERT PARK 01787-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL PRODUCT WARRANTIES PHASE 2 PROJECT

inspection by removing deteriorating lining, coating or paint system, cleaning surface, and relining, recoating or repainting with same system. Electrically test repaired painted areas. If area of failure exceeds 25% of total lined, coated or painted surface for lining, coating or paint system on any structure or surface, remove and recoat entire lining, coating or paint system per original specification.

C. Other failed products found in warranty inspection shall be repaired per warranty

requirements. D. Owner shall establish date for warranty inspection and shall notify Contractor at least 30 days

in advance.

1.07 NOT USED

1.08 GENERAL WARRANTY CLAUSES A. Where sections of specifications stipulate a longer warranty period than is stipulated in this

section, the longest and most stringent warranty requirement shall apply. B. Warranty period shall begin on the earliest of the following two milestones:

1. Date of formal notification of completion or 2. 30 calendar days after both substantial completion and Owner taking over beneficial

use of project. C. Warranties shall cover the following:

1. Parts 2. Labor 3. Diagnostics 4. Servicing 5. Removal or Installation Charges 6. Setup and Reconfiguration of System with Replacement Parts 7. Shipping

D. Where a part is replaced during warranty period, warranty for replaced part and shipping shall

be extended to not less than one year following date of replacement. Warranty for labor shall be unchanged.

E. Following notification of Contractor of a warranty issue, Contractor or his agent shall have two

weeks to inspect and 30 days to remedy defective work. Failure to perform within this stipulated period will result in damages being assessed against Contractor and responsible parties retroactive to date of discovery.

1.09 UNIT PRICES

A. Payment for warranties required in Contract Documents will be included in the price bid for items of work for which warranties are required.

END OF SECTION

CITY OF ROHNERT PARK 02001-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL SITE CONDITIONS SEWER REHABILITATION PROJECT

SECTION 02001

SITE CONDITIONS

PART 1 - GENERAL

1.01 INFORMATION ON SITE CONDITIONS

A. All information obtained by the City regarding site conditions, surface topography, subsurface information, groundwater elevations, existing construction of site facilities, and existing underground utilities and similar data will be available to prospective Bidders upon request and at the office of the Engineer, prior to bid opening.

B. CCTV log from 2011 investigation is provided in Appendix B.

1.02 CONTRACTOR'S RESPONSIBILITIES

A. The Contractor shall satisfy himself as to the nature and location of the Work, the general and local conditions, particularly those bearing upon availability of transportation, disposal, limited access to site, handling and storage of materials, availability of labor, water, electric power, roads, and uncertainties of weather, river stages, or similar physical conditions at the site, the conformation and conditions of the ground, the character of equipment facilities needed preliminary to and during the prosecution of the Work and all other matters which can in any way affect the Work or the cost thereof under this Contract.

B. The Contractor shall further satisfy himself as to the character, quality, and quantity of

surface and subsurface materials to be encountered during the course of execution of the work by inspecting the site as well as, any exploratory work performed by the Engineer, and information presented by the Plans and Specifications made a part of this Contract. Any failure by the Contractor to acquaint himself with all available information will not relieve him from responsibility for properly estimating the difficulty or cost of successfully performing the Work. The Contractor shall use their own judgment in determining methods for safe construction, with awareness of the specific site conditions for this project.

C. The Contractor shall anticipate underground obstructions such as utility lines, concrete, water

table, soil conditions and debris. No extra payment will be allowed for the removal, replacement, repair or possible increased cost associated with existing utilities, trench instability or groundwater. Any utility lines or obstructions indicated on the map show only the approximate location and must be verified in the field by the Contractor. Even excavations that do not daylight into the limits of existing trench backfill can become unstable due to the effects of ground disturbance and reduced strength caused by past nearby excavations and backfills. The Contractor is responsible for locating all underground obstructions.

D. The Contractor shall note that heavy truck and equipment operations may cause roadway

damage in excess of normal usage. Damage caused to the streets, curbs, gutters, sidewalks or bike path by the Contractor's operations shall be repaired to a condition equal or better than the original condition at the Contractor's expense.

1.03 ADDITIONAL INFORMATION

A. Prior to bidding, Bidders may make their own subsurface investigations subject to time schedules and arrangements approved in advance by the City. Before any subsurface test holes are excavated, obtain necessary permits to perform such work.

B. Record drawings of existing utilities are available for examination at City offices.

CITY OF ROHNERT PARK 02001-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL SITE CONDITIONS SEWER REHABILITATION PROJECT

1.04 SURFACE FACILITIES The Contractor is advised that the Plans were prepared based on available information and,

therefore, all existing surface facilities may not be shown on the Plans. It is the Contractor's responsibility to acquaint himself with existing site conditions per this Section and anticipate those surface facilities which are typically encountered (fences, signs, mailboxes, sidewalks, driveways, ditches, AC pavement, AC dikes, curbing, power poles, overhead lines, landscaping, irrigation, etc.) and will affect the Work. The Contractor shall provide adequate security to protect the public and Work. No extra payment will be made to the Contractor for the repair, removal and replacement of such facilities. Full payment for this work shall be as included in the various bid items.



END OF SECTION

CITY OF ROHNERT PARK 02003-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL EXISTING UTILITES AND PHASE 2 PROJECT UNDERGEROUND STRUCTURES

SECTION 02003

EXISTING UTILITIES AND UNDERGROUND STRUCTURES

PART 1 - GENERAL

1.01 SECTION INCLUDES

A. Refer to plans for the locations of utilities and underground structures. B. Contractor's responsibilities.

1.02 CALIFORNIA ADMINISTRATIVE CODE

A. Section 1540(a)1 of Construction Safety Orders (Title 8) California Administrative Code, Section 1540 states:

(1) “Prior to opening and excavation, effort shall be made to determine whether underground

installations; i.e., sewer, water, gas, electric lines, storm drain, cable TV, telephone, and fiber optics, will be encountered and, if so, where such underground installations are located. When the excavation approaches the approximate location of such an installation, the exact location shall be determined by careful probing or hand digging; and, when it is uncovered, adequate protection shall be provided for the existing installation. All known owners of underground facilities in the area concerned shall be advised of proposed work at least 48 hours prior to the start of actual excavation.”

B. The approximate location of public utilities and underground structures was based on

information provided by the utility owners. However, in accordance with California's Administrative Code, Section 1540, Contractor shall make the effort to determine the exact location of underground installations.

1.03 PUBLIC UTILITIES AFFECTED

A. Electrical: Pacific Gas & Electric Company. It should be noted that where overhead service to a structure known to receive service does not exist, then underground service shall be assumed to exist. For underground utility location call Underground Service Alert (USA) at (800) 227-2600 or 811 at least two working days in advance.

B. Natural Gas: Pacific Gas & Electric Company has jurisdiction over natural gas lines. For

underground utility location call Underground Service Alert (USA) at (800) 227-2600 or 811 at least two working days in advance.

C. Water, sanitary sewer, recycled water and drainage: The City of Rohnert Park has jurisdiction

over all other water mains and services within the specific limits of the project corridor. D. Roads: The City of Rohnert Park has jurisdiction over roads inside the corporate limits of

Rohnert Park and the County of Sonoma for roads outside the corporate limits of Rohnert Park.

E. Cable Television: Comcast. It should be noted that where overhead service to a structure

known to receive service does not exist, then underground service shall be assumed to exist. For underground utility location, call USA at (800) 227-2600 or 811 at least two working days in advance.

F. Telephone: AT&T. It should be noted that where overhead service to a structure known to

CITY OF ROHNERT PARK 02003-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL EXISTING UTILITES AND PHASE 2 PROJECT UNDERGEROUND STRUCTURES

receive service does not exist, then underground service shall be assumed to exist. For assistance with location of underground telephone facilities, call USA at (800) 227-2600 or 811 at least two working days in advance. .

1.04 CONTRACTOR RESPONSIBILITY

A. The Contractor shall anticipate water, reclaimed water, sewer, storm drain, electrical, gas, cable TV, and telephone services. It may be expected that there will be variation in location from that as shown on the Plans to the actual location. Actual location shall be determined in the field after pre-marking by the various utilities affected.

B. It should be understood that the various utilities are indicated on the Plans to show only the

approximate location and must be verified in the field by the Contractor. The various utility agencies will cooperate with the Contractor to endeavor to familiarize him with all known underground utility obstructions, but this will not relieve the Contractor from full responsibility in anticipating and locating their actual existence. No extra payment will be allowed for the removal, replacement, repair, or possible increased cost caused by inadvertent or planned interception and breaking of underground obstructions which may exist.


PART 3 - EXECUTION

3.01 CONTRACTOR RESPONSIBILITY

A. The Contractor shall anticipate water, sewer, storm drain, electrical, gas, cable TV, and telephone services. It may be expected that there will be variation in location from that as shown on the Plans to the actual location. Actual location can best be determined in the field after pre-marking by the various utilities affected.

B. It should be understood that the various utilities are indicated on the Plans to show only the approximate location and must be verified in the field by the Contractor. The various utility agencies will cooperate with the Contractor to endeavor to familiarize him with all known underground utility obstructions, but this will not relieve the Contractor from full responsibility in anticipating and locating their actual existence. No extra payment will be allowed for the removal, replacement, repair, or possible increased cost caused by inadvertent or planned interception and breaking of underground obstructions which may exist.

C. The Contractor, in conjunction with the affected utility company(s), shall locate and establish the horizontal and vertical location of all utilities shown on the Plans and marked in the field. This may be done on an area by area basis, but shall be accomplished at least five (5) working days in advance of the date of construction within such area and prior to any fabrication. Any discrepancies (horizontal and/or vertical) between the location of a utility found by the potholing operation than that shown on the Plans shall be brought to the Engineer's attention immediately. The Engineer shall determine if field revisions are necessary, and if so, make the revision. In the event utility(s) relocation is determined necessary, the utility company involved will be responsible for relocation or the general contractor will perform the relocation as extra work.

END OF SECTION

CITY OF ROHNERT PARK 02080 - 1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL HAZARDOUS MATERIALS PHASE 2 PROJECT HANDELING AND DISPOSAL

SECTION 02080

HAZARDOUS MATERIALS HANDLING AND DISPOSAL

PART 1 - GENERAL

1.1 SUMMARY

A. This Section includes the following: 1. A general description of the potential hazardous materials that may impact work

associated with this project. 2. Requirements and procedures related to asbestos-impacted demolition and

construction work. 3. Requirements and procedures related to lead-impacted demolition and

construction work.

B. Summary of Hazardous Materials work: 1. The work of this project may involve working around and in some cases

disturbing or removing small quantities of hazardous materials, including asbestos in concrete and lead-containing paints and coatings, in order to complete the planned renovation work. The Contractor shall assume that there is asbestos in concrete and lead-containing paints and coatings and comply with the requirements of this Section, unless testing conducted by the Contractor at the Contractor’s cost can demonstrate otherwise.

2. The Contractor shall review all project plans for selective demolition and other new construction work that may disturb existing hazardous materials at this project site.

3. All hazardous materials disturbance and removal work shall be undertaken utilizing the proper asbestos and lead work practices, protective measures, controls, waste stream profiling and testing, and waste disposal of properly characterized removed materials as required to support this project. a. Removed friable asbestos wastes, including HEPA vacuum bags, are to

be disposed of as hazardous asbestos waste; b. Removed dust, debris, and cleaning materials from demolition, drilling,

coring, and other operations shall be presumed hazardous and tested for lead hazardous characteristics prior to disposal.

4. The Contractor’s work scope shall include all required protective measures for Cal/OSHA and Cal/EPA compliance associated with selective demolition, coring, and drilling, and other wall & ceiling finish disturbing activities of this project.

5. Conduct scraping of loose and peeling paints in compliance with Cal/OSHA worker protection rules and this section.

6. Clean up all surfaces affected by construction activities so as to leave each work area with asbestos and lead levels below all recognized hazard thresholds at the end of each day’s work shift and prior to de-commissioning of the area.

1.2 REFERENCES:

A. General: Codes, regulations, and references to hazardous materials abatement work include, but are not limited to the most current versions of the following: 1. California Code of Regulations (CCR):

Title 8; Article 2.5 Registration Asbestos-Related Work Title 8, Section 1529 Construction Safety Orders, Asbestos Regulations Title 8, Section 1531 Construction Safety Orders, Respiratory Protection Title 8, Section 1532.1 Construction Safety Orders, Lead in Construction


Title 17, Div. 1, Ch. 8 Accreditation, Certification, and Work Practices for Lead-Based Paint and Lead Hazards

Title 22, Div. 4.5 Environmental Health Standards for the Management of Hazardous Waste

2. USEPA NESHAPS Rule and applicable regional Air Quality Management District or Air Pollution Control District rules

1.3 MATERIALS OWNERSHIP

A. Except for items or materials indicated to be disposed of as hazardous waste, reused, salvaged, reinstalled, or otherwise indicated to remain Owner's property, demolished materials shall become Contractor's property and shall be removed from Project site.

1.4 SUBMITTALS

A. Requirements are as set forth in Contract for items required to be submitted under this section. Submit the following:

B. Pre-Start Submittals: 1. Submit the following:

a. Licensing and Registration for Contractor or Subcontractor responsible for removal of hazardous materials. Submit copies of current and valid: 1) Contractor’s license and Contractor’s asbestos certificate issued

by the California Owner Contractor’s Licensing Board (CSLB); 2) Registration for Asbestos-Related Work from the Division of

Occupational Safety and Health in accordance with CCR, Title 8, Article 2.5 of the California Administrative Code for any removal or disturbance involving greater than 100 square feet of asbestos containing material.

b. Respirator fit tests: Submit proof that personnel who will be entering asbestos or lead work areas have had a qualitative respiratory fit test performed within 12 months from the scheduled completion date of the project

2. Notifications, Communications, and Postings. a. Submit copies of notifications to appropriate government agencies where

required, including the following:

• Division of Occupational Safety and Health 39141 Civic Center Dr., Suite 310 Fremont, CA 94538 (510) 794-2521 Notifications shall be in accordance with the Title 8 CCR Section 341.9 for asbestos and Section 1532.1 for lead.

• Bay Area Air Quality Management District 415 749-4795

Notifications shall be in accordance with the NESHAP, 40 CFR, Subpart M and AQMD/APCD regulation

3. Respiratory Protection Plan: Submit a written standard operating procedure governing selection, fit-testing, and use of respirators for asbestos and lead exposure protection.

4. Detailed Work Plan: Submit a detailed work plan proposed for use in complying with the requirements of these specifications. The detailed work plan shall

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https://maps.google.com/?q=39141+Civic+Center+Dr.+Suite+310++Fremont+CA+94538


include, at a minimum, Job-specific procedures proposed for completing the scope of work outlined herein including: means of controlling dust and exposure for any Class I or Class II asbestos removal.

5. Plan for personnel air monitoring required by law by the Contractor for Worker protection. The Plan shall include, but not be limited to the following: a. Personnel Air Monitoring conducted in strict accordance with 8 CCR

1529. Include calibration data for the secondary standard to be used for air sampling pump calibration on-site. This data must be within six (6) months of the projected completion of this project;

b. Name, address, and accreditation and/or certification of laboratory selected by the contractor to analyze air samples.

6. Product Data: Manufacturers product data for all items required for complete and proper execution of the work, this includes product data for all items listed under Part 2 - Products. Product data shall include manufacturing product data, specifications, samples and application instructions, material safety data sheet (MSDS), and other pertinent information as necessary.

7. Waste Disposal Sites: Submit Name Location, Class, and EPA # for each waste disposal site to be used for any asbestos or lead wastes for this project.

8. All debris from the A.C. pipe shall be removed from the job and disposed of at an approved dumpsite. Contractor shall contact SJWC for a waste generator number at 707-279-7241 for manifesting. The handling of the debris shall be in accordance with the requirements of the Environmental Protection Agency and/or all other agencies having local jurisdiction over the handling and disposal of hazardous waste.

C. Close-Out Submittals: 1. Within five days of completion of all hazardous material removal work, submit a

copy of all outstanding Submittals and DTSC certificate and original waste manifest within 5 working days to a SJWC Construction Supervisor, per the SJWC Standard Specifications Section 2.-07.

2. Work Area entry/exit logs completed for each Work Area and each Work Shift. 3. OSHA sample results for asbestos including Eight (8) hour Time Weighted

Average (TWA) sampling and results for asbestos excursion limit samples. Sample results must indicate the person sampled, description of work activity, start and stop times, liters per minute, total volume and laboratory result expressed as an eight-hour TWA or excursion limit sample.

4. OSHA sample results for lead including Eight (8) hour Time Weighted Average (TWA) sampling. Sample results must indicate the person sampled, description of work activity, start and stop times, liters per minute, total volume and laboratory result expressed as an eight-hour TWA.

1.5 POSTINGS

A. Before the commencement of any asbestos or lead related work at the site, Cal/OSHA warning signs in and around the Work Area to comply with Cal/OSHA regulations.

B. Copies of the Contractor’s SCLB license, Cal/OSHA registration certificate, temporary job-site notifications, pre-start LBP notifications to Cal/OSHA, local agency notifications, emergency exit diagram, emergency phone numbers, Cal/OSHA poster on worker’s rights, and worker’s compensation poster shall be posted proximate to the entrance to each Work Area.

C. The Contractor shall have at least one copy of the Contract Documents including project plans and specifications, and a current copy of 8 CCR 1529 & 1532.1.


PART 2 PRODUCTS

2.1 GENERAL

A. Submit manufacturer’s product data for all items to be used including the items listed below.

B. All materials to be used on the project shall be new in original packages, containers, or bundles bearing the name of the manufacturer and the brand name. Used materials will not be permitted.

2.2 PROTECTIVE COVERING (PLASTIC SHEETING)

A. For standard containment and critical barrier usage: Fire Retardant Polyethylene sheets 6 mil and 4 mil in sizes to minimize frequency of joints, approved and listed by the Owner’s Fire Marshall per Section 13121 and/or 13144.1 of the California Health and Safety Code.

2.3 TAPE, ADHESIVES, SEALANTS

A. Duct tape two inches or wider, or equivalent, capable of sealing joints of adjacent sheets of plastic sheets and for attachment of plastic sheets to finished or unfinished surfaces of dissimilar materials and capable of adhering under both dry and wet conditions.

B. Spray adhesives for sealing polyethylene to polyethylene shall contain no methylene chloride compounds.

2.4 PROTECTIVE PACKAGING

A. Appropriately labeled 6 mil sealable polyethylene bags as a minimum.

B. Appropriately labeled, impermeable drum containers with sealable lids.

C. Bilingual labels (English and Spanish) on waste packages, contaminated material packages and other containers shall be in accordance with EPA or OSHA standards.

2.5 WARNING SIGNS AND LABELS

A. All warning signs and labels must meet all applicable regulatory requirements for wording, size of lettering, and use of language, pictographs, and graphics to effectively convey the warning. Additional requirements apply for hazardous waste containers and shipments for transportation to disposal sites.

2.6 PERSONAL PROTECTIVE EQUIPMENT

A. Surfactant, or wetting agent, for amending water will be 50 percent polyethylene ether and 50 percent polyethylene ester, or Personal Protective Equipment shall comply with the requirements of 29 CFR 1910, Subpart 1 and 8CCR 1514, 1515, 1516, and 1517.

B. Work clothes shall consist of impervious disposable, full-body coveralls, head covers, boots, rubber gloves, and work boots (or sneakers). Sleeves at wrists and cuffs at ankles shall be secure.

C. Eye protection and hard hats shall be available and worn when required by applicable safety regulations.


D. Provide Authorized Visitors with suitable protection clothing, headgear, eye protection, and footwear whenever they enter the Work Area.

2.7 RESPIRATORS

A. Provide all workers, foremen, superintendents, authorized visitors, and inspectors personally-issued and marked, clean and sanitized respiratory equipment approved by NIOSH. When respirators with disposable filters are employed, provide sufficient filters for replacement as recommended by manufacturers or this specification. Selection of respirators shall be made according to the guidance of 8 CCR 1529 and 1532.1.

B. Where respiratory protection is required, the minimum respiratory protection required for this project is a half mask respirator as long as the airborne levels do not exceed one tenth of the applicable PEL established by regulation.

PART 3 EXECUTION

3.1 PROJECT PROCEDURES

A. Prior to the start of on-site work, the Contractor shall hold an on-site start-up safety meeting for all of contractor and facility employees that addresses at least the following issues specific for the project: 1. Safety and health hazards; 2. Procedures and work practices; 3. Respiratory protection and instruction; 4. Special conditions and/or work requirements.

B. Worker Protection Procedures (Asbestos & Lead removal)

C. Provide Authorized Visitors with suitable protective clothing, respirators, headgear, eye protection, and footwear whenever they are required to enter the Work Area. All provided equipment shall be new or in good working condition

3.2 GENERAL HAZARDOUS MATERIALS WORK PREPARATION

A. Cordon off all other accesses to Work Areas using barrier tape and signage.

B. Pre-clean work area using wet cleaning and/or HEPA vacuuming to removal all visible dust and debris prior to starting removal or major disturbance work.

3.3 SCRAPE LOOSE AND PEELING PAINT

A. In addition to the general preparation requirements (above): 1. Prepare the Work Area as indicated herein to ensure the protection of surfaces to

remain and the environment. 2. Using wet methods, remove loose and peeling paint using scrapers, putty knives,

wire brushes, and other tools deemed appropriate to achieve a surface with firmly adhered paint. Use only enough wetting to slightly dampen the surface and control dust emissions.

3. Clean up paint chips and debris using wet methods and HEPA vacuuming as the removal proceeds.

4. When complete, proceed to complete surface preparation for painting to complete stabilization.

3.4 FINAL ASBESTOS DECONTAMINATION


A. Clean all exposed surfaces in the work area by wet wiping and HEPA vacuuming.

B. At the completion of this cleaning phase, the Work Area shall be free of all unnecessary equipment/materials and waste containers.

C. The Contractor’s Competent Person/Supervisor shall perform a complete visual inspection of the Work Area under adequate lighting to ensure that the Work Area is free of visible asbestos material, debris, and dust.

3.5 LEAD WASTE CLEAN UP AND EVALUATION

A. Clean up paint chips and debris using wet cleaning methods and HEPA vacuuming. All surfaces shall be free of all visible paint chips, dust and debris. Place all paint chips in a labeled waste bag or container.

B. Place all contaminated cleaning materials, disposal personal protective equipment (PPE) and contaminated plastic in separate waste bags. The Contactor shall assume all lead-related waste is RCRA hazardous waste and shall conduct required waste testing as necessary for disposal at a permitted waste disposal site.

C. All waste streams and waste categories listed below shall be considered lead hazardous waste until proven otherwise through testing. All testing of demolition waste wastes is the responsibility of the Contractor. The Contractor shall be responsible for segregating suspect lead hazardous waste based on potential for exhibiting hazardous waste characteristics. Lead-related wastes are to be segregated into the below listed categories at a minimum. 1. Category I: LBP paint chips, vacuum bags, used cleaning materials. These

materials are typically hazardous wastes. 2. Category II: Plastic sheeting and tape, disposable clothing, and equipment.

These materials should be non-hazardous if properly cleaned and decontaminated. However, these items are to be considered hazardous subject to testing.

D. Based on the testing protocols, any waste greater than or equal to five (5) ppm lead using STLC or TCLP tests or any waste greater than or equal to 1000 ppm lead using the TTLC test shall be considered a California hazardous waste.

E. When the TTLC test result is less than 50 ppm lead, no further testing is required for that waste category sampled unless the waste stream or waste generating process changes.

3.6 WASTE PACKAGING & LABELING

A. All asbestos wastes shall be adequately wetted prior to packaging.

B. Place asbestos waste in six (6) mil labeled asbestos waste bags or approved equivalent containers.

C. Goose neck and seal each bag and place in a second clean-labeled bag, drum or impervious container.

D. Decontaminate waste bags and containers prior to removing from regulated or contained area.


E. Label all asbestos waste bags or containers with OSHA warning label: “Danger. Contains Asbestos Fibers. Avoid Creating Dust. Cancer and Lung Disease Hazard” and other information as required by regulation.

F. All other hazardous lead, PCB, and universal wastes shall be properly labeled and containerized in leak tight containers.

3.7 WASTE DISPOSAL

A. Waste Transportation: Submit the method of transport of hazardous asbestos wastes including name, address, EPA ID number, and telephone number of transporter.

B. Waste Disposal Site(s): Submit for approval the name, class, address, EPA ID number, and telephone number of waste disposal site(s) to be utilized.

C. Waste Manifest: Submit for approval at the Pre-construction meeting a filled out Waste Manifest form. For Waste Manifest purposes, the Generator is the facility of the subject work. 1. Obtain necessary information including generator EPA number for this purpose

from the Owner or Owner’s Representative prior to start up of any abatement or demolition.

2. After removal and packaging waste for shipment, provide a copy of the Waste Manifest to the Owner for each required shipment.

3. Use the uniform hazardous waste manifest for hazardous wastes including lead and asbestos. Include a properly completed Land Disposal Restriction Notice and Certification form with each manifest submitted for signature by the generator (Owner).

4. Use a non-hazardous wastes manifest for disposal of non-friable asbestos wastes.

D. Each hazardous waste manifest and each non-hazardous asbestos waste manifest shall be prepared for the Owner or Owner’s Representative’s review and approval prior to shipment.

E. The sealed hazardous waste containers shall be delivered to the Contractor’s pre-designated, approved hazardous waste treatment and waste disposal site for burial in accordance with applicable Owner and federal regulations. Likewise, non-hazardous asbestos waste shall be delivered under manifest to a permitted asbestos waste disposal site.

F. Notify the Owner’s facility representative 48 hours in advance of the time when contaminated materials are to be removed and transported from the site to allow for manifest review and approval.

G. The Contractor shall be responsible for safe handling and transportation of all hazardous waste generated by this Contract to the designated Hazardous Waste Site and shall hold the Owner and the Owner’s agents and consultants harmless for claims, damages, losses, and expenses against the Owner, including attorney’s fees arising out of our resulting from asbestos and hazardous materials spills on the site or en route to the disposal site.

3.8 CLOSE-OUT

A. All submittal and punch list items must be complete and provided to the Owner. These include but are not limited to daily work force rosters, work area sign-in/out sheets, OSHA


monitoring results, and waste test data and waste manifests. The Contractor shall provide a copy of the DTSC certificate and original waste manifest within 5 working days to a SJWC Construction Supervisor.

END OF SECTION

CITY OF ROHNERT PARK 02210 - 1 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT SITE PREPARATION

SECTION 02110

SITE PREPARATION

PART 1 GENERAL


A. Remove and dispose of surface debris.

B. Prior to any drilling or excavation, obtain permission from the City, Sonoma Water, PG&E and/or any other affected utility providers to penetrate or excavate surfaces along the project route. Remove and dispose of paving, curbs, gutters, fences, posts, or structures indicated on the drawings.

C. Remove and dispose of tree limbs.

D. Remove and dispose of root system of trees and shrubs.

E. Topsoil excavation and stockpiling.

F. Soil stabilization.

1.02 RELATED SECTIONS

A. Section 01310 – Coordination

B. Section 02220 – Demolition, Salvage, and Abandonment

C. Section 02240 – Dewatering

D. Section 02315 – Excavation and Backfill

.03 REGULATORY REQUIREMENTS

A. Conform to applicable codes and all local, state and federal regulations for disposal of debris and use of herbicides. Burning of debris, lumber or scrap will not be permitted.

PART 2 PRODUCTS

2.01 MATERIALS

A. Tree Paint – Tree paint shall be non-toxic, commercial grade, and suitable for application

on fresh cut branches.

PART 3 EXECUTION

3.01 PREPARATION

A. Verify that existing plant life designated to remain, is tagged or identified.

CITY OF ROHNERT PARK 02210 - 2 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT SITE PREPARATION

B. Clean sawcut paving, curbs gutters and other structures between portion to remain and

portion to be removed.

C. Install groundwater dewatering wells, including connection to power, prior to trenching

operations.

D. Locate, identify, and protect existing utilities and improvements to remain from damage

including loss of soil stability.

3.02 GROUND IMPROVEMENT

A. Protect trees, plant growth, and features designated to remain, as final landscaping.

B. Protect benchmarks and existing structures which are to remain from damage or displacement.

3.03 REMOVAL

A. Remove debris, rock, soil and extracted plant life from site. Dispose of materials at approved facilities.

END OF SECTION

CITY OF ROHNERT PARK 02120 - 1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL CONTAMINAITON MATERIALS PHASE 2 PROJECT HANDELING AND DISPOSAL

SECTION 02120

CONTAMINATED MATERIALS HANDLING AND DISPOSAL

PART 1 - GENERAL

1.01 SUMMARY OF WORK

A. The project does not expect soil or groundwater contamination to be encountered, but has included this work in this Section only if potentially contaminated soil or contaminated groundwater is confirmed by the City and the Contractor’s OSHA HAZWOPER (CCR Tile 8, Section 5192) environmental coordinator.

B. If soil or groundwater contamination is discovered, work shall include the following: 1. Prepare and submit handling plan to be reviewed and approved by the City. 2. Implementation of the following work is considered outside the scope of this

contract, however the plan shall include the following: a. Contaminated groundwater shall be processed through an activated

carbon treatment system or other suitable system designed to remove the chemicals of concern to levels allowable in the sanitary sewer, have the water tested by a California-certified laboratory, and coordinate with the City’s Utilities Division and City of Santa Rosa for discharging to the local sanitary sewer system.

b. Contaminated soil shall be segregated and stockpiled, the soil tested by a California-certified laboratory; coordinate a disposal facility acceptance for disposal of soil determined to be contaminated at a facility licensed to accept such soil.


A. Section 01270 – Measurement and Payment

B. Section 01330 – Contractor Submittals

C. Section 02240 – Dewatering

1.03 REFERENCES

A. EPA Solid Waste 846 Test Methods

B. Title 40 Code of Federal Regulations, Part 136.


PART 3 - EXECUTION (not used)

END OF SECTION

CITY OF ROHNERT PARK 02120 - 2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL CONTAMINAITON MATERIALS PHASE 2 PROJECT HANDELING AND DISPOSAL


CITY OF ROHNERT PARK 02220 - 1

THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020

PHASE 2 PROJECT DEMOLITION, SALVAGE AND ABATEMENT

SECTION 02220

DEMOLITION, SALVAGE AND ABANDONMENT

PART 1 GENERAL

1.01 THE REQUIREMENT

A. The Contractor shall furnish all tools, equipment, materials, and supplies, and shall

perform all labor as required for the demolition, abandonment, removal/disposal, salvage,

or relocation of pavements, structures, utilities, and equipment as indicated on the

Drawings and as specified herein.

B. The work of this Section shall include, but shall not be limited to the following items:

1. Demolition, abandonment, removal/disposal, salvage, or relocation of pavements,

buildings, signs, structures, utilities, earth and equipment as indicated on the

Drawings and as specified herein.

1.02 RELATED WORK SPECIFIED ELSEWHERE

A. Section – 02001 – Site Conditions

1.03 DEMOLITION/ABANDONMENT COORDINATION

A. The Contractor shall carefully coordinate the extent of the Work in areas where existing

utilities shall be reconnected to new facilities, where existing facilities shall remain

operational, and where vegetation and curb and gutters shall be restored.

B. While Work is being performed, the Contractor shall provide adequate access for routine

operation and maintenance. The Contractor shall erect and maintain fences, warning

signs, barricades, and other devices as required for the protection of the Contractor's

employees and the public around trenches, pits, pipeline and structures. The Contractor

shall remove all such protection when the demolition/abandonment operations are

completed, or as work progresses, or when directed by the Engineer.

C. The Contractor shall coordinate all Work with the Engineer.

D. Record all locations of pipelines abandoned in-place and incorporate into project as-built

drawings.

1.04 SALVAGE

A. The Contractor shall have the option of salvaging equipment after first providing option for

salvage to the City.

1.05 SUBMITTALS

A. Demolition procedure submittal shall be submitted to the Engineer for acceptance at least

ten (10) working days prior to start of demolition. The procedures shall provide for safe

conduct of the Work, careful removal and disposition of materials and equipment,

protection of property which are to remain undisturbed, coordination with existing facilities

to remain in service, and timely disconnection of utility services. The procedures shall




include a detailed description of the methods and equipment to be used for each

operation, and the sequence of operation.

1.06 REPAIR OF DAMAGE

A. Any damage to remaining street work improvements, utility poles, traffic loops, building

elements to remain, other existing facilities to remain, and private property, as caused by

the Contractor's operations shall be repaired at the Contractor's expense.

B. Damaged items shall be repaired or replaced with new materials as required to restore

damaged items or surfaces to a condition equal to and matching that existing prior to

damage or start of work of this contract.

1.07 PROTECTION OF EXISTING FACILITIES

A. Before beginning any cutting, trenching, demolition or abandonment work, the Contractor

shall carefully inspect the existing facilities to determine the extent of the Work. The

Contractor shall take necessary precautions to prevent damage to existing facilities which

are to remain in place and in operation. The Contractor shall be responsible for any

damages to existing facilities, which are caused by the operations of the Contractor.

Damages to such facilities shall be repaired or replaced to existing condition at no

additional cost to the City. The Contractor shall carefully coordinate the work of this

Section with all other work and shall provide shoring, bracing, and supports, as required.

The Contractor shall insure that structural elements are not overloaded and shall be

responsible for increasing structural supports or adding new supports as may be required

as a result of any cutting, removal, or demolition work performed under any part of this

Contract. The Contractor shall remove all temporary protection when the work is complete

or when so authorized by the Engineer.

B. The Contractor shall carefully consider all bearing loads and capacities for placement of

equipment and material.

1.08 SPECIAL REQUIREMENTS

A. The use of explosives is not permitted.

B. Disposition of rubble, salvaged and waste materials, debris, and trash from within the site

shall be strictly in accordance with the Contract Documents. Public streets, alleys, or

other thoroughfares used by the Contractor in carrying out the Contract, shall at all times

be kept free of litter attributable to the Contractor. Trucks or other vehicles shall be so

loaded and equipped as to prevent leakage, blowing off, or other escape of any portion of

whatever is being hauled.

C. Lead Compliance Plan

1. Prepare a work plan to prevent or minimize worker exposure to lead while

managing and handling paint system debris, traffic stripe residue, and pavement

marking residue containing lead. Regulations containing specific Cal/OSHA

requirements when working with lead include 8 CA Code of Regs § 1532.1.

2. The plan must contain the items listed in 8 CA Code of Regs § 1532.1(e)(2)(B).

Before submittal, a Certified Industrial Hygienist (CIH) must sign and seal the

plan. Submit the plan at least 7 days before starting any activity that presents the

potential for lead exposure. The Engineer will notify the Contractor of the

acceptability of the plan within 4 business days of receipt.




3. Before starting any activity that presents the potential for lead exposure to

employees who have no prior training, including City and State employees,

provide a safety training program to these employees that complies with 8 CA

Code of Regs § 1532.1 and your lead compliance program.

4. Submit copies of air monitoring or job site inspection reports made by or under

the direction of the CIH under 8 CA Code of Regs § 1532.1 within 10 days after

the date of monitoring or inspection.

5. Supply personal protective equipment, training, and washing facilities required by

your lead compliance plan.

D. Existing sanitary sewer pipelines to be removed and/or abandoned are asbestos cement

pipe. Any work involving disturbance, removal, transportation or disposal of such pipe

shall be subject to the authorities having jurisdiction including but not limited to Cal-OSHA

and the Bay Area Air Quality Management District. Contractor is responsible for proper

removal, containment, hauling and disposing of asbestos cement pipe at an approved

facility. Contractor shall not leave any broken asbestos cement pipe in the ground.

PART 2 PRODUCTS

Not Used.

PART 3 EXECUTION

3.01 DEMOLITION OF FACILITIES

A. Demolition shall be accomplished in accordance with applicable codes and regulations.

Blasting shall not be permitted.

B. Disposal of all materials shall be performed in compliance with all applicable local, state

and federal codes, regulations, and requirements. Structures to be abandoned shall be

cleaned prior to abandonment.

C. The Drawings used in this Contract to indicate demolition and removal are based on the

best available information from the City. Prior to the submittal of bids, the Contractor shall

conduct a comprehensive survey of the facilities to verify the scope of Work, the extent of

utilities, and the physical sequencing constraints.

D. Existing forcemain pipelines to be lined is asbestos cement pipe. Any work involving

disturbance, removal, transportation or disposal of such pipe shall be subject to the

authorities having jurisdiction including but not limited to Cal-OSHA and the Bay Area Air

Quality Management District. Contractor is responsible for proper removal, containment,

hauling and disposing of asbestos cement pipe at an approved facility. Contractor shall

not leave any broken asbestos cement pipe in the ground.

E. All excavations made for removal of existing pipelines shall be excavated and backfilled.

3.02 PAVING REMOVAL

A. Removal and disposal of pavement markers and markings shall be performed prior to

paving and placement of new pavement markers and striping. Temporary traffic control

marking shall be installed after removal and before paving operations. Existing yellow




striping may contain lead and shall be removed in accordance with the Contractor’s Lead

Compliance Plan.

B. Asphalt concrete and armor coats shall be cut with a suitable tool before excavation. For

all roads, saw cutting shall be required. Breaking of asphalt, concrete, or armor coats with

excavation equipment will not be permitted.

C. All edges of asphalt concrete, PCC, or armor coats shall be cut minimum four inches

vertically, with a neat, square edge. Cut steel reinforcing shall become the property of the

Contractor.

D. In all cases, existing asphalt paving or armor coating shall be saw cut out after

construction and just prior to final paving to a point 24 inches or more wider than each

side of the trench line. Saw cuts shall parallel or be perpendicular to centerline of the

trench. Any strip of existing pavement with a width of four feet or less shall be removed

and replaced with new pavement.

E. Excess paving shall be disposed. All waste materials shall be promptly removed. Littering

of the Site will not be permitted.

END OF SECTION

CITY OF ROHNERT PARK 02235 - 1 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT SELECTIVE TREE AND VEGETATION TRIMMNIG AND REMOVAL

SECTION 02235

SELECTIVE TREE AND VEGETATION TRIMMING AND REMOVAL

PART 1 GENERAL

1.01 THE REQUIREMENT A. The Contractor shall provide all materials, equipment and labor necessary to perform the

selective tree and vegetation trimming and all appurtenant work, complete in place, as shown on the Drawings and as specified herein.

B. The Contractor shall remove and properly dispose all trimmings and debris generated from these operation.

C. Work Specified in this Section:

A. Verification of trees and vegetation to be trimmed with Engineer. B. Removal of trees and other vegetation as approved by the Engineer. C. Removal of cuttings and clean-up of the jobsite. D. Restore ground surface disturbance areas to pre-construction condition.


A. Division 1 General Requirements.

B. Section 01560 Temporary Controls.

1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS

A. Commercial Standards:

A. CAL-OSHA Standards.3 B. ANSI Regulations.

1.04 CONTRACTOR SUBMITTALS

A. The Contractor shall submit copies of the supervising arborist's certification from the Western Chapter of the International Society of Arboriculture to the Engineer prior to performing the Work.

1.05 QUALITY ASSURANCE

A. All trimming work shall be performed under the direct supervision of and in conformance with the recommendations of the City’s biological monitor.

1.06 QUALITY CONTROL

A. The Contractor shall be held responsible for any damage to trees, vegetation, or private property caused by its construction operations or trees that die after improper pruning or trimming. The Contractor shall be assessed for the value of the damage to the trees, vegetation or private property based upon the International Society of Arborculture’s Standard method of valuation.

CITY OF ROHNERT PARK 02235 - 2 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT SELECTIVE TREE AND VEGETATION TRIMMNIG AND REMOVAL

B. The Contractor shall furnish all tools and equipment and employ trained tree trimmer personnel under the direction of the arborist to operate all equipment and perform all handwork efficiently and skillfully.

C. The trimming work shall be performed in a safe and proper manner adhering to CAL-

OSHA standards and ANSI regulations.

PART 2 PRODUCTS

2.01 TREE SEALER

A. Tree sealer shall be as manufactured by Ready to Use “Tre-hold”, Tanglefoot Latex Tree Pruning Sealer, or equal, tree sealer conforming to the following specifications.

B. A commercial grade, quick drying, tree sealer which shall have suitable qualities to coat

and seal damaged bark and cuts, and inhibit secondary growth. Application shall be made in accordance with the manufacturer's printed recommendations.

PART 3 EXECUTION

3.01 ORDER OF WORK

A. Trimming and/or removal shall be performed only on trees or vegetation requiring work in order to conform to the parameters set forth in this Section, unless otherwise directed by the Engineer.

B. The Contractor shall identify all trees and vegetation determined to require trimming or removal with temporary chalk paint markings for review by the Engineer prior to beginning any cutting operations.

3.02 TREE AND VEGETATION TRIMMING

A. Tree limbs or other vegetation obstructions shall be trimmed to a minimum height of 11 feet above any roadway, as measured from the edge of pavement. The crown of the tree shall be balanced as necessary. Balancing of the crown of the tree shall be accomplished by thinning, reducing end weights, shortening long heavy limbs, removing deadwood, weak limbs, and sucker growth. Limbs shall be pruned back to an appropriate lateral branch.

B. Tree limbs shall not be torn or ripped. All final pruning cuts shall be clean cuts.

C. Trees and vegetation shall be trimmed in such a manner as not to injure adjacent trees, plants, and/or improvements which are to be preserved.

D. Cuts or damage to areas of tree bark caused by the Contractor’s trimming operations shall be treated with a sealer such as "Tre-hold," or equivalent, as approved by the Engineer. Application of the tree sealer shall be made according to the manufacturer's printed recommendations.

E. All trimmings and debris generated from these operations shall be removed from the project site and properly disposed of in a legal manner in conformance with the Division 1, General Requirements.

END OF SECTION

CITY OF ROHNERT PARK 02240-1 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT DEWATERING

SECTION 02240

DEWATERING PART 1 GENERAL 1.01 SUMMARY

A. Section Includes: 1. Dewatering system.

a. The dewatering system shall be designed to incorporate the shoring system utilized by the Contractor and shall be capable of drawing down the groundwater level below the excavation bottom prior to excavation so that the Work may proceed.

b. The dewatering system shall remove accumulated groundwater from the excavation and areas immediately adjacent to the excavation. The dewatering system shall include obtaining all necessary permits including, but not limited to, Sonoma County Permit & Resource Management Department (PRMD), City of Santa Rosa e.g. (Discharge Permit), and City of Rohnert Park permits to properly install, control, and abandon the dewatering system.

2. Surface water control system. a. The extracted groundwater from the excavation shall be pumped to a

portable holding tank. The tank will include multiple weirs to allow separation of particulate matter from the groundwater. The tank outlet shall be equipped with a particulate/sediment filter, then a flow meter and data logger to record flow information during any discharge to the sanitary sewer system.

3. System operation and maintenance. a. A back up pump(s) shall be available at all times in the event the primary

pump(s) become inoperable. b. Water disposal. c. The extracted groundwater shall be discharged to the City sewer system

and total flow monitored by the Contractor for use in compliance with discharge permits.

d. The Contractor shall be responsible to verify existing flow in the sanitary sewer system so that any addition of dewatered groundwater will not surcharge the existing sewer system. The Contractor shall be responsible to monitor the flow capacity of the existing sewer system and variable impacts to the sewer system from dewatering activities. Operation of the dewatering system may require periodic modification to reduce discharge flow to an acceptable level.

B. Related Sections:

1. Section 01270 – Measurement and Payment 2. Section 01330 – Contractor Submittals 3. Section 02120 – Contaminated Materials Handling and Disposal. 4. Section 02250 – Shoring and Trench Safety 5. Section 02315 – Excavation and Backfill

C. Site Conditions:

1. The Contractor shall be responsible for ensuring safe project construction for all project elements, such as, dewatering, excavation, and shoring.

