Agenda — Richmond City Council, July 7, 2026 (part 6 of 20)

Volume Estimation: Duration and Flow Rate Comparison Method SSO Date: Location:

STEP 1: Compare the SSO to reference images on Page 2 to estimate flow rate of the current overflow.

Describe which reference photo(s) were used and any additional factors that influenced applying the reference photo data to the actual SSO:

Flow Rate Based on Photo Comparison: gallons per minute (gpm) STEP 2: Refer to the Sanitary Service Report Form to determine the duration of the SSO. Enter the duration here in minutes:

SSO Duration: minutes
STEP 3: Multiply the flow rate by the SSO duration to calculate the estimated SSO volume. gpm X minutes = gallons
Flow Rate SSO Duration Estimated SSO Volume
STEP 4: Did the SSO occur during a period of consistent flow in this portion of the system? ☐ Yes ☐ No If no, explain how, based on this portion of the collection system and its users, you believe it may have impacted the estimated SSO volume:

By what percentage are you adjusting the estimation? ☐ increase ☐ decrease % Translate the percentage into gallons: gallons
STEP 5: Calculate the adjusted SSO volume estimate:
gallons + or - gallons = gallons
Estimated SSO Volume Adjustment Estimated SSO volume
This worksheet completed by:

Name: Signature:

Job Title: Date:
810
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6b

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Volume Estimation: Duration and Flow Rate Comparison Method IMPORTANT NOTE:

These photographs are provided as examples only and will change with many factors.

SSCSC Manhole Overflow Gauge
CWEA Southern Section Collections Systems Committee
Overflow Simulation courtesy of Eastern Municipal Water District Near View
Far View
Near View
Far View
5 gpm 25 gpm 50 gpm 100 gpm
150 gpm 200 gpm 300 gpm 400 gpm
811
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6c

Page 1 ends

Volume Estimation: Area/Volume Estimation Method
Note: Refer to Page 3 for computation formulas and guides SSO Date: Location:

STEP 1: Describe SSO area surface: ☐Asphalt ☐Concrete ☐Dirt ☐Landscape ☐Inside Building
☐ Other:

STEP 2: Draw/sketch the outline (footprint) of the SSO. Then break the footprint down into recognizable shapes. Refer to the example on Page 3.

STEP 3: Calculate the area of the footprint by completing the table below for each shape in Step 2.

If two shapes overlap, select one of the two shapes and estimate the percentage of that shape that does not overlap. Enter that percentage in the % Not Overlapping column. This will ensure that the overlap area is only counted once. Refer to the example on Page 3.

Rectangles Length X Width X % Not Overlapping* = Area
ft X ft X % = ft2
ft X ft X % = ft2
ft X ft X % = ft2
Triangles Base X Height Multiplier X % Not Overlapping* = Area ft X ft ÷ 2 X % = ft2
ft X ft ÷ 2 X % = ft2
ft X ft ÷ 2 X % = ft2
Circles π X Radius X Radius X % Not Overlapping* = Area

3.14 X ft X ft X % = ft2

3.14 X ft X ft X % = ft2
Total SSO Area (sum of all three tables above): ft2
812
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6c

Page 2 ends

Volume Estimation: Area Volume Estimation Method
STEP 4: Calculate the volume of the SSO that was NOT absorbed into the ground. If the entire SSO was absorbed, skip to Step 5.
a. If SSO is of varying depths, take several measurements at different depths and find the average.
inches ÷ = inches ÷ 12 = feet
sum of measurements # of measurements average depth in inches average depth in feet of ponded sewage
b. Calculate SSO volume of ponded sewage in cubic feet by multiplying the Total SSO Area in Step 3 by the average depth calculated in Step 4a. Convert from cubic feet to gallons by multiplying by 7.48.
ft2
x ft = ft3 x 7.48 gal = gallons
SSO area (Step 3) average depth (Step 4a) SSO volume in estimated volume of cubic feet ponded sewage
STEP 5: Calculate the volume of the SSO that was absorbed into the ground. If only a wet stain is observed, use the guidelines on B-6c Page 3 for the average depth. When estimating the volume that was absorbed, take into consideration:
• How long the sewage has been sitting
• The air temperature on the day of the SSO
• Soil type for the area (e.g., hard-packed clay vs. loose or gravely soil) When estimating the volume of the SSO that was absorbed into the ground, it is also advisable to dig down far enough to reach dry soil and take the depth of the wet soil into consideration.