1.02 DEFINITIONS


A. Dewatering includes the following:

1. Lowering groundwater levels prior to excavation, and removal of ground water and horizontal water seepage accumulating in excavations.

2. Disposing of removed water. Extracted groundwater from the excavation shall be temporarily discharged to a holding tank prior to discharging to the local sanitary sewer under an approved permit from the City.

3. Establishing local benchmarks including installation of settlement rods for the monitoring and prevention of vertical settlement resulting from dewatering operations.

B. Design dewatering systems to:

1. Decrease groundwater levels minimum 3-feet below excavation bottom and behind excavation sidewalls where shoring is not designed to resist hydrostatic pressures. Dewatering shall occur prior to excavation where required and where shoring is not designed to resist hydrostatic pressures.

2. Remove groundwater within the excavation to permit Work to be completed. 3. Provide groundwater pumping from the excavation to maintain minimal

groundwater accumulation. 4. Maintain stability of sides and bottoms of excavations. 5. Provide reasonably dry base of excavation. 6. Filter native soil and prevent loss of ground from dispersion and erosion. 7. Prevent piping (boiling) of excavation bottom. 8. Prevent damaging settlement to nearby structures, utilities, and/or pipelines.

C. Design surface water and groundwater control systems to:

1. Collect extracted groundwater and seepage and provide temporary storage prior to discharge. Discharge from the temporary holding tank(s) will be directed through a particulate/sediment filter, then a flow totalizer prior to discharge to the sanitary sewer location.

D. Restrictions:

1. Dewatering systems that cause a loss of soil fines from adjacent areas will not be permitted.

1.03 SUBMITTALS

A. Section 01330, “Submittal Procedures”: Requirements for submittals. B. Dewatering Plan: Shall be signed and sealed by a Professional Civil Engineer.

1. Prepare a dewatering plan for all open cut activities, manholes, access locations, sewer tie-in locations and for all excavations located in close proximity to unlined drainage channels or in close proximity to critical structures or utilities. Submit to the engineer for submittal review and comment prior to implementation; include copy of the approved permit Submit plan per Section 01330.

2. Indicate dewatering system layout, extraction depths, screen lengths if applicable, dewatering pump locations, pipe sizes and capacities, grades, particulate/sediment filter specifications, surface water control devices such as valves totalizers, and water disposal method and location. Indicate if the use of multiple dewatering systems is proposed throughout the project limits. Dewatering methods may need to vary along the pipeline alignment to account for variations in subsurface conditions. The Contractor shall submit alternative contingent systems shall the initial system not achieve specified results.

3. If applicable, indicate primary and standby power system location and capacity. For pumps operating by fuel, indicate location, storage and amount of fuel contained at the site.


4. Connection to the electric grid may be approved as an alternative to use of a generator system, with approval of a plan that addresses project needs and adheres to project schedule constraints.

5. Where standby generators are required, submit complete information on generation system. All generators shall be “Whisper Quiet” and rated for low noise rate compliance in residential neighborhoods and per City code. Generators shall not produce noise such that a reasonable person of normal sensitiveness residing in the work area is caused discomfort or annoyance. The Contractor shall submit proposed generator, inclusive of dBA rating to the Engineer for approval per Section 01330.

6. Include detailed description of dewatering and monitoring system installation procedures and maintenance of equipment.

7. Include description of emergency procedures including contact names/phone numbers of qualified Contractor’s personnel.

8. Include the initial extracted groundwater sampling plan for compliance with the City discharge permit per Part 1.06.B of this Section. Samples collected shall be submitted to a State of California Certified Laboratory and analyzed for Total Petroleum Hydrocarbons calculated as gasoline (TPH-G), as diesel (TPH-D), benzene, toluene, ethyl benzene and xylene (BTEX) by EPA Method 8260, and Title 22 soluble metals.

9. If groundwater is contaminated, refer to Section 02120, “Contaminated Materials Handling and Disposal.”

10. Dewatering plan shall be submitted with the shoring plan and ground improvement/stabilization systems and designed to operate in a complementary fashion to meet specification requirements and provide a safe and stable environment for excavation.

11. Provide a sequencing plan indicating how dewatering will be installed as construction continues along the pipeline alignment, with consideration for maintaining traffic operations through the construction area. Contractor’s submitted schedule shall contain dewatering and locations of proposed dewatering as construction progresses.

12. Provide a plan for abandonment and removal of the dewatering system. The abandonment and removal plan shall account for impacts to surrounding soils and infrastructure, and provide restoration and/or rehabilitation plans as appropriate.

C. Product Data: Submit data for each of the following:

1. Dewatering Pumps: Indicate sizes, capacities, priming method, engine or motor characteristics.

2. Pumping equipment for control of surface water within excavation. 3. Pumping equipment for control of discharge to sanitary sewer. 4. Size of temporary storage tank(s). 5. Specifications and size of particulate filter for meeting discharge requirements. 6. Totalizer size and discharge to sewer outfall.

D. Design Data: Signed and sealed by Professional Civil Engineer.

1. Indicate design values, analyses, and calculations to support design. 2. Indicate the monitoring system(s) to maintain and control the excavation

dewatering. 3. Include system(s) to initially lower groundwater levels prior to excavation and

system(s) to maintain excavation dewatering during construction. 1.04 PERMITS

A. Contractor shall complete the permit application from the Sonoma County Permit & Resource Management Department (PRMD) to construct and destroy all new and


existing dewatering and monitoring wells associated with the project. Contractor shall pay all fees associated with the permit.

B. Contractor shall notify PRMD as required in the permit of construction, operation, and

destruction of the wells. 1.05 CLOSEOUT SUBMITTALS

A. Section 01770, “Project Closeout”: Requirements for submittals. B. Once the storage/surge tank(s) are no longer needed, clean and remove from the site

and return the area to original condition. C. Provide a document of the total amount of groundwater extracted and discharged to the

City sanitary sewer. D. Groundwater and monitoring wells shall be removed and abandoned in accordance with

County and State requirements. 1.06 QUALITY ASSURANCE

A. Comply with authorities having jurisdiction for the following: 1. Water discharge and disposal from pumping operations.

B. Obtain permits from City of Rohnert Park and City of Santa Rosa for the extracted

groundwater discharge to the local sanitary sewer system, including discharge to the new trunk sewer. Comply with all sampling, discharge flow and daily volume requirements.

C. Perform Work in accordance with State, City of Rohnert Park and the 2001 Triennial

Edition of the California Building Standards Code, CCR, Title 24. D. Maintain one copy of the discharge permit document on site.

1.07 QUALIFICATIONS

A. Design, install, and monitor operation of dewatering under direct supervision of Professional Civil Engineer experienced in design of this Work and licensed in the State of California.

1.08 PRE-INSTALLATION MEETINGS

A. Section 01330, “Contractor Submittals”: Notify City 14 days prior to installation. B. Convene minimum one week prior to commencing work of this section.

1.09 SEQUENCING

A. Section 01110, “Summary of Work”: Requirements for sequencing. B. Sequence work to obtain required permits before start of dewatering operations. C. Sequence work to install dewatering and surface water control systems minimum seven

(7) calendar days or as required to reduce groundwater levels below and beyond excavation bottoms before starting excavation.


1.10 COORDINATION

A. Section 01310, “Coordination”: Requirements for coordination. B. Coordinate work to permit the following construction operations to be completed on

stable substrate. 1. Shoring design as specified in Section 02250, “Shoring and Trench Safety.” 2. Excavation for structures specified in Section 02315, “Excavation and Backfill.”

C. Coordinate with the City of Rohnert Park prior to any groundwater discharge to the

sanitary sewer system. D. Coordinate with the Engineer prior to the commencement of any soil excavation and

groundwater discharge. PART 2 PRODUCTS 2.01 DEWATERING EQUIPMENT

A. Select dewatering equipment to meet specified performance requirements. 1. The equipment should include but not limited to: groundwater extraction pumps

and backups, storage/surge tank, transfer pumps, particulate/ sediment filter housing and replacement filters, flow totalizer, pipe, miscellaneous hoses, fittings and connectors to hook up, operate and maintain the dewatering process.

2. The selected equipment shall be able to extract groundwater from at least 10 feet below the grade of the bottom of the excavation. The Contractor shall determine the appropriate depth for equipment.

2.02 MONITORING EQUIPMENT

A. Flow Measurement: Furnish devices as follows: 1. Provide a flow totalizer to monitor and record the discharged volume and rate of

flow to the City of Rohnert Park sanitary sewer system. 2. Monitor the flow rate and pressure within the particulate/sediment filter, and

replace filters as necessary to maintain flow within acceptable sediment concentration levels as required in the permit to be obtained by the Contractor.

3. Install and monitor the groundwater accumulation within the excavation and control the extraction of the groundwater to maintain water free work conditions.

4. Install groundwater level monitoring wells adjacent to the excavation to monitor groundwater levels prior to and while the excavation is open to determine that groundwater levels are minimum 3-feet below excavation bottom.

2.03 ACCESSORIES

A. Valves and Fittings: Furnish valves, fittings and backflow prevention to isolate each extraction well from header pipe that discharges to the storage tank and to prevent loss of pump prime. Provide pipe, valves, fitting and backflow prevention devices for the discharging of extracted groundwater to the sanitary sewer.

PART 3 EXECUTION

3.01 EXAMINATION


A. Section 01560, “Protection of Existing Facilities.”

B. Notify City of Rohnert Park not less than three working days before any discharge of

groundwater to the sanitary sewer. 1. Conduct all groundwater discharge work in accordance with the City

requirements and as specified in the permit. 3.02 PREPARATION

A. Provide necessary protection from any damage caused by dewatering operations in the event of a system failure.

3.03 DEWATERING SYSTEM

A. The system shall be designed to coexist with the excavation activities. The sidewalls of the excavation shall be shored in accordance with Section 02250, “Shoring and Trench Safety.” The dewatering system shall be required to remove all groundwater from the planned excavation to enable the planned work to be completed where shoring is not designed to resist hydrostatic pressures and still meet minimum requirements.

B. Install dewatering system in accordance with the approved dewatering system design Minimum Requirements for Project Dewatering Systems:

1. Provide stable excavation walls and bottom. 2. Provide a reasonably dry base of excavation. 3. Filter native soil and prevent loss of ground from dispersion and erosion. 4. Prevent piping (boiling) of the excavation bottom. 5. Draw down the groundwater level below and beyond the excavation bottom and

sidewalls where shoring is not designed to resist hydrostatic pressures. 6. Prevent damaging settlement to nearby structures, utilities and/or pipelines.

C. Locate system components to allow continuous dewatering operations without interfering

with the excavation Work and existing public rights-of-way, sidewalks, driveways, and other improvements.

D. Install the dewatering system in accordance with State, local and 2001 Triennial Edition

of the California Building Standards Code, CCR, Title 24. E. Terminate dewatering only after excavations are backfilled to prevent disturbance of the

bottom soils and to prevent flotation or movement of structures or pipelines. F. Contractor shall install and remove all groundwater dewatering wells and monitoring wells

in accordance and under governing agencies’ permit(s). G. If more than one generator is in operation, provide a minimum spacing of 50 feet between

generators. 3.04 SURFACE WATER CONTROL SYSTEM

A. Contain all extracted groundwater in temporary holding tank(s) prior to discharge to the sanitary sewer.

B. Control the flow rate of discharged groundwater to the sewer outfall, maintaining the

particulate/sediment filter and monitoring the totalizer to record the flow rate and volume.


C. Control and remove all unanticipated water seepage into excavation. D. All pumps, piping, hoses and storage tanks shall be designed so that no reverse flow

releases of extracted groundwater will occur during the dewatering and construction activities.

E. If pumping is required across a street or driveway, the discharge piping shall be

temporarily buried, backfilled, and paved or have a City approved access ramp placed over piping to provide access at all times. The location of at-grade piping required for 24-hour per day use shall be submitted to the City for review and approval as a part of the submittal.

3.05 SYSTEM OPERATION AND MAINTENANCE

A. Operate dewatering system continuously until all structures are installed and until backfilling has progressed to a significant height to anchor the work against possible floatation or leakage. It is anticipated due to very shallow groundwater that the dewatering activities will continue until all of the backfill has been placed. Contractor shall design and operate the dewatering system with consideration for fluctuation in sewer flows. Modification to pump rates during low flow periods (i.e., nighttime flows) or based on measured flow within the receiving existing sewer system may be required.

B. Contractor shall discharge dewatering water to the second existing sanitary sewer

manhole south of Hinebaugh Creek, on the west side of Snyder Lane. Sanitary sewer manhole provides 18-inch pipeline to the west and to the south. The cumulative dewatering flow rate plus the flow rate for existing system flows shall not exceed the capacity of the receiving pipeline, including during peak wet weather flow conditions. Dewatering flow rates in excess of existing pipeline capacity may be accepted with permission from the City Engineer. Flow monitoring of the downstream system would be required.

C. Provide supervision of dewatering system by personnel skilled in operation, maintenance,

and replacement of system components. D. Conduct daily observation of dewatering system and monitoring system. Make required

repairs and perform scheduled maintenance. E. Fill fuel tanks before tanks reach 25 percent capacity. F. Start emergency generators (if applicable) at least twice each week to check operating

condition. G. When the dewatering system cannot control water within excavation, notify Engineer and

stop excavation work. 1. Supplement or modify dewatering system and provide other remedial measures

to control water within excavation. 2. Demonstrate dewatering system operation complies with performance

requirements before resuming excavation operations.

H. Modify dewatering and surface water control systems when operation causes or threatens to cause damage to new construction, existing site improvements, adjacent property, or personal health.

I. Perform pre, during and post vertical survey (using known benchmarks) of adjacent

property to verify dewatering does not cause settlement. If settlement greater than 0.25 inches occurs during dewatering operations, notify Engineer and cease dewatering.


J. Immediately correct pressure conditions affecting dewatering system performance. K. Do not discontinue dewatering operations without Engineer’s approval.

1. The dewatering system shall be operated during the excavation activities and shall maintain a reasonably dry work place within the excavation for work to be completed. The discharge of groundwater to the sanitary sewer shall be monitored throughout the construction process and shall not exceed the flow rate established by the City of Rohnert Park and in accordance with the appropriate permit requirements. The dewatering equipment shall be maintained so that no lapse in operation will occur. Inspections of the equipment shall be made through each day and through the duration of the project. All equipment in need of repair or in question shall be repaired, replaced or conditions corrected immediately.

3.06 WATER DISPOSAL

A. Discharge water into contractor supplied holding tank(s) prior to discharging to sanitary sewer system.

B. Discharge from holding tank may be either through gravity or by pressure by maintaining

a transfer pump. The discharge shall be directed through a particulate/sediment filter and a flow totalizer prior to discharge.

C. All groundwater shall be discharged to the sanitary sewer under an approved permit from

the City. D. Appropriate permits and adherence to the requirements of the discharge permits will be

strictly enforced. E. Maximum allowable particle size for discharge to sanitary sewer system shall be 1/4-inch

in any dimension per City of Rohnert Park Municipal Code Title 13.36.020.B(3).

3.07 SYSTEM REMOVAL

A. Remove dewatering and surface water control systems after dewatering operations are discontinued, including existing monitoring wells (see Plans) in accordance with and under permits from governing agencies.

B. Repair damage, at Contractors expense, caused by dewatering and surface water control

systems or resulting from failure of systems to protect property. 3.08 FIELD QUALITY CONTROL

A. Contractor to coordinate with City regarding monitoring and cleaning of the existing sewer collection systems.

B. Allow City to field inspect system periodically to verify system workability, public safety

and design controls are met. C. Monitor and record the following daily.

1. Average discharge flow rate to the sanitary sewer system. 2. Total discharged volume to the sanitary sewer system. 3. Total extracted from the excavation to the storage/surge tank

D. Monitor particulate/sediment filter for solids content. Replace filters as necessary to

ensure sediment free discharge to the sanitary sewer system.


E. Submit required monitoring reports including the following:

1. Dewatering flow rates and total volume discharged to the City sanitary sewer system.

END OF SECTION



CITY OF ROHNERT PARK 02250 - 1 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT SHORING AND TRENCH SAFETY

SECTION 02250

SHORING AND TRENCH SAFETY

PART 1 GENERAL


A. Shoring required for general safety, worker protection, and protection of adjacent property and pipelines from the hazards of caving ground.

B. Shoring for trench excavations. C. Contractor's responsibilities. D. Contractor's trench safety plan. E. Contractor's supervisor.


A. Section 02001 – Site Conditions

B. Section 02003 – Existing Utilities and Underground Structures C. Section 02110 – Site Preparation D. Section 02240 – Dewatering E. Section 02315 – Excavation and Backfill

1.03 CONTRACTOR'S RESPONSIBILITIES FOR SAFETY

A. The Contractor shall be solely and completely responsible for conditions of the job site, including safety of all persons (including employees) and property during performance of the work. This requirement shall apply continuously and not be limited to normal working hours.

B. Minimum Requirements for Project Shoring Systems:

1. Comply with all governing regulations pertaining to excavation safety including the most current edition of Cal/OSHA Construction Safety Order, Article 6;

2. Be compatible with the surface and subsurface soil and groundwater conditions mapped and encountered in test borings for the project and resist lateral earth pressures and hydrostatic pressures (where not dewatered);

3. Protect personnel that enter the excavation; 4. Protect existing utilities, pavements, and structures; 5. Excavation and installation of the shoring system must occur in a manner and

sequence that does not damage existing structures, pavements, and utilities including through settlement, heave, or vibrations;

6. Provide stable excavation walls and bottom (e.g., prevent bottom heave); 7. Be designed to operate in conjunction with dewatering and soil stabilization systems

also provided by the Contractor. 8. As permitted by the specifications, allow for removal or abandonment of shoring in a

manner and sequence that is instep with the backfilling sequence (i.e., shoring shall not be removed ahead of backfilling) and does not damage the finished pipeline or structures or existing structures, pavements, and utilities including through


settlement, heave or vibrations (Contractor to address removal/abandonment concerns specific to the type of shoring proposed in the shoring submittal). Any void space created by shoring removal shall be completely filled with Controlled Low Strength Materials (CLSM) or approved equivalent;

9. Resist lateral live loads from vehicular and/or train traffic, construction equipment and spoils, if any;

C. Safety provisions shall conform to U.S. Department of Labor (OSHA), the California

Occupational Safety and Health Act, and all other applicable Federal, State, county, and local laws, ordinances, codes, the requirements set forth below, and any regulations that may be detailed in other parts of these Specifications.

D. Contractor is advised that Part 1926 of 29 CFR, subpart P, has been revised. This regulation

governs excavations, trenching and protective systems, sloping, benching, wood, and aluminum shoring for various types of soils, and depths of excavations. The Contractor shall follow these regulations (including the latest revisions) for this project.

E. The Contractor shall be responsible for ensuring safe project construction through key project

elements, such as, dewatering, ground improvement, bypass pumping and shoring. F. Where any of these requirements are in conflict, the more stringent requirement shall be

followed. G. The Contractor shall cease work immediately and notify the Engineer if they determine their

shoring method is unsafe.

1.04 PERMIT

A. For trenches or excavations of depth five feet or deeper, the Contractor shall obtain from the State Division of Industrial Safety a permit for such excavation; submit a copy of the permit to the Engineer, prior to initiating any work requiring said permit.

1.05 CONTRACTOR SUBMITTALS

A. The Contractor’s attention is directed to the provisions for "Shoring and Bracing Drawings" in Section 6705 of the California Labor Code. The Contractor, prior to beginning any trench or structure excavation 5 feet deep or over, shall submit to the Engineer for review for compliance with Section 6705 the Contractor’s detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative system plans shall be prepared, stamped and signed by a civil or structural engineer licensed in the State of California at the Contractor’s expense.

B. A professional Civil or Structural Engineer licensed in the State of California shall design,

sign, and stamp the Contractor’s proposed shoring systems for review by the Engineer prior to construction. Submit shoring system submittal in conjunction with dewatering plan and soil stabilization plan.

C. The shoring system submittal shall address open cut trenching, each sewer tie-in, manholes,

and for all excavations located in close proximity to unlined drainage channels or in close proximity to critical structures, utilities, or granular non-cohesive materials. Individual submittals are required for all open-cut trenching and for each major underground structure (sewer tie-in locations) as well as existing critical utilities including those in close proximity to drainage channels or those that penetrate a 1.5H:1V plane projected down from the utility.


D. The shoring design shall indicate the interrelationship with dewatering and ground

improvement designs and shall be submitted together with the dewatering plan. The shoring submittals should contain alternative contingent systems. Submit plan three (3) weeks prior to beginning any groundwater extraction.

E. The use of speed shores or trench box shoring in flowing, running or raveling ground

conditions shall not be allowed. The Contractor shall be aware that flowing, running or raveling ground conditions are anticipated throughout the project and shall design their shoring system accordingly.

F. Certificates of Compliance: Certificates of Compliance shall be provided for all products and

materials proposed to be used under this Section. G. For all materials that are not pre-approved by the City the Contractor shall designate the

source and/or submit samples of all materials in advance of their use for required testing and Engineer’s approval. All testing costs shall be at the Contractor’s expense.

H. Contractor shall design shoring system to protect nearby utilities that may not daylight into

trench excavation but limits of existing backfill in close proximity can become unstable due to the effects of ground disturbance and reduced strength caused by past nearby excavations and backfill. Past trench backfill has consisted of granular non-cohesive materials (including pea-gravel) and have little to no stand-up time. Full face, continuous excavation wall support shall be required in these areas.

1.06 SAFETY ORDERS

A. The Contractor shall have at the work site, copies or suitable extracts of the Construction Safety Orders of Cal-OSHA, and Part 1926 of 29 CFR, subpart P.

B. All work shall comply with the provisions of these and all other applicable laws, ordinances

and regulations. C. The Contractor is prohibited in the use of unrestricted speed shores or trench box shoring in

flowing, running, or raveling ground conditions.

1.07 CONTRACTOR'S SUPERVISOR

A. The Contractor shall appoint a qualified and competent supervisory employee who shall be responsible to determine the sloping or shoring system which shall be used depending on local soil type, water table elevation, stratification, depth, and any other pertinent factors including the safety of the workers.

PART 2 PRODUCTS Not Used.

PART 3 EXECUTION Not Used.

END OF SECTION



CITY OF ROHNERT PARK 02315 - 1 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT EXCAVATION AND BACKFILL

SECTION 02315

EXCAVATION AND BACKFILL

PART 1 GENERAL

1.01 THE REQUIREMENT A. The Contractor shall provide all materials, equipment, and labor necessary to perform and

complete all earthwork as shown on the Drawings and as specified herein. B. The work of this Section includes all earthwork required for construction of the project. Such

utility shall include, but may not necessarily be limited to, the loosening, removing, loading, transporting, depositing, and compacting in its final location of all materials wet and dry, as required for the purposes of completing the work, which shall include, but not necessarily be limited to, the furnishing, placing, and removing of sheeting, shoring and bracing necessary to safely support the sides of all excavations; all pumping, ditching, draining and other required measures for the removal or exclusion of water from the excavation; soil stabilization; the supporting of structures above and below the ground; all backfilling around structures and all backfilling of access points; the disposal of excess excavated materials; borrow of materials to make up deficiencies for fills; and all other incidental earthwork.

C. Hazardous materials shall be handled in accordance with all regulatory agency

requirements.

1.02 RELATED WORK SPECIFIED ELSEWHERE A. Section 02003 – Existing Utilities and Underground Structures B. Section 02120 – Contaminated Materials Handling and Disposal

C. Section 02220 – Demolition, Salvage and Abandonment D. Section 02240 – Dewatering E Section 02250 – Shoring and Trench Safety G. Division 1 – General Requirements. H. Division 2 – Pipe Sections as applicable.

1.03 REFERENCE SPECIFICATIONS, CODES, AND STANDARDS A. State Codes: California Labor Code. Construction Safety Orders of the State of California. B. State of California (Caltrans) Standards: 1. State Standard Specifications: Section 25 Aggregate Subbases. Section 26 Aggregate Bases. Section 68 Subsurface Drains.


Section 88 Engineering Fabrics C. Commercial Standards: ASTM D 422 Test Method for Particle-Size Analysis of Soils. ASTM D 1556 Test Method for Density of Soil in Place by the Sand-Cone

Method. ASTM D 1557 Test Methods for Moisture-Density Relations of Soils and

Soil-Aggregate Mixtures Using 10-lb (4.54-kg) Rammer and 18-in. (457-mm) Drop.

ASTM D 1633 Test Method for Compressive Strength of Molded Soil-Cement Cylinders.

ASTM D 2419 Method for Sand Equivalent Value of Soils and Fine Aggregate.

ASTM D 2487 Test Method for Classification of Soils for Engineering Purposes.

ASTM D 2922 Test Methods for Density of Soil and Soil-Aggregate in Place by Nuclear Methods (Shallow Depth).

ASTM D 3017 Test Method for Water Content of Soil and Rock in Place by Nuclear Methods (Shallow Depth).

ASTM D 3776 Test Methods for Mass Per Unit Area (Weight) of Woven Fabric.

ASTM D 3786 Method of Hydraulic Bursting Strength of Knitted Goods and Nonwoven Fabrics: Diaphragm Bursting Strength Tester Method.

ASTM D 4253 Test Methods for Maximum Index Density of Soils Using a Vibratory Table.

ASTM D 4254 Test Methods for Minimum Index Density of Soils and Calculation of Relative Density.

ASTM D 4318 Test Method for Liquid Limit, Plastic Limit, and Plasticity Index of Soils.

ASTM D 4491 Test Methods for Water Permeability of Geotextiles by Permittivity.

ASTM D 4632 Test Method for Grab Breaking Load and Elongation of Geotextiles.

ASTM D 4751 Test Method for Determining the Apparent Opening Size of a Geotextile.

OSHA Occupational Safety and Health Administration.

1.04 CONTRACTOR SUBMITTALS A. The Contractor's attention is directed to the provisions for "Shoring and Bracing Drawings" in

Section 6705 of the California Labor Code. The Contractor, prior to beginning any trench, access point or structure excavation five (5) feet deep or over, shall submit to the Engineer for review for compliance with Section 6705 the Contractor's detailed plan showing design of all shoring, bracing, sloping of the sides of excavation, or other provisions for worker protection against the hazard of caving ground during the excavation of such trenches or structure excavation. If such plan varies from the shoring system standards established in the Construction Safety Orders of the State of California, such alternative system plans shall be prepared, stamped and signed by a civil or structural engineer licensed in the State of California at the Contractor’s expense.

B. For all materials that are not pre-approved by the City the Contractor shall designate the

source and/or submit samples of all materials in advance of their use for required testing and Engineer’s approval. All testing costs shall be at the Contractor’s expense.


C. Submit soil stabilization plan stamped and signed by a California registered civil engineer with minimum five (5) years experience with such work.

D. Certificates of Compliance: Certificates of Compliance shall be provided for all products and

materials proposed to be used under this Section.

1.05 QUALITY ASSURANCE A. General: All soils and compaction testing will be done by a testing laboratory at the

Contractor’s expense and as specified in Section 2, “Special Provisions”. The Engineer shall approve use of the Contractor-selected laboratory prior to the work.

B. Where soil material is required to be compacted to a percentage of maximum density the

maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Where cohesionless, free draining soil material is required to be densified to a percentage of relative density the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254. Field density in-place tests will be performed in accordance with ASTM D 2922, or by such other means acceptable to the Engineer.

C. The Contractor shall notify the Engineer at least 48 hours prior to performing any utility

excavation.

PART 2 PRODUCTS

2.01 BACKFILL MATERIALS A. Backfill shall be a selected or processed clean, fine earth, rock, or sand, free from

objectionable material, vegetation, or other deleterious substances. B. The following TYPES of backfill materials are designated and defined as follows:

TYPE 1. Sand shall be material with 100 percent passing a 3/8-inch sieve, at least 90 percent passing a No. 4 sieve, and a sand equivalent value not less than 30.

TYPE 2. Class 2 Aggregate Base shall be crushed rock aggregate base material meeting the requirements of Section 26, “Aggregate Bases,” for 19 millimeter (3/4 inch) maximum grading, of the Caltrans Standard Specifications.

TYPE 3. Class 1, Type A or B, Permeable Material shall be crushed stone, or gravel, durable and free from slaking or decomposition under action or alternate wetting or drying, uniformly graded, and shall meet the requirements of Section 68-2.02F(2) for Class 1, “Permeable Material,” of the Caltrans Standard Specifications.

TYPE 4. Class 2 Permeable Material shall be crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying, uniformly graded, and shall meet the requirements of Section 68-2.02F(3) for Class 2 "Permeable Material," of the Caltrans Standard Specifications.

TYPE 5. Structure Backfill Material shall meet the requirements of Section 19-3.02B Type D of the Caltrans Standard Specifications.

TYPE 6. Class 3 Permeable Material shall be ¾” crushed rock or gravel, durable and free from slaking or decomposition under the action of alternate wetting or drying,


uniformly graded, and shall meet the requirements of Section 68-2.02F(4) for Class 3 "Permeable Material," of the Caltrans Standard Specifications.

TYPE 7. Manufactured Backfill shall be manufactured, angular, granular, crushed stone, rock, or slag with 100 percent passing a one-inch sieve and less than one percent passing a No. 4 sieve.

TYPE 9. Native material shall be material obtained from on-site excavations, provided the materials are not classified as unsuitable. Native material shall be free of stones, lumps, broken concrete or bituminous surfacing over 4 inches in diameter, objectionable material, vegetation, and deleterious substances.

TYPE 10. Topsoil material may be material which has been obtained at the site or may be imported. Removal of the topsoil shall be done after the area has been stripped of vegetation and debris as specified.

TYPE 11. Aggregate Subbase shall conform to the grading and quality requirements of Section 25, “Class 2 Aggregate Subbase” of the Caltrans Standard Specifications.

TYPE 12. Access Point Foundation shall be 3/4-inch crushed, angular rock meeting the following gradation:

Sieve Size Percent Passing

1 ½” 100%

1” 95-100%

½” 0-30%

#4 0-4%

2.02 UNSUITABLE BACKFILL MATERIAL A. Any material determined to be hazardous is defined as unsuitable material. C. Washed, smooth rock (pea gravel) is classified as unsuitable material.

2.03 USE OF BACKFILL MATERIAL TYPES A. The Contractor shall use the types of materials as designated herein for all required backfill

construction. B. Backfill material types shall be used in conformance with the following provisions: 1. Bedding backfill, as defined under PART 3 - EXECUTION of this Section herein,

Class 3 Permeable Material. Bedding material shall be wrapped in filter fabric per Section 2.04 and as shown on the plans.

2. Pipe Zone backfill, exclusive of bedding, as defined under PART 3 - EXECUTION of this Section herein, shall be as follows:

a. Type 8 CLSM or, b. Type 5 Structure Backfill Material

3. Trench Zone backfill, as defined under PART 3 - EXECUTION of this Section herein, shall conform to City’s Standard 215.

4. Over-excavation and trench foundation. Material shall conform to Product Type 12, used in conjunction with filter fabric detailed in Section 2.04.

2.04 FILTER FABRIC


A. Filter fabric shall be non-woven synthetic fabric meeting the requirements of the table below:

Property Test Value ASTM Method

Weight 5.4 oz/yd2 min. D5261

Grab Tensile Strength 150 lb. min. D4632

Elongation at break 50% max. D4632

Puncture Strength 80 lb. min. D4833

Burst Strength 300 psi min. DD3786

Apparent Opening Size #70 max. D4751

Permittivity 1.0 sec-1 min. D4491

UV Resistance 70% min. D4355

B. Backfill for over-excavation and foundation materials Product Type 12, when used, shall be

“burrito” wrapped with filter fabric with a 12-inch overlap.

2.05 STEEL PLATE A. When steel plate bridging is provided in-lieu of backfill and temporary asphalt, it shall

conform to Section 602.1 of the Caltrans Encroachment Permit Manual, with the following minimum thicknesses:

Trench Width Minimum Plate Thickness (10") 0.25 m (1/2”) 13 mm (1' - 11") 0.58 m (3/4”) 19 mm (2' - 7") 0.80 m (7/8”) 22 mm (3' - 5") 1.04 m (1”) 25 mm (5' - 3") 1.60 m (1 ¼”) 32 mm For spans greater than 5 feet-3 inches, a structural design shall be prepared by a California

registered civil engineer and submitted to the Engineer for review.

2.06 SOIL STABILIZATION MATERIALS

A. Permeation Grouting 1. Composition - cement, water, and fluid additives. 2. Purpose – Filling all voids within existing coarse granular trench backfill and pipe

embedment material for one or more of the following purposes: a. Stabilization of materials that are unstable when exposed in vertical

excavations. b. Prevent porous and permeable materials from transmitting perched

groundwater into project excavations.

PART 3 EXECUTION

3.01 GENERAL A. Where abandoned underground structures are encountered in the street areas, remove to

sufficient depth to allow underground lines to cross, backfill and compact during rough grading. The Engineer may require further work to be done if visual inspection indicates during construction.


3.02 STRUCTURE EXCAVATION A. General: Except when specifically provided to the contrary, excavation shall include the

removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of said materials shall conform to the lines and grades shown on the Drawings or ordered by the Engineer. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures required for the removal or exclusion of water, including storm water, groundwater, and wastewater reaching the site of the work from any source so as to prevent damage to the work or adjoining property. Excavations shall be supported in a safe manner in accordance with applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926) and Section 02250, “Shoring and Trench Safety.” The limits of structure excavation shall be a minimum of 12 inches beyond the outside edge of the structure, and at a minimum no larger than necessary to facilitate backfill, compaction and testing operations.

3.06 EXCAVATION IN VICINITY OF TREES (if applicable)

A. Except where trees are shown to be removed, Contractor shall protect trees from injury during construction operations. Remaining trees shall be protected by installing protective fencing outside the dripline. No tree roots over 2 inches in diameter shall be cut without express permission of the Engineer. Trees shall be supported during excavation by any means previously reviewed by the Engineer.

B. If existing roots over one inch in diameter are cut during the course of the work, the cut

faces shall be thoroughly coated with root sealer and growth inhibitor. Exposed roots shall be covered with wet burlap to prevent them from drying out.

C. The City shall retain an arborist to evaluate the health of the trees prior to construction,

formulate site-specific recommendations to maintain the health of trees during and after construction, and monitor construction near the trees at appropriate intervals.

3.07 DISPOSAL OF EXCESS EXCAVATED MATERIAL A. The Contractor shall remove and dispose of all excess excavated material to a suitable site.

The proper and legal disposal and associated costs shall be the responsibility of the Contractor.

3.08 BACKFILL - GENERAL A. Backfill shall not be dropped directly upon any structure or pipe. B. Backfill shall not be placed until after all water is removed from the excavation.

3.10 PLACING AND SPREADING OF BACKFILL MATERIALS A. Backfill materials shall be placed and spread evenly in horizontal layers. The backfill layers

shall be evenly spread so that when compacted, each layer shall not exceed 6 inches in thickness. Material for mechanically compacted backfill shall be placed in 8-inch maximum lifts prior to compaction.

B. Where the backfill material moisture content is below the optimum moisture content water

shall be added before or during spreading until the proper moisture content is achieved.


C. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be dried or replaced until the moisture content is satisfactory.

D. Backfill shall be mechanically compacted by means of tamping rollers, sheepsfoot rollers,

pneumatic tire roller, vibrating rollers, or other mechanical tampers. All such equipment shall be of a size and type subject to review by the Engineer. Impact-type pavement breakers (stompers) will not be permitted. Permission to use specific compaction equipment shall not be construed as guaranteeing or implying that the use of such equipment will not result in damage to adjacent ground, existing improvements, or new improvements. The Contractor shall make its own determination in this regard.

3.11 COMPACTION OF BACKFILL MATERIALS A. Each layer of backfill material as defined herein, shall be mechanically compacted to the

specified percentage of maximum density. Equipment that is consistently capable of achieving the required degree of compaction shall be used and each layer shall be compacted over its entire area while the material is at the required moisture content range.

B. Flooding, ponding, or jetting shall not be used. C. Equipment weighing more than 10,000 pounds shall not be used closer to structure walls

than a horizontal distance equal to the depth of the fill against the structure wall at that time. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.

3.12 STEEL PLATE A. General: When backfilling operations of an excavation in the traveled way, whether

transverse or longitudinal, cannot be properly completed within a work day, steel plate bridging with a non-skid surface and shoring may be required to preserve unobstructed traffic flow.

B. When steel plate bridging is required, the following conditions shall apply:

1. Steel plates used for bridging must extend a minimum of 12 inches beyond the edges of the trench.

2. Steel plate bridging shall be installed to operate with minimum noise. Welding and wedging of steel plates may be required.

3. The trench shall be adequately shored to support the bridging and traffic loads. 4. Temporary paving with cold asphalt concrete shall be used to feather the edges of

the plates, if plate installation by Method (2) is used. 5. Bridging shall be secured against displacement by using adjustable cleats, shims or

other devices. C. Steel plate bridging and shoring shall be installed using either Method (1) or (2): 1. Method 1 for speeds more than 45 mph:

a. The pavement shall be cold planed to a depth equal of the thickness of the plate and to a width and length equal to the dimensions of the plate.

2. Method 2 for speeds 45 mph or less: a. Approaching plate(s) and ending plate (if longitudinal placement) shall be

attached to the roadway by a minimum of 2 dowels pre-drilled into the corners of the plate and drilled 2 inches into the pavement. Subsequent plates are butted to each other. Fine graded asphalt concrete shall be compacted to form ramps, maximum slope 8.5 percent with a minimum 12 inch taper to cover all edges of the steel plates. When steel plates are removed, the dowel holes in the pavement shall be backfilled with either


graded fines of asphalt concrete mix, concrete slurry or an equivalent slurry.

D. Steel plate shall be equipped with a non-skid coating.

3.13 SOIL STABILIZATION

A. The Contractor shall install soil stabilization materials to stabilize excavations where not completely and continuously shored.

END OF SECTION

CITY OF ROHNERT PARK 02525 - 1 THE 2019 INTERCEPTOR OUTFALL FEBRUARY 2020 PHASE 2 PROJECT DUCTILE IRON PIPE AND FITTINGS

SECTION 02525

DUCTILE IRON PIPE AND FITTINGS

PART 1 GENERAL

1.1 DESCRIPTION

A. The Contractor shall provide all materials, equipment, and labor necessary to furnish and install all ductile iron pipe and fittings, and all appurtenant work, complete and operable, including all connections, as shown on the Drawings and as specified herein.

B. Related work described elsewhere:

1. Division 1 General Requirements. 2. Section 02240 Dewatering. 3. Section 02250 Shoring and Trench Safety. 4. Section 02300 Earthwork. 5. Section 02533 Pressurized Cured-in-Place Pipe (PCIPP) Lining

1.2 SUBMITTALS

A. Product Data: Provide product data for all materials and equipment proposed to be furnished and installed under this portion of the work, giving manufacturer's name, catalog number, and catalog cuts for each item where applicable.

B. Shop Drawings: Provide complete pipe layout of each piece and fitting, showing proposed sequence of construction.

C. Test Reports: Contractor shall submit written results of all testing required in this section to the Engineer.

D. Manufacturer’s Instructions: Contractor shall provide manufacturer’s installation instructions for all pipe materials.


A. Standards: The materials and work performed in this Section shall conform to the applicable standards of: 1. The American National Standards Institute (ANSI)

2. The American Society for Testing and Materials (ASTM)

3. American Welding Society (AWS)

4. American Water Works Association Inc. (AWWA)

5. Uniform Plumbing Code (UPC)

B. Qualification of manufacturers:

1. The material shall be the product of a supplier regularly engaged in the manufacturing of pipe

and plumbing products.

2. All materials shall be new and of current manufacture and shall be guaranteed against defects or workmanship in accordance with the General Conditions.


PART 2 PRODUCTS

2.1 GENERAL

A. All materials shall conform to sizes, capacity, quality and quantities as shown on the drawings or described in these Specifications. Materials shall be from new stock, delivered in good condition. No damaged stock shall be used.

B. Where no method of tests for materials is specified, the latest applicable test specified by ASTM shall be followed.

C. After delivery to the site, all materials shall be carefully unloaded, protected against breakage, rusting, and accumulation of foreign matter, disintegration and injury. The Contractor shall be responsible for all lost or damaged material supplied and work done under this contract.

2.2 DUCTILE IRON PIPE AND FITTINGS

A. Ductile iron pipe shall be designed in accordance with ANSI Specification A21.51 (AWWA C151-96). Joints shall be flanged. Pipelines shall be minimum Pressure Class 150.

B. Flanged joints shall conform to ANSI B16.1, 125 pound flat faced. All flanged pipes shall be shop fabricated to the exact lengths required so that no field cutting or threading is required. All flanges shall be firmly attached in the shop.

C. Gasket material for flanged joints shall be 1/8-inch thick, cloth-inserted rubber, one piece, full faced with holes to pass bolts. Gasket material shall be free from corrosive alkali or acid ingredients and suitable for use in sewage lines.

D. The exterior surface of ductile iron pipe and fittings shall have a factory-applied protective coating in accordance with Section 09900, Paints and Coatings.

E. All pipe and fittings shall be cement lined with Type V cement mortar lining, sulfate and acid resistant cement, per AWWA C104.

F. Fittings for ductile iron pipe shall conform to ANSI A21.10.

2.3 BOLTS FOR DUCTILE IRON

A. Bolts and nuts shall be 316 stainless steel, ASTM A 193, Grade 138M hex head with ASTM A 194, Grade 8M hex nuts. Plastic washers and sleeves for dielectric joints shall be provided.

2.4 POLYETHYLENE ENCASEMENT

A. All buried cast iron, ductile cast iron and mill-type steel pipe shall be encased in a 5-mil polyethylene wrap. All buried fittings and appurtenances shall be double encased in an 8-mil polyethylene wrap. Polyethylene wrap shall be manufactured and installed in conformance with ANSI A21.5.

2.5 FLEXIBLE COUPLINGS AND FLANGED COUPLING ADAPTORS

A. Flexible couplings shall be sleeve type flexible couplings and approved by the Engineer. Size shall be compatible to the outside diameter of the pipes on which the flexible coupling is installed as shown on the Plans. In many instances the flexible couplings are used to attach pipes of different materials and different outside diameters. Thrust ties shall be installed when called out on the Plans and shall be designed and installed in accordance with the AWWA Manual for Steel Piping or clamp-type retraining rings. The thrust ties shall be designed for the test pressure as specified. Lengths for flexible couplings shall be the standard length unless otherwise shown on the Plans. Flexible couplings shall be as manufactured by


Dresser Industries, R.H. Baker, Inc., or equal.

B. Flanged coupling adapters shall be of the style and type recommended by the manufacturer and approved by the Engineer. Where required, couplings shall be provided with anchor bosses and anchor studs, and the connected pipe drilled for installation of the studs. Thrust protection shall be adequate for the appropriate systems. Size shall be compatible with the pipe on which the flanged coupling adapter is installed. Where shown on the plans, flanged coupling adapters shall be provided with thrust ties or harness assembly instead of anchor studs for thrust protection. The thrust ties shall be threaded rod designed for the test pressure of the pipeline. Flanged coupling adapters shall be as manufactured by Dresser Industries, R. J. Baker, Inc., or equal.

2.6 PIPE RESTRAINERS

A. Pipe restrainers shall be RomaGrip, as manufactured by Romac Industries, Inc.; EBAA Iron; Uni-Flange; or approved equal. The restraints shall be compatible with the outside diameter and material of the pipes on which the restraints are installed.

PART 3 EXECUTION

3.1 GENERAL

A. All laying, jointing, testing for defects and for leakage shall be performed in the presence of the Engineer, and shall be subject to its approval before acceptance. All material found during the progress to have defects will be rejected and the Contractor shall promptly remove such defective materials from the site of the Work.

3.2 PIPE LAYING

A. The pipe shall be installed in conformance with the requirements specified herein and as shown on the Drawings. The pipe sections shall be closely jointed to form a smooth flow line. Immediately before placing each section of pipe in final position for connecting joints, the bedding for the pipe shall be checked for firmness and uniformity of surface.

B. Proper implements, tools and facilities as recommended by the pipe manufacturer's printed instructions shall be provided and used by the Contractor for safe and efficient execution of the work. All pipe, fittings and accessories shall be carefully lowered into the trench by means of derrick, ropes, or other suitable equipment in such a manner as to prevent damage to pipe and fittings. Under no circumstances shall pipe or accessories be dropped or dumped into the trench.

C. Cutting and machining of the pipe shall be accomplished in accordance with the pipe manufacturer's standard procedures for this operation. Pipe shall not be cut with a cold chisel, standard iron pipe cutter, nor any other method that may fracture the pipe or will produce ragged, uneven edges.

D. The pipe and accessories shall be inspected for defects prior to lowering into the trench. Any defective, damaged or unsound pipe shall be repaired or replaced. All foreign matter or dirt shall be removed from the interior of the pipe before lowering into position in the trench. Pipe shall be kept clean during and after laying. All openings in the pipe line shall be closed with water tight expandable type sewer plugs at the end of each day's operation or whenever the pipe openings are left unattended. The use of burlap, wood or other similar temporary plugs will not be permitted.

E. Adequate protection and maintenance of all underground and surface utility structures, drains, sewers, and other obstructions encountered in the progress of the work shall be furnished by the Contractor at its own expense.


3.3 PIPE HANDLING

A. Handling of all pipe shall be done with care to insure that the pipe is not damaged in any manner during storage, transit, loading, unloading and installation.

B. Pipe shall be inspected both prior to and after installation in the trench and all defective lengths shall be rejected and immediately removed from the working area.

3.4 FIELD JOINTING

A. Each pipe flanged joint shall be installed in conformance with the manufacturer's printed recommendations.

B. Prior to connecting flanged pipe, the faces of the flanges shall be thoroughly cleaned of all oil, grease, and foreign material. The rubber gaskets shall be checked for proper fit and thoroughly cleaned. Care shall be taken to assure proper seating of the flanged gasket. Bolts shall be tightened so that the pressure on the gasket is uniform. Torque-limiting wrenches shall be used to insure uniform bearing insofar as possible. If joints leak when the hydrostatic test is applied, the gaskets shall be removed and reset and bolts re-tightened.

C. When pipe laying is not in progress, the open ends of the pipe shall be closed to prevent trench water from entering pipe. No pipe shall be laid when, in the opinion of the Engineer, the trench conditions or weather are unsuitable for such work.

3.5 FITTINGS

A. All fittings shall be installed utilizing standard installation procedures. Fittings shall be lowered into trench by acceptable means without damage to the fittings. Fittings shall be carefully connected to pipe or other facility, and joint shall be checked to insure a sound and proper joint.

3.6 REPAIRS

A. Only new pipe free from defects shall be installed.

B. Broken or leaking sections of pipe must be replaced. Repair clamps will not be approved.

3.7 CLEANING

A. Care shall be taken to keep the pipe clean at all times during the installation. Prior to testing the pipe shall be flushed so that the velocities of 5 feet per second are obtained sufficient to clean the entire length of pipe.

B. If the Contractor digs out any sections subsequent to this where debris could enter the line, the line shall be again flushed through the section that was disturbed.

3.8 TESTING AND FINAL CLEANING

A. Testing and final cleaning of all pipe shall conform to the requirements of Section 02533, "Pressurized C Pressurized Cured-in-Place Pipe (PCIPP) Lining ".

END OF SECTION

CITY OF ROHNERT PARK 02533-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL PRESSURIZED CURED-IN-PLACE (PCIPP) LINING PHASE 2 PROJECT

SECTION 02533

PRESSURIZED CURED-IN-PLACE (PCIPP) LINING

PART 1 - GENERAL

1.01 GENERAL REQUIREMENT

A. This specification covers the work necessary to furnish, install, and complete the pressurized cured-in place thermosetting resin pipe (PCIPP) lining system. This system involves the reconstruction of deteriorated pressure sewer mains i.e. forcemains by the installation of a resin-impregnated flexible tube formed to the original conduit. The new CIPP will be seamless, jointless, tight fitting and continuous from manhole/access point to manhole/access point. The new PCIPP shall serve as a fully functional stand-alone pipe and will not depend on the host pipe for any structural capacity. The Contractor shall provide all materials, labor, equipment, and services necessary for cleaning and television inspection of sewer forcemain to be lined, liner installation, reinstatement of laterals, reconnection of sewer forcemain pipelines, and final television inspection and testing of lined pipe system. The liner shall be installed using “Trenchless Technology”, i.e., except at PCIPP manhole/access point location, no excavation or surface restoration is necessary for this item of work.

1.02 REFERENCES

A. The following references are part of this Specification. The latest edition of the following references shall be used:

ASTM D543 Standard Test Methods for Resistance of Plastics to Chemical Reagents

ASTM D578 Standard Specification Glass Fiber StrandsASTM D638 Standard Test Method for Tensile Properties of Plastics

ASTM D790 Standard Test Methods for Flexural Properties of Unreinforced and Reinforced Plastics and Electrical Insulating Materials

ASTM D2122 Standard 1 Test Method for Determining Dimensions of Thermoplastic Pipe and Fittings

ASMT D2290 Standard Test Method for Apparent Hoop Tensile Strength of Plastic or Reinforced Plastic Pipe

ASTM D3567 Standard Practice for Determining Dimensions of “Fiberglass” (Glass-Fiber-Reinforced Thermosetting Resin) Pipe and Fittings

ASTM D3681 Test Method for Chemical Resistance of “Fiber-glass” (Glass−Fiber−Reinforced Thermosetting-Resin) Pipe in a Deflected Condition

ASTM D5813 Standard Specification for Cured-In-Place Thermosetting Resin Sewer Pipe

ASTM F412 Terminology Relating to Plastic Piping Systems

ASTM F1216 Standard Practice for Rehabilitation of Existing Pipelines and Conduits by the Inversion and Curing of Resin-Impregnated Tube

ASTM F1743 Standard Practice for Rehabilitation of Existing Pipelines and Conduits by Pulled-In-Place Installation of Cured-In-Place Thermosetting Resin Pipe (CIPP).

ASTM F2019 Standard Practice for Rehabilitation of Existing Pipelines and Conduits


by the Pulled in Place Installation of Glass Reinforced Plastic (GRP) Cured-in-Place Thermosetting Resin Pipe (CIPP)

ASTM F2599 Standard Practice for the Sectional Repair of Damaged Pipe by Means of an Inverted Cured-In-Place Liner


A. Section 02761 CCTV Inspection of Existing and Rehabilitated Sewers

B. Section 02959 Manhole Rehabilitation

1.04 SUBMITTALS

A. Furnish the following Qualifications submittal with bid.

1. Submit company history stating years in service, including a minimum of five (5) years of active continuous experience in the commercial installation of PCIPP liners in pressurized systems, under the Contractor’s license.

2. Submit evidence of factory authorization or licensing by Manufacturer of PCIPP lining system to install product.

B. Provide submittals on all lining materials and resins, and furnish manufacturer certification that the liner materials are in compliance with the specifications, codes, and standards referenced herein. The submittals shall include details of all component materials and construction details including manufacturer’s recommendations for storage procedures and temperature control, handling and inserting the liner, curing details, sewer forcemain and lateral reconnection methods, trimming, terminations, finishing, and methods of necessary repairs. Provide manufacturer’s certification, field measurements, and pipe sizing calculations which 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.

C. Submit certification by the manufacturer that all furnished lining materials were manufactured, sampled, tested and inspected in accordance with ASTM F 1216 or ASTM F 1743. The manufacturing date of the lining materials shall be included in the certification. An authorized agent of the manufacturer shall sign certification. Verification of product conformance by third part testing for the chemical resistance and physical testing requirements (ASTM test methods F 1216, D790 and D2990, or the corresponding ASTM F 1743 test methods) along with a report of test results shall also be provided to the City a minimum of 15 days prior to the commencement of the work.

D. Submit engineering calculations for the design of the liner thickness. Design calculations shall be checked and approved by a Registered Professional Civil Engineer in the State of California. Liner design calculations shall be supported by field analysis, technical assumptions, “Performance and Design Requirements” section of this specification and ASTM F 1216-93 or the corresponding ASTM F 1743 sections. The City shall give final acceptance of the design calculations.

E. Submit manufacturer’s recommendations for the installation of the PCIPP including resin application curing process details (including temperature control), storage procedures, lateral reinstatement methods, trimming and finishing, and quality control measures to be used for lining of mainlines and services.

F. Submit certification from the manufacturer that the installer is licensed to perform the work.


G. Submit certification from the manufacturer that the resin material complies with the required application, meets the intended service condition and the physical requirements set forth in this specification.

H. The resin supplier shall provide a referenced “Polyester Resin Standard Infrared Spectrum” chemical fingerprint for the proposed resin, which is to be used to verify the resin throughout the contract.

I. Submit a detailed plan depicting complete layout of the proposed construction with clear and accurate dimensions, including work areas, equipment set-up, and the locations of the access points.


A. The Contractor shall have a minimum of five (5) years of active continuous experience in the commercial installation of PCIPP liners in pressurized systems, under the Contractor’s license.

B. The Contractor authorized representative shall be present at the site of the work at all times while work is actually in progress on the Contract.

C. The finished liner shall be continuous over the entire length of an insertion run between two manholes/access points and shall be free from visual defects such as foreign inclusions, dry spots, pinholes, delamination and wrinkles within perimeter of pipe.

D. The liner shall be sized so that no global (no more than 5 times the diameter in length) defects occur in the fiber reinforcement (fin/structural fold) in the longitudinal direction during installation.

E. Wrinkles in the finished liner pipe that, at the Engineer’s discretion, cause a backwater greater than ½- inch or reduce the hydraulic capacity of the pipe are unacceptable and shall be removed and/or repaired by the Contractor at the Contractor’s expense. The Contractor shall repair any lining defects which cause future cleaning problems or similar adverse performance conditions to the satisfaction of the City. Major defects shall require PCIPP removal and replacement or relining. Minor defects shall require cutting, grinding and/or resin-fill repairs of dry spots, lifts and/or delaminations as directed by the City. Internal and external repairs shall be made to the PCIPP liner pipe in accordance with Manufacturer’s recommendations as accepted by the City. Methods of repair shall be proposed by the Contractor and submitted to the City for review.

PART 2 - PRODUCTS

2.01 MATERIALS

A. The PCIPP liner system and installation method shall be a commercially proven system.

B. The Contractor shall furnish materials having a composition, physical and chemical properties meeting the requirements set forth in this specification. By submission of a bid proposal, the Contractor guarantees that the material supplied will meet the requirements of this specification. The City reserves the right to conduct periodic checks on the quality of materials furnished under this contract, or to have material quality checked by outside sources, at City’s expense. Failure to meet the requirements of this specification will result in termination of the contract.

C. Liner Tube:


The liner tube shall be fabricated to meet the requirements of ASTM F1216 or ASTM F1743. The tube shall be constructed to withstand installation pressures, have sufficient strength to bridge missing pipe, spalls, and joints, and shall stretch to fit irregular pipe sections. The PCIPP liner shall be a Fiberglass Mat System.

The wet-out tube shall have a uniform thickness that when compressed at installation pressures will meet or exceed the design thickness.

The tube shall be free of tears, holes, cuts, foreign materials, and other defects and will be subject to inspection by the City.

Contractor shall determine the minimum tube length necessary to effectively span the designated run between PCIPP manhole/access location, unless otherwise specified. Contractor shall field verify the lengths in the field prior to impregnation of the tube with resin, to ensure that the tube will have sufficient length to extend the entire length of run.

The tube shall be homogeneous across the entire wall thickness and shall contain no intermediate or encapsulated elastomeric layers. No material shall be included in the tube that may cause delamination in the cured PCIPP. No dry or unsaturated layers shall be evident.

The outside of the tube shall be marked for distance at regular intervals along its entire length, not to exceed 5 feet. Such markings shall include the manufacturer’s name or identifying symbol.

D. Fiberglass Mat System:

1. The flexible tube shall consist of one or more layers of absorbent woven or non-woven felt fabric or a combination thereof with glass-fiber mat reinforcement material that meets the requirements of ASTM F1216. The tube shall be constructed to withstand installation pressures and stretch to fit irregular pipe sections.

2. The vacuum resin impregnated tube shall have a relatively uniform thickness that when compressed at installation pressures will equal or exceed the calculated minimum design thickness.

3. The tube shall be manufactured to a size that when installed will tightly fit the internal circumference and length of the original pipe. Allowance shall be made for circumferential stretching during inversion.

4. The outside layer of the tube shall be plastic coated with an impermeable translucent flexible material that clearly allows inspection of the resin impregnation (wet out) procedure.

5. The tube shall be homogeneous across the entire wall thickness containing no intermediate or encapsulated elastomeric layers. The tube shall contain glass fiber reinforcement quantities appropriate for the internal pressure requirements.

6. The tube shall contain no encapsulated elastomeric layers. No dry or unsaturated layers shall be evident after installation.

7. The wall color of the interior pipe surface of the pipe lining after installation shall be a light reflective color so that a clear, detailed examination may be made of the final product with closed circuit television inspection equipment or by man-entry. The wall color of the interior pipe surface of the pipe lining after installation shall be a light reflective color so that a clear, detailed examination may be made of the final product with closed circuit television inspection equipment or by man-entry.

8. Seams shall meet the minimum strength requirements of ASTM D-5813 Subsection 6.1.

9. A vinyl ester or epoxy resin system that is compatible with the glass-fiber mat and the inversion process shall be used.

E. Resin:


1. The resin used shall be a thermoset resin system compatible with the rehabilitation process used, and designed for a wastewater environment.

2. The resin shall produce PCIPP which will comply with the structural and chemical resistance requirements of this specification.

3. The resin shall be able to cure in the initiation temperature as recommended by the resin manufacturer but no more than 180 degrees F.

4. The resin system shall be a corrosive resistant, thermosetting polyester, vinyl ester, or epoxy able to cure in the presence or absence of water and catalyst system that when properly cured within the tube composite meets the requirements of ASTM F1216 and ASTM F1743, the physical properties herein, and those which are to be utilized in the design of the PCIPP for this project.

5. Additives required for viscosity control, fire retardance, physical or chemical resistance, or pot life extension may be used provided they do not interfere with visual inspection of the finished, installed product.

6. The wet-out procedure shall utilize the resin and catalyst in sufficient quantities to ensure complete impregnation of the liner and provide the properties specified herein.

7. The catalyst system shall be compatible with the resin and other materials to be utilized in the rehabilitation process. Quantity and type of catalyst shall be selected based on the curing conditions and recommendations of the resin manufacturer.

2.02 DESIGN PARAMETERS

A. The liner material and thickness shall be calculated and designed for use in sewer forcemain and must be in strict conformance with all applicable sections of ASTM F1216, F1743, D3681, D5813, and associated standards. The design shall be based on the following pipe conditions, service requirements and physical conditions: 1. Consider all existing pipes as fully deteriorated. 2. Assume no bonding to the existing/original pipe wall. 3. Maximum depth of soil cover above top of pipe as indicated on the plans. 4. All pipes subject to soil load of 120 lbs./cu. ft. and applicable live load. 5. Operating pressure between 40 and 50 psi. 6. Pipes with a minimum of 2% ovality in the circumference. 7. Modulus of passive soil reaction: 700 psi for pipes less than 10 feet and 1000 psi

for pipes deeper than 10 feet. 8. External Buckling Design - Acceptable third party testing and verification of the

design analysis techniques (ASTM F 1216, Section X1.2.2 or the corresponding ASTM F 1743).

9. Factor of safety (N) of 2.0 used for calculations. 10. Minimum service life - 75 years. 11. Live load – AASHTO H-20 Highway. 12. A minimum short-term and long-term flexural modulus of 400,000 psi and

250,000 psi respectively. 13. Ground water depth (above invert): ½ soil depth. 14. The hydraulic profile shall be maintained as much as possible. The pipe liner

shall have, at a minimum, the full flow capacity of the original pipe before rehabilitation. Calculated capacities may be derived using a commonly accepted roughness coefficient for the existing pipe material taking into consideration its age and condition.

15. The PCIPP shall have the capability to both change wall thickness for variations in design considerations and conform to the irregular circumferences within the designated rehab reaches. The pipe lining shall also be capable of withstanding instantaneous transient vacuum occurrences. For the instantaneous transient vacuum load condition, the design shall also be based on Eq. X1.1 of ASTM F1216. It is assumed that the


internal vacuum effect is similar to the external loading effect of groundwater. The design shall be based on an enhancement factor (K) of 10.0, an ovality of (q) of 0%, Poisson’s ratio of 0.3, the initial flexural modulus of elasticity, and a total design factor of safety of 2.0, for fully deteriorated conditions. The pipe lining shall be designed to span over any small holes that exist in the pipeline (as per Eq. X1.6 of ASTM F1216), and to structurally handle internal pressure (as per Eq. X 1.7 of ASTM F 1216) under the normal internal pressure design conditions. For the hole spanning condition, the design shall be based on factor of safety of 2.0 and a flexural strength reduced to account for long-term effects equal to 1/3 of the initial design flexural strength.

2.03 PHYSICAL PROPERTIES

A. The cured liner tube material shall meet the minimum chemical resistance requirements of ASTM F 1216 or ASTM F 1743, and shall conform to the following minimum structural standards:

Structural Property

Standard Min. Short Term Value

Min. Long Term Value

Flexural Stress ASTM D790 5,000 psi N/A

Flexural Modulus ASTM D790 400,000 psi 250,000 psi

Impact Strength ASTM D256 1.9 in. lb. N/A

Tensile Strength ASTM DG38 4,000 psi N/A

Tensile Modulus ASTM DG38 250,000 psi N/A

B. Color of Dye: A blue colored dye shall be used. The dye shall be CreaNova CHROMO-

CHEM 844-7260 or approved equal, and added concurrently with the catalyst solution, or immediately after adding the catalyst, in sufficient quantity to aid in verifying the presence of catalyst, the homogeneity of the mixing, and to confirm complete impregnation. The dye shall be stable during cure and shall provide a visual quality assurance of the cured liner.

C. Liner shall be homogenous throughout and free of serious abrasion, cutting, or gouging of the outside surface extending to more than 10% of the wall thickness in depth, cracks, kinking (generally due to excessive or abrupt bending), flattening, holes, blisters or other injurious defects

2.04 PRE-LINER (IF REQUIRED):

A. Contractor shall use a pre-liner tube sized to fit host pipe in areas where active infiltration is present. Pre-liner tube must be composed of 3-ply laminate sheet combining two layers of polyethylene film and high strength nylon cord grid formed into a tube sized to fit host pipe and must be continuous for the entire length of host pipe.

2.05 INTERNAL SEALING SYSTEM:

1. The internal sealing system is meant for installation in pipelines with operating pressures of up to 60 psi.


2. The internal sealing system shall be installed in all PCIPP terminations in all PCIPP manholes/access locations. The internal sealing system shall be designed to seal the raw end of the PCIPP liner to the interior surface of the pipe.

3. The internal sealing system shall consist of a rubber seal, stainless steel retaining bands to hold the rubber seal in place, and leakage test valve.

a. The rubber seal shall be EPDM and shall meet the requirements of ASTM D2240 and D412.

b. The rubber seal shall have a minimum total width/length of 10.89 inches and a maximum width/length of 18 inches.

c. The rubber seal shall conform to and comply with the requirements below, and with the minimum standard physical properties as follows:

Structural/Mechanical Property

Standard Min. Value

Durometer ASTM D2240 65 +/- 5 pts

Tensile Strength ASTM D412 1,450 psi

Elongation ASTM D412 250 Min.

Ozone Resistance ASTM D1171 85% min

d. The rubber seal shall conform to and comply with the requirements above,

and with the minimum standard physical properties when compression set for 22 hours at 70˚C as follows:


Standard Min. Value

Permanent Set D-395B 25% max.

e. The rubber seal shall conform to and comply with the requirements above,

and with the minimum standard physical properties when heat aged for 70 hours at 70˚C as follows:


Standard Min. Value

Durometer Suffix A13 D-573 +/- 15 pts

Tensile Change Suffix B13 D-573 +/- 30%

Elongation Change Suffix C12 D-573 -50% max.

f. The stainless steel retaining bands shall be type 316L and shall conform to

ASTM A240. The width and thickness of the retaining bands shall be selected by the manufacturer depending on seal diameter. The weld wire shall be E316L and shall conform to AWS A5.4-92. The stainless steel retaining bands shall conform to and comply with the requirements above, and with the minimum standard physical properties as follows:


TYPE 316L

UNS Designation S31603

Tensile Strength (min.) 70,000 psi

Yield Strength (min.) 25,000 psi

Elongation in 2 in. (min.) 40%


Brinell Hardness (max.) Rockwell B 94

217 (96)

Weld Wire TS 70,000 psi

g. All materials such as push tabs, shims and wedges shall be made

compatible with the base material. h. The retaining bands shall be rolled to nominal inside diameter of the pipe

after the PCIPP liner is installed and for the inside diameter of the pipe without the PCIPP liner as shown in the drawings.

i. The push tabs shall be manufactured from the same material lot number as the band.

j. All material specifications shall be certified. k. Shims shall be manually chamfered and all edges deburred. l. All shop welds shall be made by certified welders. The welds shall be made

with a stick or wire of T-308 alloy (E316L). m. Welding shall be accomplished by using either gas metal arc welding or

shielded metal arc welding. n. The manufacturer shall demonstrate a minimum experience of 5 years in the

design, manufacture and installation of internal pipe seals of sizes required for this project. Approved products include the following:

1. Weko-Seal as manufactured by Miller Pipeline Corp. 2. HydraTite as manufactured by Cretex Specialty Products 3. or approved equal.

PART 3 - EXECUTION

3.01 PREPARATION

A. Notification 1. The Contractor is responsible for contacting homeowners and businesses

adjacent to the work shown on plans in addition to those homeowners and businesses whose sewer laterals may be impacted by the lining work at least 96 hours prior to commencement of work. In addition, the Contractor shall place written notification (door hangers) on each home or business at least 24 hours prior to commencement of work. The written notification shall have the following minimum information: a) Contractor Name b) Summary of work to be completed c) The date and time of when the work will commence d) The duration of the impact (start and stop time) e) Contractor contact information for questions

B. Storage and Handling: 1. Rehabilitation materials shall be properly stored and handled to prevent damage

in accordance with the manufacturer’s recommendations and as approved by the City. Damage is described as, but is not limited to, gouging, abrasion, flattening, cutting, puncturing, or ultra-violet (UV) degradation. Thorough inspection of the rehabilitation materials shall be performed prior to installation.

C. Cleaning and Inspection of Existing Sewer: 1. The Contractor shall be responsible for cleaning, inspecting, confirming the

inside diameter and determining the condition of each manhole/access point-to-manhole/access point segment of the existing sewer forcemain to be lined. The cleaning process shall include the removal of all roots, solids, grease, or


obstructions removable with sewer forcemain cleaning equipment that will prevent the insertion of PCIPP.

2. A television inspection shall be performed by the Contractor after the sewer cleaning operation and point repairs are completed.

3. The Contractor shall dispose of all debris removed from the pipeline, in accordance with current applicable regulations. Any hazardous waste material encountered during the project shall be considered as a changed condition.

4. The Contractor shall be responsible for removal of roots within the sanitary sewer pipelines as part of the cleaning of the pipeline and no additional compensation will be allowed therefore. Roots shall be removed where revealed by the Contractor’s video inspection. Special attention shall be used during the cleaning operation to assure a removal of roots from the joints. Procedures may include, but not limited to, the use of mechanical equipment such as rodding machines and bucket machines using root cutters and porcupines, and equipment such as high velocity jet cleaners.

D. Manholes:

1. The Contractor shall protect the manholes to withstand forces generated by equipment, water or air pressure used while inserting the tube. The Contractor shall be fully responsible for any damages to existing utilities caused by the Contractor’s operations.

2. PCIPP shall make a tight seal at manhole openings with no annular gaps or visible leakage of groundwater and shall withstand 5 psig positive and negative pressures. All liner edges shall be cut smooth. An epoxy resin sealant shall be applied all around liner opening (leading edge) for a minimum depth of 1-inch for a seal. Sufficient resin shall be applied to seal and adhere abraded liner edge (cut-off edge). Apply beads of accepted sealant forming approximately ½-inch fillets. Tool sealant to create smooth transition for flow that will not snag debris.

3.02 SECTIONAL PCIPP

A. Where the lining repair is required: 1. Sectional PCIPP shall include installation of a continuous resin-impregnated-

textile tube into an existing pipe by means of either steam or UV curing pressure inflation and inversion.

2. Resin Impregnation: The tube encapsulated within the translucent bladder (liner/bladder assembly) shall be vacuum-impregnated with resin (wet-out) under controlled conditions. The volume of resin used shall be sufficient to fill all voids in the tube material at nominal thickness and diameter. The volume shall be adjusted by adding excess resin for the change in resin volume due to polymerization and to allow for any migration of resin into the cracks and joints in the original pipe. No dry or unsaturated area in the main tube shall be acceptable upon visual inspection.

3. Liner Insertion: The bladder and tube (liner/bladder assembly) is drawn inside the launcher through the open end. The liner/bladder assembly is contained within the launcher, protecting the tube from resin loss. The launcher is inserted into the pipe and towed to the beginning of the damaged section. When positioned, pressurized air is introduced causing the liner/bladder assembly to project out of the launcher simultaneously inverting and inflating the resin impregnated tube against the host pipe. When fully inverted, the tube is continuous in length covering the damaged section and extends a minimum of 18” on each side of the damaged section of the host pipe.

4. Liner Curing: After liner placement is completed; pressure is maintained pressing the liner firmly against the inner pipe wall. The liner is cured at ambient temperatures or by a suitable heat source. The heating equipment shall be


capable of delivering a mixture of steam and air throughout the liner bladder assembly to uniformly raise the temperature above the temperature required to cure the resin. The curing of the SPCIPP shall take into account the existing pipe material, the resin system, and ground conditions (temperature, moisture level, and thermal conductivity of the soil). The temperature shall be monitored and logged during the cure and cool down cycles.

5. Curing Processing: Curing shall be done without pressure interruption with air or a mixture of air and steam for the proper duration of time per the resin manufacturer’s recommendations. When the heat source is removed and the temperature of the SPCIPP reaches 100 degrees F or less, the processing shall be finished. For an ambient cured method, a coupon suspended in the manhole/access point will determine curing time.

6. Bladder Removal: A visual inspection during bladder removal will verify the completion cure.

3.03 PCIPP INSTALLATION

A. Resin Impregnation: The uncured resin in the original containers and the unimpregnated fiber- felt

tube shall be impregnated by vacuum or other means prior to installation. The materials and “wet-out” procedure shall be subject to inspection by the City. A resin and catalyst system that is compatible with the requirements of the method shall be used. The quantity of resin used for tube impregnation shall be sufficient to fill the volume of air voids in the tube with additional allowances for polymerization shrinkage and the loss of resin through cracks and irregularities in the original pipe wall.

After vacuum in the tube is established, a vacuum point shall be no further than 75 feet from the leading edge of the resin. The leading edge of the resin slug shall be as near to perpendicular as possible. A roller system shall be used to uniformly distribute the resin throughout the tube.

The impregnated liner bag shall be transported to and stored at the site in such a manner that will not be damaged, exposed to direct sunlight, or result in any public safety hazard. The impregnated liner bag shall be kept cool during shipment and storage at a temperature recommended by the manufacturer.

B. Liner Installation: The installer of the pipe liner system shall be an approved licensed installer by

the PCIPP manufacturer of the proposed pipe liner system. The liner shall be installed through new PCIPP manholes/access locations,

unless shown otherwise on the contract drawings, in accordance with the manufacturer's recommendations and procedures. The finished liner on mainline sections shall be continuous over the entire length between PCIPP manholes/access locations, and shall be as free as commercially practical from visual defects such as foreign inclusions and pin holes. The beginning and end of the pipe lining shall be cut within 6 inches at the inlet and outlet points in the PCIPP manhole/access point by using a rotary cutter, and the ends shall be sealed to the rehabilitated pipeline. The internal pipe seals shall provide a watertight seal.

If the liner fails to install properly, the Contractor shall remove the failed liner and replace it with a new liner. This work shall be performed at the Contractor’s expense without additional cost to the City. It shall also meet the leakage or pressure test requirements specified herein.

Any defects which will affect, in the foreseeable future or warranty period, the integrity or strength of the liner, shall be repaired at the Contractor’s expense. Allowance shall be given for the excess pipe when the cross-sectional area has been reduced due to offset joints, partial collapse, out-of-round sections, etc.


Cure-In-Place Pipe Lining CIPP installation shall be in accordance with ASTM F1216, Section 7, or ASTM F1743, Section 6, with the following modifications:

a. Before the installation begins, the Contractor shall determine the minimum pressure required to hold the tube tight against the existing pipeline, and the maximum allowable pressure so as not to damage the tube. Once the installation has started, the pressure shall be maintained between the minimum and maximum pressures until the installation has been completed. Tube installation forces or pressures shall be limited so as not to stretch the tube longitudinally by more than 5% of the original length.

b. The use of a lubricant during inversion may be needed to reduce friction. The lubricant used shall be a nontoxic product that has no detrimental effects on the tube or boiler and pump system.

c. Tube Insertion – The wet out tube shall be positioned in the pipeline using either inversion as defined within relevant ASTM standards previously stipulated. The tube should be inverted through the starting PCIPP manhole/access point and fully extend to the next designated PCIPP manhole/access point.

d. The host pipeline shall be cleaned and televised as specified herein. The outside diameter of the tube being inserted into the pipe shall be properly sized to allow for expansion so that the PCIPP liner can fit tightly against the host pipe.

e. During the curing process, the Contractor shall keep logs, charts and/or graphs of the liner temperatures at the upstream and downstream PCIPP manhole/access point to ensure that proper temperatures and cure times have been achieved. These documents will be required by the Engineer at any time during and after the curing process.

f. Temperature gauges shall be placed inside the tube at the invert level of each end to monitor the temperatures during the cure cycle.

g. The heat source shall be fitted with suitable monitors to gauge the temperature of the incoming and outgoing water or steam supply. To determine the temperatures during the cure cycle, a gauge shall be placed at the beginning and termination points between the impregnated tube and the invert of the existing pipe. The temperature of the cure water or steam shall be monitored at the termination end by placing a temperature probe through a small hole in the tube, near the invert, into the cure water or steam. The hole in the tube shall be made such that the temperature probe fits tightly and minimized cure water leakage.

h. Initial cure will occur during temperature heat up and is completed when exposed portions of the new pipe appear to be hard and sound and the remote temperature sensor indicates that the temperature is of a magnitude to realize an exothermic or cure in the resin. After initial cure is reached, the temperature shall be raised to the post-cure temperature as determined by the Contractor. The post-cure temperature shall be held for a period as determined by the Contractor, during which time the recirculation of the water or steam and cycling of the boiler to minimize the temperature continues. The curing process shall take into account the existing pipe material, the resin system, and ground conditions (temperature, moisture level, and internal conductivity of soil).


i. The pipe lining shall be cooled to a nominal temperature of 100° F (38°C) or as recommended by the manufacturer before relieving the hydrostatic head. Cool-down shall be accomplished by the introduction of cool water or ambient air to replace water or steam being drained from the system. Care shall be taken in the release of the static head so that a vacuum will not be developed that could damage the newly installed pipe lining. In addition, the cure water or steam incoming temperature during cool-down shall not decrease at a rate greater than 20°F (11° C) per hour or as recommended by the manufacturer.

j. A hydrophilic resin or chemical grout shall be installed to limit moisture in areas where ground water is streaming into the existing pipe.

C. Pre-liner Installation (if required):

1. The Engineer must witness the installation of each preliner tube. A preliner tube complying with these special provisions must be used to protect against uncontrolled infiltration and to control resin loss, liner thickness, and prevent blocked laterals. For long segments, several sections of preliner tube may be spliced together under preliner manufacturer's recommendations to form a tube of adequate length.

2. If the Contractor fails to install the required preliner tube over the entire segment as required by the Engineer (regardless of physical tests and thickness test results), he must remove the PCIPP from the host pipe and dispose of it at his own cost.

3.04 WATER TIGHTNESS TESTING

A. The pipe lining shall be cooled down to the original ambient ground temperature, which existed before pipe lining installation, prior to proceeding with the pressure test.

B. A section or the whole pipe to be lined may be tested at the same time. The test section shall be subjected to a hydrostatic pressure of 1.5 times the known internal operating pressure, or at the internal operating pressure plus 25 psi whichever is less.

C. If practical the pressure test shall be conducted after placement of appurtenances such as end seals but before reinstatement of side connections. To avoid the testing of other associated piping, the side connections, corporation stops, valves, etc., shall be capped or otherwise isolated. When sections of rehabilitated piping are reconnected with new spool pieces, ensure that all flange connections are watertight during the pressure test. Note: The emphasis is that only renovated piping (and it appurtenances) shall be tested. Otherwise, leakage in other side piping could contribute to a leakage rate measured for the pipelining.

D. The pipe section to be tested shall be isolated with blind flanges or other appropriate methods rated for the required test pressure. Means for temperature measurement air relief and filling the test section with water shall be provided. The line tested shall be configured such that leakage from the ends and branch lines can be visually monitored.

E. The ends, termination points, elbows, etc., that are removed shall be properly braced, blocked and supported for the duration of the test. The test pressure shall not exceed the safe pressure on such fittings.

F. The test shall be one hour in duration.

G. The test section shall be filled slowly from potable water sources. All air shall be expelled from the pipeline during filling. This is a very critical step of the process since trapped air will compress during pressurization giving erroneous leakage measurements. When filling the


pipeline with water, all air release valves and the high elevation end of the pipeline shall be opened until a free flow of water is visible, to release all air from the pipeline to be tested. Ensure the rate of filling does not significantly pressurize the pipeline prematurely. If the above technique for expelling air is not sufficient, another approach may be more effective. One alternative is to push a pig through the line with the fill water behind it. This is done after each end of the test section is sealed off so the pig remains in the pipe during the pressure test. When the pipe is full and the pig reaches the far end of the test section, the air in front of the pig is bled off through a relief valve in the blind flange or pressure plug at the termination end.

H. Once a pipe lining is filled, the specified test pressure, based on the elevation of the lowest point of the line or section under test and corrected to the elevation of the test gauge, shall be applied by means of a pump connected to the tube in a manner satisfactory to the City. The test pressure shall be applied in steps at intervals of 50 psi or one-half of the test pressure, whichever is less, until the required test pressure is reached. The pressure shall be held at each step for a minimum of 30 minutes.

I. A minimum stabilization period of 2 to 3 hours is recommended before starting the pressure test. During this time, the test pressure shall be maintained within close proximity of the required test pressure. A small angular gap may exist between the pipe lining wall and the existing pipe. During this stabilization period, the pipe lining wall will creep and stretch. Some trapped air may still exist in the pipe and the mean water temperature may fluctuate. These can cause erroneous leakage readings if the pressure test is run during this period. Therefore, the required stabilization period may be considerably longer than expected for some installations. Decreasing make-up water during the stabilization period shall indicate that at least one of these effects is present and is gradually being counteracted.

J. Bleed off any air at the ends of the test section prior to beginning the test. As stated previously, the pressure test shall be for a duration of one hour after the stabilization period is completed. Begin the test at the required test pressure. After the one-hour test, the amount of make-up water needed to return to the required pressure shall be quantified.

K. Acceptance:

a. The test shall require that the quantified makeup water for the one-hour test shall not exceed 20 gallons per inch diameter per mile of pipe, per 24-hour day (20 GPDIM). The quantified make-up water for the one-hour test shall be extrapolated to the 24-hour rate for comparison purposes.

b. Any visible leakage at termination points shall be eliminated. If not feasible or possible at the time of the test, the termination point leakage shall be kept to a minimum, collected and then deducted from the actual make-up water rate. If the leakage at test pressure exceeds the allowable, the Contractor shall endeavor to locate the source of the leakage and reduce it in a manner acceptable to the Owner.

c. The pressure test for water tightness shall be deemed acceptable if that actually measured during the one-hour test (which has been extrapolated to a 24-hour day rate) is equal to or less than the allowable make-up water rate of 20 GPDIM.

3.05 SAMPLE TESTING

A. Fit and Finish

a. The finished liner shall fit tightly to the existing pipeline as indicated by reflection of the shape and surface of the existing pipeline in the liner. The liner shall be free of sags, folds, lifts or other irregularities that indicate an improper fit or


inadequately cured zones. Cosmetic wrinkling is acceptable especially where this may be due to non-uniform size of the existing pipeline.

b. The liner shall have no leakage or infiltration through the wall of the liner. Cut ends and lateral reinstatements shall provide a solid homogeneous wall section without separations or delaminating within the liner wall.

B. Samples a. Samples of the cured liner shall be collected in accordance with ASTM F1216 at

a minimum frequency of every 2,000 feet and shall be provided to the City for testing. Samples shall be a minimum of 12 inches in length.

b. Restrained type samples shall be made by extending the liner through a form with a diameter as close as possible to the existing pipeline. The form may be located at the end CIPP access pit or at an intermediate CIPP access pit. The formed sample may be provided with insulation to contain cure heat to produce a similar cure environment to that within the host pipe. Sample forms that are not insulated may produce lower physical properties than those obtained within the host pipe. The length of the form shall be sufficient to obtain a cylindrical liner sample of sufficient length that is not affected by edge effects of the form. The actual test coupons shall be cut from the central portion of the formed sample for determination of physical properties and thickness.

c. Plate samples shall be used where restrained samples cannot be made or are not required. The plate samples shall be contained in a sample box and made from the same carrier tube material (same nominal thickness) and resin as used for the liner. Plate samples shall be cured in the same heat environment and for the same time as for the liner.

C. Sample Testing and Results a. The samples shall be tested in accordance with the requirements of ASTM

F1216. The testing shall be done by the Contractor at an independent testing facility experienced in CIPP testing.

b. Thickness: The liner thickness, when determined in accordance with ASTM D5813 shall meet or exceed the design thickness for the specific liner installation.

c. Flexural Strength Property: The flexural strength when tested in accordance with ASTM D790 shall meet or exceed the flexural strength used in the liner design or the minimum prescribed in ASTM F1216 whichever is higher.

d. Flexural Modulus Property: The flexural modulus when tested in accordance with ASTM D790 shall meet or exceed the flexural modulus used in the liner design or the minimum prescribed in ASTM F1216 whichever is higher.

D. Reconciliation of Test Results

a. Where a tested thickness occurs below the design thickness and the tested physical properties are above the design values, the design thickness shall be re-calculated based on the actual installed tested properties. Where tested thickness meets or exceeds the re-calculated design thickness, the liner thickness shall be considered acceptable.

b. Where tested physical properties are below the design properties and the tested thickness is above the design thickness, the design thickness shall be re-calculated based on the actual installed tested properties. Where the tested thickness meets or exceeds the re-calculated thickness, the physical properties shall be considered acceptable providing they meet or exceed the minimum properties in accordance with ASTM F1216.

3.05 FINAL CLEANING

A. After acceptance of the installation work and testing, the Contractor shall return the piping system to service under City’s supervision, and close all manholes/access points with


appropriate pipe spools, valves, and other relevant fittings and restore surface condition equal to that before the work began.

B. The Contractor shall cleanup and reinstate the entire project area affected by the operations. All excess material and debris shall be disposed of away from the site by the Contractor at an appropriate location as approved by the City of Rohnert Park.

C. The Contractor shall restore or replace all removed or damaged paving, curbing, sidewalks, gutters, shrubbery, fences, sod or other disturbed surfaces or structures to a condition equal to that before the work began, to the satisfaction of the City and appropriate property owner, and shall furnish all labor and material incidental thereto.

D. Surplus liner material, tools and temporary structures shall be removed by the Contractor. All dirt, rubbish and excess earth from operation shall be legally disposed of by the Contractor and the construction site shall be left clean to the satisfaction of the City.

END OF SECTION



CITY OF ROHNERT PARK 02760-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL SEWER CLEANING PHASE 2 PROJECT

SECTION 02760

SEWER CLEANING

PART 1 - GENERAL

1.01 DESCRIPTION

A. SCOPE:

This section specifies the requirements for cleaning of sewer pipes prior to CCTV and after rehabilitation. The pipe is very fragile and in poor condition. The Contractor shall take extra care for cleaning and CCTV inspection.

B. REQUIREMENTS:

The Contractor shall clean the sewers specified for CCTV inspection and replacement. All materials dislodged during cleaning shall be removed from the sewer and disposed of by the Contractor. Sewer cleaning methods shall include water jetting and foam pigging.

CCTV inspection is not required during cleaning operations. However, the Contractor shall at his own expense, inspect the sewer to view current line conditions prior to rehabilitation.

1.02 MAJOR BLOCKAGE

A. A major blockage shall be defined as an obstruction within the sewer which cannot be removed by cleaning with commercially available hydraulic or mechanical cleaning equipment.

1.03 SUBMITTALS

A. Submit written description of cleaning procedure and all equipment to be used.

PART 2 - PRODUCTS

2.1 EQUIPMENT

A. GENERAL:

All equipment specified in this section shall be in good working condition and manufactured or fabricated to withstand the severity of the work covered under this section.

B. HYDRAULIC AND MECHANICAL CLEANING:

All hydraulic cleaning equipment shall be truck mounted. Water jet cleaning equipment shall include a water tank, auxiliary engine, pumps, and hydraulically driven hose reel. The Contractor shall provide a minimum of 600 feet of high-pressure hose and a selection of high velocity nozzles, each having a capacity of 50 gallons per minute at working pressures of 1,000 to maximum 1,500 pounds per square inch. Pressure to the nozzle shall be regulated by a relief valve adjustable from 1 to 1,500 psi. Nozzles shall be capable of producing a jet stream angle of 15 to 45 degrees from the horizontal. The Contractor shall also provide a high velocity gun with sufficient discharge and pressure to thoroughly clean manhole interiors.

C. ROOT REMOVAL:

CITY OF ROHNERT PARK 02760-2 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL SEWER CLEANING PHASE 2 PROJECT

If root removal is deemed necessary, the Contractor shall employ sewer-cleaning equipment to cut all roots encountered back to the pipe surface.

D. DEBRIS REMOVAL:

The Contractor shall provide suitable equipment to catch and remove all debris dislodged during cleaning operations from the nearest downstream manhole. Equipment or methods which require a member or members of the Contractor’s crew, to physically excavate debris from within the manhole is prohibited. All debris shall be promptly removed from the sewer from the nearest manhole and shall be disposed of off- site in a lawful manner at a City-approved location. Hauling containers shall be watertight.

PART 3 - EXECUTION

3.1 GENERAL

The Contractor shall at all times conduct his work so as to prevent any blockage and minimize surcharging in the sewer manholes and connecting sewer pipelines. Damage to existing facilities as a result of the Contractor's work shall be promptly repaired in kind at the Contractor's expense. Prior to cleaning operations, the Contractor shall remove gripper plugs at cleanouts along the main pipeline being cleaned.

3.2 CLEANING Cleaning shall remove all sludge, rocks, debris, roots, grease accumulations and obstructions from the sewer. Sewer cleaning methods may include water jetting, rodding, or bucketing. Unless otherwise directed by the Construction Manager, the Contractor shall select the most effective of these cleaning methods according to the prevailing site condition. Where bucketing is warranted, bucket machines shall be used to remove the major portion of debris. Bucket operations shall proceed in the upstream direction in one sewer reach at a time. The operation shall continue until the buckets can pass the entire reach with minimum collection of debris. Upon completion, the line shall be hydraulically cleaned. During cleaning operations, the Contractor shall provide a means of catching and removing the dislodged debris conveyed with the sewer flow, to the nearest downstream manhole. The method chosen shall not allow the transport of debris to downstream sewer reaches. All debris shall be disposed of at the end of each day.