Estimated volume that was absorbed into the soil: gallons Explain how this estimation was determined:

STEP 6: Add the volume not absorbed (Step 4) plus the volume absorbed (Step 5) to get the total estimated volume:
gallons + gallons = gallons
volume not absorbed volume absorbed Total Estimated SSO Volume This worksheet completed by:

Name: Signature:

Job Title: Date:
813
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6c

Page 3 ends

Volume Estimation: Area Volume Estimation Method
Miscellaneous Computations
To convert inches to feet Divide the inches by 12 or use the chart on the bottom right of this page.

Volume of one cubic foot 7.48 gallons of water
Area:

Two-dimensional
measurement
represented in square feet
Square/rectangle: Area = Length x Width
Circle: Area = πr
2 (where π ≈ 3.14 and r = radius = ½ diameter)
Triangle: Area = ½ (Base x Height)
Volume:

Three-dimensional
measurement
represented in cubic feet
Rectangle/square footprint: Volume = Length x Width x Depth Circle footprint (cylinder): Volume = πr
2 x Depth
(where π ≈ 3.14 and r = radius = ½ diameter)
Triangle footprint: Volume = ½ (Base x Height) x Depth
Depth:

Contained or “Ponded”
sewage
Measure actual depth of standing sewage whenever possible. When depth varies, measure several representative sample points and determine the average. Add the depth of the sample points and then divide that total by the number of sample points.

If the depth is not measurable because it is only a wet stain, consider using the following estimated depths:
• Depth of a wet stain on concrete surface: 0.0026’ (1/32”) • Depth of a wet stain on asphalt surface: 0.0013’ (1/64”) 814
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Backup Response Packet B-6d
Volume Estimation: Sewage Contained in a Roadway Gutter SSO Date: Location:

STEP 1: Measure the length of the contained SSO in feet: feet STEP 2: Measure the depth and width of the overflow in the gutter in feet at the upstream and downstream ends and at evenly spaced intervals if the slope changes in the flooded gutter length. Use the chart to the right as needed to convert inches to feet.

For each location measured, calculate the cross-sectional area in square feet by multiplying the depth by the width and dividing by 2.

STEP 3: Average all the area calculations from Step 2 by adding them together and dividing by the number of intervals (#). Calculate the volume in cubic feet by multiplying by length (Step 1). ft2
÷ = ft2 × ft = ft3
Sum of Areas # Average Area Length Est. SSO volume in cubic feet STEP 4: Convert the overflow volume from cubic feet to gallons:
ft3 × 7.48 = gallons
Estimated SSO volume in cubic feet Estimated SSO volume This worksheet completed by:

Name: Signature:

Job Title: Date:
815
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Backup Response Packet B-6e
Volume Estimation: Upstream Lateral Connections Method
SSO Date: Location:

STEP 1: Determine the number of Equivalent Dwelling Units (EDUs) for this SSO: EDUs NOTE: A single-family residential home = 1 EDU. For commercial buildings, refer to agency documentation.

STEP 2: This volume estimation method utilizes daily usage data based on flow rate studies of several jurisdictions in California. Column A shows how an average daily of usage of 180 gallons per day is distributed during each 6-hour period. Adjust the table as necessary to accurately represent the actual data.

Complete Column E by entering the number of minutes the SSO was active during each 6-hour time period. Multiply column D times Column E to calculate the gallons spilled during each time period. Add the numbers in Column F together for the Total Estimated SSO Volume per EDU.