END OF SECTION

CITY OF ROHNERT PARK 02761-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL CCTV INSPECTION OF EXISTING PHASE 2 PROJECT AND REHABILITATED SEWERS

SECTION 02761

CCTV INSPECTION OF EXISTING AND REHABILITATED SEWERS

PART 1 - GENERAL

1.01 DESCRIPTION

A. SCOPE

The Contractor shall perform Closed Circuit Television (CCTV) inspections of the project pipelines and record any defect discovered. The Contractor shall perform CCTV inspections of main pipeline prior to PCIPP lining, to verify existing pipeline conditions and lateral locations (if any), and after completion of PCIPP lining to verify compliance with PCIPP lining specifications.

B. REQUIREMENTS

The Contractor shall inspect the sewer interior using a color CCTV and document the inspection on a digital recorder. All inspection video shall be submitted in MPEG file format (.mpg) and saved on DVDs for submittal. DVD submittals on proprietary software are not permitted. Each inspected sewer reach, manhole to manhole, should have an associated MPEG file. Electronic PDF (.pdf) files of each inspection log and digital photographs (.jpg) files shall accompany the video inspections for each sewer reach (manhole to manhole) inspected.

The purpose of the pre-rehabilitation inspections shall be to verify condition of the existing sewers, assess cleaning needs, locating and logging defects such as obstacles and breaks and to provide a permanent record of the existing sewer and lateral condition as it relates to line dimensions, material, changes and connections. If modification or repairs are performed prior to PCIPP lining, the pre-rehabilitation inspection will be repeated to accurately record conditions that will be corrected by PCIPP lining.

The purpose of the post-rehabilitation inspections will be to verify condition of the lining of the sewer and to provide a permanent record of the rehabilitated sewer and lateral connection (if any) conditions.


A. Contractor’s Qualifications: The Contractor shall have a minimum of five (5) years of experience in such work necessary to successfully meet this specification and provide references for five (5) similar projects required remote pan and tilt inspection in pressurized systems. The reference projects shall contain a minimum of 10,000 linear feet of CCTV pan and tilt in pressurized systems.

B. The Contractor shall have all operators who are responsible for locating and logging

defects into the data collection software successfully trained and certified through National Association of Sewer Service Companies (NASSCO) Pipeline Assessment and Certification Program (PACP).

1.03 SUBMITTALS

A. Furnish the following Qualifications submittal with bid.


1. Submit list of at least five (5) similar pipeline projects within the past five (5) years that required remote pan and tilt inspection in pressurized systems. The reference projects shall contain a minimum of 10,000 linear feet of CCTV pan and tilt in pressurized systems.

2. Submit resume(s) and project references for the field personnel who will be employed for this project, including the NASSCO PACP Certification number for each operator.

B. The following submittals shall be provided in accordance with Section 01330 Contractor

Submittals: 1. Submit an example of previous work for approval. The example shall consist of one

DVD of previous sewer inspection work complete with audio commentary and inspection log(s). The submitted example shall be the work of the field supervisor or foreman to be used on this project. Contractor shall be responsible for modifications to equipment and/or inspection procedures to achieve report material of acceptable quality.

2. Manufacturer's product literature for all video equipment including but not limited to cabling, camera, monitor, footage counter, video titling device, and recorder.

3. Written plan for verification of active laterals.

PART 2 - PRODUCTS 2.01 SEWER MAIN CCTV CAMERA

A. The camera(s) shall be operative in 100 percent humidity/submerged conditions. The CCTV camera equipment shall provide a view of the pipe ahead of the equipment and of features to the side and rear of the equipment through turning and rotation of the lens. The camera shall be capable of tilting at right angles along the axis of the pipe while panning the camera lens through a full circle about the circumference of the pipe. The lights on the camera shall also be capable of panning 90-degrees to the axis of the pipe. If the equipment proves to be unsatisfactory, it shall be replaced with adequate equipment. The camera unit shall have sufficient quantities of line and video cable to inspect sewers with access as far apart as 800 feet.

The CCTV camera, electronic systems and monitor shall provide an image that meets the following specifications: 1. The gray scale shall show equal changes in brightness ranging from black to white

with a minimum of five stages. 2. With the monitor control correctly adjusted, the six colors - Yellow, Cyan, Green,

Magenta, Red, and Blue, plus Black and White, shall be clearly resolved with the primary colors in order of decreasing luminance. The gray scale shall appear in contrasting shades of gray with no color tint.

3. The picture shall show no convergence or divergence over the whole of the picture. The monitor shall be at least 13 inches diagonally across the picture tube.

4. The live picture on the CCTV monitor shall be capable of registering a minimum of 500 lines horizontal resolution and be a clear, stable image with no interference.

B. Lighting intensity shall be remote controlled and shall be adjusted to minimize reflective

glare. Lighting and camera quality shall provide a clear, in-focus picture of the entire inside periphery of the sewers and laterals for all conditions except submergence. Under ideal conditions (no fog in the sewer) the camera lighting shall allow a clear picture up to five pipe diameter lengths away for the entire periphery of the sewer. The lighting shall provide uniform light free from shadows or hot spots.


C. Camera focal distance shall be remotely adjustable through a range of 6 inches to infinity.

D. The monitor and software shall also be able to capture and save screen images of typical

sewer details and all defects. Screen image files shall be named using upstream manhole

number and footage and submitted on DVD following paragraph 3.8, this section.

2.02 VIDEO RECORDINGS

A. The video and audio recordings of the sewer inspections shall be made using digital video equipment. The digital recording equipment shall capture sewer inspection on DVD with each sewer reach inspection recorded as an individual movie file (.mpeg, .mpg). The files shall be named according to Upstream/Downstream manhole numbers or per requirements established elsewhere in the Specifications.

B. The audio portion of the composite video shall be sufficiently free from electrical

interference and background noise to provide complete intelligibility of the oral report. Audio shall be recorded by the operating technician on the inspection video as the sewer is inspected and shall include the sewer location, identification of beginning and terminating manholes including location (address or cross streets), inspection direction, length of inspection, side sewer identification, flow information, complete descriptions of the sewer line conditions as they are encountered, description of the rehabilitation work, reason for termination, and other relevant commentary to the inspections. In addition, the audio reports shall include the distance traveled on the specific run, a description of abnormal conditions in the sewer and side sewer connections as they are encountered, explanations for pausing, backing up, or stopping the survey, and the final measured center to center distances between consecutive manholes. Audio dubbing after the inspection is prohibited.

C. The reaches shall be inspected from upstream to downstream, wherever possible. The

images recorded on the CCTV video shall be the same images that are required to be displayed on the CCTV monitor. The footage counter shall be zeroed at the beginning of each inspection and at each intermediate manhole along the inspection run. The video recorder shall be paused if the camera progress is stopped for a period longer than 30 seconds due to breakdown of the equipment, or any purpose other than analyzing conditions of the sewer. The operator shall document the delay on the recording when progress resumes.

D. The equipment used for the inspection must provide for simultaneous monitoring of the in-

sewer inspection by the Construction Manager or City. Equipment that does not allow for out of sewer observation of the inspection will not be allowed.

E. Typed labels shall be attached to the face of each CD or DVD. The typed index labels shall

include the following information: 1. Content (CCTV)

2. Contractor name

3. Type of survey (CCTV) 4. Interceptor name 5. Reaches included (from Manhole Number ## to Manhole Number ##) 6. Date of survey 7. Work order number (if applicable)

8. Sheet number in plans

F. The inspection video shall be delivered on a medium that is not re-recordable. Contractor

shall maintain a copy of all inspection documentation (DVDs, databases, and logs) for the duration of the work and warranty period.


2.03 PRODUCT DATA

A. The Contractor shall provide the following information in accordance with Section 01330 Contractor Submittals:

1. TV inspection reports as specified in paragraph 02761-3.7 shall be submitted

each week covering the previous week's work.

PART 3 - EXECUTION

3.01 GENERAL

A. The CCTV camera shall be positioned as close to the spring line as possible while maintaining the required equipment stability. If the flow levels are above the spring line, then the vertical position of the camera shall be just above the free water surface. The Contractor shall identify and record wrinkles, folds, drips, and other defects found during the CCTV inspection. The Contractor shall inspect and document all manholes encountered during the inspection activities. The camera shall pan the periphery of the manhole from casting to invert. Inspections shall be conducted during low flow periods to increase the viewable sidewall area of the pipe.

B. The speed that the camera or survey unit is conveyed through the sewer while performing general inspections shall be uniform and shall be limited to a maximum of 30-feet per minute. The survey unit shall be slowed, stopped, or backed-up to perform detailed inspections of significant features. The camera shall be stopped at all defects, changes in material, water level, size, side connections, manholes, junctions, or other unusual areas. When stopped at the defect or feature, the operator shall pan the camera to the area and along the circumference of the pipe. The operator shall also record audio of the type of defect or feature, clock position, footage, extent or other pertinent data. Still photographs or screen captures shall be taken at all defects and general line condition photographs should be taken at least every 200 feet.

C. During period of camera advancement along the reach, the operator should pan to view

the flow line conditions along both sides of the pipe and the crown at regular intervals. This may be done while the camera is moving forward as long as the recorded picture quality is not adversely affected. When viewing the flow line area, the camera should be returned to the forward position providing a full view of the pipe before panning to view the opposite side of the sewer or the crown conditions.

D. At the Contractor's discretion or direction of the Construction Manager, the camera shall

be stopped or backed up (when conditions allow) to view and analyze conditions that appear to be unusual or uncommon for a sound sewer. The lens and lighting shall be readjusted, if need be, in order to ensure a clear, distinct, and properly lighted feature. The video recorder shall be paused if the camera progress is stopped for a period longer than 30 seconds due to breakdown of the equipment, or any purpose other than analyzing conditions of the sewer. The operator shall document the delay on the recording when progress resumes.

E. The Contractor shall be responsible for all traffic control measures required. 3.02 LINEAR MEASUREMENT

A. The Contractor shall measure the camera progress along the full length of each reach. The length counter shall be zeroed at the beginning of each inspection, and at any intermediate manhole. In the case of resuming an inspection at an intermediate point


along the pipeline, the length counter shall start at the last point recorded. The Contractor shall ensure that the counter starts to register immediately when camera progress starts. The device shall be observable at ground level. Markings on the cable, instruments requiring observation inside a manhole, or correction of the length for the depth of the manhole are not acceptable.

B. Prior to commencing inspections, the Contractor shall demonstrate compliance with the

linear measurement tolerance specified below: 1. The equipment shall measure the location of the camera unit in 1-foot increments

from the beginning (upstream end) of each continuous section. This footage location must be displayed on the CCTV monitor and recorded.

2. The accuracy of the measured location shall be within + 0.5% of the actual length of the sewer reaches being surveyed, or 1 foot, whichever is greater.

3.03 CCTV MONITOR DISPLAY

A. The images displayed on the CCTV monitors shall be a view of the pipe above the water surface as seen by the CCTV camera as the unit is conveyed through the sewer.

B. The camera lighting shall be fixed in intensity prior to commencing the survey and the

white balance set to the color temperature emitted. In order to ensure color constancy, ideally no variation in illumination shall take place during the survey.

3.04 DATA DISPLAYS

A. The CCTV images shall include an initial data display that identifies the sewer reach being surveyed and a survey status display that provides continuously updated information on the location of the survey unit as the survey is being performed. These data displays shall be in alphanumeric form. The size and position of the data shall not interfere with the main subject of the monitor picture.

B. The on-screen display should be white during inspections where the background behind

the display is dark and, conversely, black where the background is light.

C. At the beginning of each reach of sewer being inspected, the following information shall be

electronically generated and displayed on the CCTV monitors as well as included in the audio track: 1. Date of survey 2. Interceptor name/location 3. Manhole number to manhole number (in order of inspection)

4. Direction of survey (upstream or downstream)

5. Time of start of survey.

D. During inspections, the following information shall be electronically generated,

automatically updated, and displayed on the CCTV monitors: 1. Survey unit location in the sewer line in feet and tenths of feet from adjusted zero. 2. Sewer diameter 3. Abbreviated manhole reference numbers (upstream and downstream manholes in

order of survey direction).

3.05 MANHOLE NUMBERING, INSPECTION FORMS AND DEFECT CODES

A. The Contractor shall use the City’s manhole numbering system when performing the inspections for this project. The entire manhole number must be used when referring to an


upstream/downstream manhole for a pipe reach. Defect codes shall conform to those specified in the NASSCO PACP specification.

3.06 PRE-CLEANING INSPECTIONS

A. If the camera cannot pass the entire sewer reach from its starting direction, the reach shall be inspected as much as possible from both upstream and downstream directions. If the pipe cannot be fully inspected from either the upstream and downstream manholes the Contractor shall notify the Construction Manager. Such notification shall be written and include manhole to manhole reach numbers and the reason why inspection cannot be completed.

B. If any Contractor equipment becomes stuck in the sewer, the Contractor shall be

responsible for all costs associated with extracting the equipment from the sewer.

C. Any damages to public or private property resulting from Contractor activities shall be

repaired by the Contractor at no cost to the City. D. City shall be present and observe pre-construction CCTV inspection.

3.07 REPORT

A. Two copies of the pre-rehabilitation and post-installation (4 copies total) inspection videos in sequential order from upstream manhole to downstream manhole saved in mpeg format on DVDs; electronic version (.jpg) of still photographs saved on DVDs; a digital Microsoft Access database conforming to the NASSCO PACP database standard populated with all inspection and defect information; and hard copies and electronic pdf files of the inspection logs shall be submitted to the Construction Manager for review and approval. DVDs or sections thereof that do not conform to the specifications shall be re-recorded in the field at the Contractor's expense. Original DVDs and re-recorded runs shall be edited to provide a record with all inspections in sequential order from upstream to downstream. DVDs not in sequential order are unacceptable.

B. The TV inspection report shall include video recordings, pictures and any City required

inspection forms and defect codes. Contractor shall provide equal documentation on both the videos and forms. Contractor shall maintain a copy of all report material. The Contractor shall provide comments as necessary to fully describe the existing condition of the sewer, both through the voice over on the videos and on the inspection forms. Photographs shall further document both typical sewer features, and defects. The photographs shall be copied to a DVD and submitted to the Construction Manager along with the videos and logs.

3.08 DVDs

A. TV inspections shall be recorded in DVD format.

B. Each recording shall continuously display the following: 1. Name of the sewer or storm drain. 2. City project number. 3. Manhole number (on construction drawings) from which the camera is traveling. 4. Manhole number to which the camera is traveling. 5. Distance measurements (within 1 percent accuracy) 6. Date of recording and inspector. 7. Pipe diameter. 8. Pipe material.


C. DVD recordings shall include an audio track recorded by the inspection technician during the actual inspection work describing the parameters of the line being inspected (i.e., location, depth, diameter, pipe type), as well as describing connections, defects and unusual conditions observed during inspection.

D. DVDs shall be professionally labeled showing the project name, the lines recorded on the tape, date, and name of Contractor/Inspector.

END OF SECTION



CITY OF ROHNERT PARK 02959-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL MANHOLE REHABILITATION PHASE 2 PROJECT

SECTION 02959

MANHOLE REHABILITATION PART 1 - GENERAL 1.01 WORK INCLUDED

A. This specification covers all labor, materials, equipment, and services necessary to complete the lining for existing concrete sewer manholes as herein specified.

B. The Contractor shall be responsible for furnishing all labor, supervision, materials, and equipment required to complete all manhole rehabilitation work, testing, and surface restoration in accordance with this Specification.

C. 1.02 RELATED WORK

A. Section 03350: Cast-in-Place Concrete Repair 1.03 SYSTEM DESCRIPTION

A. Furnish and install complete operating corrosion barrier composite liner for concrete structures in compliance with manufacturer’s installation requirements and compliance with applicable building codes and standards


A. Use adequate numbers of skilled workmen who are thoroughly trained and experienced in the necessary trades and crafts and who are completely familiar with the specified requirements and methods needed for proper performance of the work of this section. A minimum of three (3) years of active continuous experience in the commercial application of manhole rehabilitation under the Contractor’s license is required.

B. Engage experienced applicator to perform Work of this Section who has specialized

training in installing materials required for this Project; who is approved, authorized, or licensed by coating system Manufacturer to install Manufacturer's product; and who is eligible to receive the standard Manufacturer's warranty. A minimum of three (3) years of active continuous experience in the commercial application of manhole rehabilitation under the Contractor’s license is required.

1.05 REFERENCES

A. ACI 305R - Hot Weather Concreting. B. ASTM D638 - Tensile Properties of Plastics. C. ASTM D790 - Flexural Properties of Unreinforced and Reinforced Plastics. D ASTM D695 - Compressive Properties of Rigid Plastics. E. ASTM D4541 - Pull-off Strength of Coatings Using a Portable Adhesion Tester. F. ASTM D7234 - Pull-Off Adhesion Strength of Coatings on Concrete Using Portable Pull-

Off Adhesion Testers.


G. ASTM D4787 Standard Practice for Continuity Verification of Liquid or Sheet Linings

Applied to Concrete Substrates. H. ASTM D2584 - Volatile Matter Content. I. ASTM D543 - Resistance of Plastics to Chemical Reagents. J. ASTM D4258 - Standard Practice for Surface Cleaning Concrete K. ASTM D4259 - Standard Practice for Abrading Concrete L. ASTM C109 - Compressive Strength Hydraulic Cement Mortars M. ASTM C579 - Compressive Strength of Chemically Setting Silicate and Silica Chemical

Resistant Mortars. N. International Concrete Repair Institute (ICRI) Technical Guideline No. 03732 – Selecting

and Specifying Concrete Surface Preparation for Sealers, Coatings, and Polymer Overlays.

1.06 SUBMITTALS

A. Furnish the following Qualifications submittal with bid. 1. Submit company history stating years in service. 2. Submit evidence of factory authorization or licensing by Manufacturer of lining

system to install product 3. Submit documentation of employees’ cognizance and ability to comply with all

Federal and State OSHA regulations regarding confined space entry. B. Furnish the following submittals.

1. Submit Manufacturer’s product catalog data including physical properties. 2. Submit application instruction requirements. 3. Submit coating system and application certification per certificate of compliance

requirements. 4. Submit material samples. 5. Submit qualifications of applicator(s).

1.07 DELIVERY, STORAGE AND HANDLING

A. Manufacturer’s instruction and warranty requirements for delivery, storage and handling of concrete restoration and coating systems shall be strictly followed. Materials are to be kept dry, protected from weather, and stored under cover.

B. Coating and repair materials are to be stored between 50 degree Fahrenheit and 90

degree Fahrenheit. Do not store near flame, heat, or strong oxidants. C. All materials are to be handled according to their material safety data sheets.

PART 2 - PRODUCTS 2.01 REPAIR PRODUCTS


A. Repair products shall be used to fill voids or bugholes, smooth transitions between components, replace lost mortar in masonry structures and smooth rough surfaces and/or to remediate infiltration prior to the installation of the coating product(s). 1. Repair materials must be supplied by the coating product(s) manufacturer or

shall be expressly approved by the coating product(s) manufacturer in writing for compatible with the specified coating product(s).

2. All materials shall be mixed, applied, and cured in accordance with the manufacturer’s recommendations.

3. Repair product physical properties shall be substantiated through submittal of accredited third party testing results and shall be representative of the actual field applied product and cure mechanism(s) to be employed in the field.

B. Factory blended, one component, fiber reinforced, fused calcium aluminate cement

mortar to be trowel or pneumatically spray applied to the entire surface. 1. Manufacturer: Quadex Aluminaliner Mortar or approved equal. 2. Product having the following characteristics:

a. Product Type: Calcium aluminate mortar b. Compressive Strength, psi (ASTM C109): >9,000 @ 28 days c. Flexural Strength, psi (ASTM C293): >1600 d. Shrinkage @ 95% R. H., % (ASTM C596): 0 e. Freeze/Thaw (ASTM C666): 300 Cycles, no visible damage f. Applied Density: 127 lbs/ft3 (+/- 5 lbs) g. Sulfide Resistance (ASTM C267): No Attack

C. One Component, Rapid setting, polypropylene fiber reinforced, high early strength patching material designed for repairing vertical and horizontal concrete and masonry structures to fill large voids, reconstruct inverts, and concrete repair. 1. Manufacturer: Quadex Hyperform or approved equal. 2. Product having the following characteristics:

a. Compressive Strength, psi (ASTM C109): >1,200 @ 30 Minute, >2,500 psi @ 24 hours

b. Bond Strength, psi (ASTM C882); >3000 c. Shrinkage @ 95% R. H., % (ASTM C596): 0

D. Blend of special cements and admixtures which are designed to instantly stop running water or seepage in all types of concrete and masonry structures. 1. Manufacturer: Quadex Quad-Plug or approved equal. 2. Product having the following characteristics:

a. Product Type: Fast setting cementitious waterstop b. Compressive Strength, psi (ASTM C109): >1850 @ 30 Minutes >5,800

@ 24 hours c. Bond Strength psi (ASTM C321): >50 @ 30 minutes >85 @ 24 hours

2.02 COATING PRODUCT

A. Coating product shall be applied to all interior surfaces to protect the host substrate and

repair materials from all forms of chemical or bacteriological attack typically found in municipal sanitary sewer systems and to impart a degree of structural enhancement.

B. Coating product physical properties shall be substantiated through submittal of accredited third party testing results and shall be representative of the actual field applied product and cure mechanism(s) to be employed in the field.

C. 100% Solids, Solvent-Free, High Build Epoxy Coating to be spray applied to all interior surfaces of exposed concrete.


1. Manufacturer: Quadex or approved equal. 2. Product: Quadex Structure Guard – 100% solids, solvent-free high-build epoxy

system exhibiting the following characteristics: a. Product Type: amine cured epoxy b. VOC Content (ASTM D2584): c. Compressive Strength, psi (ASTM D695): 15,000 (minimum) d. Tensile Strength, psi (ASTM D638): 5,600 (minimum) e. Flexural Strength, psi (ASTM D790): 11,000 (minimum) f. Adhesion to Concrete, psi/mode of failure (ASTM D4541/7234): 350 psi

(minimum) with substrate (concrete) failure

2.03 PRODUCT APPLICATION EQUIPMENT A. Cementitious repair products for spot repair may be mixed and applied using hand and/or

power tools.

B. Cementitious repair products to be spray applied shall be mixed and applied using manufacturer approved batch mixing and low velocity spray devices.

C. Coating product to be spray applied shall be mixed and applied using manufacturer approved heated plural component spray equipment.

D. Coating product application to hard to reach areas or for touch-up may be performed using hand tools.

2.04 MANHOLE FRAME AND COVER

A. Manhole frame and covers shall be Titus EJ series 2600 by Titus Industrial Group. Manhole frame and covers are furnished by the City.

PART 3 - EXECUTION 3.01. EXAMINATION

A. Appropriate actions shall be taken by Contractor to comply with local, state, and federal

regulatory and other applicable agencies with regard to environment, health, and safety during work.

B. All structures to be coated shall be readily accessible to Contractor. C. New Portland cement concrete structures shall have endured a minimum of 28 days

since manufacture prior to commencing coating installation. D. Any active flows shall be dammed, plugged, or diverted as required to ensure all liquids

are maintained below or away from the surfaces to be coated until final applications are cured as recommended by the manufacturer.

E. Temperature of the surface to be coated should be maintained between 40 and 120 deg

F. F. Specified surfaces should be shielded to avoid exposure of direct sunlight, other intense

heat source or, where cementitious products are employed, excessive ventilation. Where varying surface temperatures do exist, coating installation should be scheduled when the temperature is falling versus rising.


G. Prior to commencing surface preparation, Contractor shall inspect all surfaces specified to receive the coating and notify Owner, in writing, of any noticeable disparity in the site, structure or surfaces which may interfere with the work, use of materials or procedures as specified herein.

3.02. PREPARATION

A. Before using product, investigate its compatibility with surfaces, fillers and joints sealants. B. Use only compatible materials. C. Contractor shall be liable for all fallen debris in the sewer manhole from their demolition

and construction activities. If clogging of sewer system occurs due to Contractor negligence, the Contractor shall be liable to all costs that occurred and shall be held fully responsible for sewer back-ups subsequent costs.

D. Clean cracked or soft areas with wire brush. E. Concrete preparation and installation of coating shall be performed under supervision of

authorized Manufacturer’s representative.

F. Interior surface preparation of manholes shall proceed as follows: 1. Manhole steps, lifting hook or eyes or other protrusions shall be removed flush

with the manhole interior prior to rehabilitating manhole, using such methods that will minimize damage to structure surface.

2. Water blast manhole interior to remove deteriorated concrete, oil, grease, or existing coating. Water blast equipment shall use of a minimum pressure of 3,500 psi and shall not use detergent or other chemical cleaning solvents.

3. Inspect cleaned surfaces to identify and mark corroded reinforcing steel, and to locate cracks, leaks and joints.

4. Grind anchor bolts down to ½” below surface and patch flush. Promptly repair any damage to manhole structure caused by removal of steps, using methods acceptable to Owner.

5. Seal all barrel joints and leaks with repair mortar and/or injection gel grout as required.

6. Remove all debris prior to coating. Do not allow debris to enter sewer system. 7. Resulting surface profile of the prepared concrete substrate shall be at least a

CSP4. 8. Prior to installation, repair all irregularities, voids, and deteriorated surfaces to a

uniform and sound surface using rapid setting repair mortar compatible with lining system.

9. Stop active leaks with patching material or infiltration control materials applied according to manufacturer's instructions. Install weep holes as required to localize infiltration during application of patching material or infiltration control material. Plug weep holes after application with infiltration control material before applying liner material.

10. All spoil material resulting from the preparatory cleaning, plugging, and patching operation shall be removed from the manhole and not allowed to enter the collection system. All spoils removed from the manhole shall be disposed of in accordance with local or state regulations.

3.03. APPLICATION OF REPAIR AND RESURFACING PRODUCTS

A. Repair products as per section 2.1 B shall be used to fill voids, bugholes, and other

surface defects which may affect the performance or adhesion of the coating product(s).


B. Repair products as per section 2.1 B and/or C shall be used to repair, smooth or rebuild surfaces with rough profiles to provide a concrete or masonry substrate suitable for the coating product(s) to be applied. These products shall be installed to ½” minimum thickness or as recommended within manufacturers published guidelines. Should structural rebuild be necessary, these products shall be installed to a thickness as specified by the Project Engineer.

C. Repair products as per section 2.1 D shall be used to remediate all active inflow,

infiltration, and/or external soil/fill voids. D. All Repair products shall be handled, mixed, installed, and cured in accordance with

manufacturer guidelines. E. All repaired or resurfaced substrates shall be inspected for cleanliness and suitability to

receive the coating product(s). Additional surface preparation may be required prior to coating application as per section 3.2.

3.04. APPLICATION OF COATING PRODUCT

A. Application procedures shall conform to the recommendations of the coating product(s) manufacturer, including environmental controls, product handling, mixing, application equipment, and methods.

B. Material shall be applied when no visible water dipping or running. Material shall not be

applied during freezing weather conditions. C. Prepared surfaces shall be coated via spray application of the coating product(s)

described herein unless otherwise recommended by the coating product manufacturer. D. Coating thickness shall be in relation to the profile of the surface to be coated as

recommended by the coating product manufacturer. E. In all cases the coating product(s) shall be applied to a minimum dry film thickness of 80

mils to surface profiles of CSP-4 to CSP-5 or 125 mils minimum DFT to surface profiles of CSP-6 or greater.

F. For resistance to ground water head pressure the coating shall be a minimum of 80 mils

for depths up to 15’ and 125 mils minimum for depths from 15’ to 80’. G. Subsequent topcoating or additional coats of the coating product(s) shall occur within

the product recoat window or 24 hours whichever is less. Additional surface preparation procedures will be required if this recoat window is exceeded.

H. Coating product(s) shall interface with adjoining construction materials/components

throughout the manhole structure to effectively seal and protect substrates from attack by corrosive elements and to ensure the effective elimination of infiltration into the sewer system.

I. Procedures and materials necessary to effect the interface between dissimilar materials

and the coating product shall be as recommended by the coating product(s) manufacturer.

J. Termination points of the coating product(s) shall be made at the manhole frame and

chimney joint (or other man way as is present), 1” below normal flow levels at the bench or within the invert [unless invert is specified to receive coating], and a minimum of 1” interfacing within each pipe penetration.


K. Sewage flow shall be stopped, bypassed, or diverted as necessary for application of the

coating product(s) to the invert and interface with pipe materials.

3.05. CURING A. Manhole shall be isolated from sunlight and dry outside air as soon as possible but no

more than 10 minutes after troweling is complete to minimize moisture loss in the material. Contractor shall place a cover sheet of plastic sheeting between manhole frame and cover or tunnel/pipe terminations to prevent moisture loss. Applications should not occur in direct sunlight. When low or no flow conditions exist within the manhole, place plastic sheeting underneath the lid/cover.

3.06. MANHOLE FRAME AND COVER

A. Where indicated, the manhole frame and cover shall be removed and replaced with new

frame and cover. Installation of new frame and cover shall be in accordance with City’s Standard Details.

B. Frame and cover shall be set and adjusted to existing grade. The street cut in asphalt concrete pavement shall be circular and paving around the manhole shall be in accordance with City STD.-500. Openings in manholes shall be protected from construction loads, debris, and unauthorized entry.

C. Contractor shall cover the manholes with Steel plates and allow concrete to cure for 7

days prior to traffic loading. Steel plates shall be textured to inhibit skidding. Use cold-patch or other means to feather transition at 3.3 percent (30:1) to plates.

D. Existing manhole frame and cover shall be considered as salvaged items and shall

remain the property of the City. E. Removing and replacing of pavement shall conform to City’s Standard Details.

3.07. FIELD QUALITY CONTROL

A. Field testing shall include the following: 1. Inspection of Interior Surface Preparation – A visual inspection of the manhole

surface following the interior surface preparation shall be performed by the Manufacturer before receiving the finish coat. Additionally, the Owner’s representative shall be notified two days in advance of the inspection.

2. Thickness Testing – During application, a dry film thickness test meeting ASTM D4414 - Standard Practice for Measurement of Wet Film Thickness of Organic Coatings by Notched Gages shall be used to ensure uniform thickness during application. After the coating product(s) have cured in accordance with manufacturer recommendations, coating system thickness may be measured according to SSPC-PA 9 - Measurement of Dry Coating Thickness on Cementitious Substrates Using Ultrasonic Gages. Contractor shall perform the test and shall submit documented thickness readings to the Owner’s representative. Any area that does not meet the specified thickness shall receive additional coating at the Contractor’s expense.

3. Installation, Leakage and Field Performance Test – A visual inspection by the Owner’s representative of the finished installation shall be performed to


demonstrate compliance to these Contract Documents and Manufacturer’s printed literature.

4. Holiday Testing – After the coating product(s) have cured in accordance with manufacturer recommendations, all surfaces shall be inspected for holidays in accordance with NACE RPO 188-99 Discontinuity (Holiday) Testing of New Protective Coatings on Conductive Substrates or ASTM D4787 Standard Practice for Continuity Verification of Liquid or Sheet Linings Applied to Concrete Substrates. Perform spark testing upon completion of the visual inspection and in the presence of the Owner’s representative. Spark testing voltage will be set at 100 volts per mil of coating thickness specified. All detected holidays shall be marked and repaired following the manufacturer’s recommendations and shall be performed at no cost to the City. Complete additional spark testing after all repairs have been completed, reinspected and approved.

5. Vacuum Testing - Manholes with flows low enough to halt the flow long enough for a vacuum test shall be vacuum tested. All pipes entering the manhole must be sound (not cracked) and should be plugged, taking care to securely place the plug from being drawn into the manhole. Lined mains must have pipe seal preventing leaks in annular space with original pipe. A vacuum pump apparatus shall be placed onto the manhole ring and sealed to the structure in accordance with the pump manufacturers’ recommendations. A vacuum pump of ten (10) inches of mercury shall be drawn and the vacuum pump shut off. With the pressure relief valves closed, the time shall be measured for the vacuum to drop to (9) inches. Minimum allowable test times (seconds) for 48” diameter manhole acceptance at the specified vacuum drop shall be as follows:

Manhole Depth (feet) Test Time (seconds)

4 10

8 20

12 30

16 40

20 50

24 60

6. Adhesion Testing – Affix one 3/4-inch dolly to lined surface at upper cone section, midsection and bottom. Adhesive used to attach dollies to liner shall be rapid setting with tensile strength in excess of liner material and permitted to cure in accordance with Manufacturer’s specifications. Prior to pull test, tester shall use scoring device to cut through coating until substrate is reached. Failure due to improper dolly adhesive or scoring will require retesting at no additional cost to Owner. Pull tests in each area shall exceed 200 psi and include substrate adhered to back of dolly or leave no visual signs of coating material in test hole. Pull tests with results between 150 psi and 200 psi may be acceptable if more than 50% of substrate adhered to back of dolly. If any tests fail, test at least 3 additional locations in the section of the failure, as directed by Owner’s Representative. If any of retests fail, remove entire liner and replace at the Contractor’s expense. If host structure fails adhesion test, one additional host structure shall be tested as directed by Owner’s Representative.

B. Sewer system shall be returned to full operational service as soon as the final inspection

has taken place, all coating materials have been adequately cured according to manufacturer’s recommendation and all frames and covers have been installed.

END OF SECTION

CITY OF ROHNERT PARK 03350-1 FEBRUARY 2020 THE 2019 INTERCEPTOR OUTFALL CAST-IN-PLACE CONCRETE REPAIR PHASE 2 PROJECT

SECTION 03350

CAST-IN-PLACE CONCRETE REPAIR PART 1 - GENERAL 1.01 WORK INCLUDED

A. The work covered by this document consists of furnishing all equipment, materials, labor and performing all operations required for concrete repairs as directed by the Engineer or Owner.


A. The manufacturer shall have been in the business of manufacturing similar products for over ten years, maintain a strict quality assurance program, offer technical services and provide a representative at the jobsite for product training, prior to product installation, upon written request.

B. The contractor shall submit to the engineer, or owner, at least three job references where

the contractor has successfully completed similar applications. 1.03. DELIVERY, STORAGE AND HANDLING

A. Manufacturer’s instruction and warranty requirements for delivery, storage and handling

of concrete admixtures and accessories shall be strictly followed. B. All materials shall be delivered to the jobsite in their original, unopened packages, clearly

labeled with the manufacturer's identification, printed instructions and batch code. C. Storage of materials shall conform to the requirements of ACI 301 or the SSPWC. D. Store materials to prevent damage by moisture or breakage. E. Store sacked cement in a manner that permits access for inspection and sampling. F. Store and condition the specified product as per the appropriate product data sheet. G. For handling instructions, refer to the Material Safety Data Sheet.

1.04. SUBMITTALS

A. Submittal should be in accordance with ACI 301.

B. Catalog Data: Required for admixtures, accessories, and curing compounds. C. Installation Instructions: Required for admixtures and accessories. Submit materials and

methods for curing. D. Furnish one-year warranty from date of final acceptance.


PART 2 - PRODUCTS 2.01. MATERIALS

A. The concrete repair material shall be a vertical/overhead hand applied, pre-packaged cement-based mortar requiring only the addition of potable water. The material shall not contain any chlorides or lime other than amounts contained within the hydraulic cement composition. The manufacturer shall be ISO 9001 certified and have at least ten years’ experience in the manufacture of concrete repair materials. The manufacturer shall offer technical services and provide a representative at the jobsite for product training prior to product installation upon five days advance notice.

B. The concrete repair material shall meet all the following typical performance criteria when

cured at 73oF (23oC): 1. Compressive Strength, ASTM C 109:

a. 3 Hours 2,500 psi (17.2 MPa) b. 1 Day 3,500 psi (24.2 MPa) c. 7 Days 4,000 psi (27.6 MPa) d. 28 Days 5,000 psi (34.5 MPa)

2. Bond Strength, ASTM C 882:

a. 1 Day 1,500 psi (10.4 MPa) b. 7 Days 2,200 psi (15.2 MPa)

3. Length Change, ASTM C 157:

a. 28 Days Wet +0.04% b. 28 Days Dry -0.12%

4. Chloride Ion Permeability, ASTM C 1202:

a. 3 Days Very Low

5. Freeze/Thaw Resistance, ASTM C 666A a. Relative Durability Modulus % 95%

C. An acceptable product which meets these criteria is:

1. Five Star Structural Concrete® V/O, as manufactured by Five Star Products, Inc., Fairfield, CT 06824 (203) 336-7900.

D. Subject to meeting the performance criteria stated above, other products may be formally

submitted to the engineer for approval. All requests for approval shall contain certified test data verifying conformance with this specification. The testing laboratory shall certify to any modifications made to the tests performed and provide details of modifications.

PART 3 - EXECUTION 3.01. PREPARATION

A. Concrete surfaces: 1. Completely remove all loose, delaminated and weak concrete, oil, grease,

laitance and other contaminants. Prepare concrete using acceptable mechanical means (and concrete cleaners as necessary) to obtain clean, sound and rough surfaces. Mechanically roughen concrete surfaces to an ICRI (International Concrete Repair Institute Technical Guideline 03732) Concrete Surface Profile of


6 or greater. Coarse aggregate shall be exposed. Blow out surfaces using oil free compressed air to remove all dust, debris and other contaminants.

2. The edges of the repair shall be vertical and have a rough profile. Avoid abrupt changes in depth.

3. For vertical and overhead repairs with a depth greater than two inches (50 mm), mechanical anchors may be considered.

4. The perimeter of the repair shall be kept to a simple shape. Avoid reentrant corners.

5. All cracks shall be brought to the attention of the engineer and a determination made of whether the cracks are subject to movement. The cracks shall be repaired as directed prior to application of the repair material.

6. All existing joints shall be maintained. New joints, if any, shall be installed as directed by the engineer.

7. Soak concrete surfaces thoroughly with potable water prior to placement. Concrete shall be saturated and free of standing water at time of placement. An epoxy bonding agent may be considered in lieu of presoaking. When an epoxy bonding agent is used, concrete surfaces must be completely dry prior to application.

8. Make field measurements needed to install Concrete structural systems before submitting shop drawings or ordering. Make minor changes in dimensions and alignments as needed to avoid utilities or structural conflicts.

B. Reinforcement:

1. All reinforcing steel that has lost bond with the concrete or has more than one-half of its circumference exposed shall be undercut by at least 3/4 inch (18 mm) or two times the maximum aggregate size.

2. All reinforcement shall be rigidly secured and supported. 3. If more than 20% of the diameter of a reinforcing bar has been deteriorated, the

bar will require replacement or will need to be spliced as directed by the engineer.

4. All exposed reinforcing steel shall be free of all loose scale and rust, and other contaminants.

5. The minimum cover over reinforcement shall be in accordance with job specifications or 3/4 inch (18 mm), whichever is greater.

C. Earth surfaces shall be thoroughly wetted by sprinkling before placing concrete. At time of concrete placement, ground surface shall be moist, but free from standing water, mud and debris.

D. Before placing concrete, secure inspection of steel reinforcement and obtain acceptance

by Owner’s Representative at least 4 hours before placing concrete. E. Before placing concrete, provide dewatering, runoff diversion and protection as needed to

ensure a proper and water free environment suitable for concrete hardening and curing. Do not place concrete underwater or in spaces where standing water is present. Protect uncured concrete from exposure to rain, runoff or groundwater.

F. Notify Owner’s Representative in writing at least 24 hours before placing any concrete.

Do not place concrete except when Owner’s Representative or his duly authorized representative is present.

3.02. PLACEMENT PROCEDURES - TROWEL - VERTICAL/OVERHEAD

A Substrate shall be saturated and free of water during application except where an epoxy bonding agent is utilized. Surfaces shall be completely dry if use of an epoxy bonding agent is undertaken. Apply epoxy bonding agent in accordance with manufacturer’s recommendations, ensuring a uniform and even coat of bonding agent on all repair


surfaces. Ensure installation of Structural Concrete is within specified open time of bonding agent (while bonding agent is still tacky).

B Apply thin layer / scrub coat of repair material and work firmly into roughened substrate filling all pores and voids (place scrub coat only over area that can be immediately covered with repair material). Follow immediately by firmly applying layer of repair material ½ inch to 1 inch thick over scrub coat, depending upon size of repair. Overhead repairs layers will require thinner applications to prevent sagging.

C For multiple lift applications, scratch surface of initial lift using a nail in a checkerboard pattern to create a bond profile for next lift. Allow initial lift to stiffen sufficiently to hold next lift and place second lift of repair material. Firmly work repair material into initial lift.

D Placement shall proceed continuously until area is completely filled.

3.03. FINISHING A. Finish repair material to match texture of existing concrete surfaces when it offers stiff

resistance. A wood float, sponge float, brush, or trowel may be used for finishing.

3.04. CURING

A. Wet cure repair material for 30 - 60 minutes after placement. B. Repair material shall be protected from excessive evaporation prior to set, freezing, rain,

hydrostatic pressure, vibration and traffic as recommended by the manufacturer. C. Cold weather placement shall proceed as follows: D. Comply with ACI 306.1. E. Remove snow, ice and frost from surfaces, including reinforcement against which

concrete is to be placed. F. Before placing concrete, thaw subgrade to a depth of at least 6 inches. G. Before placing concrete, warm embedded items to above 32 F.

3.05. COLD WEATHER REPAIRS

A. All surfaces shall be preconditioned and maintained between 45°F and 90°F (7°C and

32°C) and materials conditioned to between 45°F and 80°F (7°C and 27°C). . Due to the mass of palletized material, up to 48 hours of heating / conditioning may be required. Presoak area with hot water where applicable.

B. Heating the substrate of repair area shall be accomplished by indirect exposure. Heated

enclosures must be windproof and weatherproof. Combustion heaters must be vented and shall not be permitted to heat and dry the concrete locally. Caution: Exhaust gases may contaminate or cause carbonation within the enclosed environment. Ensure repair material does not dry out during heating.

C. Maintain temperature above 35°F (2°C) minimum until material reaches 1000 psi (6.9

MPa) or the minimum required strength. D. Gradually allow temperature of material to cool to ambient temperature to avoid thermal

shock.


3.06. HOT WEATHER REPAIRS

A. Materials shall be conditioned as necessary so that the mixed material is between 50°F and 90°F (10°C and 32°C). Due to the mass of palletized material and bulk packaging, up to 72 hours of conditioning may be required.

B. All surfaces in contact with material must be preconditioned and maintained below 90°F

(32°C). C. Cooling of surfaces, materials and equipment can be accomplished by using iced water

for mixing and presoaking concrete. Do not put ice directly into repair material. Shade area from direct sunlight or pour material when temperatures are decreasing.

D. Wind breaks shall be provided when necessary to prevent rapid evaporation. E. Repair material shall remain protected and curing shall be dependent on specified

product. Cure repair material in accordance with manufacturer’s recommendations.

3.07. CLEANING

A. Wash out chutes, shovels, finishing trowels and all other equipment that has been in contact with wet concrete at a designated concrete washout area.

B. Do not discharge or deposit wet concrete, debris, or other concrete washout effluent on

bare ground, on area tributary to a storm drain or natural channel or in any storm drain facility.

C. Dispose of concrete and concrete waste in accordance with all pollution prevention laws

and regulations. 3.08. PROTECTION

A. Protect all concrete against injury until final acceptance by Owner. B. Fresh concrete shall be protected from damage due to impact, overstress, vandalism and

weather, including precipitation or extremes in temperature or humidity until final acceptance.

C. Any new concrete that does not comply with these specifications shall be repaired or

removed and replaced prior to final acceptance.

END OF SECTION



Appendix A

SONOMA WATER ENCROACHMENT PERMITS - REVOCABLE LICENSE

5/10/17 Page 1 of 2 Document # 185970

.

Revocable License Number_____________________

APPLICATION FOR REVOCABLE LICENSE

PLEASE PRINT

NOTE: Your application cannot be processed without complete information. Provide all information that pertains to your work or activity within Sonoma County Water Agency (Agency) properties. Processing of this application will not begin until all required information as defined in these instructions and application is accepted as complete by the Agency. FAXED APPLICATIONS WILL BE ACCEPTED, HOWEVER, THE ORIGINAL SIGNED APPLICATION MUST BE ON FILE BEFORE THE LICENSE CAN BE ISSUED.

APPLICATION DATE _______________________________

JOB ADDRESS / LOCATION (Be specific - reference cross street, project name, or landmarks.)

__________________________________________________________________________________________________

__________________________________________________________________________________________________

Assessor Parcel Number(s) ____________________________________________________________________________

Additional Description _______________________________________________________________________________

__________________________________________________________________________________________________

__________________________________________________________________________________________________

APPLICANT NAME ____________________________________________________________________________

Contact Person ________________________________________ Contractor License No. __________________________

Address ___________________________________________________________________________________________

City/Zip ___________________________________________________________________________________________

Telephone __________________________ Fax __________________________ Cellular __________________________

email ___________________________________________________________

Subcontractor ________________________ Contact Name ___________________ Telephone ______________________

5/10/17 Page 2 of 2 Document # 185970

Application for Revocable License - Continued PURPOSE OF LICENSE (Fully describe proposed activity on Agency properties. Attach two sets of final drawings.) ______________________________________________________________________________________________ ______________________________________________________________________________________________ ______________________________________________________________________________________________ ______________________________________________________________________________________________ ______________________________________________________________________________________________ ______________________________________________________________________________________________ REQUESTED START DATE _____________________ ESTIMATED COMPLETION DATE __________________

(Start date and completion date for work being performed under this application only.) ______________________________________________________________________________________________ SIGNATURE (Print Name and Title) This is only an application and does not authorize any work on Sonoma County Water Agency properties until a Revocable License is issued and signed by both Licensee and Agency.

For Agency Use Only

Date: By: Signed application received ____________ ____________ Two sets final drawings ____________ ____________ Insurance documents complete ____________ ____________ Preliminary Title Report ____________ ____________ Application Accepted as Complete by _________________________________________ Date _____________________

\\fileserver\data\CL\clsave\Revocable Licenses\revlic.forms\revlic.customer.instructions.doc Revised March 2007

Page 1 of 3

SONOMA COUNTY WATER AGENCY

CUSTOMER INSTRUCTION SHEET FOR REVOCABLE LICENSE APPLICATION

And TYPICAL INSURANCE REQUIREMENTS

A Revocable License is required for both short-term and long-term access to Sonoma County Water Agency's (Water Agency) properties. Examples of short-term use are: construction of storm drain outlets into flood control channels; perpendicular utility crossings both overhead and underground; short-term surface use and access; and landscaping and channel beautification projects. Examples of long-term use are pedestrian, bike paths, long-term maintenance, and roadways. STEPS: 1. Your application cannot be processed without complete information. Provide all information that

pertains to your work or activity within Water Agency's properties. Processing of this application does not begin until all required information as defined in these instructions and the application is accepted as complete by the Water Agency.

2. Fill out the application completely. Give a clear location referenced by address and Assessor Parcel

Number. Also include references for the cross-street, closest landmark, project name or any other identifier sufficient to locate the work/access requested. If you have questions or need assistance completing the application, please call the Water Agency at (707) 526-5370. Faxed applications will be accepted, however, the original signed application must be on file before the license can be issued.

3. Attach two sets of final drawings of the proposed work that affects Water Agency's properties. The

scope of work under your final approval will not be extended to cover items of work not already described.

4. When submitting an application please allow approximately fifteen (15) working days to process a

complete application. 5. Applications for long-term use of Water Agency's properties must be accompanied by a preliminary

title report for the subject properties. The preliminary title report shall not be older than 90 days. 6. A Revocable License has insurance requirements. Typical requirements are general liability, auto,

workers compensation, and a Policy Endorsement form for general liability; or evidence of self insurance. The Revocable License can not be issued until the insurance requirements are in place. Applicant shall provide the required insurance certificates within 15 working days from date of application.

7. A Revocable License is issued to the contractor or person who will be performing the work or

activity. Subcontractors will be authorized to work under your permit provided: a) you submit a list


Page 2 of 3

of subcontractors with the application; b) the subcontractor is listed on the Revocable License; and c) the list includes a contact person and phone number for each subcontractor.

8. You will be notified by phone when the Revocable License is complete and ready for signature.

Revocable Licenses will not be faxed for signature. Only original signatures will be accepted. 9. In some cases the applicant may need to enter through an Water Agency's gate to access a work site.

In those cases the Licensee shall supply the Water Agency with a key or combination lock to ensure other users are not locked out. The lock shall be supplied to the Water Agency at the time the Revocable License is issued. Water Agency will remove the lock when the Revocable License has expired. The lock will be returned if the Licensee provides a properly stamped, self-addressed box; otherwise the lock will be discarded.

The following items are typical insurance requirements that must be in place prior to issuance of a Revocable License. The applicant has 15 working days from date of application to submit these requirements. A. Workers Compensation Insurance with statutory limits as are required by the Labor Code of the

State of California. Said policy shall be endorsed with the following specific language:

The policy shall not be canceled or materially changed without first giving thirty (30) days prior written notice to the Sonoma County Water Agency.

B. Commercial General Liability Insurance covering bodily injury and property damage utilizing an

occurrence policy form, in an amount no less than $1,000,000.00 combined single limit for each occurrence. Said commercial general liability insurance policy shall either be endorsed with the following specific language or contain equivalent language in the policy:

1. The Sonoma County Water Agency, its officers and employees, are named as additional insured

for all liability arising out of the operations by or on behalf of the named insured in the performance of this contract.

2. The inclusion of more than one insured shall not operate to impair the rights of one insured

against another insured, and the coverage afforded shall apply as though separate policies had been issued to each insured, but the inclusion of more than one insured shall not operate to increase the limits of the company’s liability.

3. The insurance provided herein is primary coverage to the Sonoma County Water Agency with

respect to any insurance or self-insurance programs maintained by the Sonoma County Water Agency.

4. This policy shall not be canceled or materially changed without first giving thirty (30) days prior

written notice to the Sonoma County Water Agency. C. Automobile Liability Insurance covering bodily injury and property damage in an amount no less

than $1,000,000.00 combined single limit for each occurrence. Said insurance shall include coverage for owned, hired, and non-owned vehicles. Said policy shall be endorsed with the following language:


Page 3 of 3

This policy shall not be canceled or materially changed without first giving thirty (30) days prior written notice to the Sonoma County Water Agency.

Insurance Documentation The following documentation shall be provided to the Water Agency: A. Properly executed Certificates of Insurance clearly evidencing all coverage, limits, and endorsements

required above. Said Certificates shall be provided prior to execution of the license by the Water Agency.

B. Signed copies of the specified endorsements for each policy. C. Upon Water Agency's request, certified copies of insurance policies. Said policy copies shall be

provided within fifteen (15) days of Water Agency’s request. Insurance Policy Obligations Licensee’s indemnity and other obligations shall not be limited by the foregoing insurance requirements.

Appendix B

2011 CCTV INSPECTION LOG

Appendix C

CONSTRAINTS ANALYSIS FOR THE ROHNERT PARK 2019 INTERCEPTOR OUTFALL – PHASE 2 PROJECT, ROHNERT PARK, SONOMA COUNTY

California Certified Small Business Enterprise #0026331

Wildlife Research Associates

Trish and Greg Tatarian 1119 Burbank Avenue

Santa Rosa, CA 95407 Ph: 707.544.6273 Fax: 707.544.6317

www.wildliferesearchassoc.com [email protected]

[email protected]

June 17, 2019

Parastou Hooshialsadat, PE

GHD

2235 Mercury Way

Santa Rosa, CA 95407

707- 523-1010

[email protected]

Re: Constraints Analysis for the Rohnert Park 2019 Interceptor Outfall – Phase 2 Project, Rohnert

Park, Sonoma County

Dear Parastou:

This letter report documents our findings of the current conditions of the 8,074 linear feet of a 24-inch

Asbestos Cement (AC) sanitary sewer force main, identified as the Interceptor Outfall, located in the western

portion of the City of Rohnert Park, in, Sonoma County. The Interceptor Outfall runs on the northside and

parallel to the Laguna de Santa Rosa between Stony Point Road and Walker Avenue west of the City of

Rohnert Park. All work will occur on the northside of the Laguna de Santa Rosa, at approximately 82 feet in

elevation.

We evaluated the potential for occurrence of 25 special status plant species, and 35 special status wildlife

species, as well as the potential for the federally listed vernal pool plants. We also evaluated the linear

project for the potential occurrence of California tiger salamander (Ambystoma californiense) a federal and

State listed Threatened species (see below for more details on listing status).

Focused surveys for special status plant species were conducted as part of this analysis and areas of potential

wetlands along the pipeline route were identified and mapped to avoid ground disturbance in those areas. See

below under methods for more details. This document is not a Habitat Assessment and is not intended to

meet the California Environmental Quality Act requirements for development to address impacts and

mitigation measures. However, it does provide recommendations and protection measures to avoid potential

impacts to species status communities and individuals.

Evaluation Methods

Wildlife Research Associates and Jane Valerius Environmental Consulting reviewed the following databases

and literature for information on special status plant and animal species.

California Natural Diversity Data Base (CNDDB 2019) – Cotati and Santa Rosa 7.5-minute

topographic quadrangle,

California Native Plant Society (CNPS 2019) on-line electronic Inventory of Rare and Endangered

Plants of California for the Santa Rosa 7.5-minute USGS quadrangle, U.S. Fish and Wildlife Service (USFWS) Information on Planning and Conservation (IPaC 2019)

California Department of Fish and Wildlife’s (CDFW) Special Animals List (CDFW 2019),

State and Federally Listed Endangered and Threatened Animals of California (CDFW 2019),

http://www.wildliferesearchassoc.com/



Rohnert Park Interceptor, Rohnert Park Wildlife Research Associates and Constraints Analysis 2 Jane Valerius Environmental Consulting

Draft Recovery Plan for the Santa Rosa Plain, Blennosperma bakeri (Sonoma sunshine), Lasthenia

burkei (Burke’s goldfields), Limnanthes vinculans (Sebastopol meadowfoam) and Sonoma County

Distinct Population Segment of the California tiger salamander (Ambystoma californiense) (USFWS

2014)

Santa Rosa Plain Conservation Strategy, Enclosure 1 (CDFW 2008)

Programmatic Biological Opinion (Programmatic) for U.S. Army corps of Engineers (Corps)

Permitted Projects that May Affect California Tiger Salamander and Three Endangered Plant

Species on the Santa Rosa Plain, California (Corps File Number 223420N) (USFWS 2007),

Santa Rosa Plain Conservation Strategy (USFWS 2005)

The CNDDB provides a list of species and associated maps of their locations based on surveys conducted of

parcels that have likely been developed. It is not a list of species that occur on each parcel. The Santa Rosa

Plain Conservation Strategy (USFWS 2005) provided the basis for the Programmatic Biological Opinion

(Programmatic) for U.S. Army corps of Engineers (Corps) Permitted Projects that May Affect California

Tiger Salamander and Three Endangered Plant Species on the Santa Rosa Plain, California (Corps File

Number 223420N) (USFWS 2007). Please refer to Appendix A and B for a list of species reviewed and their

potential for occurrence on the project site.

Trish Tatarian, wildlife biologist with Wildlife Research Associates, and Jane Valerius, botanist and wetland

ecologist of Jane Valerius Environmental Consulting, conducted a survey of the project area on May 8 and

June 10, 2019 to document the plant species observed (Appendix C), noting the vegetation communities and

wildlife habitats on the site, as well as the wildlife species observed (Appendix D). Also present in the field

at the time of the May survey were representatives from the City of Rohnert Park, including Warren

Naumann, Project Manager for Public Works Department, and Vanessa Garrett, Deputy City Engineer, and

GHD, including Parastou Hooshialsadat, Engineer, Jill Kjellsson, Engineer and Brian Bacciarini,

Environmental Scientist.

For the purposes of this report, the approximate areas for manhole excavation were evaluated to a width of

between 5 and 65 feet along the southside of the pipeline which is the distance between the fence line and the

road access. No access will occur from the northside of the pipeline.

Project Description

The current conditions along the 8,074 linear feet of the Interceptor Outfall, between manholes (MH) -5 and

MH 22, has the potential to support special status amphibians and plants that only occur on the Santa Rosa

Plain. The proposed ground disturbance proposed in 2019 is in the western 2,896 linear feet portion,

between MH-11 and MH-5. The remainder linear portion of the pipeline will occur over the next five years,

with the approximate linear feet of disturbance to be determined each year. Seasonality of the disturbance is

considered temporary for each construction year.

Access to the pipe will entail a finite area of ground disturbance, between 204 ft sq. and 60 ft. sq., which will

occur every 700 to 1,000 feet along the existing pipeline. Sensitive habitats (e.g., wetlands, individual trees

supporting nesting birds) will be avoided.

Access to the interior of the pipe will entail cutting the 24 inch diameter pipe and flushing cured-in-place

pipe sealant. Access along the pipeline will occur along an established roadway operated by the Sonoma

Water and is annually mowed for fire control. All spoils will be placed in a dump truck and removed from

the site. No spoils will remain on site during the work. Once the pipe is cured, the areas will be back-filled

with engineered backfill soil. No new hardscape is proposed as part of this project.

The proposed work in 2019 is anticipated to occur after August 31 and before October 15, 2019. In the

subsequent years, work may potentially occur during the bird nesting season (generally February 1 to August

31).


Due to the location of the project site and known occurrences of the listed California tiger salamander within

1.3 miles of the project area, the following measures to prevent take of individuals, as identified Section 5.2

of the Santa Rosa Plain Conservation Strategy (USFWS 2005), are included as part of the project

description. They are as follows:

a.) A USFWS approved biological monitor will be on site each day during construction, and during

initial site grading of development sites where CTS have been found.

b.) The biological monitor will conduct a training session for all construction workers before work is

started on the project.

c.) Before the start of work each morning, the biological monitor will check for animals under any

equipment such as vehicles and stored pipes. The biological monitor will check all excavated steep-

walled holes or trenches greater than one foot deep for any CTS. CTS will be removed by the

biological monitor and translocated as described in Section 4.7.2.

d.) An erosion and sediment control plan will be implemented to prevent impacts of construction on

habitat outside the work areas.

e.) Access routes and number and size of staging and work areas will be limited to the minimum

necessary to achieve the project goals. Routes and boundaries of the roadwork will be clearly marked

prior to initiating construction/grading.

f.) All foods and food-related trash items will be enclosed in sealed trash containers at the end of each

day, and removed completely from the site once every three days.

g.) No pets will be allowed anywhere in the project site during construction.

h.) A speed limit of 15 mph on dirt roads will be maintained.

i.) All equipment will be maintained such that there will be no leaks of automotive fluids such as

gasoline, oils, or solvents.

j.) Hazardous materials such as fuels, oils, solvents, etc., will be stored in sealable containers in a

designated location that is at least 200 feet from aquatic habitats. All fueling and maintenance of

vehicles and other equipment and staging areas will occur at least 200 feet from any aquatic habitat.

k.) Grading and clearing will typically be conducted between April 15 and October 15, of any given

year, depending on the level of rainfall and/or site conditions.

l.) Project areas temporarily disturbed by construction activities will be re-vegetated with native plants

approved by USFWS/DFW.

Site Conditions

As along the 8,074 linear feet of pipeline, the 2,896 linear-feet 2019 portion of the project area is located in

the unsectioned portion of Llano de Santa Rosa, in the northeastern portion of the Cotati 7.5-minute USGS

topographic quadrangle, at approximately 82 feet in elevation. The linear project area is located primarily in

non-native grasslands and is adjacent to cattle pastures on the north and the Laguna de Santa Rosa on the

south. Vegetation communities along the Laguna include willow riparian.

A. Vegetation Communities

Three vegetation communities occur in the project area: Phalaris aquatica semi-natural herbaceous stands or

Harding grass swards, creeping rye grass turfs, and potential seasonal wetlands. Outside of the project area,

along the Laguna de Santa Rosa channel to the south, there are also perennial marsh wetlands and willow

riparian vegetation communities. Appendix C provides a list of the plant species observed.

Phalaris aquatica Semi-Natural Herbaceous Stands or Harding grass swards: Harding grass is the dominant

grass species within the non-native grassland areas within the project study area. Other non-native grasses

that occur include Mediterranean annual grasses such as bromes (Bromus diandrus, B. hordaeceus, B.

catharticus), wild oats (Avena barbata), fescue (Festuca perennis, F. arundinacea, F. myuros, F.

bromoides), and hare barley (Hordeum murinum ssp. leporinum). Non-native weedy forb species are also

common including wild radish (Raphanus sativus), black mustard (Brassica nigra), bur clover (Medicago

polymorpha), fennel (Foeniculum vulgare), cut-leaf geranium (Geranium dissectum), cheeseweed (Malva


parviflora), pineapple weed (Matricaria discodea), Queen Anne’s lace (Daucus carota), and yellow

parentucellia (Parentucellia viscosa).

Elymus triticoides Herbaceous Alliance or creeping rye grass turfs: Creeping wildrye (Elymus triticoides) is

the dominant species in this vegetation type which intergrades with the Harding grass swards/non-native

annual grassland and the potential seasonal wetlands within the project study area. Creeping wildrye is a

native rhizomatous species and forms almost monotypic stands in some areas. This species was observed

along the road access and adjacent to the current pipeline placement in many areas (Figure 1). Creeping

wildrye is rather common along the road access area and any impacts to this vegetation community will be

small compared to the overall existing acreage present within the study area. Meadow barley (Hordeum

brachyantherum), another native grass species also associated with wetlands, was often observed mixed in

with the creeping wildrye. Although these two grass species have a wetland status they do not necessarily

qualify as wetlands. No wetland hydrology indicators were noted in these areas so it is assumed that these

areas do not meet the three-parameter test for wetlands. However, no sample data points for soils were taken

as a formal delineation was not conducted.

Potential Seasonal wetlands: A formal delineation was not conducted so the observation of potential

wetlands is based on presence of wetland plants and evidence of wetland hydrology such as algal matting,

soil cracks and/or biotic crust. Soils within the study area include Clear Lake clay, ponded, 0 to 2 percent

slopes; Wright loam, wet, 0 to 2 percent slopes; and Wright loam, shallow, wet, 0 to 2 percent slopes

according to the Natural Resources Conservation Service (NRCS) website (NRCS 2019). All three of these

soil types are hydric soils so that areas identified as potential seasonal wetlands likely meet all three of the

criteria for wetlands as defined by the U.S. Army Corps of Engineers (USACE). Areas identified as

potential wetlands within the study area included plants associated with seasonal wetlands ranging from

obligate (OBL) to facultative wetland (FACW) species, along with some facultative (FAC) species. Wetland

plants observed included nut sedge (Cyperus sp.), hyssop loosestrife (Lythrum hyssopifolia), penneyroyal

(Mentha pulegium), spike rush (Eleocharis macrostachya), cocklebur (Xanthium strumarium), annual blue

grass (Poa annua), toad rush (Juncus bufonius), Mediterranean barley (Hordum marinum ssp. gussoneanum),

and curly dock (Rumex crispus).

The potential seasonal wetlands within the study area do not support plant species more typically associated

with vernal pools such as coyote thistle (Eryngium sp.), semaphore grass (Pleuropogon californicus), and

downingia (Downingia spp.). The potential wetlands on site are mostly disturbed habitats created by

vehicular use and in low, depressions along the route. The survey was conducted when two of the three

listed vernal pool plants, Sebastopol meadowfoam (Limnanthes vinculans) and Burke’s goldfields (Lasthenia

burkei) were in flower, as observed by Jane Valerius at the Alton Lane mitigation bank. Sonoma sunshine,

although past flowering, would have been identifiable by seed if it had been present. None of the listed

vernal pool plants were observed within the study area.

Trees: Valley oak (Quercus lobata) occur along the fence line within the project area and are rather common

within the project study area. The trees do not form their own vegetation community type but valley oak is a

native oak species and typically a protected tree species. Removal of any valley oaks, or any native tree

species, may require a tree removal permit from the City or County. Other native tree species noted included

coast live oak (Quercus agrifolia), box elder (Acer negundo), Northern California black walnut (Juglans

hindsii), willow (Salix spp.) and Oregon ash (Faxinus latifolia).

B. Wildlife Habitats

Habitats in Project Area

Non-native grasslands: Grassland habitat, including native and non-native grasslands, typically provides

habitat for a wide variety of wildlife species. In the drier areas along the pipeline route evidence of California

vole (Microtus californicus), were observed. Evidence of Botta’s pocket gopher (Thomomys bottae) was

observed in the roadway along the pipeline and under the non-native grasslands along the pipeline, as well as

outside of the pipeline area in the pastures on the northside of the pipeline. Western fence lizard (Sceloporus


occidentalis), which feed on invertebrates found within and beneath debris within grasslands were also

observed. The grasslands likely provide upland subterranean habitat for California tiger salamander

(Ambystoma californiense). See below for more details and Appendix D for a list of species observed.

The potential seasonal wetlands along the pipeline route are an extension of the non-native grasslands and

provide very little in terms of wildlife habitat beyond the non-native grasses. No aquatic habitat occurs on

along the project area that would support breeding amphibians.

Several trees occur along the pipeline route and several birds were observed using them. At the time of the

survey, red-winged blackbirds (Agelaius phoeniceus) were observed staking their territories in and around

these trees.

Habitats Adjacent to Project Area

Valley Foothill Riparian: Valley-foothill riparian habitats are found generally associated with low velocity

flows, flood plains, and gentle topography, such as occurs in the Laguna de Santa Rosa along the proposed

project area. Riparian areas provide nesting habitat and insect diversity attractive to a variety of migratory

birds for both passerines (perching birds) and raptors (birds of prey). Diverse foraging substrates, such as

foliage, bark and ground substrates, increase feeding availability. Birds that forage for insects in the leaves

of plants include Bewick's wren (Thryomanes bewickii), hooded oriole (Icterus cucullatus), orange-crowned

warbler (Vermivora celata), bushtit (Psaltriparus minimus), and black-headed grosbeak (Pheuticus

melanocephalus). Bark-insect foraging species, such as Bewick's wren, downy woodpecker (Dryobates

pubescens), Nuttall's woodpecker (Picoides nutallii), oak titmouse (Baeolophus inornatus) and white-

breasted nuthatch (Sitta carolinensis) forage for insects in the bark. There are a few species that are adapted

to foraging for insects in flight, such as black phoebe (Sayornis nigricans), western wood pewee (Contopus

sordidulus) and tree swallows (Tachicyneta bicolor). Generalist omnivores are species such as the scrub jay

(Aphelocoma caerulescens) and European starling (Sturnus vulgaris) that eat a variety of different foods,

from insects to seeds to fruits. Although insects are the primary food source for most species in the riparian

habitat, ground dwelling species, such as California quail (Callipepla californica), spotted towhee (Pipilo

maculatus) and California towhee (Melozone crissalis), are also present in the riparian habitat feeding on

seeds.

Special Status Species

Certain vegetation communities, and plant and animal species are designated as having special status based

on their overall rarity, endangerment, restricted distribution, and/or unique habitat requirements. In general,

special status is a combination of these factors that leads to the designation of a species as sensitive. The

Federal Endangered Species Act (FESA) outlines the procedures whereby species are listed as endangered or

threatened and established a program for the conservation of such species and the habitats in which they

occur. The California Endangered Species Act (CESA) amends the California Fish and Wildlife Code to

protect species deemed to be locally endangered and essentially expands the number of species protected

under the FESA.

Vegetation Communities

Review of the California Natural Diversity Data Base (CNDDB) and the USFWS quadrangle lists revealed

one special status vegetation community, valley needlegrass grassland, reported in the area (CNDDB 2019).

Elymus triticoides Herbaceous Alliance or creeping rye grass turfs was added to the Appendix A because this

vegetation type is a special status type although it did not show up on the CNDDB search. Creeping wildrye,

which is the grass species that comprises the creeping rye grass turf vegetation type, is a common plant

species along much of the pipeline route. Only small areas will be disturbed so that impacts to this

vegetation type will be minimal and this species will be added to any seed mixture used for restoration

purposes so there will be no net loss of this type as a result of the project. This is also a rhizomatous grass

species and will reestablish easily on its own.


The areas identified as potential wetlands on the site provide marginal habitat for vernal pool species and

lack any of the typical vernal pool plant species such as semaphore grass, coyote thistle, downingia, and

popcornflower. Given the disturbed nature of the potential wetland areas and lack of presence of any of the

vernal pool plant species, the wetlands on site are considered to not be potential suitable habitat for the three

listed vernal pool plants known to occur on the Santa Rosa Plain. In addition, the potential wetlands

observed occur primarily within the existing road access area and not within the pipeline alignment with the

exception of MH-11.

Plants

A review of the CNDDB (2019) and USFWS list for the area revealed a total of 25 special status plants that

have either been recorded within this portion of Sonoma County or have potential to occur on site based on

the habitats present. Please refer to Appendix A: Special Status Plant with Potential to Occur for more

details. The May 8 and June 10, 2019 site visits were conducted within the flowering period for all of the

special status plants with the potential to occur based on the CNDDB search and the presence of potential

habitat. No special status plants were observed within the study area. The study area lacks the typical

habitat for many of the special status plants that occur grasslands and wetlands. In addition there were no

broadleaved upland forest, chaparral, cismontane woodland, coastal bluff scrub, lower montane coniferous

forest, closed-cone coniferous forest, coastal prairie, meadow and seep, vernal pool, mashes and swamps, or

coastal scrub vegetation within the project area. There were also no serpentine, sandy, volcanic, rhyolitic or

alkaline soils present.

Sonoma sunshine, Burke’s goldfields and Sebastopol meadowfoam are all federal- and state-listed species

and are known to occur within the Santa Rosa Plain. As mentioned above, the potential wetlands within the

project area are considered to not be potential suitable habitat for these vernal pool plants due to the lack of

other associated common vernal pool plants and the fact that the May 8, 2019 site visit was within the

flowering period for Burke’s goldfields and Sebastopol meadowfoam and neither of these species was

observed within the project area. Sonoma sunshine would have been identifiable based on seed heads and

also was not present. The potential wetlands on site are disturbed and altered and were likely created as a

result of vehicular traffic rather than being natural areas. The USFWS does require 2 years of surveys to

make a positive determination that these three species are truly absent from the project site so that a second

year of surveys may be recommended. Also, the 2019 surveys did not conform to the USFWS protocol for

conducting surveys for the three listed species as the protocol requires that a minimum of 3 site visits be

completed during March, April and May to cover the full flowering season for these species. Two site visits

were conducted on May 8 and June 10, 2019. However, the June 10 site visit is was outside of the flowering

period for any of the listed vernal pool plants.

Animals

A review of the CNDDB (2019) and our understanding of the geographic range and habitat affinities of

special status animals, a total of 20 special status animal species have either been recorded within this portion

of Sonoma County or have potential to occur on site based on the habitats present. An additional 15 species

were reviewed, based on the IPaC from the Sacramento Field Office of the USFWS (Appendix B).

California tiger salamander

The entire Santa Rosa Plain provides breeding and upland habitat for the California tiger salamander, listed

by the State (CDFW) and the federal government (USFWS) as Endangered, with Critical Habitat (USFWS

2011) and a Recovery Plan (USFWS 2014).

The study area is located within the Stony Point Conservation Area (USFWS 2005), and within the Llano

Crescent- Stony Point Core Area (USFWS 2014), an area that is bounded by the Laguna de Santa Rosa to the

southand the west, Highway 101 to the east, and Highway 12 to the north. The channelized nature of the

Laguna de Santa Rosa along the linear project area does not fall within the 100-year flood zone area. Core

areas are defined as the areas that support the species historical (and current) range. They represent central


blocks of contiguously occupied habitat that allow for dispersal, genetic interchange between populations,

and metapopulation dynamics (USFWS 2014).

The property occurs within 1.3 miles of a known breeding site, typically requiring a mitigation ratio of 1:1

for any development that will occur on the parcel. Mitigation is required for loss of habitat (i.e., impervious

surfaces) based on the Programmatic (USFWS 2007) and the Santa Rosa Plain Conservation Strategy

(USFWS 2005). Generally, loss of habitat (permanent effects) will be mitigated for at a 1:1 ratio, that is for

every acre lost, 1 acres will be set aside in perpetuity.

Although the linear project is identified as occurring within the 100-year flood plain of the Laguna de Santa

Rosa, which is identified as “…not likely to adversely affect CTS” (USFWS 2005, 2008), there is potential

for pocket-gophers to move into the flood zone area from adjacent upland areas during non-flood events, the

evidence of such was observed during the June 10, 2019 survey.

The proposed linear Rohnert Park Interceptor pipeline project will have temporary impacts (i.e., disturbance

occurs within one year and habitat would be re-established over the entire area of disturbance within 1 year)

each year of construction and does not require mitigation (USFWS 2005, 2007). In addition, no new

hardscape is proposed. As identified in Section 5.3.3.4.2 Pipelines/Utility Lines/Pedestrian

Pathways/Trails/Fences/Ditches/Staging Areas of the Santa Rosa Plain Conservation Strategy (USFWS

2005) the project also meets the following criteria:

does not impact breeding sites,

does not include lighting,

retains the hydrologic characteristics of the surrounding area,

does not impact listed plants or their habitat

meets minimization measures as appropriate (see Project Description above), and

does not create an additional and/or ongoing hazard to CTS

As a result, the Rohnert Park Interceptor pipeline project will not require compensatory mitigation for habitat

disturbance to upland habitat for California tiger salamander.

Recommendations

Based on the site conditions and location within the Santa Rosa Plain, additional plant surveys, permitting,

and mitigation credit purchases may be required for areas that will be ground disturbed if new species

become listed at the time of future work. For the proposed current work, if areas identified as potential

seasonal wetlands can be avoided, then no impacts to wetlands or any of the listed vernal pool or other

special status plants will occur and no permitting will be required with the USACE. The majority of the

areas identified as potential wetlands occur within the road access and will not be impacted by the project.

The only area identified as a potential wetland, that could be impacted, is located an MH-11. If there will be

any placement of fill material at this location that action would require permits from the USACE and

RWQCB.

The potential wetlands on site are considered to not be suitable habitat for the three listed vernal pool species.

In addition, the project will be implemented such that all potential wetlands will be avoided so that there will

be no impacts to the habitat and/or species. No further action is required.

Impacts or loss of any of the creeping wildrye grass areas can be easily mitigated by including this native

grass species in any seed mixture that will be used for restoration. As mentioned previously, since this is a

rhizomatous grass, and also because it is abundant in the area, it will likely also establish on its own. No

additional compensation is required.


No special status plants were observed during the May and June 2019 surveys. For the proposed current

work there will be no impacts to special status plants based on these surveys.

The avoidance and minimization measures adopted from the Santa Rosa Plain Conservation Strategy

(USFWS 2005) that are part of the project description will prevent take of individual California tiger

salamander. No permanent loss of upland habitat for California tiger salamander will occur during the

temporary actions of this project. Therefore, no mitigation for loss of habitat is required.

There is potential for nesting birds (both passerines and raptors) to be impacted by the proposed linear

project. As a result, we recommend the following:

1) Removal of nesting habitat (i.e., grasslands, shrubs and trees) should be conducted outside the

nesting season, which occurs between approximately February 1 and August 31.

2) If work between August 31 and February 1 is infeasible and site disturbance must occur within the

nesting season, a pre-construction nesting bird (both passerine and raptor) survey of the habitats

within 100 feet of all access points shall be performed by a qualified biologist within 7 days of

ground breaking. If no nesting birds are observed no further action is required and grading shall

occur within one week of the survey to prevent “take” of individual birds that could begin nesting

after the survey.

3) If active bird nests (either passerine and/or raptor) are observed during the pre-construction survey, a

disturbance-free buffer zone shall be established around the nest tree(s) until the young have fledged,

as determined by a qualified biologist.

4) The radius of the required buffer zone can vary depending on the species, (i.e., 75-100 feet for

passerines and 200-300 feet for raptors), with the dimensions of any required buffer zones to be

determined by a qualified biologist in consultation with CDFW.

5) To delineate the buffer zone around a nesting tree, orange construction fencing shall be placed at the

specified radius from the base of the tree within which no machinery or workers shall intrude.

If you have any questions regarding this report, please call us.

Sincerely,

Trish Tatarian Jane Valerius


References

CALIFORNIA DEPARTMENT OF FISH AND GAME. 2010. A STATUS REVIEW OF THE CALIFORNIA TIGER

SALAMANDER (AMBYSTOMA CALIFORNIENSE). WILDLIFE BRANCH NONGAME WILDLIFE PROGRAM

REPORT 2010-4. JANUARY 11.

CALIFORNIA NATURAL DIVERSITY DATA BASE (CNDDB). 2018. RAREFIND 5 (INTERNET) COTATI AND

SANTA ROSA 7.5-MINUTE TOPOGRAPHIC QUADRANGLES. JUNE.

U.S. FISH & WILDLIFE SERVICE (USFWS). 2002. PROPOSED RULE: LISTING THE SONOMA COUNTY

DISTINCT POPULATION SEGMENT OF THE CALIFORNIA TIGER SALAMANDER AS ENDANGERED. FEDERAL

REGISTER 67: 66377-66378.

U.S. FISH & WILDLIFE SERVICE (USFWS). 2003A. LISTING THE SONOMA POPULATION OF CALIFORNIA

TIGER SALAMANDER AS AN ENDANGERED SPECIES. FEDERAL REGISTER 68:13497.

U.S. FISH AND WILDLIFE SERVICE (USFWS) 2003B. INTERIM GUIDANCE ON SITE ASSESSMENT AND FIELD

SURVEYS FOR DETERMINING PRESENCE OR A NEGATIVE FINDING OF THE CALIFORNIA TIGER

SALAMANDER. SACRAMENTO FIELD OFFICE. OCTOBER 30.

U.S. FISH AND WILDLIFE SERVICE (USFWS). 2007. PROGRAMMATIC BIOLOGICAL OPINION

(PROGRAMMATIC) FOR U.S. ARMY CORPS OF ENGINEERS (CORPS) PERMITTED PROJECTS THAT MAY

AFFECT CALIFORNIA TIGER SALAMANDER AND THREE ENDANGERED PLANT SPECIES ON THE SANTA

ROSA PLAIN, CALIFORNIA (CORPS FILE NUMBER 223420N). SACRAMENTO FIELD OFFICE. NOVEMBER

19.

U.S. FISH AND WILDLIFE SERVICE (USFWS). 2011. REVISED DESIGNATION OF CRITICAL HABITAT FOR THE

SONOMA COUNTY DISTINCT POPULATION SEGMENT OF CALIFORNIA TIGER SALAMANDER. FEDERAL

REGISTER VOL 79 (169): 54346- 54371. AUGUST 11.

U.S. FISH AND WILDLIFE SERVICE. 2014. DRAFT RECOVERY PLAN FOR THE SANTA ROSA PLAIN:

BLENNOSPERMA BAKERI (SONOMA SUNSHINE); LASTHENIA BURKEI (BURKE’S GOLDFIELDS);

LIMNANTHES VINCULANS (SEBASTOPOL MEADOWFOAM); SONOMA COUNTY DISTINCT POPULATION

SEGMENT OF THE CALIFORNIA TIGER SALAMANDER (AMBYSTOMA CALIFORNIENSE). U.S. FISH AND

WILDLIFE SERVICE, PACIFIC SOUTHWEST REGION, SACRAMENTO, CALIFORNIA. VI + 132 PP.

U.S. FISH AND WILDLIFE SERVICE (USFWS) 2018. INFORMATION FOR CONSERVATION AND PLANNING

(IPAC). JUNE.

Ward Road, Santa Rosa Wildlife Research Associates and Constraints Analysis 10 Jane Valerius Environmental Consulting

Appendix A: Potential for Occurrence of Special Status Plant Species

Scientific Name Common Name

Status USFWS/ CDFW/

CNPS rank

Habitat Affinities and Blooming Period/Life Form

Potential for Occurrence

Federally listed Species

Astragalus claranus Clara Hunt’s milk-vetch

FE/CE/1B

Serpentine or volcanic, rocky, clay soils in openings in chaparral, cismontane woodland,

valley and foothill grassland. Microhabit is open grassy hillsides, especially on exposed shoulders in thin, volcanic clay soils moist in spring. Blooms March to May. Elevation: 75-

235m.

None. No habitat in project area.

Blennosperma bakeri Sonoma sunshine

FE/CE/1B Valley and foothill grassland (mesic), vernal pools. Blooms March to May. Elevation: 10-

110m.

None. Typical vernal pool habitat is not

present. Wetlands on site do not support

vernal pool species. Not observed during May

survey.

Lasthenia burkei Burke’s goldfields

FE/CE/1B Mesic meadows and seeps, vernal pools. Blooms April to June. Elevation: 15-600m.


present. Wetalnds on site do not support

vernal pool species. Not observed during May or

June survey.

Limnanthes vinculans Sebastopol meadowfoam

FE/CE/1B Vernally mesic meadows and seeps, valley and foothill grassland, vernal pools. Blooms April-

May. Elevation: 15-305m.


present. Wetlands on site do not support

vernal pool species. Not observed during May

survey.

Navarretia leucocephala ssp. plieantha

Many-flowered navarretia FE/CE/1B

Vernal pools (volcanic ash flower). Blooms May to June. Elevation 30-950m.


Trifolium amoenum Two-fork clover

FE/-/1B

Coastal bluff scrub, valley and foothill grassland, sometimes on serpentinite. Blooms

April to June. Elevation: 5-415m.

None. Typical habitat not present in project

area. Not observed during May or June

survey.

State-Listed and CNPS Ranked Species

Amorpha californica var. napensis

Napa false indigo -/-/1B

Broadleafed upland forest (openings), chaparral, cismontane woodland. Blooms

April-July. Elevation: 120-2000m.


Amsinckia lunaris Bent-flowered fiddleneck

-/-/1B Coastal bluff scrub, cismontane woodland, valley and foothill grassland. March-June.

Elevation: 3-500m

None. Potential habitat in project area.Not

observed during May or June survey.



Status USFWS/ CDFW/

CNPS rank



Arctostaphylos stanfordiana ssp. decumbens

Rincon Ridge manzanita -/-/1B

Chaparral on rhyolitic soils and cismontane woodland. Blooms February to April

(sometimes May). Elevation: 75-370m.


Balsamorhiza macrolepis Big-scale balsamroot

-/-/1B Chaparral, cismontane woodland, valley and

foothill grassland, sometimes on serpentinite. March-June. Elevation: 90-1555m.


area. Not observed during May or June

survey.

Brodiaea leptandra Narrow-anthered brodiaea

-/-/1B

Broadleafed upland forest, chaparral, cismontane woodland, lower montane

coniferous forest, valley and foothill grassland on volcanic soils. Blooms May to July.

Elevation: 110-915m.

None. Typical habitat not in project area.

Calochortus uniflorus Pink star-tulip

-/-/4 Coastal prairie, coastal scrub, meadows and

seeps, North Coast coniferous forest. Blooms April to June. Elevation: 10-1070m.

None. No habitat in project area. Not


Ceanothus confusus Rincon Ridge ceanothus

-/-/1B

Closed-cone coniferous forest, chaparral, cismontane woodland on volcanic or

serpentinite. Blooms February to June. Elevation: 75-1065m.


Ceanothus divergens Calistoga ceanothus

-/-/1B Chaparral on serpentinite or volcanic, rocky

soils. Blooms February to April. Elevation 170-950m.


Ceanothus purpureus Holly-leaved ceanothus

-/-/1B Chaparral, cismontane woodland. Blooms

February to June. Elevation: 120-640m. None. No habitat in

project area.

Ceanothus sonomensis Sonoma ceanothus

-/-/1B Chaparral on sandy, serpentinite or volcanic

soils. Blooms February to April. Elevation: 215-800m.


Fritillaria liliacea Fragrant fritillary

-/-/1B

Cismontane woodland, coastal prairie, coastal scrub, valley and foothill grassland often on

serpentinite. Blooms February to April. Elevation: 3-410m.


area.

Hemizonia congesta ssp. congesta

White seaside tarplant -/-/1B

Valley and foothill grassland sometimes on roadsides. Blooms April to November.

Elevation: 20-560m.

None. Potential habitat on site. Not observed during May or June

survey.

Layia septentrionalis Colusa layia

-/-/1B

Chaparral, cismontane woodland, valley and foothill grassland on sandy or

serpentintie soils. Blooms April to May. Elevation: 100-1095m.


Leptosiphon jepsonii Jepson’s leptosiphon

-/-/1B Chaparral, cismontane woodland, usually

volcanic. Blooms March to May. Elevation: 100-500m.




Status USFWS/ CDFW/

CNPS rank



Navarretia leucocephala ssp. bakeri

Baker’s navarretia -/-/1B

Cismontane woodland, lower montane coniferous forest, meadows and seeps, valley

and foothill grassland, vernal pools/mesic. Blooms April to July. Elevation: 5-1740m.

None. Potential habitat in project area.

Notobserved during May or June survey.

Ranunculus lobbii Lobb’s aquatic buttercup

-/-/4

Cismontane woodland, North Coast coniferous forest, valley and foothill grassland and vernal pools in mesic sites. Blooms February to May.

Elevation: 15-470m.

None. Typical habitat not present in study area. Not observed during May survey

Trifolium buckwestiorum Santa Cruz clover

-/-/1B

Broadleafed upland forest, cismontane woodland, coastal prairie/gravelly, margins.

Blooms April to October. Elevation: 105-610m.

None. No habitat in project area. Not


Trifolium hydrophilum Saline clover

-/-/1B Marshes and swamps, valley and foothill

grassland (mesic, alkaline), vernal pools. April-June. Elevation: 0-300m.


area – not alkaline.

Triquetrella californica Coastal triquetrella

-/-/1B Coastal bluff scrub, coastal scrub/soil.

Elevation: 10-100m. None. No habitat in

project area.

SPECIAL STATUS VEGETATION COMMUNITIES

Creeping rye grass turfs G4 S3

Poorly drained floodplains, drainage and valley bottoms, mesic flat to sloping toography and

marsh margins. Soils are clays and loams. Elevation: 0-2300m.

Present. Intergrades with the non-native

grassland and seasonal wetland areas along the

road. This type is relatively abundant

within the project area.

Valley needlegrass grassland G4 S3?

Valley and foothll areas on all topographic locations. Inland soils are deep with high clay content, or shallow and rocky near the coast.

Elevation: 0-1300m.

None.

NOTES:

U.S. FISH AND WILDLIFE SERVICE FE = federally listed Endangered

FT = federally listed Threatened

CALIFORNIA DEPT. OF FISH AND WILDLIFE CE = California listed Endangered

CR = California listed as Rare

CT = California listed as Threatened

CALIFORNIA NATIVE PLANT SOCIETY - Rank 1B: Plants rare and endangered in California and elsewhere

Rank 2B: Plants rare and endangered in California but more common elsewhere

Rank 4: Plant of limited distribution – a watch list.

G4 S3: 21 to 100 viable occurrences statewide and/or more than 2,590 to 12,950 hectares


Appendix B: Potentially Occurring Special Status Animal Species in the Project Area

Common Name Scientific Name

Status USFWS/ CDFW

Habitat Affinities and Reported Localities in the Project Area

Occurrence Potential

Invertebrates

Blennosperma vernal pool andrenid bee

Andrena blennospermatis -/-

Oligolectic (specialist pollinator) on vernal pool

Blennosperma and nests the uplands around vernal

pools.

None: no suitable

habitat present.

Obscure bumble bee

Bombus caliginosus -/-

Food plants include Baccharis, Circium, Lupinus, Lotus,

Grindelia and Phacelia.

None: no suitable

habitat present.

Western bumble bee Bombus occidentalis

-/-

Generalist foragers. They do not depend on any one flower type but they favor Melilotus, Cirsium, Trifolium,

Centaurea, Chrysothamnus, Eriogonum. Historically from the Pacific coast to the Colorado Rocky

Mountains; severe population decline west of the Sierra-Cascade Crest.

None: no suitable

habitat present.

California linderiella

Linderiella occidentalis -/CSC

Seasonal pools in unplowed grasslands with old alluvial

soils underlain by hardpan or in sandstone depressions.

None: no suitable

habitat present..

California freshwater shrimp

Syncaris pacifica FE/SE

Endemic to Napa, Sonoma and Marin Counties. Occurs in low elevation and low gradient streams with

moderate to heavy riparian cover.

None: no suitable

habitat present.

Fish

steelhead - Central California Coast DPS

Onchorhynchus mykiss FT/SSC

Requires beds of loose, silt-free, coarse gravel for spawning. Also needs cover, cool water and sufficient

dissolved oxygen.

None: no suitable

habitat present.

Amphibians

California tiger

salamander

Ambystoma californiense

FT/ST

Breeds in temporary or semi-permanent pools. Seeks

cover in rodent burrows in grasslands and oak

woodlands.

High –Potential

upland habitat

present. No suitable

aquatic habitat.

California giant salamander

Dicamptodon ensatus -/SSC

Known from wet coastal forests near streams and seeps. Larvae found in cold, clear streams and adults

known from wet forests under rocks and logs near streams and lakes.

None: no suitable

habitat present.

foothill yellow-legged

frog

Rana boylii

SC/ SSC

Inhabits permanent, flowing stream courses with a

cobble substrate and a mixture of open canopy riparian

vegetation.

None: no suitable

habitat.

California red-legged frog

Rana draytonii FT

Breeds in temporary and permanent water bodies, with

a hydrologic duration of at least 4 months.

None: no suitable

aquatic habitat

present.

Reptiles

western pond turtle Emys marmorata

-/SSC

Prefers permanent, slow-moving creeks, streams, ponds, rivers, marshes and irrigation ditches with basking sites and a vegetated shoreline. Requires

upland sites for egg-laying. Species occurs to the east of the site in the Laguna (CNDDB 2019).

None: no suitable habitat present.

Birds



Status USFWS/ CDFW



tricolored blackbird Agelaius tricolor

BCC/ SCE, SSC Nests primarily in dense freshwater marshes with cattail or tules, but also known to nest in upland

thistles. Forages in grasslands.

None: no suitable

habitat present.

golden eagle Aquila chrysaetos

/ CFP

Forages in a variety of habitats including grasslands, chaparral and oak woodland supporting abundant mammals. Nests on cliffs and escarpments and tall

trees.

None: no suitable

habitat present.

Burrowing owl

Athene cunicularia BCC/SSC

Nests in open, dry grasslands, deserts, prairies,

farmland and scrublands with abundant active and

abandoned mammal burrows. Prefers short grasses and

moderate inclined hills.

None – would have

been detected.

Oak titmouse

Baeolophus inornatus BCC/SSC

Breeds in cavities in oak woodlands, gleaning insects

from the bark. Occurs from southern Oregon to

northern Mexico along the Central Valley and xeric

coastal foothills.

None: no suitable

habitat present.

Red-shouldered hawk

Buteo lineatus -/- Nests in tall trees adjacent to open fields.

None: no suitable

habitat.

Anna’s hummingbird

Calypte anna

-/- Nests in individual trees or shrubs or in copses. Nest

placement height varies between 4 feet and 40 feet.

Low: suitable habitat

present.

Wrentit Chamaea fasciata

BCC Nests in coastal scrub and chaparral. None: no suitable

habitat present.

Western yellow-billed cuckoo

Coccyzus americanus occidentalis

FT/SE Nests in riparian jungles of willow, often mixed with

cottonwoods, with lower story of blackberry, nettles or wild grape.

None: no suitable

habitat present.

Yellow rail Coturnicops

noveboracensis -/SSC

Breeds in Canada. May winter in California in drier freshwater and brackish marshes, as well as dense deep

grass and rice fields.

None: no suitable

habitat present.

white-tailed kite

Elanus leucurus -/SFP

Inhabits low rolling foothills and valley margins with

scattered oaks and river bottom- lands or marshes

adjacent to deciduous woodlands. Prefers open

grasslands, meadows and marshes for foraging close to

isolated, dense-topped trees for nesting and perching.

None: no suitable

habitat present.

common yellowthroat Geothylpis trichas sinuosa

BCC/SSC Nests in fresh and salt marshes in tall grasses, tule

patches and willows and forages in thick, continuous cover down to the water surface.

None: no suitable

habitat present.

Marbled godwit Limosa fedoa

BCC Breeds in marshes and flood plains on the ground. None: no suitable

habitat present.

Lewis’s woodpecker

Melanerpes lewis BCC/SSC

Found in open forest and woodland, often logged or

burned, including oak, coniferous forest, riparian

woodland, orchards, less often pinyon-juniper. Closely

associated with open ponderosa pine forest in western

North America. Most commonly uses pre-made or

natural cavities. Wintering areas must provide storage

sites for grain or mast.

None: no cavities

present.



Status USFWS/ CDFW



Song sparrow

Melospiza melodia BCC/-

Primarily breeds in riparian habitat or wetlands, or

coastal scrub along the fog belt where the lack of

standing or running water is compensated by moisture

from fog.

High: suitable habitat

present.

long-billed curlew Numenius americanus

BCC/SSC Nests at high elevations in grasslands adjacent to lakes or marshes. Winters along the coast on mudflats or in

interior valleys in grasslands and agricultural fields.

None: no suitable

habitat present.

Nuttall’s woodpecker Picoides nuttallii

BCC/- Found primarily in oak woodlands and riparian woods.

Cavity nester. None: no cavities

present.

Spotted towhee Pipilo maculatus

clementae BCC Nests in shrubs and trees.

None: no suitable

habitat present.

rufous hummingbird Selasphorus rufus

BCC/- Nests in chaparral, coniferous forest, scrub habitats and

riparian habitats in Canada and winters in Mexico. Nests are placed on a downward drooping structure.

None: no suitable

habitat present.

Allen’s hummingbird Selasphorus sasin

BCC/-

Nests in wooded areas, meadows, or thickets along shaded streams, on a branch low down on stem,

although placement height varies between 10 inches and 90 feet.

None: no suitable

habitat present.

Bewick’s wren

Thryomanes bewickii -

Nests in a variety of substrates from emergent

vegetation to shrubs to trees.

High: suitable habitat

present.

Mammals

North American

porcupine

Erethizon dorsatum

-/-

Occurs in forests, mountains, chaparral, and sagebrush.

During the winter porcupines eat evergreen needles

and the inner bark of trees. During the spring and

summer they eat flowers, berries, tender twigs, and

leaves from deciduous plants.


Western red bat

Lasiurus blossevillii

-/SSC,

WBWG:H

Solitary roosting, except when females are with young

(from 2 to 6 are born). Roosts almost exclusively in

foliage, under overhanging leaves, in woodland

borders, rivers, agricultural areas including orchards,

and urban areas with mature trees. Typically found in

large cottonwoods, sycamores, walnuts and willows

associated with riparian habitats.


Hoary bat

Lasiurus cinereus -/-, WBWG:M

Roosts singly except when females are with young

(from 2 to 4 are born) in dense foliage of medium to

large coniferous and deciduous trees.


American badger Taxidea taxus

-/CSC

Inhabits open grasslands, savannas and mountain meadows near timberline. Requires abundant

burrowing mammals, their principal food source, and loose, friable soils.

None: would have been detected.

U.S. FISH AND WILDLIFE SERVICE FE = federally listed Endangered

FT = federally listed Threatened

FC = federal candidate for listing

BCC = Bird of Conservation Concern


MBTA = Migratory Bird Treaty Act.

CALIFORNIA DEPT. OF FISH AND GAME CE = California listed Endangered

CT = California listed as Threatened

SSC = California Special Concern species WESTERN BAT WORK GROUP - PRIORITY

California includes multiple regions where a species may have different WBWG Priority ranks, therefore the CNNDB includes categories

for Medium-High, and Low-Medium Priority.


Appendix C: List of plant species observed during May 8 and June 10, 2019 site visit


Acer negundo Box elder

Aesculus californica California buckeye

Anthemis cotula Mayweed, dog fennel*

Avena barbata Wild oats*

Baccharis pilularis Coyote brush

Bellis perennis English daisy*

Brassica nigra Black mustard*

Bromus catharticus Rescue grass*

Bromus diandrus Ripgut brome*

Bromus hordaeceus Soft chess*

Centaurea calcitrapa Purple star thistle*

Centaurea solstitialis Yellow star thistle*

Cichorium intybus Chicory*

Conium maculatum Poison hemlock*

Cyperus sp. Nut sedge

Daucus carota Queen Anne’s lace*

Dipsacus sp. Teasel*

Eleocharis macrostachya Spike rush

Elymus triticoides Creeping wild rye

Festuca arundinacea Tall fescue*

Festuca bromoides Brome fescue*

Festuca myuros Rattail fescue*

Festuca perennis Rye grass*

Foeniculum vulgare Fennel*

Fraxinus latifolia Oregon ash

Galium aparine Bedstraw*

Geranium dissectum Cut-leaf geranium*

Helminthotheca echioides Bristly ox-tongue*

Hordeum brachyantherum Meadow barley

Hordeum marinum ssp. gussoneanum Mediterranean barley*

Hordeum murinum ssp. leporinum Hare barley*

Hypochaeris radicata Rough cat’s-ear*

Juglans hindsii Northern California black walnut

Juncus bufonius Toad rush

Juncus tenuis Slender rush

Lepidium latifolium Perennial pepperweed* - noxious weed

Ludwigia sp. Water primrose (in Laguna)

Lupinus bicolor Dwarf lupine

Lythrum hyssopifolia Hyssop loosestrife*

Malva parvilfora Cheeseweed*

Matricaria discoidea Pineapple weed*

Medicago polymorpha Bur clover*

Mentha pulegium Penneyroyal*

Parentucellia viscosa Yellow parentucellia*

Phalaris aquatica Harding grass*

Phyla nodiflora Common lippia

Plantago lanceolata English plantain*

Poa annua Annual bluegrass*

Polygonum aviculare Knotweed*

Polypogon monspeliensis Rabbitsfoot grass*



Quercus agrifolia Coast live oak

Quercus lobata Valley oak

Raphanus sativus Wild radish*

Rosa sp. Rose-native shrub

Rubus armeniacus Himalayan blackberry*

Rumex crispus Curly dock*

Salix spp. Willows

Sambucus nigra ssp. caerulea Blue elderberry

Silybum marianum Milk weed*

Sonchus asper Spiny sow thistle*

Sonchus oleraceus Sow thistle*

Tragopogon porrifolius Salsify*

Typha spp. Cattails (in Laguna marsh)

Verbena bonariensis Purple top vervain* - noxious, invasive weed

Veronica anagallis-aquatica Water sppedwell*

Xanthium strumarium Cocklebur

Species with an * are non-native.


Appendix D: List of wildlife species observed during May 8 and June 10, 2019 site visit

Common Name Scientific Name Within Project Area Outside of Project Area

American crow Corvus brachyrhynchos X

American kestrel Falco sparverius X

Merican goldfinch Spinus tristus X X

Anna’s hummingbird Calypte anna X X

Bewick’s wren Thryomanes bewickii X X

Black phoebe Sayornis nigricans X X

Black-headed grosbeak Pheucticus melanocephalus X

Brown-headed cowbird Molothrus ater X

Bushtit Psaltriparus minimus X

California quail Callipepla california X X

California towhee Melozone crissalis X X

Chestnut-backed chickadee Poecile rufescens X

Downy woodpecker Picoides pubescens X

Mallard Anas platyrhynchos X

Mourning dove Zenaida macroura X

Northern mockingbird Mimus polyglottos X

Oak titmouse Baeolophus inornatus

Red-winged blackbird Agelaius phoeniceus X X

Song sparrow Melospiza melodia X X

Tree swallows Tachycineta bicolor X

Western blue bird Sialia mexicana X

Western scrub jay Aphelocoma californica X

Western fence lizard Sceloporus occidentalis X X

Botta’s pocket gopher Thomomys bottae X X

Black-tailed jackrabbit Lepus californicus X X

Virginia opossum Didelphis virginianus X

FIGURE 1

0 300 600 900 1,200

Feet

Project No.Revision No. 0

11195313Date 5/23/2019

City of Rohnert Park2019 Interceptor Outfall

Map Projection: Mercator Auxiliary SphereHorizontal Datum: WGS 1984

Grid: WGS 1984 Web Mercator Auxiliary Sphere

Paper Size ANSI B

oData source: Esri, HERE, Garmin, © OpenStreetMap contributors

Esri, HERE, Garmin, © OpenStreetMap contributors, and the GIS user communitySource: Esri, DigitalGlobe, GeoEye, Earthstar Geographics, CNES/Airbus DS, USDA, USGS, AeroGRID, IGN, and the GIS User Community. Created by: jkjellsson

\\ghdnet\ghd\US\Santa Rosa\Projects\561\11195313\GIS\Maps\Deliverables\5.8 Site VisitWetlands.mxdPrint date: 23 May 2019 - 15:49

Sanitary SewerAccess ManholeRehab SanitarySewer AccessManholeOptional RehabSanitary SewerAccess ManholeSanitary SewerGravity Main30-inch HDPESanitary SewerForce Main

24-inch ACPSanitary SewerForce MainRehab 24-inchACP SanitarySewer ForceMainOptional Rehab24-inch ACPSanitary SewerForce Main

Interceptor Outfall RehabilitationEnvironmental Constraints

Santa RosaRegional

Water ReuseFacility

Siphon

3,050 ft

2,985 ft

2,220 ft

MH-5

MH-11

MH-17MH-22

MH-23

Areas ExhibitingWetland Characteristics

180 ft355 ft50 ft

40 ft

435 ft

125 ft

225 ft

90 ft50 ft

NOTE: Map is based on site visit conducted on May 8, 2019. The width of the "Area exhibiting Wetlands Characteristics" is arbitrary; shading is meant to depict the distance between the field logged points. The accuracy of the application used to log field points is within 16 feet.

Proposed Access Pit Location

Legend

FINAL REPORT

SEWER INTERCEPTOR OUTFALL PHASE 2 PROJECT

ROHNERT PARK

March 2012

Prepared for: CITY OF ROHNERT PARK

130 Avram Avenue, Second Floor Rohnert Park, CA 94928

Prepared by:

Suzan England 165 Lennon Lane

Suite 105 Walnut Creek, CA 94598 Project No. 6ROH010100

2

TABLE OF CONTENTS 1.0 Executive Summary .............................................................................................. 4

1.1 Pipeline Survey ................................................................................................... 4 1.2 Pipeline Inspection and Evaluation Summary .................................................... 4 1.3 Recommended Capital Improvement Projects.................................................... 5 1.4 Estimated Project Costs ...................................................................................... 9 1.5 Phase 2 Investigation .......................................................................................... 9

2.0 Background ......................................................................................................... 11 2.2 Existing Pipeline Materials of Construction ..................................................... 11

3.0 Pipeline Survey .................................................................................................... 13 4.0 Pipeline Condition Investigation ....................................................................... 14

4.1 Pipeline CCTV Inspection ................................................................................ 14 4.2 Manhole Inspection ........................................................................................... 16 4.3 Siphon Pressure Testing and CCTV Inspection................................................ 18

4.3.1 Pressure Test Procedure ................................................................ 18 4.3.2 Siphon CCTV Inspection .............................................................. 18

5.0 Pipeline Repair and Rehabilitation Options .................................................... 19 5.1 Cement Mortar Lining or Epoxy Lining ........................................................... 19 5.2 Slip Lining 19 5.3 Cured-in-place pipe (CIPP)............................................................................... 20 5.4 Impacts on Pipeline Hydraulic Capacity........................................................... 20

5.4.1 Slip Lining Option ........................................................................ 21 5.4.2 CIPP .............................................................................................. 21

6.0 Pipeline Repair/Rehabilitation Recommendations .......................................... 24 6.1 Siphon Leakage ................................................................................................. 24 6.2 Hole in Pipe between MH 23 and MH 29......................................................... 24 6.3 SCWA Pipe Crossing Corroded Spool Section ................................................ 24 6.4 Corroded Air Valve at Manhole 23 .................................................................. 25 6.5 Miscellaneous Coatings .................................................................................... 26

7.0 Cost Summary ..................................................................................................... 27 8.0 Phase 2 Investigation .......................................................................................... 28

8.1 Strength Testing ................................................................................................ 28 8.2 Pipe Rehabilitation Options and Estimated Costs ............................................ 29

8.2.1 Pressure Rated CIPP versus Gravity Rated CIPP ......................... 29 8.2.2 Sliplining ....................................................................................... 30

3

TABLES Table 1-1 Project Description and Estimated Project Costs........................................... 9 Table 1-2 Phase 2 Pipeline Rehabilitation Project Costs ............................................. 10 Table 4-1 CCTV Results and Recommended Repairs ................................................. 14 Table 4-2 Manhole Inspection Summary ..................................................................... 16 Table 5-1 Pipe Lining Impact on Hydraulic Capacity ................................................. 21 Table 7-1 Project Description and Estimated Project Costs......................................... 27 Table 8-1 Phase 2 Pipeline Rehabilitation Project Costs ............................................. 31 FIGURES Figure 1-1 Forcemain Plan .............................................................................................. 5 Figure 1-2 Crack in Siphon.............................................................................................. 6 Figure 1-3 Eroded and Separated Joint in Siphon ........................................................... 6 Figure 1-4 Hole in Pipe Between Manholes 23 and 29 ................................................... 7 Figure 1-5 Corroded Pipe Spool Between Manholes 8 and 9 at the SCWA Aqueduct

Crossing ......................................................................................................... 7 Figure 1-6 Corroded Air Valve in Manhole 23 ............................................................... 8 Figure 1-7 Exposed Aggregate in Manhole ..................................................................... 8 Figure 5-1 Existing Forcemain Hydraulic Capacity (C = 130) ..................................... 22 Figure 5-2 Pipe Capacity with Liners (C = 140) ........................................................... 23 APPENDICES Appendix A CCTV Video Logs Appendix B CCTV Photo Captures B.1 Manhole 43 to Pump Station B.2 Manhole 43 to Manhole 39 B.3 Manhole 34 to Manhole 39 B.4 Manhole 34 to Manhole 29 B.5 Manhole 29 to Manhole 23 B.6 Manhole 23 to Manhole 29 B.7 Siphon, Manhole 23 to Manhole 22 B.8 Manhole 22 to Manhole 11 B.9 Manhole 11 to Manhole 22 B.10 Manhole 4 to Manhole 11 B.11 Manhole 4 to Santa Rosa Wastewater Treatment Plant Appendix C SCWA Russian River Cotati Intertie Project Drawings Appendix D Survey Monument Records Appendix E DIPRA Telephone Memorandum and Cleaning Guidelines Appendix F Cost Estimates Appendix G Pump Curves

4

1.0 Executive Summary Psomas was retained by the City of Rohnert Park to provide engineering services for its 24-inch interceptor outfall pipeline. The main goals of this project are to:

Locate the 24-inch interceptor outfall pipeline and install survey markers to document its location for future use.

Perform a condition assessment of the pipeline to determine if the pipe is in need of rehabilitation.

Provide recommendations on the best method for rehabilitating the pipe. The 24-inch interceptor pipeline is an important asset for the City of Rohnert Park providing necessary redundancy for the 27-inch interceptor outfall pipeline, as well as providing the added capacity needed to convey wastewater flows at buildout (2025). A summary of the pipeline survey work and condition assessment is presented herein, along with recommendations for rehabilitation to prolong the useful life of the pipeline.

1.1 Pipeline Survey

Survey monuments were established and provided for 4 azimuth pairs spanning the length of the pipeline for use in establishing pipeline location. Survey control data sheets and monument locations are included in Appendix D. The pipeline alignment will be surveyed and included in an addendum to this report.

1.2 Pipeline Inspection and Evaluation Summary

A CCTV inspection of the entire 24-inch interceptor forcemain including the inverted siphon section was conducted. The pipe appears to generally be in good condition overall with few significant defects noted. Some of the joints appear to be separated which may be a source of infiltration and/or leakage. In general, the condition of the pipe deteriorates in the direction of the wastewater plant with more areas of corrosion and spalling noted downstream of the siphon as compared to upstream. Closer to the pump station, the pipe appears to transition to cement mortar lined steel or ductile iron with corrosion noted at a number of joints. Some notable defects include the following:

A pressure test and CCTV inspection confirmed cracking and the presence of separated joints in the siphon section.

A hole was found in the section between manholes 23 and 29. A severely corroded pipe spool section was found at the Sonoma County Water

Agency (SCWA) intertie pipeline crossing. Manhole 23 air release valve is corroded and in need of replacement. Coatings may be required for manholes near the Santa Rosa wastewater treatment

plant that do not have flow through pipe spools or tees.

5

An overall plan of the forcemain is shown in Figure 1-1. The plan shows the locations of the manholes and the approximate locations of notable features and defects found during the inspection.

Figure 1-1 Forcemain Plan

1.3 Recommended Capital Improvement Projects

The following areas are identified as potential capital improvement projects to extend the life of the pipeline:

Siphon leakage. Hole in pipe between Manhole 23 and Manhole 29. Sonoma County Water Agency (SCWA) pipe crossing corroded spool section. Corroded air valve at Manhole 23. Miscellaneous Coatings.

Photographs of defects for each of the recommended CIP projects are included in Figures 1-2 through 1-7.

6

Figure 1-2 Crack in Siphon

Figure 1-3 Eroded and Separated Joint in Siphon

7

Figure 1-4 Hole in Pipe Between Manholes 23 and 29

Figure 1-5 Corroded Pipe Spool Between Manholes 8 and 9 at the SCWA Aqueduct Crossing

8

Figure 1-6 Corroded Air Valve in Manhole 23

Figure 1-7 Exposed Aggregate in Manhole

9

1.4 Estimated Project Costs

The following table shows the estimated costs associated with the repair/rehabilitation of the pipeline. Total project costs presented herein are rounded to the nearest $10,000. Detailed cost estimates are included in Appendix F.

Table 1-1 Project Description and Estimated Project Costs

Item Description Cost ($) 1. Clean and Line Pipe at SCWA Intertie Crossing (CIPP Option) Total Construction Cost $ 314,000 Implementation Cost (40 %) $ 126,000 Total Project Cost (Rounded to the Nearest $10,000) $440,000 2. Clean and Line Pipe at SCWA Intertie Crossing (Slip Lining Option) Total Construction Cost $ 272,000 Implementation Cost (40 %) $ 109,000 Total Project Cost (Rounded to the Nearest $10,000) $380,000 3. Replace Corroded Air Valve at Manhole 23 Total Construction Cost $ 9,000 Implementation Cost (0 %) $ 0 Total Project Cost (Rounded to the Nearest $10,000) $ 9,000 4. Miscellaneous Coatings Total Construction Cost $70,000 Implementation Cost (30 %) $ 21,000 Total Project Cost (Rounded to the Nearest $10,000) $90,000

1.5 Phase 2 Investigation

Phase 2 of the pipe evaluation involves removing coupons from the pipeline for further analysis and testing to determine the overall extent of deterioration of the pipeline based on thickness of non-deteriorated pipe wall remaining. This information will be used to estimate remaining service life, and the need for pipe lining. Pending the outcome of the Phase 2 evaluation, a recommendation may be made for pipe rehabilitation. Based on the condition upstream of the siphon versus downstream, we assumed that only the downstream portion would need to be lined. Two options for pipe rehabilitation between manhole 22 and the Laguna WWTP were evaluated. Rehabilitating the pipe via CIPP versus slip lining were compared on cost and impact on hydraulic capacity.

10

Table 1-2 Phase 2 Pipeline Rehabilitation Project Costs

Item Description Cost ($) 1. CIPP Pipe Manhole 22 to Laguna WWTP – Pressurized(1)(2) Total Construction Cost $ 7,510,000 Implementation Cost (40 %) $ 3,004,000 Total Project Cost (Rounded to the Nearest $10,000) $10,510,000 2. CIPP Pipe Manhole 22 to Laguna WWTP – Gravity(1)(2) Total Construction Cost $4,350,000 Implementation Cost (40 %) $1,740,000 Total Project Cost (Rounded to the Nearest $10,000) $6,090,000 3. Slip Line Manhole 22 to Laguna WWTP with 20-inch C905 PVC Pipe(1) Total Construction Cost $2,540,000 Implementation Cost (40 %) $1,016,000 Total Project Cost (Rounded to the Nearest $10,000) $3,560,000 Notes:

1) Costs shown assume lining of the corroded pipe spool section at the SCWA intertie crossing is included and not done as a separate project.

2) See description of cost development for pressurized versus non-pressurized CIPP liner installation.

11

2.0 Background The City of Rohnert Park is located along the Highway 101 corridor in Sonoma County between the cities of Petaluma and Santa Rosa. The City of Rohnert Park owns and operates wastewater collection and conveyance facilities that serve the City of Rohnert Park and Sonoma State University. The sewer system collects wastewater and transports it to a sewer pump station on Redwood Drive. From there, the sewage is pumped through an existing 24-inch pipeline to the City of Santa Rosa's Laguna Wastewater Treatment Plant (WWTP) located at 4300 Llano Rd in Santa Rosa. The 24-inch pipeline generally runs along the north side of Hinebaugh Creek and along the north side of Laguna de Santa Rosa to Walker Avenue where it proceeds north to the Laguna WWTP. There is an inverted siphon located along the alignment on the north side of Laguna de Santa Rosa where the pipeline crosses the Bellevue/Wilfred Flood Control Channel. The existing 3.8-mile, 24-inch asbestos cement (AC) pipeline was originally installed as a gravity sewer pipeline in 1975, and was later converted to a pressurized force main in 1992. A parallel 27-inch interceptor pipeline was constructed in 2007 to increase reliability by providing redundancy and additional capacity to the City’s sewer conveyance system. According to the Initial Study for the Rohnert Park Sewer Inteceptor/Outfall Project dated December 23, 2004, the 27-inch pipeline is designed to work in tandem with the 24-inch pipeline to convey peak wet weather flows at buildout. Therefore, the 24-inch pipeline is necessary to convey peak wet weather flows, and provides redundancy for all other service conditions. The existing 24-inch force main has been in service for over 35 years, and is nearing the end of its reliable service life. The purpose of this study is to investigate the condition of the existing 24-inch AC pipe and provide recommendations for prolonging the useful life of the facility. In addition, the pipe location is to be established and survey markers installed along the pipe route to indicate its location. The pipeline survey and condition investigation is presented herein.

2.2 Existing Pipeline Materials of Construction

According to technical specifications prepared for the 1975 Rohnert Park Interceptor Sewer Pipeline Project, the asbestos cement pipeline was constructed to the following design standards:

Pipe conforming to AWWA C400 Standard for Asbestos-Cement Water Pipe Class 150.

Joints between asbestos-cement pipe and cast-iron valves and fittings - Ring-tite as manufactured by Johns-Manville; Fluid-tite as manufactured by Certainteed Products Corporation, or equal, sealed with a rubber ring gasket.

Fittings – cast iron cement mortar lined conforming to AWWA C100 with ends designed for Ring-tite or Fluid-tite joints.

12

Pipe installation conforming to AWWA C603 Standard for Installation of Asbestos-Cement Water Pipe.

The 1975 drawings sheet 4 of 22 (copy included in Appendix C) show an 18-foot long spool section constructed of Class 4 ductile iron pipe at the 48-inch Sonoma County Water Agency (SCWA) Russian River Cotati Intertie crossing. Class 4 pipe was subsequently redesignated by the ductile iron pipe industry to class 54 which corresponds to a 0.5-inch wall thickness.

In 1992, the pipeline was converted to a pressurized forcemain by replacing most of the existing manholes with pressurized ductile iron pipe spools or pipe tees. According to as-built drawings, the replacement spools and tees were specified to be cement mortar lined and coated, however from the CCTV inspection, it appears the ductile iron tees were provided with interior paint rather than cement mortar lining. The spools are cement mortar lined. The wall thickness or pressure class for the ductile iron pipe spools and tees is unknown.

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3.0 Pipeline Survey Psomas Surveys built and established 3 dimensional coordinates on 4 azimuth pairs spanning the length of the project. The City of Rohnert Park was consulted and agreed upon the character of the monuments. A survey control sheet was prepared for each azimuth pair control point (See Appendix D for monument data sheets and photographs of the locations where installed). Psomas surveyors set controlling stakes along the pipeline alignment for use by the GPR subconsultant Bess Testlab. Manhole rims along the alignment were field measured as well. Psomas relied upon the existing control system established previously by a past subconsultant as the basis for the horizontal and vertical datums of the project. Please see Appendix D for a schematic of the location of the GPR staking, the azimuth pairs and the field located manholes. The pipeline alignment will be surveyed and included in an addendum to this report.

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4.0 Pipeline Condition Investigation The pipeline condition investigation is presented in this section. Defects in the pipeline and related appurtenances were noted as part of the CCTV inspection, and are included in Appendix A. Copies of the CCTV digital videos and a separate remote hard drive containing all the video files were transmitted separately to the City. Photographs typical of each pipe segment, including notable defects (if any) are included in Appendix B. A summary figure showing location of notable defects is also included in Appendix B and in Figure 1-1.

4.1 Pipeline CCTV Inspection

A closed-circuit television (CCTV) inspection was conducted of the entire 24-inch pipeline including the 18-inch siphon section in October and November of 2011. The CCTV inspection was conducted to determine the condition of the pipe from a structural, maintenance and physical dimension perspective. Approximately 20,700 feet of pipeline was inspected. Detailed reports provided by Inuktun are contained in Appendix A. A summary assessment of the pipeline condition based on the CCTV videos is included in Table 4-1.

Table 4-1 CCTV Results and Recommended Repairs

Segment Location

Length (feet)

General Assessment Recommended Repair

MH 43 to Pump Station

1575 Light corrosion possibly due to hydrogen sulfide at crown of pipe throughout pipe. Minor delamination of material from pipe wall. Occasional areas of possible leaching of the cement matrix exhibited by efflorescence on pipewall. Change in material close to pump station (possibly cement mortar lined ductile iron pipe) with possible corrosion at joint near top of pipe at multiple locations.

Monitor piping near pump station. Repair if condition worsens.

MH 43 to 39

1864 Generally appears to be in relatively good condition. Occasional areas with spalling at pipe crown area due to hydrogen sulfide attack. Material delaminating from pipe wall at spot locations. Several sections exhibiting efflorescence on pipewall possibly due to leaks and/or leaching of cement matrix. Possible spalling of joint at 500 feet from MH 43.

Determine pipe integrity in Phase 2. Slipline or CIPP if required.

MH 39 to MH 34

2,145 Some corrosion at top of pipe. Intermittent areas with spalling and pipe materials hanging from top of pipe. Areas with white efflorescence on the south side of pipe possibly due to leaks and/or leaching of the cement matrix. Several of the pipe bends appear to have large gaps in the joints that may be source of leakage.

Determine pipe integrity in Phase 2. Slipline or CIPP if required.

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Table 4-1 CCTV Results and Recommended Repairs

Segment Location

Length (feet)

General Assessment Recommended Repair

MH 34 to MH 29

1,935 Pipe generally corroded at top area of pipe for entire pipe run. Intermittent areas show spalling with materials still hanging from top of pipe. Areas with white efflorescence patches on the east side of pipe. Several joints at bends in pipe appear to have large gaps that may be sources of leakage.

Determine integrity in Phase 2. Slipline or CIPP if required.

MH 29 to

MH 23

2,420 Corrosion along most of pipe run, more severe at top of pipe due to hydrogen sulfide. Multiple areas with efflorescence and spalling with large materials hanging from top of pipe. Appears that air becomes trapped in top of pipe, possibly due to a failed air release valve in manhole 23. Hole in top of pipe approximately midway between the two manholes. White efflorescence due to possible leakage through pipe wall in areas on south side of pipe.

Determine integrity in Phase 2. Slipline or CIPP if required. Replace air valve in MH 23.

MH 22 to

MH 11

5,133 Significant corrosion. Corrosion more substantial from 10:00 to 2:00 in pipe section due to possible hydrogen sulfide attack at top of pipe. Spalling in upper portion of pipe with large materials hanging from pipe. Piping appears deformed at multiple joints with signs of efflorescence due to possible leaks at multiple joints.

Determine integrity in Phase 2. Slipline or CIPP if required

MH 11 to

MH 4

3,500

Significant corrosion of entire pipe. Corrosion more substantial from 10:00 to 2:00 in pipe section. Possible hydrogen sulfide attack at top of pipe. Piping appears deformed at multiple joints with signs of efflorescence due to possible leaks at multiple joints. Severe corrosion blocking approximately 1/3 of the pipe cross section for an 18-foot long ductile iron pipe spool under the SCWA aqueduct.


MH 4 to near WWTP

1,820 Significant corrosion of entire pipe. Corrosion more substantial from 10:00 to 2:00 in pipe section. Possible hydrogen sulfide attack due at top of pipe. Piping appears deformed at multiple joints. Efflorescence evident at multiple joints possibly indicating leakage.


In general the pipeline condition progressively worsens traveling downstream from the pump station to the treatment plant. The pipeline condition downstream of the inverted siphon is noticeably worse than the condition upstream of the siphon. This may be due to the water level being higher on the upstream side of the siphon (pressurized flowing mostly full), while downstream of the siphon flow appears to be by gravity exposing a much greater surface area of the pipeline to hydrogen sulfide. Pipe degradation caused by hydrogen sulfide results in softening of the cement matrix and possible debonding of asbestos cement fibers. The Phase 2 investigation is planned to confirm if this is happening, and to evaluate residual wall thickness and/or life remaining in the pipe. Upstream of the siphon, there are consistently white lines and patches on the sides of the pipeline. The white patches appear to be efflorescence due to leaching calcium

16

hydroxide, which would indicate a deterioration of the asbestos cement. Just upstream of the inverted siphon, corrosion and spalled materials hanging from the top of the pipe become more prevalent. It appears that an air pocket exists between 11:00 and 1:00 in the pipeline section upstream of manhole 23 indicating that the air release valve in manhole 23 is probably not functioning properly to allow air to escape the pipeline in this area. Trapped air would increase the probably of pipe deterioration for hydrogen sulfide attack. A photograph of the air release valve is included in the Appendix. The valve appears to be corroded and is in need of replacement. The condition of the pipeline downstream of the inverted siphon appears to be more deteriorated than upstream of the siphon with significant sections exhibiting spalling and deterioration in the upper portion of the pipe. Many of the joints appear to be separated with white material protruding at the sides. This white material appears to be efflorescence caused by calcium hydroxide leaching through the pipe wall and may be a sign of pipe deterioration. The materials hanging from the upper portion of the pipe appear to be asbestos-cement matrix that has delaminated and is hanging from the upper surface of the pipe wall. Because the pipe does not normally flow full downstream of the siphon, this material hangs from the upper surface of the pipe wall rather than being scoured from the pipe wall and washed downstream.

4.2 Manhole Inspection

In the 1992 Wastewater Pump Station Improvements Project, the 24-inch gravity sewer pipeline was converted to a forcemain by installing pressurized ductile iron pipe (DIP) tees with bolt-down blind flanges inside sewer manholes at eight locations, and removing and replacing the remaining existing manholes with new DIP spools. At one location, the existing manhole was converted to a bolt down lid only (manhole 4 located closest to the Santa Rosa WWTP). As part of the CCTV inspection, manholes 4, 11, 22, 23, 29, 34, and 43 were accessed and inspected. In addition several other manholes that were shown to be replaced with ductile iron pipe spools in the 1992 project were found to remain in service (manholes 1, 2, 3, 5, and 45). A summary of the manhole inspection is included in Table 4-2.

Table 4-2 Manhole Inspection Summary

Date Location Depth(1) (Feet)

Notes

10/04/2011 MH 1 17.3(2) Concrete corrosion and exposed aggregate observed.



10/04/2011 MH 4 13 Concrete in good condition. Interior appears to have been recently sprayed with concrete. Manhole bolted on. No flange on pipe. Manhole was replaced in the 1991 WW Pump Station Improvements Project. Epoxy coating on interior of steel piping appears to be degraded.

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Table 4-2 Manhole Inspection Summary

Date Location Depth(1) (Feet)

Notes

10/04/2011 MH 5 11.5(2) Corroded air release valve tap. The City indicated that manhole has become pressurized on two separate occasions in which the manhole lid was lifted off. Modifications are needed to make manhole pressure rated.

10/05/2011 MH 11 7.5 Good condition. No apparent damage to concrete. Flange on pipe was removed without apparent damage.

10/05/2011 MH 17 8.5 The lids for these manholes were not removed as part of the CCTV inspection. Condition of interior only is taken from review of CCTV data. Epoxy coating on interior of piping appears to be degraded.

10/05/2011 MH 21A 7 The lids for these manholes were not removed as part of the CCTV inspection. Condition of interior only is taken from review of CCTV data. Epoxy coating on interior of tee appears to be in good condition.

10/05/2011 MH 22 5.5 Concrete in good condition. No apparent damage to concrete. Flange removal appears to have required torch cutting of some of the bolts. Epoxy coating on interior of piping appears to be degraded.

10/05/2011 MH 23 6.5 Concrete in good condition. No apparent damage to concrete. Flange on pipe was removed without apparent damage. Manhole was replaced in the 1991 WW Pump Station Improvements Project. Epoxy coating on interior of piping appears to be degraded.

N/A MH 23A 6.5(2) The lids for these manholes were not removed as part of the CCTV inspection.

10/06/2011 MH 29 6.5 Good condition. No apparent damage to concrete. Flange on pipe was removed without apparent damage.

10/05/2011 MH 34 4.5 Good condition. No apparent damage to concrete. Flange on pipe was removed without apparent damage. Manhole was replaced in the 1991 WW Pump Station Improvements Project.

N/A MH 39 5.5(2) The lids for these manholes were not removed as part of the CCTV inspection.

10/06/2011 MH 43 5 Good condition. No apparent damage to concrete. Flange on pipe was too large to be removed through the manhole. Crane was used to tilt flange up and out of the way during the inspection. Manhole was replaced in the 1991 WW Pump Station Improvements Project.

10/06/2011 MH 45 5.9(2) A flow through access tee with blind flange was added in a 2002 Improvement Project. The newer piping appears to be showing signs of corrosion. Monitor condition and apply coatings in the future if condition worsens.

Notes: 1. Manhole depth measured in the field by Inuktun during CCTV inspection except where noted

otherwise. 2. Manhole depth estimated from 1975 record drawings.

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4.3 Siphon Pressure Testing and CCTV Inspection

The 24-inch interceptor outfall pipeline contains an inverted siphon section that crosses the Bellevue/Wilfred Flood Control Channel near the Laguna de Santa Rosa. Two manholes are located on either side of the siphon to provide access to the pipe. Each manhole contains a 24-inch tee with a blind flange for access and combination air valves. The pipe diameter reduces from 24-inch to 18-inch just outside of the manholes for the channel crossing. As-built drawings indicate that the siphon piping is concrete encased. A hydrostatic pressure test was performed on the siphon to determine its integrity and reliability. Following the hydrostatic pressure test, the siphon was dewatered and inspected via CCTV. A description of the hydrostatic test and CCTV inspection follows.

4.3.1 Pressure Test Procedure

In order to pressure test the siphon, the blind flanges and combination air valves within the manholes were removed and inflatable plugs were installed in the piping on the siphon side of the tees. A flow-through plug with a 2-inch hose was used in the upstream manhole to fill the siphon with water and also served as a standpipe for the pressure test. The standpipe was extended 5 feet above grade to provide a test pressure of ranging from approximately 5 psi in the upper portion of the siphon to 10 psi in the lower portion of the siphon. During the test, the leakage rate out of the siphon was monitored by measuring the rate that water was added to the standpipe to maintain the water level at 5 feet above grade. It was determined that the siphon leakage rate maintaining the pressure at approximately 5 psi was 6 gallons per minute.

4.3.2 Siphon CCTV Inspection

The siphon was dewatered and inspected via CCTV to identify and locate the source of the leakage. Several circumferential cracks were noted. Based on the video inspection, it appears the siphon was leaking due to circumferential cracks and eroded and/or separated pipe joints. The pipe was found to be sufficiently intact to allow the siphon to be lined via CIPP. Siphon CIPP lining is currently underway by the City of Rohnert Park.

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5.0 Pipeline Repair and Rehabilitation Options Pipe rehabilitation options are presented herein for prolonging the useful life of the 24-inch interceptor outfall pipeline. Trenchless pipeline restoration technologies addressed herein include: 1. Non-structural lining in place with cement-mortar or epoxy lining. 2. Slip lining. 3. Cured-in-place pipe (CIPP). A short description of each of these technologies is presented in the following subsection.

5.1 Cement Mortar Lining or Epoxy Lining

The lining process (either cement mortar or epoxy lining) is presented herein for rehabilitating the newer ductile iron pipe spools, tees, and/or newer pipe sections near the pump station. This alternative provides an internal barrier layer on the pipe for corrosion protection, but no added structural strength. The cement mortar lining process for renovating deteriorated ductile iron pipe interiors sprays a cement-mortar lining about 3/16” thick onto the interior pipe wall to prevent or inhibit corrosion. First, the pipe is pigged and cleaned to remove all tuberculation and corrosion debris before lining. The motor is applied centrifugally with mixed mortar dispensed into a speed buggy, or rotary trowel which travels back and forth from the access hole to an intermediate loader. Cement-mortar lining in place is a proven technology which can reduce the price of open-cut pipe replacement. It is, however a Class 1 “non-structural” technology that does not address the eventual deterioration and failing of the pipe wall from exterior forces or corrosion. AWWA C602 provides an industry-accepted standard for cement-mortar lining of pipelines in place. The epoxy lining process for renovating deteriorated ductile iron pipe interiors sprays an epoxy resin lining about 1mm thick onto the interior pipe wall to prevent or slow corrosion. Again, the pipe is first pigged and cleaned to remove all tuberculation and corrosion debris before lining. Next the pipe is dried to receive the epoxy. The liner is then spray-applied robotically. AWWA C620 provides an industry-accepted standard for epoxy lining of pipelines in place.

5.2 Slip Lining

Sliplining is a pipe rehabilitation technique where a new pipe of smaller diameter is inserted directly into a deteriorated host pipe by pulling or pushing. This reduction in useful diameter as a byproduct of the insertion is a disadvantage of this technology however. Several types of sliplining exist:

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1. In segmental sliplining, a liner is assembled from short pipe segments of PVC or HDPE at the entry point into the existing pipe, from where the liner is pulled or pushed into the pipe for the length of each added segment. The annular space is then grouted.

2. In continuous sliplining, a liner is manufactured as a continuous pipe and

assembled in the field before insertion to match the full length of the existing pipe. Continuous sliplining pipe can be HDPE or fusible PVC pressure pipe. One system uses a PVC pipe with smaller diameter than the host pipe for easy pull-in and subsequently applies heat and pressure to expand the PVC pipe snug against the interior walls of the host pipe to eliminate the annular space.

3. Sliplinings may also be inserted as a single flexible pipe that is continuous or in

short sections assembled in the field. The pipe is “deformed”, or folded or deformed and pulled through the line between two access points, then heated, pressurized, and expanded to form a tight fit.

AWWA publishes separate standards for each the above slip-lining pipe materials. There is no adopted standard for the product installation.

5.3 Cured-in-place pipe (CIPP)

Cured-in-place pipe (CIPP) lines an existing pipe with a flexible tube impregnated with a thermosetting resin, which produces a pipe after resin cure. The City is employing this method currently for rehabilitating the siphon. Under this method, the pipe is pigged, and cleaned prior to placing the tube in the pipe by inversion or winching. The tube is then expanded using air or water pressure, and the resin cured at ambient or elevated temperature (using steam or hot water), or using ultra violet light, to create a pipe within the pipe. ASTM D5813, ASTM F1216, and ASTM F1743 provide industry-accepted standards for CIPP systems.

5.4 Impacts on Pipeline Hydraulic Capacity

A model of the existing 24-inch interceptor pipeline was set up to determine the hydraulic impacts of various lining systems. The 24-inch interceptor pipeline discharges into a common manhole with the 27-inch parallel forcemain near the Santa Rosa WWTP. According to the Winzler and Kelly Wastewater Ponds Study Technical Memorandum – Capacity Analysis dated April 1, 2003, the pressure near the pump station reaches approximately 40 pounds per square inch (psi)) when the station is operating at its firm capacity of 10 mgd. They further state that pressure approaches zero near the Laguna Plant. Under these conditions, the static head is negative 8.8 feet (pipe discharge elevation lower than pump suction elevation in the inlet wetwell). A hydraulic model was setup assuming both gravity discharge at the downstream manhole, and surcharged manhole condition (static head 12). The model further assumed a C value of 130 for the

21

existing forcemain. An additional flow of 0.6 mgd was included to estimate system head from the landfill leachate collection line (Winzler and Kelly, 2003). Based on this information, the system pressure required at 10 mgd is approximately 98 feet (42 psi) which is in line with the Winzler and Kelly report (see Figure 5-1 curve for gravity discharge at the downstream manhole). Based on nameplate information provided by the City, pump curves for the new pumps installed in the older of the two stations was obtained from Fairbanks Morse and is included in Appendix G. A pump curve was generated for the station’s reliable capacity (all pumps operating with one of the large pumps out of service). The pump curves were modified to take into account minor losses in the pump suction and discharge piping. Based on the combined modified pump curve, the existing station capacity for gravity discharge at the downstream manhole is approximately 8.0 mgd. Under a worst case scenario, when operating under a surcharged manhole condition at the downstream end, the station capacity is further reduced to around 7.0 mgd (see Figure 5-1).

5.4.1 Slip Lining Option

We contacted Underground Solutions to determine the reduction in interior diameter resulting from slip lining. According to the vendor, approximately two inches in radius (four inches in diameter) is required to install the liner. Therefore, for this option, the interior diameter would be reduced to 20 inches. For purposes of estimating the impact on pumping capacity, it is assumed the entire pipe run is eventually lined. Under this option, the resulting hydraulic capacity is reduced to 6.2 mgd for gravity flow at the discharge manhole, and 5.4 mgd for surcharged manhole condition. See Figure 5-2 for system head curves.

5.4.2 CIPP

We contacted Insituform to determine lining thickness for the CIPP option assuming a full structural liner would be provided, and using similar design criteria specified for the siphon lining project. Insituform estimated up to 15 mm would be required for the liner thickness resulting in approximately 1.2 inches of reduced pipe interior diameter. For purposes of estimating the impact on pumping capacity, it is assumed the entire pipe run is eventually lined. The CIPP lining results in reduced hydraulic capacity of 7.6 mgd for gravity flow at the discharge manhole, and 6.6 mgd for surcharged manhole condition. See Figure 5-2 for system head curves. See Table 5-1 for a summary and comparison of hydraulic capacity.

Table 5-1 Pipe Lining Impact on Hydraulic Capacity

Pump Station Capacity Gravity Discharge (mgd)

Submerged Manhole (mgd)

Existing Pipe (C = 130) 8.0 7.0 Slip Lining (C = 140) 6.2 5.4 CIPP (C = 140) 7.6 6.6

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24

6.0 Pipeline Repair/Rehabilitation Recommendations Based on the CCTV inspection of the pipeline, the following items are in need of rehabilitation/repair. These include:

Siphon leakage. Hole in pipe between Manhole 23 and Manhole 29. Sonoma County Water Agency (SCWA) pipe crossing corroded spool section. Corroded air valve at Manhole 23. Miscellaneous Coatings:

o Corroded buried manholes 1, 2, 3, 5, and 45. o Corroded manhole lid at Manhole 4.

6.1 Siphon Leakage

A fairly significant leak in the siphon was detected during the pressure test of the siphon (see Section 4.3). Subsequent to the pressure test, the siphon was dewatered and inspected by CCTV to determine the source of the leak. Based on the video inspection, it appears the siphon was leaking due to circumferential cracks and eroded and/or separated pipe joints. The pipe was found to be sufficiently intact to allow the siphon to be lined via CIPP. Siphon CIPP lining is currently underway by the City of Rohnert Park.

6.2 Hole in Pipe between MH 23 and MH 29

The CCTV inspection showed a hole exists in the top of the 24-inch AC pipe between manholes 23 and 29. It appears the hole was plugged with a repair clamp and is not currently a source of leakage in or out of the pipe. Further investigation is recommended to excavate and inspect the repair method used to close the hole in the top of the pipe, as well as the condition the repair clamp. While the pipe is uncovered, a physical inspection of the condition of the exterior of the pipe, as well as the pipe section through the hole can be made to determine pipe wall integrity. In addition, the City may consider extracting a coupon to be used for further analysis under the Phase 2 investigation (see Section 8.0).

6.3 SCWA Pipe Crossing Corroded Spool Section

A corroded section of what appears to be a DIP spool was found during the CCTV inspection approximately 2440 feet from Manhole 4 in the upstream direction as measured by the CCTV unit (see Appendix B). This location corresponds within a few feet to the location of the 18-foot long DIP spool shown on the 1975 record drawings at the Sonoma County Water Agency (SCWA) Russian River Cotati Intertie. The record drawing and a drawing from the SCWA showing the pipe crossing are included in Appendix C. We contacted an engineer from the Sonoma County Water Agency (Anjenette Hayre) and confirmed that the pipe is currently cathodically protected with a

25

sacrificial anode system, with future plans for the County to install an impressed current system within the next 5 years. We discussed options for cleaning the pipe section with the ductile iron pipe research association (DIPRA), and with a local pipeline CCTV/pipe cleaning contractor (Presidio Systems). According to DIPRA, the pipeline can be cleaned, and it is likely the pipe will not collapse under the effort (see record of telephone conversation with Paul Hanson of DIPRA in Appendix E). Mr. Hanson recommended following procedures outlined on the DIPRA website (copy also included in Appendix). We discussed feasibility of cleaning the pipe with a contractor (Presidio Systems – Bob Agness). Bob has experienced pipe collapse in the past during cleaning operations. He recommended performing multiple passes starting out at lower pressures and immediately following each pass with a camera to survey the results. This approach sounds reasonable, and provides the City with the flexibility to line the pipe section from launching and receiving pits remote from the SCWA aqueduct, thereby avoiding permit issues and other constraints associated with the aqueduct. As noted previously, the SCWA has plans to install an impressed current cathodic protection system in the near future. It will be necessary to provide either a replacement pipe spool section, or full structural liner before this system is put into service. An impressed cathodic protection system is likely to increase the rate of corrosion which could lead to pipe failure. An article on stray current effects on ductile iron pipe is included in Appendix E. While work is being done to slip line the spool piece, a physical inspection of the condition of the exterior and interior of the AC pipe should be made. Sections of AC pipe must be cut in order to install the launching and receiving pits for the pipe liner. At this time, the City may elect to turn over a 24-inch pipe spool for crush testing by Exponent under an optional work item. Pipe coupons as planned under the Phase 2 study (see Section 8.0) will at a minimum be collected and tested. At the same time, an inspection of the interior of the pipe will confirm areas of hydrogen sulfide attack and confirm the nature of the spalled material hanging from the interior pipe wall surfaces as is evident on much of the CCTV inspection videos. Further, areas of efflorescence can be more closely examined to determine if the pipe has deteriorated at these locations. Two options were assumed for lining the corroded spool section. The cost to slip line versus CIPP was estimated assuming a 60 foot section was lined. The estimated cost for lining the section crossing the intertie is included in Table 7-1, items 1 and 2.

6.4 Corroded Air Valve at Manhole 23

The air valve at manhole 23 is corroded and in need of replacement. This valve should be functioning to relieve trapped air in the line upstream of the siphon. This trapped air may be causing additional hydrogen sulfide corrosion of the pipe crown. Cost for

26

replacing the valve assumes it is replaced with a stainless steel model similar to the one installed at Manhole 22. See Table 7-1.

6.5 Miscellaneous Coatings

Various manholes and lids were noted to be corroded or have exposed aggregate visible. These include:

Corroded buried manholes 1, 2, 3. Corroded manhole lid at Manhole 4.

Coating is recommended to prolong the useful life of the pipeline. Costs are included in Table 7-1.

27

7.0 Cost Summary All estimated pipe rehabilitation/replacement costs presented herein are estimated at a planning-level of accuracy (plus 50 percent to minus 25 percent). The project costs include a planning level estimating contingency of 30 percent and an implementation cost of 40 percent. Components of the implementation cost are as follows:

Planning 5 % Design 15 % Construction Management 15 % City Admin / Legal 5% Total 40 %

In some cases, the implementation costs were decreased due to lower complexity of the project. Table 7-1 shows the estimated costs associated with the repair/rehabilitation of the pipeline. Total project costs presented herein are rounded to the nearest $10,000. Detailed cost estimates are included in Appendix F.

Table 7-1 Project Description and Estimated Project Costs

Item Description Cost ($) 1. Clean and Line Pipe at SCWA Intertie Crossing (CIPP Option) Total Construction Cost $ 314,000 Implementation Cost (40 %) $ 126,000 Total Project Cost (Rounded to the Nearest $10,000) $ 440,000 2. Clean and Line Pipe at SCWA Intertie Crossing (Slip Lining Option) Total Construction Cost $ 272,000 Implementation Cost (40 %) $ 109,000 Total Project Cost (Rounded to the Nearest $10,000) $ 380,000 3. Replace Corroded Air Valve at Manhole 23 Total Construction Cost $ 9,000 Implementation Cost (0 %) $ 0 Total Project Cost (Rounded to the Nearest $10,000) $ 9,000 4. Miscellaneous Coatings Total Construction Cost $ 70,000 Implementation Cost (30 %) $ 21,000 Total Project Cost (Rounded to the Nearest $10,000) $ 90,000

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8.0 Phase 2 Investigation To determine the remaining useful life of the existing asbestos cement pipe, further analysis is needed to measure the deterioration of the existing pipewall. This will also allow fine tuning of the type of rehabilitation work as well as phasing of the work for use by the City in developing its capital improvement program (CIP). The work anticipated under the Phase 2 investigation is summarized herein.

8.1 Strength Testing

As part of the phase 2 investigation, coupons will be removed from the AC pipe wall for further examination of the type and extent of corrosion. Coupon removal will allow measurement of the pipe wall thickness remaining, as well as residual strength remaining via crush testing in a compression rig. Deterioration of AC pipe is manifested by physical softening, matrix corrosion, and/or chemical changes of the cement matrix. The extent and severity of degradation is not evident by visual inspection alone. Coupons taken from the pipe wall be evaluated by physical, chemical and microscopic methods to evaluate the extent of non-deteriorated pipe wall section remaining and to determine the pipe’s current residual strength. The following tests will be conducted on each test coupon:

1. The depth of matrix softening through the pipe wall.

2. The variation in alkalinity (pH) of the pipe wall cross section to chemically determine the extent of calcium leaching and/or chemically deteriorated thickness.

3. Two pipe wall cross sections will be scanned for elemental analysis using a scanning electron microscope equipped with energy-dispersive X-ray spectroscopy (EDX) capabilities. The scans will be used to calibrate the alkalinity testing.

4. If full perimeter samples are retrieved, crushing strength of pipe segments will be determined in accordance with ASTM C500, Test Methods for Asbestos-Cement Pipe. Note this test requires full pipe sections a minimum of one foot in length, and is an optional work item.

The goal of the Phase 2 investigation is to determine the overall extent of deterioration of the pipeline based on the condition of the test samples. Based on the thickness of the non-deteriorated pipe wall section remaining, the remaining service life of the pipeline will be estimated based on a forecast rate of future pipe wall deterioration (as determined from the original pipe wall thickness, current extent of deterioration and operational age of the pipeline), the estimated decrease in pipe strength, and the current operating conditions.

29

8.2 Pipe Rehabilitation Options and Estimated Costs

Based on the results of the phase 2 evaluation and estimated remaining service life of the AC pipeline upstream and downstream of the siphon, the City may elect to rehabilitate the pipeline by slip lining, cured-in-place lining, and/or application of cement mortar lining. For the purposes of preparing conceptual level cost estimates for these options, we assumed that the upstream portion of the pipeline is in adequate condition, and will not require rehabilitation, whereas the downstream portion between manholes 22 and the Laguna WWTP would be lined. The hydraulic models provided in Section 5.4 assumed the entire pipeline would require eventual lining. Three repair options and their associated costs were evaluated. These options include the installation of pressure rated CIPP, gravity rated CIPP, and continuous sliplining with fused C905 PVC. A description of the various lining options and basis for estimating construction costs are presented herein.

8.2.1 Pressure Rated CIPP versus Gravity Rated CIPP

The cost to install pressure rated CIPP is significantly higher than the cost to install gravity rated CIPP. Gravity rated CIPP is suitable for use for pipeline pressures up to 10 psi, whereas pressure rated CIPP can be designed for much higher pressures (the siphon CIPP was specified to be rated for 40 psi operating pressure). Pressure rated CIPP is reinforced with glass fibers and is much stiffer and more difficult to install than gravity rated CIPP. The stiffness of the pressure CIPP limits the installation length of each section to approximately 800 feet, whereas gravity CIPP sections can be between 1,500 and 2,000 feet. As a result, more installation pits are required for pressure CIPP which adds to the cost. While pressure CIPP’s maximum segment length is limited by installation constraints, the limiting factor for the segment length of the gravity product is the weight of the product. Each section of liner is shipped in one piece, which can get extremely heavy. The maximum shipping weight requirements in California limit the length of 24-inch liner to 1,500 to 2,000 feet. For estimating purposes, it was assumed that thirteen installation pits would be required for the pressure pipe, and eight pits would be required for the gravity CIPP. Assuming it is possible to surcharge the downstream manhole under adverse operating conditions (backup at the WWTP), the static pressure at the downstream end would be approximately 9 psi, which would preclude the use of a gravity liner in the pipe section. If the manhole is never surcharged, and the pipe is always flowing by gravity at the downstream end, then the City may have the option of installing a gravity liner for most of the pipe segment, transitioning to pressure rated only when the hydraulic grade line requires the pressure rating. Due to the large difference in cost between the pressure rated and gravity rated CIPP, both options were evaluated. For purposes of estimating CIPP costs, we assumed each pit will be approximately 25 feet long, 10 feet wide, and 12 feet deep. Potential pit locations used for the estimate are included in Appendix F. In each of these installation pits, a section of the asbestos cement pipe will need to be cut and removed and replaced with a ductile iron or steel

30

spools, approximately 10 ft long in both directions. These spools must be installed because there is a high pressure applied to the end of the pipe during the CIPP installation which could cause the ACP to fail. Estimated costs assume that the CIPP will be fully structural with a thickness of 15 mm. A full structural liner will likely have a much longer lifespan than a thinner non-structural liner.

8.2.2 Sliplining

Sliplining is more economical than CIPP, but has the disadvantage of reduced hydraulic capacity due to the smaller resulting cross sectional area following installation. Slip lining reduces the inside diameter to 20-inches as compared to 22.8-inches following CIPP. See Section 5.4 for a discussion on the hydraulic impacts on the pipeline resulting from the various lining options. It is estimated that the cost of sliplining will be approximately one third that of pressure rated CIPP, and close to half that of the gravity rated CIPP (see Section 7.0). Two materials are commonly employed in sliplining; fused PVC and high density polyethylene (HDPE). Where hydraulic capacity is an issue, PVC has an advantage over HDPE. Fused PVC results in larger hydraulic capacity due to the thicker wall section required for HDPE. In order to slipline, insertion and/or pulling pits will be required at all bends in the existing pipe. Based on as-built drawings and CCTV logs, it was estimated that five insertion pits and six pulling pits will be required for sliplining. Potential pit locations are included in Appendix F. It was assumed that insertion pits will be 25 feet long, 10 feet wide, and 12 feet deep, and that pulling pits will be 15 feet long, 10 feet wide, and 12 feet deep. In each of these pits, a section of the asbestos cement pipe will need to be cut and removed for installation of the PVC piping. It was assumed that the annular space between the slipline and existing pipeline will be filled with low density cellular concrete in order to stabilize the pipe and prevent future collapse of the existing pipe. Table 8-1 shows the estimated costs associated with the repair/rehabilitation of the pipeline. Total project costs presented herein are rounded to the nearest $10,000. Detailed cost estimates and drawings showing assumptions for installing launching and receiving pits are included in Appendix F.

31

Table 8-1

Phase 2 Pipeline Rehabilitation Project Costs Item Description Cost ($)

1. CIPP Pipe Manhole 22 to Laguna WWTP – Pressurized(1)(2) Total Construction Cost $ 7,510,000 Implementation Cost (40 %) $ 3,004,000 Total Project Cost (Rounded to the Nearest $10,000) $10,510,000 2. CIPP Pipe Manhole 22 to Laguna WWTP – Gravity(1)(2) Total Construction Cost $4,350,000 Implementation Cost (40 %) $1,740,000 Total Project Cost (Rounded to the Nearest $10,000) $6,090,000 3. Slip Line Manhole 22 to Laguna WWTP with 20-inch C905 PVC Pipe(1) Total Construction Cost $2,540,000 Implementation Cost (40 %) $1,016,000 Total Project Cost (Rounded to the Nearest $10,000) $3,560,000 Notes:

1) Costs shown assume lining of the corroded pipe spool section at the SCWA intertie crossing is included and not done as a separate project.

2) See description of cost development for pressurized versus non-pressurized CIPP liner installation.

March 2012

APPENDIX A

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through pipeline.02400 668.6 RS Repaired section New section of pipe. 13'02544 722.2 RS Repaired section New section of pipe. 13'03025 873.8 SSS Surface damage, spalling slight 11 0103420 999.3 LL Line of sewer deviates left Pipe makes slight 10 degree turn to left.03420 999.3 RS Repaired section New section of pipe. 10'03439 1007.4 MH Manhole/Node03445 1007.4 HSL Hydrogen Sulphide (light) H2S corrosion all thoughout shaft of man

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Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 2900000 0.0 WL Water level 000500214 23.6 WL Water level 000000353 76.9 LR Line of sewer deviates right Pipe makes slight 10 degree right turn.00557 143.5 LR Line of sewer deviates right Pipe makes slight 10 degree right turn.00800 209.8 DEGJ Debris grease (at joint) 000000828 209.8 RS Repaired section New section of pipe. 13'01544 458.4 HSL Hydrogen Sulphide (light) H2S at 9 oclock position. Continues for 8'

across a joint.02224 672.5 HSL Hydrogen Sulphide (light) H2S at 9 oclock position. continues for 8'

across joint.02417 672.5 RS Repaired section New section of pipe. 13'02729 836.1 SSS Surface damage, spalling slight 1003033 934.7 SSS Surface damage, spalling slight 09 1003438 1062.0 SSS Surface damage, spalling slight 01 0203642 1125.7 SSS Surface damage, spalling slight 10 1104047 1254.5 RS Repaired section New section of pipe. 13'04247 1318.1 SSS Surface damage, spalling slight 01 0204339 1344.3 SSM Surface damage, spalling medium 12 0104532 1402.9 SSS Surface damage, spalling slight 10 1104858 1509.8 SSM Surface damage, spalling medium 01 0205137 1591.5 SSS Surface damage, spalling slight 1105625 1742.7 SSS Surface damage, spalling slight 0905657 1759.3 RS Repaired section New section of pipe. 13'05913 1818.7 SSS Surface damage, spalling slight 08 0910119 1874.2 SSS Surface damage, spalling slight 0910254 1911.9 SSM Surface damage, spalling medium 09 1010813 1977.0 SSS Surface damage, spalling slight 02 0310933 2003.8 SSS Surface damage, spalling slight 09 1010957 2003.8 SSS Surface damage, spalling slight 02 03

Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s

Tabular Report of PLR 29 W PsomasforContract


0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks11033 2020.7 MH Manhole/Node 2311033 2020.7 FH Finish of Surveys Over lap tracks from previous survey.

Large obstruction.Total Length Surveyed2,020.7 Ft


Mean Defect00

PeakPeak

00

Mean PipeMean Pipe

00

TotalTotal

00

Structural:Service:


0309 0903 1101 0804 0310


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Shape Circular


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Direction Upstream

Pre-clean N



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Year laid 70S Last cleaned

Contract

for Psomas


Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 2300000 0.0 WL Water level 000208 0.8 MH Manhole/Node00242 3.3 RS Repaired section New section of pipe. 10'00506 53.6 SSS Surface damage, spalling slight 10 1100525 53.6 SSS Surface damage, spalling slight 01 0200754 144.5 RS Repaired section New section of pipe. 13'00839 169.1 WL Water level 001000841 170.0 DEGJ Debris grease (at joint) 0000 Grease and slight spalling at joint01111 251.9 WL Water level 000001339 332.4 DE Debris (Not grease or silt) L 06 Large Rock. will attempt to push and

continue survey.01921 404.2 SA Survey abandoned Could not pass large rock. Will approach

from opposite side.Total Length Surveyed404.2 Ft


Mean Defect00

PeakPeak

00

Mean PipeMean Pipe

00

TotalTotal

00

Structural:Service:

Last Cleaned





City Rohnert Park, CaLocation type Main road carriageway (road has two lanes in at least one direction)









ServiceHydraulic

Constructional

Facility

Year laid 70S



0309 0903 1101 0804 0310


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Location type Private - with easement

Surface Other (state in remarks)Survey purpose Random survey of pipes and things

Pipe Use Sanitary

Shape Circular


Lining



Direction Upstream

Pre-clean N

General note Siphon Inspection

Location noteStructural Service

HydraulicConstructional

Facility


Contract

for Psomas


Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 2200000 0.0 WL Water level 000230 35.2 NF Not found S 02 05 0010 Unknown as to whats protruding through

joint. Possibly roots.00235 35.2 WL Water level 001000252 35.2 WL Water level 005000257 49.8 CUB Camera Submerged Begin01421 309.5 CUE Camera Submerged End01536 312.7 WL Water level 000001551 317.6 EL Encrustation light 12 12 0000 Encrustations all around pipe, (light)01633 321.8 DC Diameter of sewer changes 0010 Value of pipe diameter change is unknown.01700 321.8 OBJ Obstruction at joint Unknown obstruction in pipe. Unable to

continue.01700 321.8 SA Survey abandoned Could not pass obstruction.

Total Length Surveyed321.8 Ft


Mean Defect00

PeakPeak

00

Mean PipeMean Pipe

00

TotalTotal

00

Structural:Service:

Last Cleaned



Street Name Stoney Point rd.

Weather Dry

City Rohnert Park, CaLocation type Private - with easement







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Constructional

Facility

Year laid 70s



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Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 2200000 0.0 WL Water level 001000210 4.3 MH Manhole/Node00624 52.7 WL Water level 000000830 100.7 LO Lateral or connection exists OK 03 Lateral pipe at 3 oclock.00830 100.7 CJ Corrosion S 12 12 Slight corrosion in lateral pipe at base of

connection with main line.01814 308.2 RS Repaired section New section of pipe. 13'02450 522.4 WL Water level 001002449 555.2 WL Water level 000002929 673.1 HSL Hydrogen Sulphide (light) H2s lacated at crown of pipe. Continues

through pipe.03133 740.2 DEG Debris (Grease) S 12 0000 Grease begining to build throughout pipe.03314 793.4 RS Repaired section New section of pipe. 10'03518 860.9 DEGJ Debris grease (at joint) 000003637 891.7 SSS Surface damage, spalling slight 02 0304049 1026.8 SSS Surface damage, spalling slight 10 02 Spalling continues through pipe.04118 1042.2 SSS Surface damage, spalling slight 02 0304233 1082.3 SSS Surface damage, spalling slight 12 1204256 1095.5 SSS Surface damage, spalling slight 0204437 1149.3 SSS Surface damage, spalling slight 11 12 Spalling at joint.04643 1216.9 SSS Surface damage, spalling slight 11 0104935 1309.7 RS Repaired section New section of pipe. 13'05119 1365.0 SSS Surface damage, spalling slight 10 02 Spalling at joint.05231 1403.6 SSS Surface damage, spalling slight 12 Spalling at joint.05308 1422.5 SSS Surface damage, spalling slight 10 1205413 1458.3 DEG Debris (Grease) S 03 0000 Continuous grease building up from 3 to 9

oclock.05522 1494.7 SSS Surface damage, spalling slight 02 0305548 1494.7 SSS Surface damage, spalling slight 09 01

Last Cleaned





City Rohnert Park, CALocation type Road carriageway









ServiceHydraulic

Constructional

Facility

Year laid 70s



0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks05643 1537.6 SSS Surface damage, spalling slight 12 02 spalling with possible H2S.05703 1548.3 SSS Surface damage, spalling slight 02 03 Spalling/Grease at 3 oclock position05857 1608.8 SSM Surface damage, spalling medium 11 02 Continues to joint. 10'10106 1677.3 HSL Hydrogen Sulphide (light)10123 1684.9 DE Debris (Not grease or silt) S 06 Hammer found at joint.10143 1694.8 SSM Surface damage, spalling medium 12 03 Continues for approx 3' to joint.10150 1698.7 RS Repaired section New section of pipe. 13'10419 1779.9 DESJ Debris silt (at joint) 0000 Small muddy ball of silt at joint. Broke up

appon driving through it.10510 1806.5 SSM Surface damage, spalling medium 10 0210530 1806.5 SSM Surface damage, spalling medium 10 1110600 1832.9 SSS Surface damage, spalling slight 11 02 Spallong continues for 3'10929 1942.7 SSM Surface damage, spalling medium 12 0311406 2084.1 DEGJ Debris grease (at joint) 000011512 2110.7 RS Repaired section New section of pipe. 5'11552 2117.8 MH Manhole/Node Slight rust throughout man hole shaft.11925 2120.4 RS Repaired section New section of pipe. 5'12803 2302.6 HSL Hydrogen Sulphide (light) H2S at both 3 and 9 position. Continues for

8'.13035 2353.4 SSS Surface damage, spalling slight 11 0113100 2361.6 SSM Surface damage, spalling medium 11 01 Spalling continues for 5' cross a joint.13250 2401.9 SSS Surface damage, spalling slight 11 0113250 2401.9 DEGJ Debris grease (at joint) 000013519 2455.8 SSS Surface damage, spalling slight 12 01 Spalling at joint13604 2472.8 SSS Surface damage, spalling slight 12 02 Spalling continues for 9' up to joint13746 2509.8 SSS Surface damage, spalling slight 10 0313746 2509.8 DEGJ Debris grease (at joint) 000013924 2543.4 SSS Surface damage, spalling slight 01 0214049 2574.8 DEGJ Debris grease (at joint) 000014211 2602.7 RS Repaired section New section of pipe. 13'14427 2642.0 DEGJ Debris grease (at joint) 0000


0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks14505 2655.7 DEGJ Debris grease (at joint) 000000151 2695.5 DEGJ Debris grease (at joint) 000000224 2695.5 DEGJ Debris grease (at joint) 000000255 2709.0 DEGJ Debris grease (at joint) 000000324 2709.0 DEGJ Debris grease (at joint) 000000544 2788.9 GC General Comment Grease, H2s and Spralling is very light at

start of pipe and begins to worsenthroughtout survey.

00544 2788.9 MH Manhole/Node 1100544 2788.9 FH Finish of Surveys Approached tracks from previous survey

inspection.Total Length Surveyed2,788.9 Ft


Mean Defect00.5

PeakPeak

05

Mean PipeMean Pipe

00

TotalTotal

015

Structural:Service:


0309 0903 1101 0804 0310


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Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 1100000 0.0 WL Water level 000312 42.8 SSS Surface damage, spalling slight 12 1200617 142.2 SSS Surface damage, spalling slight 12 1200816 207.5 SSS Surface damage, spalling slight 01 0200936 249.9 SSS Surface damage, spalling slight 10 0201151 323.6 DEG Debris (Grease) S 09 000001258 359.8 SSS Surface damage, spalling slight 0901306 359.8 SSS Surface damage, spalling slight 1001414 400.6 DEG Debris (Grease) S 03 000001502 427.0 SSS Surface damage, spalling slight 11 1201514 433.4 SSS Surface damage, spalling slight 10 1101542 448.3 SSS Surface damage, spalling slight 11 0101624 469.3 HSL Hydrogen Sulphide (light)01710 495.4 SSS Surface damage, spalling slight 0201716 498.7 DEGJ Debris grease (at joint) 000001728 504.6 SSS Surface damage, spalling slight 10 11 continuous spalling at 10 to 11. Approx 10'01804 525.3 RS Repaired section New pipe section 13'01850 551.1 SSS Surface damage, spalling slight 11 0101910 561.4 SSS Surface damage, spalling slight 1101910 561.4 DEG Debris (Grease) S 02 000002007 592.0 DEGJ Debris grease (at joint) 000002142 643.6 SSS Surface damage, spalling slight 11 12 spalling continues to joint.02207 657.3 DEGJ Debris grease (at joint) 000002238 674.3 SSS Surface damage, spalling slight 11 0202251 681.4 SSS Surface damage, spalling slight 10 1102821 859.9 SSS Surface damage, spalling slight 10 1102829 863.9 SSS Surface damage, spalling slight 10 1102835 867.3 DEGJ Debris grease (at joint) 0000

Last Cleaned





City Rohnert ParkLocation type Main road carriageway (road has two lanes in at least one direction)









ServiceHydraulic

Constructional

Facility

Year laid 70s



0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks02952 906.8 DEGJ Debris grease (at joint) 000002955 909.1 SSS Surface damage, spalling slight 10 1103017 921.0 SSS Surface damage, spalling slight 10 1103043 935.3 HSL Hydrogen Sulphide (light)03153 973.3 SSS Surface damage, spalling slight 01 02 continuos spalling for 7'03240 999.0 RS Repaired section New section of pipe. 13'03610 1111.3 HSL Hydrogen Sulphide (light)03739 1159.2 SSS Surface damage, spalling slight 12 12 spalling at joint03759 1170.9 DEGJ Debris grease (at joint) 000003847 1178.6 SSS Surface damage, spalling slight 10 0203930 1197.9 OB Obstruction Small debris. Able to push and continue

survey.04216 1266.7 SSS Surface damage, spalling slight 1204258 1288.6 WL Water level 000504329 1305.2 OB Obstruction Small debris. Able to push and continue

survey.04444 1344.5 OB Obstruction Small debris. Able to push and continue

survey.04547 1344.5 SSS Surface damage, spalling slight 10 1204638 1399.2 SSS Surface damage, spalling slight 10 1104731 1427.6 OB Obstruction Small debris. Able to puch and continue

survey.04901 1469.2 WL Water level 001004932 1486.8 RS Repaired section New section of pipe. 13'05052 1503.9 DEG Debris (Grease) S 03 000005110 1513.0 DEGJ Debris grease (at joint) 000005136 1525.3 DEGJ Debris grease (at joint) 000005143 1525.3 SSS Surface damage, spalling slight 0205149 1532.6 SSS Surface damage, spalling slight 10 1105201 1532.6 DEGJ Debris grease (at joint) 000005227 1553.2 SSS Surface damage, spalling slight 11 12 spalling at joint.05252 1565.2 DEGJ Debris grease (at joint) 0000 Grease starts 2' from joint and continues to


0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarksjoint.

05308 1573.1 SSS Surface damage, spalling slight 02 0305320 1578.0 DEGJ Debris grease (at joint) 000005320 1578.0 SSS Surface damage, spalling slight 11 12 Spalling starts at joint and continues for 5'05406 1600.3 SSS Surface damage, spalling slight 03 0405421 1607.8 SSS Surface damage, spalling slight 11 1205447 1620.4 HSL Hydrogen Sulphide (light) Slight H2S deposits on crown of pipe.

Continues till joint section, 10'05609 1659.7 SSS Surface damage, spalling slight 12 1205633 1670.2 SSS Surface damage, spalling slight 12 12 spalling at point05730 1696.0 DEGJ Debris grease (at joint) 000005742 1701.6 SSS Surface damage, spalling slight 03 0405852 1733.0 DEG Debris (Grease) S 03 000005858 1733.0 DEGJ Debris grease (at joint) 000005923 1748.9 DEGJ Debris grease (at joint) 000010056 1793.2 SSS Surface damage, spalling slight 12 0210109 1798.3 SSS Surface damage, spalling slight 12 1210806 1983.1 SSS Surface damage, spalling slight 11 0110840 2000.2 RS Repaired section New section of pipe. 13'11047 2000.2 SSS Surface damage, spalling slight 10 0211133 2000.2 SSS Surface damage, spalling slight 01 0211414 2129.9 SSS Surface damage, spalling slight 1212848 2299.3 REM Remarks Past over obstructions.12920 2299.3 WL Water level 000013053 2345.3 SA Survey abandoned Lost traction, will finish survey from

opposite direction.Total Length Surveyed2,345.3 Ft


Mean Defect00.7

PeakPeak

05

Mean PipeMean Pipe

00

TotalTotal

025

Structural:Service:


0309 0903 1101 0804 0310


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Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 0400000 0.0 WL Water level 000218 12.9 DE Debris (Not grease or silt) S 1000326 41.0 DEG Debris (Grease) S 10 000000326 41.0 DEG Debris (Grease) S 03 000000352 53.4 DEG Debris (Grease) S 03 000000414 65.8 DEG Debris (Grease) S 08 000000536 106.5 DEG Debris (Grease) S 02 000000910 224.3 SSS Surface damage, spalling slight 1101001 252.9 SE Surface erosion S 1201003 253.3 DE Debris (Not grease or silt) S 1101118 293.3 DE Debris (Not grease or silt) S 1201131 300.4 NF Not found M 10 01 0020 Possible H2S corrosion. 01142 307.1 SJ Separated Joint S 10 10 small gap in joint01143 307.6 HSL Hydrogen Sulphide (light) 10 o'clock possition.01152 312.7 CJ Corrosion S 12 12 discoloration due to corrosion01405 385.2 SSM Surface damage, spalling medium 10 1101405 385.2 HSL Hydrogen Sulphide (light) surface damage due to H2S01849 435.7 SSM Surface damage, spalling medium 02 02 Continuous hanging debris.01939 461.6 SSM Surface damage, spalling medium 02 0302105 500.4 MH Manhole/Node02105 500.4 CJ Corrosion S Corrosion at manhole connection03313 861.3 HSL Hydrogen Sulphide (light)03948 997.6 SSS Surface damage, spalling slight 10 1104004 1006.5 RS Repaired section New section of pipe.13'04313 1102.3 SSS Surface damage, spalling slight 10 1105026 1298.3 SSS Surface damage, spalling slight 09 1005631 1493.6 RS Repaired section New section of pipe. 13'10453 1662.4 DEGJ Debris grease (at joint) 000011822 1977.5 RS Repaired section New section of pipe. 13'

Last Cleaned


Setup 1Operator Patrick white Van Ref 01



City Rohnert ParkLocation type Road carriageway









ServiceHydraulic

Constructional

Facility

Year laid 70s



0309 0903 1101 0804 0310


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Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks12115 2051.6 SSS Surface damage, spalling slight 11 0112228 2087.2 WL Water level 000512645 2183.7 SSS Surface damage, spalling slight 11 0112724 2203.3 SSS Surface damage, spalling slight 10 1112904 2253.9 DEGJ Debris grease (at joint) 000013023 2296.9 DEG Debris (Grease) S 09 0000 Grease and spalling build up.13042 2306.4 SSS Surface damage, spalling slight 01 0213205 2349.7 SSS Surface damage, spalling slight 10 1000209 2440.3 DEGJ Debris grease (at joint) 0030 Continues the lenght of pipe. 13'00913 2497.4 RS Repaired section New section of pipe. 13'01638 2668.2 SSS Surface damage, spalling slight 01 0201948 2752.2 HSL Hydrogen Sulphide (light)02355 2854.6 HSL Hydrogen Sulphide (light)02730 2934.3 SSS Surface damage, spalling slight 01 0202918 2975.2 SSS Surface damage, spalling slight 11 1202947 2985.4 SSS Surface damage, spalling slight 01 0203029 3003.2 RS Repaired section New section of pipe. 13'03240 3039.8 SSS Surface damage, spalling slight 01 0205419 3418.9 SSS Surface damage, spalling slight 11 0105750 3447.5 WL Water level 0000 water level drops to less then 5%10049 3482.6 WL Water level 000510128 3492.8 RS Repaired section New section of pipe 6'10506 3505.3 MH Manhole/Node reached man hole 11 10506 3505.3 REM Remarks Pipe has continuous spalling, Light H2S

corrosion and hanging debris.3505.3 FH Finish of Surveys



Mean Defect1.41.6

PeakPeak

3010

Mean PipeMean Pipe

00

TotalTotal

3045

Structural:Service:


0309 0903 1101 0804 0310


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Video Count CD Code Sev Fr To Value Remarks00000 0.0 ST Start of Survey00000 0.0 MH Manhole/Node 400000 0.0 WL Water level 000436 18.1 SSS Surface damage, spalling slight 12 1200623 54.8 SSS Surface damage, spalling slight 09 0900924 150.7 DEGJ Debris grease (at joint) 0000 Grease and debris build up.01041 192.0 SSS Surface damage, spalling slight 10 1001333 284.0 DEGJ Debris grease (at joint) 000001356 296.2 WL Water level 000501532 324.6 SSS Surface damage, spalling slight 03 0401537 327.7 SSS Surface damage, spalling slight 08 0901544 331.3 DEG Debris (Grease) S 09 000001544 331.3 WL Water level 000001600 341.0 DEG Debris (Grease) S 09 000001608 345.1 SSS Surface damage, spalling slight 0901620 351.5 DEG Debris (Grease) S 09 000001620 351.5 DEGJ Debris grease (at joint) 000001645 364.6 DEGJ Debris grease (at joint) 0000 Grease deposits at 3 and 9.01733 391.4 DEGJ Debris grease (at joint) 0000 Grease build up at joint and 8" past joint02029 412.3 DEG Debris (Grease) S 09 000002053 424.9 SSS Surface damage, spalling slight 09 0902144 451.0 MH Manhole/Node02144 451.0 DEG Debris (Grease) S 03 0000 At bottom of man hole.02144 451.0 SSS Surface damage, spalling slight 03 09 spralling at bottom of man hole02229 452.0 SE Surface erosion S 12 12 Man hole wall showing slight erosion.02643 478.8 SSS Surface damage, spalling slight 01 0202925 565.9 HSL Hydrogen Sulphide (light) light H2S at 11 oclock02934 568.3 SSS Surface damage, spalling slight 11 1103226 660.4 SSS Surface damage, spalling slight 09 1003423 723.4 DESJ Debris silt (at joint) 0000

Last Cleaned










From4 Depth 13.00 FtTo TERMINAL Depth Ft




ServiceHydraulic

Constructional

Facility

Year laid 70s



0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks03423 723.4 DEGJ Debris grease (at joint) 000003504 749.5 LR Line of sewer deviates right line makes slight right turn. less then 15

degrees03643 798.0 DEG Debris (Grease) S 02 000003742 828.3 DEGJ Debris grease (at joint) 000003748 831.2 SSS Surface damage, spalling slight 09 Slight spalling with possible H2S corrosion03854 867.6 DEGJ Debris grease (at joint) 000003955 899.7 SSS Surface damage, spalling slight 12 12 spalling at man hole04013 901.6 MH Manhole/Node04013 901.6 DEG Debris (Grease) S 12 0000 Grease at base of man hole.04013 901.6 SE Surface erosion M 12 12 Man hole wall has medium

erosion/corrosion.04308 901.6 SD Surface damage M 12 12 Longitudinal seperation at bottom of

manhole.04550 939.9 DEG Debris (Grease) S 03 000004647 972.8 DEGJ Debris grease (at joint) 000004732 996.0 SSS Surface damage, spalling slight 0204733 996.0 DEGJ Debris grease (at joint) 000004809 1015.3 WL Water level 001005107 1109.2 SSS Surface damage, spalling slight 03 0305415 1209.6 DEGJ Debris grease (at joint) 000005506 1237.0 DEGJ Debris grease (at joint) 000005656 1262.6 WL Water level 002005748 1289.5 HSL Hydrogen Sulphide (light) 3 o clock position05901 1329.0 WL Water level 001505952 1355.3 WL Water level 003510026 1360.1 IGJ Infiltration gusher (at joint) 01 02 Lateral pipe dumping water into mainline.10026 1360.1 DEG Debris (Grease) S 12 0000 Grease build up at lateral pipe10501 1364.9 CU Camera under water Camera moving under gushing water from

lateral pipe10544 1387.0 WL Water level 002010607 1400.2 SSS Surface damage, spalling slight 03


0309 0903 1101 0804 0310


Last Cleaned














ServiceHydraulic

Constructional

Facility

Year laid 70s


Video Count CD Code Sev Fr To Value Remarks10616 1404.9 HSL Hydrogen Sulphide (light) H2S/ spalling at 12 o'clock10637 1416.1 DEGJ Debris grease (at joint) 000510702 1428.9 DEG Debris (Grease) S 03 000010702 1428.9 DEG Debris (Grease) S 09 000010710 1428.9 DEG Debris (Grease) S 03 000010726 1442.2 DEGJ Debris grease (at joint) 000510726 1442.2 SSS Surface damage, spalling slight 09 10 Spalling at the joint10750 1455.0 DEGJ Debris grease (at joint) 000011128 1485.9 DEG Debris (Grease) S 03 000011131 1485.9 SSS Surface damage, spalling slight 1211136 1485.9 DEG Debris (Grease) S 03 000011213 1508.9 WL Water level 002511345 1556.7 HSL Hydrogen Sulphide (light)11435 1582.0 SSS Surface damage, spalling slight 08 0911435 1582.0 DEG Debris (Grease) S 03 000011808 1600.9 JDS Joint displaced slight12256 1681.4 DEG Debris (Grease) S 08 000012320 1693.0 SSS Surface damage, spalling slight 03 0512349 1693.0 WL Water level 001012715 1815.8 OBJ Obstruction at joint Large obstruction at joint/mitter12715 1815.8 CJ Corrosion M 12 12 corrosion at joint13222 1816.6 SA Survey abandoned could not pass obstruction. survey ended



Mean Defect3.11.6

PeakPeak

4015

Mean PipeMean Pipe

00

TotalTotal

8080

Structural:Service:


0309 0903 1101 0804 0310


March 2012

APPENDIX B

CCTV PHOTO CAPTURES

March 2012

APPENDIX B.1

MANHOLE 43 TO PUMP STATION

From MH 43 to Pump Station: 1004 Feet from MH 43 in the Upstream Direction – MH 45

From MH 43 to Pump Station: 1007 Feet from MH 43 in the Upstream Direction – MH 45

From MH 43 to Pump Station: 1487 Feet from MH 43 in the Upstream Direction











March 2012

APPENDIX B.2

MANHOLE 43 TO MANHOLE 39

From MH 43 to 39: 500 Feet from MH 43 in the Downstream Direction – Surface Spalling

From MH 43 to 39: 926 Feet from MH 43 in the Downstream Direction – DIP Spool

From MH 43 to 39: 1246 Feet from MH 43 in the Downstream Direction

From MH 43 to 39: 1407 Feet from MH 43 in the Downstream Direction – DIP Spool

From MH 43 to 39: 1813 Feet from MH 43 in the Downstream Direction – Surface Spalling

From MH 43 to 39: 1862 Feet from MH 43 in the Downstream Direction – MH 39

From MH 43 to 39: 1864 Feet from MH 43 in the Downstream Direction – MH 39

March 2012

APPENDIX B.3


From MH 34 to MH 39: 12 Feet from MH 34 in the Upstream Direction – Sewer Deviates to the Right

From MH 34 to MH 39: 56 Feet from MH 34 in the Upstream Direction

From MH 34 to MH 39: 69 Feet from MH 34 in the Upstream Direction – Separated Joint

From MH 34 to MH 39: 283.8 Feet from MH 34 in the Upstream Direction – Spalling Top of Pipe

From MH 34 to MH 39: 1705 Feet from MH 34in the Upstream Direction



March 2012

APPENDIX B.4


From MH 34 to MH 29: 140 Feet from MH 34 in the Downstream Direction





From MH 34 to MH 29: 1899.7 Feet from MH 34 in the Downstream Direction


March 2012

APPENDIX B.5



From MH 29 to MH 23: 1112 Feet from MH 29 in the Downstream Direction – Hole in Pipe



From MH 29 to MH 23: 1340 Feet from MH 29 in the Downstream Direction – Surface Spalling

From MH 29 to MH 23: 1508 Feet from MH 29 in the Downstream Direction – Surface Spalling

From MH 29 to MH 23: 1759 Feet from MH 29 in the Downstream Direction –DIP Spool Section Corrosion Top of Pipe



March 2012

APPENDIX B.6



From MH 23 to MH 29: 0 Feet from MH 23 in the Upstream Direction – MH 23A

From MH 23 to MH 29: 0.8 Feet from MH 23 in the Upstream Direction – MH 23A

From MH 23 to MH 29: 4.4 Feet from MH 23 in the Upstream Direction – DIP Spool




From MH 23 to MH 29: 142.5 Feet from MH 23 in the Upstream Direction – DIP Spool





Manhole 23 – CCTV of Siphon

Manhole 23 – Corroded ARV

March 2012

APPENDIX B.7

SIPHON, MANHOLE 23 TO MANHOLE 22

From MH 23 to MH 22: 1.6 Feet from MH 23 in the Downstream Direction

From MH 23 to MH 22: 133.6 Feet from MH 23 in the Downstream Direction – Joint Separation

From MH 23 to MH 22: 191.7 Feet from MH 23 in the Downstream Direction – Joint Erosion & Separation

From MH 23 to MH 22: 198.3 Feet from MH 23 in the Downstream Direction – Joint Erosion & Separation


From MH 23 to MH 22: 223.9 Feet from MH 23 in the Downstream Direction – Joint Erosion and Separation

From MH 23 to MH 22: 243.7 Feet from MH 23 in the Downstream Direction – Crack

From MH 23 to MH 22: 243.7 Feet from MH 23 in the Downstream Direction - Crack






From MH 23 to MH 22: 311.8 Feet from MH 23 in the Downstream Direction – MH 22

From MH 23 to MH 22: 315.3 Feet from MH 23 in the Downstream Direction – MH 22

March 2012

APPENDIX B.8


From MH 22 to MH 11: 2 Feet from MH 22 in the Downstream Direction- MH 21A

From MH 22 to MH 11: 98 Feet from MH 22 in the Downstream Direction – Landfill Leachate Lateral

From MH 22 to MH 11: 101 Feet from MH 22 in the Downstream Direction – Landfill Leachate Line









From MH 22 to MH 11: 2116 Feet from MH 22 in the Downstream Direction – MH 17


March 2012

APPENDIX B.9









March 2012

APPENDIX B.10


From MH 4 to MH 11: 385.7 Feet from MH 4 in the Upstream Direction



From MH 4 to MH 11: 496 Feet from MH 4 in the Upstream Direction – MH 5















March 2012

APPENDIX B.11

MANHOLE 4 TO SANTA ROSA WWTP

From MH 4 to Santa Rosa WWTP: 322.7 Feet from MH 4 in the Downstream Direction

From MH 4 to Santa Rosa WWTP: 410 Feet from MH 4 in the Downstream Direction

From MH 4 to Santa Rosa WWTP: 447 Feet from MH 4 in the Downstream Direction – Buried MH 3







From MH 4 to Santa Rosa WWTP: 1352 Feet from MH 4 in the Downstream Direction – MH 1

From MH 4 to Santa Rosa WWTP: 1360 Feet from MH 4 in the Downstream Direction – Lateral Active


From MH 4 to Santa Rosa WWTP: 1813 Feet from MH 4 in the Downstream Direction – Pipe turns right – Concrete Debris in Pipe


March 2012

APPENDIX C

SCWA RUSSIAN RIVER COTATI INTERTIE PROJECT DRAWINGS

March 2012

APPENDIX D

SURVEY MONUMENT RECORDS

ROH0101.00 PSOMAS

Page 1 of 2 CITY OF ROHNERT PARK #100

CITY OF ROHNERT PARK SEWER INTERCEPTOR/OUTFALL PROJECT SURVEY MONUMENT RECORD

MONUMENT NUMBER 100 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Santa Rosa Laguna Treatment Plant

CALIFORNIA STATE PLANE COORDINATE SYSTEM (CCS83) ZONE 2 (0402) LATITUDE (N.) 38°22'07.66197" NORTHING (FT.) 1897049.339

LONGITUDE (W.) 122°45'50.02089" EASTING (FT.) 6342651.219 MAPPING ANGLE -00°28'53.80" ELEVATION (FT.) 88.09

COMBINED FACTOR 0.99999443

HORIZONTAL DATUM NORTH AMERICAN DATUM (NAD) OF 1983 VERTICAL DATUM NATIONAL GEODETIC VERTICAL DATUM (NGVD) OF 1929

ORDER OF SURVEY

HORIZONTAL 1st 2nd 3rd 4th

VERTICAL 1st 2nd 3rd 4th

DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #100 is located at the Santa Rosa Laguna Treatment Plant north of the warehouse & west of Walker Avenue. INTERVISIBLE POINT 101 GRID AZIMUTH & DISTANCE From 100 to 101 179º08''25" 1003.02 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS



MONUMENT NUMBER 101 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / South of Santa Rosa Laguna Treatment Plant; west side of Walker Ave.





ORDER OF SURVEY



DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #101 is located south of the Santa Rosa Laguna Treatment Plant and west of Walker Avenue, 37' due west of a gravel road north of the Laguna de Santa Rosa. INTERVISIBLE POINT 100 GRID AZIMUTH & DISTANCE From 101 to 100 359º08''25" 1003.02 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS



MONUMENT NUMBER 102 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Northeasterly of the Laguna de Santa Rosa levee road





ORDER OF SURVEY



DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #102 is located northeasterly of the Laguna de Santa Rosa levee road & westerly of Stony Point Road, 12' northeasterly from a 4' high t-post & barbed wire fence. INTERVISIBLE POINT 103 GRID AZIMUTH & DISTANCE From 102 to 103 155º39''16" 1064.89 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS



MONUMENT NUMBER 103 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Northeasterly of the Laguna de Santa Rosa levee road





ORDER OF SURVEY



DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #103 is located northeasterly of the Laguna de Santa Rosa levee road & westerly of Stony Point Road, 11' northeasterly from a 4' high t-post & barbed wire fence. INTERVISIBLE POINT 103 GRID AZIMUTH & DISTANCE From 103 to 102 335º39''16" 1064.89 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS


CITY OF ROHNERT PARK SEWER INTERCEPTOR/OUTFALL PROJECT SURVEY MONUMENT RECORD MONUMENT NUMBER 104 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Near intersection of Rohnert Park Expressway & the Bellevue/Wilfred Flood

Control Channel CALIFORNIA STATE PLANE COORDINATE SYSTEM (CCS83) ZONE 2 (0402) LATITUDE (N.) 38°21'04.76132" NORTHING (FT.) 1890618.070 LONGITUDE (W.) 122°44'05.93961" EASTING (FT.) 6350888.749 MAPPING ANGLE -00°27'48.18" ELEVATION (FT.) 86.75 COMBINED FACTOR 0.99999443 HORIZONTAL DATUM NORTH AMERICAN DATUM (NAD) OF 1983 VERTICAL DATUM NATONAL GEODETIC VERTICAL DATUM (NGVD) OF 1929 ORDER OF SURVEY HORIZONTAL 1st 2nd 3rd 4th


DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #104 is located easterly of Stony Point Road and the Bellevue/Wilfred Flood Control Channel; 3' north of the back of curb of Rohnert Park Expressway, 45' southwesterly of a 12" Redwood, and 15' southeasterly of an 8" Redwood. INTERVISIBLE POINT 105 GRID AZIMUTH & DISTANCE From 104 to 105 115º00''44" 1004.45 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS



MONUMENT NUMBER 105 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Near intersection of Rohnert Park Expressway & the Bellevue/Wilfred Flood

Control Channel CALIFORNIA STATE PLANE COORDINATE SYSTEM (CCS83) ZONE 2 (0402)

LATITUDE (N.) 38°21'00.63592" NORTHING (FT.) 1890193.379 LONGITUDE (W.) 122°43'54.47062" EASTING (FT.) 6351798.999 MAPPING ANGLE -00°27'40.95" ELEVATION (FT.) 90.06



ORDER OF SURVEY



DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #105 is located easterly of Stony Point Road and the Bellevue/Wilfred Flood Control Channel & south of the Rohnert Park Expressway. INTERVISIBLE POINT 104 GRID AZIMUTH & DISTANCE From 105 to 104 295º00''44" 1004.45 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS



MONUMENT NUMBER 106 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Rohnert Park Expressway and Labath Avenue





ORDER OF SURVEY



DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #106 is located northerly of Rohnert Park Expressway, easterly of Labath Avenue and north of the Hinebaugh Creek bike path. INTERVISIBLE POINT 107 GRID AZIMUTH & DISTANCE From 106 to 107 89º57''24" 1236.17 feet

ROH0101.00 PSOMAS


ROH0101.00 PSOMAS



MONUMENT NUMBER 107 MONUMENT STAMPING CITY OF ROHNERT PARK MONUMENT DESCRIPITON 3-1/2” Brass Disk w/ 6” concrete collar set in City of Rohnert Park cast iron ring & cover COUNTY / AREA Sonoma / Rohnert Park Expressway and Redwood Drive




HORIZONTAL DATUM NORTH AMERICAN DATUM (NAD) OF 1983 VERTICAL DATUM NORTH AMERICAN VERTICAL DATUM (NAVD) OF 1988

ORDER OF SURVEY



DATE OF SURVEY OCTOBER 2011 MONUMENT LOCATION: CITY OF ROHNERT PARK CONTROL #107 is located northerly of Rohnert Park Expressway, easterly of Labath Avenue and west of the sidewalk abutting Redwood Road. INTERVISIBLE POINT 106 GRID AZIMUTH & DISTANCE From 107 to 106 269º57''24" 1236.17 feet

ROH0101.00 PSOMAS


March 2012

APPENDIX E

DIPRA TELEPHONE MEMORANDUM AND CLEANING GUIDELINES

RECORD OF TELEPHONE CONVERSATION

Date: 1/04/2012 Job: Rohnert Park 24-inch Sewer Interceptor Outfall

Individual Organization Telephone No.

From: Suzan England Psomas 1-925-937-3440 ext. 2137

To: Paul Hanson Dipra 219-464-4075

Subject: Cleaning the Corroded Pipe Spool

NOTES: Conversation took place after I sent an email containing photographs of the corroded pipe section to Paul Hanson to get his opinion on the cause of the corrosion, and if the pipe can be cleaned or if it was likely to fail given the condition. I asked Paul if the SCWA crossing cathodic protection system could have caused the corrosion to the top of the pipe. According to Paul, a sacrificial anode system has never caused a ductile iron piping system to fail. Paul noted that overhead power lines, impressed current systems and other causes of stray currents are of concern, but not a pipe installed with sacrificial anodes such as is the case currently. Paul noted the pipe could be subject to corrosion from the outside soils. Pipes installed in 1975 would not likely be encased in polyethylene bags. I told him the soil resistivity values from the Harding Lawson Geotechnical report (two readings one at 700 ohm-cm, and one at 2300 ohm-cm). Paul stated that the lower the readings, the more corrosive, and that anything under 1800 ohm-cm is considered corrosive. Paul confirmed that class 4 pipe is the same as class 54 and for the 24-inch size would correspond to a 0.5-inch wall thickness. He noted the pipe is per AWWA C150 Table 15. Paul stated that typically when DIP corrodes, the iron is lost but the graphite is left behind. Although the graphite that will be left behind will have little to no strength remaining, it may hold up to the cleaning. Paul did not believe the pipe would collapse if proper procedures were followed.

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March 2012

APPENDIX F

COST ESTIMATES

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March 2012

APPENDIX G

PUMP CURVES

PPump Data Sheet - Fairbanks Morse Pump, 60 Hz

Company: JM Squared Associates, Inc.Name: Martin VeselyDate: 2/6/2012

Rohnert Park - Small Pump

Pump:Size: 8"5414SType: 5400-NONCLOG Speed: 1170 rpmSynch speed: 1200 rpm Dia: 13.7 inCurve: 140806A Impeller: T8D1ASpecific Speeds: Ns: 2924

Nss: 8381Dimensions: Suction: 10 in

Discharge: 8 in

Pump Limits:Temperature: 150 °F Power: ---Pressure: 75 psi g Eye area: ---Sphere size: 3.5 in

Search Criteria:Flow: --- Head: ---

Fluid:Water Temperature: 60 °FDensity: 62.37 lb/ft³ Vapor pressure: 0.2563 psi aViscosity: 1.105 cP Atm pressure: 14.7 psi aNPSHa: ---

Motor:Size: 50 hpSpeed: 1200Frame: 365T

Standard: NEMAEnclosure: TEFC

Sizing criteria: Max Power on Design Curve

H2Optimize - Fairbanks-Morse 9 Selected from catalog: Fairbanks Morse Centrifugal.60 Vers: 3.3

---- Data Point ----Flow: 2550 US gpmHead: 52.4 ftEff: 84%Power: 40.4 hpNPSHr: 13.6 ft

---- Design Curve ----Shutoff head: 87.7 ftShutoff dP: 38 psiMin flow: 1200 US gpmBEP: 84% @ 2586 US gpmNOL power:

41.5 hp @ 3127 US gpm

-- Max Curve --Max power:

45.4 hp @ 3438 US gpm

Curve efficiencies are typical. For guaranteed values, contact Fairbanks Morse or your local distributor. Las eficiencias encurvas son típicas. Para valores garantizados contacte a Fairbanks Morse o a su distribuidor local.

US gpm

NPS

Hr -

ft

3500300025002000150010000 500

10

20

30

Hea

d - f

t

3500300010

20

2500

30

2000

40

50

1500

60

1000

70

80

500

90

83.7

13.7 in

14 in

11 in

20 hp25 hp

30 hp

40 hp

70

70

70

70

75

75

75

75

77

77

79

79

80

80

81

81

82

82

83

83

Performance Evaluation:Flow Speed Head Efficiency Power NPSHrUS gpm rpm ft % hp ft3386 1170 38.5 80 41.4 212822 1170 48.1 83 41.1 15.12258 1170 57 83 39.3 12.71693 1170 65.6 79 35.7 11.91129 1170 --- --- --- ---

PPump Data Sheet - Fairbanks Morse Pump, 60 Hz

Company: JM Squared Associates, Inc.Name: Martin VeselyDate: 2/6/2012

Rohnert Park - Large Pump

Pump:Size: 8"5414L (D)Type: 5400-NONCLOG Speed: 1140 rpmSynch speed: 1200 rpm Dia: 15.2 inCurve: 140806D Impeller: T8D1DSpecific Speeds: Ns: 2431

Nss: 7302Dimensions: Suction: 10 in

Discharge: 8 in

Pump Limits:Temperature: 150 °F Power: ---Pressure: 75 psi g Eye area: ---Sphere size: 4 in

Search Criteria:Flow: --- Head: ---

Fluid:Water Temperature: 60 °FDensity: 62.37 lb/ft³ Vapor pressure: 0.2563 psi aViscosity: 1.105 cP Atm pressure: 14.7 psi aNPSHa: ---

Motor:Size: 60 hpSpeed: 1200Frame: 404T

Standard: NEMAEnclosure: TEFC

Sizing criteria: Max Power on Design Curve

H2Optimize - Fairbanks-Morse 9 Selected from catalog: Fairbanks Morse Centrifugal.60 Vers: 3.3

---- Data Point ----Flow: 3500 US gpmHead: 41.9 ftEff: 70%Power: 53 hpNPSHr: 23.3 ft

---- Design Curve ----Shutoff head: 106 ftShutoff dP: 45.9 psiMin flow: 1300 US gpmBEP: 80% @ 2534 US gpmNOL power:

53 hp @ 3501 US gpm

-- Max Curve --Max power:

65.3 hp @ 3854 US gpm

Curve efficiencies are typical. For guaranteed values, contact Fairbanks Morse or your local distributor. Las eficiencias encurvas son típicas. Para valores garantizados contacte a Fairbanks Morse o a su distribuidor local.

US gpm

NPS

Hr -

ft

40003500300025002000150010000 500

20

40

Hea

d - f

t

4000350020 3000

40

2500

60

2000

80

1500

100

1000

120

500

80.5

15.2 in

16 in

13 in

30 hp

40 hp

50 hp 60 hp

70

70 70

70

75

75

75

75

78

78

80

80

82

82

Performance Evaluation:Flow Speed Head Efficiency Power NPSHrUS gpm rpm ft % hp ft3361 1140 45.6 73 53 21.42801 1140 58.5 80 51.9 16.92241 1140 69 79 49 14.21681 1140 78.4 76 44 12.71120 1140 --- --- --- ---

THE 2019 INTERCEPTOR OUTFALL

PHASE 2

CITY PROJECT NO. 2018-28

FEBRUARY 2020

VICINITY MAP LOCATION MAP

PREPARED BY

City of Rohnert Park

SONOMA COUNTY

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ROHNERT PARK

LOCATION

PROJECT

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PROJECT

SHEET INDEX

SHEET NO. DRAWING NO. DRAWING TITLE

1 G-001 TITLE SHEET, VICINITY AND LOCATION MAPS, AND SHEET INDEX

10 C-502

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:

REV. NO. DATE DESCRIPTION BY

CITY OF ROHNERT PARK130 AVRAM AVENUEROHNERT PARK, CALIFORNIA 94928PHONE: (707) 588-2232 FAX: (707) 794-9242

APPROVED:

VANESSA GARRETT, P.E. CE44573

DEPUTY CITY ENGINEER

Project No. 2018 - 28

PHASE 2

FEBRUARY 2020

10

2235 Mercury Way Suite 150Santa Rosa California 95407 USAT 1 707 523 1010 F 1 707 527 8679 W www.ghd.com

GHD Inc.

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LICENSE EXPIRES SEPTEMBER 30, 2021

C7465312/31/21

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STAT E OF CA L I FO R N IAC I V I L

PAR A

S T O U H O O S H I A L S A D AT

TITLE SHEET, VICINITY AND LOCATION MAPS, AND SHEET INDEX 1

G-001

9

8 C-105

7 C-104

6 C-103

2 G-002GENERAL NOTES, LEGEND AND ABBREVIATIONS

24" FORCEMAIN REHABILITATION PLAN - STA 15+46 TO 22+50

3 G-003 KEY MAP

5

4

CIVIL DETAILS-2

C-102

C-101

APPROVED FOR CONSTRUCTION:

Vanessa Garrett, P.E. CE84141 DATE

Deputy City Engineer





C-501 CIVIL DETAILS-1

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


GHD Inc.

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GENERAL NOTES, ABBREVIATIONS AND LEGEND2

G-001

S

LEGEND

SEWER MANHOLE REHABILITATION

SEWER FORCEMAIN REHABILIITATION

PROPERTY LINES (APPROXIMATE)

ABBREVIATIONS

1. STATIONS AND ELEVATIONS INDICATED ON THIS PLAN SET ARE FROM THE

1973 ROHNERT PARK INTERCEPTOR SEWER PROJECT. THE BASIS OF

VERTICAL DATUM IS NGVD 29.

2. NO BYPASS SYSTEM IS IDENTIFIED FOR WORK. COORDINATE WITH THE CITY

OF ROHNERT PARK FOR DIVERTING THE FLOW.

3. IT IS THE RESPONSIBILITY OF THE CONTRACTOR TO ENSURE ALL MATERIALS

AND WORKMANSHIP FULLY CONFORM TO THE SPECIFICATIONS, STANDARDS

AND ORDINANCES OF THE CITY OF ROHNERT PARK.

4. EXISTING UNDERGROUND UTILITIES SHOWN ARE BASED ON FIELD

OBSERVATIONS AND EXISTING UTILITY MAPS PROVIDED TO THE ENGINEER

AND MAY NOT BE ACCURATE. EXISTING UNDERGROUND UTILITIES SHOWN

ARE APPROXIMATE AND MAY NOT REPRESENT ACTUAL SITE CONDITIONS.

5. THE CONTRACTOR SHALL CALL UNDERGROUND SERVICE ALERT (USA) AT

(800) 227-2600 AT LEAST 48 HOURS PRIOR TO ANY EXCAVATION FOR

MARKOUTS OF EXISTING UNDERGROUND FACILITIES.

6. ANY DAMAGES TO CITY OR OTHER UTILITIES CAUSED BY PROJECT

OPERATIONS SHALL BE THE CONTRACTOR'S RESPONSIBILITY.

7. ANY DISCREPANCY DISCOVERED BY THE CONTRACTOR IN THESE PLANS OR

ANY FIELD CONDITIONS DISCOVERED BY CONTRACTOR THAT MAY DELAY OR

OBSTRUCT THE PROPER COMPLETION OF THE WORK PER THESE PLANS

SHALL BE BROUGHT TO THE ATTENTION OF THE ENGINEER IMMEDIATELY

UPON DISCOVERY. SAID NOTIFICATION SHALL BE IN WRITING.

8. NO WORK SHALL COMMENCE WITHOUT PRIOR APPROVAL OF THE CITY OF

ROHNERT PARK'S CITY ENGINEER.

9. THE CONTRACTOR SHALL OBTAIN A TRENCH SAFETY PERMIT FROM

CALIFORNIA DIVISON OF INDUSTRIAL SAFETY PRIOR TO EXCAVATION OF

ANY TRENCH GREATER THAN 5-FEET DEEP.

10. THE CONTRACTOR SHALL BE RESPONSIBLE FOR IMMEDIATE OFF-SITE

DISPOSAL OF ALL REMOVED OR DEMOLISHED PAVEMENT, CONCRETE,

REINFORCEMENT, AND SPOILS AS REQUIRED BY THE ENGINEER AND PER

SPECIFICATIONS.

11. CONTRACTOR TO COORDINATE WITH THE CITY FOR ACCESSING THE SITE

FROM WALKER AVENUE AND STONY POINT ROAD.

12. POTENTIAL ACCESS POINTS ARE LOCATED BASED ON AVAILABLE

INFORMATION AND GEOMETRY OF PIPELINE. CONTRACTOR SHALL PLACE

ACCESS POINTS IN ACCORDANCE WITH HIS/HER MEANS AND METHODS.

13. CONTRACTOR SHALL POTHOLE AT UTILITY CROSSINGS SHOWN ON THE

PLANS PRIOR TO COMMENCING WORK. ALL UTILITIES SHOWN ARE BASED ON

THE BEST AVAILABLE INFORMATION AND THE CITY SHALL NOT BE HELD

LIABLE FOR ANY UTILITIES NOT SHOWN. CONTACT USA A MINIMUM OF TWO

(2) WORKING DAYS PRIOR TO ANY EXCAVATION.

14. NORMAL WORKING HOURS ARE FROM 8:00 AM TO 6:00 PM MONDAY

THROUGH FRIDAY.

15. ANY MATERIAL SPILLED ONTO PUBLIC STREETS SHALL BE IMMEDIATELY

CLEANED BY THE CONTRACTOR. ALL ADJACENT STREETS TO THE PROJECT

SHALL BE CLEANED AT THE END OF EACH WORKING DAY. THE CONTRACTOR

IS NOT ALLOWED TO STORE EQUIPMENT OR MATERIALS WITHIN THE CITY

RIGHT OF WAY WITHOUT PRIOR APPROVAL.

16. CONTRACTOR SHALL COORDINATE WITH THE CITY OF ROHNERT PARK FOR

FINAL INSPECTION OF ALL SEWER MAINS. CONTRACTOR SHALL CLEAN,

MANDREL, AND TV ALL SEWER MAINS PRIOR TO CITY ACCEPTANCE.

PROVIDE A DVD TO THE CITY INSPECTOR FOR APPROVAL.

17. OVERHEAD UTILITY SERVICES ARE NOT SHOWN ON THE PLANS. THE

CONTRACTOR SHALL INVESTIGATE THE SITE AND BE AWARE OF LIMITED

OVERHEAD CLEARANCES.

18. CONTRACTOR SHALL PROVIDE A CLEAN SET OF REDLINE DRAWINGS

REFLECTING THE "AS-BUILT" CONDITION.

GENERAL NOTES

@ AT

AC ASBESTOS CEMENT/ASPHALT

CONCRETE

ACP ASBESTOS CEMENT PIPE

APN ASSESSORS PARCEL NUMBER

BGS BELOW GROUND SURFACE

BLDG BUILDING

BM BENCH MARK

CB CATCH BASIN

CDF CONTROLLED DENSITY FILL

CI CAST IRON

CIPP CURED-IN-PLACE PIPE

CLR CLEAR

CL CENTERLINE

CMP CORRUGATED METAL PIPE

CO CLEANOUT

CONC CONCRETE

CTR CENTER

CULV CULVERT

DEPT DEPARTMENT

DET DETAIL

DI DROP INLET

DIA DIAMETER

DWG DRAWING

(E) EXISTING

E EAST

EA EACH

EL ELEVATION

EP EDGE OF PAVEMENT

ESMT EASEMENT

EX EXISTING

FFP FOLD-AND-FORM PVC PIPE LINING

FH FIRE HYDRANT

FL FLOWLINE

FS FIRE SERVICE

FT FEET OR FOOT

G GAS

GS GROUND SURFACE

H, HORIZ HORIZONTAL

HW HOT WATER

IN INCH

INV INVERT

J/T JOINT TRENCH

LAT LATERAL

LF LINEAR FEET

LONG LONGITUDINAL

MTL MATERIAL

MAX MAXIMUM

MH MANHOLE

MIN MINIMUM

MISC MISCELLANEOUS

MON MONUMENT

(N) NEW

N NORTH

NIC NOT IN CONTRACT

NO NUMBER

NTS NOT TO SCALE

NWPRR NORTHWESTERN PACIFIC RAILROAD

NETWORK

OC ON CENTER

OD OUTSIDE DIAMETER

OHE OVERHEAD ELECTRIC

PCC PORTLAND CEMENT CONCRETE

PCIPP PRESSURIZED CIPP

PL PROPERTY LINE

PROP PROPERTY

PVC POLYVINYL CHLORIDE PLASTIC

R, RAD RADIUS

RC RELATIVE COMPACTION

RCP REINFORCED CONCRETE PIPE

RD ROAD

ROW, R/W RIGHT-OF-WAY

RR RAILROAD

S SOUTH

SCH SCHEDULE

SCWA SONOMA COUNTY WATER AGENCY

SD STORM DRAIN

SECT SECTION

SERV SERVICE

SHT SHEET

SIG SIGNAL

SMART SONOMA MARIN AREA RAIL TRANSIT

SPEC SPECIFICATIONS

SQ SQUARE

SS SANITARY SEWER

SSFM SANITARY SEWER FORCE MAIN

SSMH SANITARY SEWER MANHOLE

STA STATION

STD STANDARD

TC TOP OF CURB

T, TEL TELEPHONE

TG, T/G TOP OF GRATE

TS TRAFFIC SIGNAL/SERVICE

TYP TYPICAL

UNK UNKNOWN

V, VERT VERTICAL

VC VITRIFIED CLAY

W WATER, WEST

W/ WITH

WM WATER METER

WTR WATER

WWTP WASTEWATER TREATMENT PLANT

SYMBOLS

SHEET TYPE

INDIVIDUAL DRAWING NUMBER

C - 1 0 1

GENERAL

DISCIPLINE

G

LETTER

DISCIPLINE

PIPELINE

GENERAL

SECTIONS

ELEVATIONS

PLANS

SHEET TYPE

P

0

NUMBER

3

2

1

DETAILS

SCHEDULES AND DIAGRAMS6

5

LARGE SCALE VIEWS4

CIVILC

STRUCTURALS

MECHANICALM

DRAWING DESIGNATION

(E) GRAVITY SEWER LINE

PROJECT APN INFORMATION

DETAIL INDICATOR

DETAILNUMBER

SECTION LETTER

SHEET NUMBER ON WHICH SECTIONAPPEARS

SECTION INDICATORAX-301

1

SHEET ANNOTATION

SS SS SS

101 SURVEY CONTROL POINT

(E) FENCE

XXXXXX

NOTES:

1. THIS IS A STANDARD ABBREVIATION SHEET, THEREFORE, SOME

ABBREVIATIONS MAY APPEAR ON THIS SHEET AND MAY NOT BE UTILIZED ON

THIS PROJECT. SOME ABBREVIATIONS MAY BE USED IN COMBINATION.

2. CONTACT THE ENGINEER FOR ABBREVIATIONS NOT LISTED.

16+0018+00

20+0022+00

24+0026+00

28+0030+00

32+00 34+00 36+00 38+00 40+00

44+0046+00

48+0050+00

52+0054+00

56+0058+00

60+00

62+0064+00

66+0068+00

70+0072+00

74+0076+00

78+0080+00

82+00 84+00 86+00 88+00 90+00 92+00 94+00 96+00 98+00

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

W

42+00

S

S

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


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KEY MAP3

G-003

KEY MAP

0 600'300'

1"=300'

APN062-240-026

APN134-232-018

APN134-232-017

APN046-011-020

APN062-240-028

APN046-011-002

APN062-240-012

APN046-011-035

APN064-021-040

APN046-011-012

APN062-240-027

APN 046-011-014 APN 046-011-036

APN134-251-059

APN134-251-050

DRAWING C-101

DRAWING C-102

NOTES:

1. STATIONS ARE BASED ON ROHNERT PARKPROJECT NO. 1973-2 INTERCEPTOR SEWERPLANS PERPARED BY M. HUDIS & ASSOCIATESCONSULTING CIVIL ENGINEERS AND PROJECTNO. 1988-20 WASTEWATER PUMP STATIONIMPROVEMENTS PREPARED BY WINZLER &KELLY CONSULTING ENGINEERS.

APN064-021-039

S

S

S

S

SSSS

SS

SSSS

SS

SSSS

SS

SSSS

SSSS

SSSS

SS

SSSS SS

SS

SS

WILFRED AVE

SUNL

AND

AVE

STON

Y PO

INT

RD

(E) 30" HDPE SEWER FORCEMAIN

MH-22MH-21A

MH-17

MH-11

MH-5

LAGUNA DE SANTA ROSA

(E) 24" ACP SEWER FORCEMAIN

SONOMA WATER 48" AQUEDUCT

DRAWING C-103

DRAWING C-104

DRAWING C-105

THE 2019 INTERCEPTOROUTFALL PHASE 2 START/END

THE 2019 INTERCEPTOROUTFALL PHASE 2

START/END

15+46 16+00 17+00 18+00 19+00 20+00 21+00 22+00

(E) CIPP 24" SS

± 7'

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


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MA

TC

HL

IN

E S

TA

2

2+

50

- D

RA

WIN

G C

-1

02


C-101

APN134-232-018

APN134-232-019

(E) 24" ACP SS FORCEMAIN

INSTALL 24" PCIPP LINING

FROM (E) MH NO. 5 TO

MATCHLINE (211 LF)

S1

24" FORCEMAIN REHABILITATION PLAN - STA 20+39 TO STA 22+50

0 60'30'

1"=30'

(E) MH

NO. 5

GS 80.3±

INV 68.6±

(E) MH #4

GS 79.8±

INV 68.0±

SCWA DIRT/GRAVEL ACCESS ROAD

SCWA DIRT/GRAVEL

ACCESS ROAD

STA 20+39

FENCE TO (E) 24" ACP SS CENTERLINE

APPROXIMATE LIMITS


APPROXIMATE LIMITS


SHEET / KEY NOTES

START/END PCIPP LINING PLUG AND TAKE NECESSARYPRECAUTIONS TO KEEP SEWAGE OUT OFWORK/SURROUNDING AREAS.

S1

MH NO. 5 HAS BEEN REHABILITATED IN 2014. ANY DAMAGE TOTHE EXISTING LINING SHALL BE CORRECTED AT THECONTRACTOR'S EXPENSE.

S2

SSHM REHABILITATION PER DETAIL 3/C-502S3

SHEET NOTES

1. EXISTING SEWERPIPE IS CONSTRUCTED OF ASBESTOSCEMENT MATERIAL. ALL CUTTING, HANDLING, AND DISPOSALOF ASBESTOS CEMENT PIPE SHALL BE DONE IN COMPLIANCEWITH THE CONTRACTOR'S STATE LICENSING LAW AND ALLOTHER APPLICABLE LAWS AND REGULATIONS.

2. CONTRACTOR TO VERIFY EXACT DEPTH OF (E) UTILITIESPRIOR TO CONSTRUCTION.

3. CONTRACTOR SHALL EXERCISE EXTREME CAUTION WHENEXCAVATING NEAR AND CROSSING UTILITIES. THECONTRACTOR SHALL BE RESPONSIBLE FOR ALL REPAIRS, ASWELL AS ALL ASSOCIATED COSTS IF UTILITIES ARE DAMAGEDAS A RESULT OF PROJECT CONSTRUCTION ACTIVITIES.CONTRACTOR SHALL CONFIRM EXACT LOCATION FOR ACCESSPOINTS IN ADVANCE.

4. ONLY ONE-WAY TRAFFIC CAN BE ACHIEVED WITHIN SCWADIRT/GRAVEL ROAD.

S2

23+00 24+00 25+00 26+0027+00

28+00

29+00

± 7'± 16'

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


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C-102

MA

TC

HL

IN

E S

TA

2

2+

50

- D

RA

WIN

G C

-1

01

MA

TC

HL

IN

E S

TA

2

9+

50

- D

RA

WIN

G C

-1

02

4

C-501

APN134-232-018

APN134-232-019

APN134-232-017


0 60'30'

1"=30'


INSTALL 24" PCIPP LINING FROM

MATCHLINE TO POTENTIAL

ACCESS POINT #1 (513 LF)

STA 27+63POTENTIAL ACCESS POINT #1

(E) 24" CMP



FROM POTENTIAL ACCESS

POINT #1 TO MATCHLINE

(187 LF)

SCWA DIRT/GRAVEL

ACCESS ROAD

FENCE TO SCWA

ACCESS ROAD EDGE

FENCE TO POTENTIAL

(E) 24" ACP SS CENTERLINE

APPROXIMATE LIMITS


APPROXIMATE LIMITS


SHEET / KEY NOTES

SHEET NOTES






S1


S2


30+00

31+00

32+00 33+00 34+0035+00

36+00

37+00

± 7'± 13'

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


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C-103

MA

TC

HLIN

E S

TA

37+

00 - D

RA

WIN

G C

-104

M

AT

CH

LIN

E S

TA

29+

50 - D

RA

W

IN

G C

-102



FROM POTENTIAL ACCESS

POINT #2 TO MATCHLINE

(213 LF)

APN134-251-059

APN134-232-017


0 60'30'

1"=30'



MATCHLINE TO POTENTIAL ACCESS POINT

#2 (537 LF)

(E) 54" CMP

(E) 54" CMP

SCWA DIRT/GRAVEL

ACCESS ROAD

SCWA ACCESS ROAD

FENCE TO SCWA

ACCESS ROAD EDGE

FENCE TO (E) 24" ACP

SS CENTERLINE

APPROXIMATE LIMITS


APPROXIMATE LIMITS


SHEET / KEY NOTES

SHEET NOTES







S1


S2


4

C-501

37+00

38+00

39+0040+00 41+00

42+00

43+00

44+00

± 7'± 10'

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


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C-104

M

AT

C

H

LIN

E S

TA

37+

00 - D

R

AW

IN

G

C

-103

MA

TC

HLIN

E S

TA

44+

00 - D

RA

WIN

G C

-105



L=189'

APN046-011-020


0 60'30'

1"=30'



MATCHLINE TO POTENTIAL ACCESS

POINT #3 (511 LF)

(E) 48"

SONOMA WATER AQUEDUCT

(E) 54" CMP



POTENTIAL ACCESS POINT #3 TO

MATCHLINE (189 LF)

SCWA DIRT/GRAVEL

ACCESS ROAD

FENCE TO SCWA

ACCESS ROAD EDGE


SS CENTERLINE

SHEET / KEY NOTES

SHEET NOTES






4

C-501

+/- 50' WIDE

CAUTION: THIS AREA HAS A LOW

ELEVATION AND GETS FLOODED

DURING STORMS.

APPROXIMATE LIMITS


APPROXIMATE LIMITS



S1


S2


24" CLASS 4 DIP SPOOL WITH FCA UNDER 48" SONOMA WATERAQUEDUCT - 20 LF

S4

S4

44+00

45+00

46+0047+00 48+00

49+00

50+00

51+00

± 8'

± 15'


0 60'30'

1"=30'

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


GHD Inc.

PH

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C-105

APN046-011-020

M

A

T

C

H

L

IN

E

S

T

A

4

4

+

0

0

- D

R

A

W

IN

G

C

-1

0

4

EN

D S

TA

51+

00

S1



MATCHLINE TO (E) MH NO. 11

(535) LF

SCWA DIRT/GRAVEL

ACCESS ROAD

(E) 24" CMP OUTFALL

(E) MH NO. 11

GS 81.5 ±

INV 71.5 ±

(E) 54" CMP OUTFALL

STA 49+35

FENCE TO SCWA

ACCESS ROAD EDGE


SS CENTERLINE

APPROXIMATE LIMITS


APPROXIMATE LIMITS


S3

SHEET / KEY NOTES

SHEET NOTES





(E) 48"

SONOMA WATER AQUEDUCT


S1


S2


(N) 24" STEEL FCA WITH JOINT RESTRAINT

TO MATCH (E) 24" ACP O.D.

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


GHD Inc.

PH

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CIVIL DETAILS-19

C-501

1

TYPICAL TEE INSTALLATION - MH-11

N.T.S.

2

TYPICAL SPOOL INSTALLATION - ALL OTHER MH

N.T.S.

3

MANHOLE SCHEDULE

NOTE:1. ONLY MH-5 AND MH-11 ARE ACCESSIBLE. OTHER MANHOLES

HAVE BEEN REPLACED WITH SPOOLS PER DETAIL 2/-.

2. DETAIL 1/- IS FROM PROJECT NO. 1988-20 WASTEWATER PUMPSTATION IMPROVEMENTS PREPARED BY WINZLER AND KELLYAND PRESENTED HERIN FOR ADDITIONAL INFORMATION.

3. DETAIL 2/- IS FROM PROJECT NO. 1988-20 WASTEWATER PUMPSTATION IMPROVEMENTS PREPARED BY WINZLER AND KELLYAND PRESENTED HERIN FOR ADDITIONAL INFORMATION.

4

ACCESS POINT DETAIL

(N) 24" DI SPOOL

2-FT

(E) 24" ACP(E) 24" ACP

(N) 24" DI SPOOL

2-FT

(N) 24"x24" DI FLG x FLG

SPOOL, 6-FT MIN.

10'-0" OR AS NEEDED

6'-0

" O

R A

S N

EE

DE

D F

OR

IN

ST

AL

LA

TIO

N

N.T.S.

TERMINATE CIPP LINER

TO FACILITATE INTERNAL

END SEAL INSTALLATION

PER DETAIL

(N) PCIPP LINER

(N) PCIPP LINER

EXISTING COATING

EXISTING WALL

(N) PCIPP LININGSECTION 02941

RETAINING BAND 1/8" x 2"WIDE 316 SS (2) RINGSO.D. OR RING WILL TAKEINTO ACCOUNT THETHICKNESS OF THE NEWLINER

EPDM 5/16" THICK; MIN. 10.39" WIDE

FLANGED COUPLING ADAPTER,SMITH-BLAIR 913, OR EQUAL

RETAINING BAND

PUSH TAB

SHIM

RETAININGBAND

WEDGE

CLIP END

RETAINING BANDSLEEVE CLIP


RETAINING BAND

PUSH TAB


PUSH TAB

WEDGE

6

RETAINING BAND SLEEVE CLIP OVERLAP RETAINER

N.T.S.

5

INTERNAL END SEAL

6

-

5

-

N.T.S.

A -

TERMINATE CIPP LINER

TO FACILITATE INTERNAL

END SEAL INSTALLATION

PER DETAIL

5

-

SECTION A-APLAN VIEW

NOTES:

12" MIN

TRENCH ZONE

PIPE ZONE

1. CENTER ACCESS POINT ON PIPE

ALIGNMENT.

2. OVEREXCAVATION AND TRENCH

FOUNDATION FOR UNSTABLE TRENCH

SHALL BE PROVIDED WHERE DIRECTED BY

THE ENGINEER. CONTRACTOR SHALL

NOTIFY THE ENGINEER OF UNSTABLE

CONDITIONS.

3. TRENCHING, BACKFILL AND RESURFACING

REQUIREMENTS SHALL BE PER CITY OF

ROHNERT PARK STD 215.

4. SEE SPECIFICATIONS FOR COMPLETE

DESCRIPTION OF PAYMENT ITEMS.

5. PIPE SIZES PER PLANS. PIPE MATERIALS

PER SPECIFICATIONS.

(E) GROUND SURFACE

6' OR AS NEEDED FOR

INSTALLATION

TRENCH BEDDING 6" MIN

3/4" CRUSHED ROCK

WITH 12" MIN GEOTEXTILE

FABRIC OVERLAP

(E) 24" VCP SS PIPE

SHEET

SHEETS

OF

DWG NO:

PROJECT:

DATE:

CHECKED BY:

DRAWN BY:

DESIGNED BY:



APPROVED:




PHASE 2

FEBRUARY 2020

10


GHD Inc.

PH

11195313

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PAR A


CIVIL DETAILS-210

C-502

1

CITY ROHNERT PARK STD 215

2

CITY ROHNERT PARK STD 500

24" MIN.

FINISHED

GRADE

48" I.D. (TYP)

TROWEL SMOOTH

SLOPE 2"/FT.

ROUND

CORNERS

CLASS "A" CONC

8"

MIN

.

SEE NOTE 2

GRADE ADJUSTMENT

RINGS

SEE NOTE 3

NOTES:

1. MANHOLE TO BE DEWATERED AND DRY PRIOR TO WORK.

2. REMOVE EXISTING COATING. INSPECT CONCRETE FOR

DETERIORATION PRIOR TO WORK.

3. COAT THE ENTIRE BARREL SECTIONS, CONES, GRADE

ADJUSTMENT RINGS, AND MANHOLE INVERTS. SEE

SPECIFICATION SECTION 02959.

4. MANHOLES SHALL BE TESTED PER SPECIFICATION

SECTION 02959.

5. PCIPP AND HOST PIPE WITH END SEAL AT THE MANHOLE.

6. PROTECT THE WORK AREA AROUND THE MANHOLE AND

RESTORE IN KIND.

7. INSTALL END SEALS AT THE MANHOLES ENTRANCES AND

EXITS OF THE PCIPP LINER. SEE SPECIFICATION SECTION

02533.

3

MANHOLE REHABILITATION DETAIL

N.T.S.