Time Period
Flow Rate Per EDU SSO

A B C D E F
Gallons
per
Period
Hours
per
period
A÷B =
Gallons
per Hour
C÷60 =
Gallons per
Minute
Minutes SSO
was active
during period
D × E =
Gallons spilled
per period
6am-noon 72 6 12 0.20
noon-6pm 36 6 6 0.10
6pm-midnight 54 6 9 0.15
midnight-6am 18 6 3 0.05
Total Estimated SSO Volume per EDU:

STEP 3: Multiply the Estimated SSO Volume per EDU from Step 2 by the number of EDUs from Step 1. gallons X = gallons
Volume per EDU # of EDUs Estimated SSO Volume
STEP 4: Adjust SSO volume as necessary considering other factors, such as activity that would cause a fluctuating flow rate (doing laundry, taking showers, etc.). Explain rationale below and indicate adjusted SSO estimate (attach a separate page if necessary):

Estimated SSO Volume: gallons
This worksheet completed by:

Name: Signature:

Job Title: Date:
816
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6f

Page 1 ends

Volume Estimation: Flow Out of Manhole with Cover in Place SSO Date: Location:

STEP 1: Determine the size (nominal diameter) of the manhole cover. Check one: ☐ 24” Cover ☐ 36” Cover Do not use this estimation method for other manhole cover sizes.

STEP 2: Measure the height of the spout above the manhole rim in inches: inches Note: Be as accurate as possible. A small difference in spout height can make a major difference in estimated SSO volume! Describe how the spout height was determined:

STEP 3: Determine the SSO Rate by referring to the table on Page 2. Use the table on the left for a 24-inch cover or the table on the right for a 36-inch cover. Find the height measured in Step 2 in the left column. Read the SSO Rate in the next column (gpm = gallons per minute).

SSO Rate = gpm
STEP 4: Refer to the Sanitary Service Report Form to determine the duration of the SSO. Enter the duration here in minutes:

SSO Duration: minutes
STEP 5: Multiply the SSO rate by the SSO duration to calculate the estimated SSO volume. gpm X minutes = gallons
SSO Rate SSO Duration Estimated SSO Volume
This worksheet completed by:

Name: Signature:

Job Title: Date:
817
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6f

Page 2 ends

Volume Estimation: Flow Out of Manhole with Cover in Place NOTE: This table is provided for general reference. The agency is strongly encouraged to develop site-specific data.

Disclaimer:

This sanitary sewer overflow table was developed by Ed Euyen, Civil Engineer, P.E. No. 33955, California, for County Sanitation District 1. This table is provided as an example. Other Agencies may want to develop their own estimating tables.
818
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6g

Page 1 ends

Volume Estimation: Flow Out of Manhole Vent or Pick Hole SSO Date: Location:

STEP 1: Measure the water height flowing out of the vent or pick hole in inches: inches Note: Be as precise as possible. A small difference in spout height can make a major difference in estimated SSO volume! Describe how the spout height was determined:

STEP 2: Determine the SSO Rate by referring to the table on Page 2. Find the height measured in Step 1 in the left column. Read the SSO Rate in the next column (gpm = gallons per minute).

SSO Rate = gpm
STEP 3: Refer to the Sanitary Service Report Form to determine the duration of the SSO. Enter the duration here in minutes:

SSO Duration: minutes
STEP 4: Multiply the SSO rate by the SSO duration to calculate the estimated SSO volume. gpm X minutes = gallons
SSO Rate SSO Duration Estimated SSO Volume
This worksheet completed by:

Name: Signature:

Job Title: Date:
819
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-6g

Page 2 ends

Volume Estimation: Flow Out of Manhole Vent or Pick Hole This table is based on a 7/8-inch diameter pick hole
NOTE: This table is provided for general reference. Use site-specific data if available.

Disclaimer:

This sanitary sewer overflow table was developed by Ed Euyen, Civil Engineer, P.E. No. 33955, California, for County Sanitation District 1. This table is provided as an example. Other Agencies may want to develop their own estimating tables.
820
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Backup Response Packet B-7
CCTV Report

PLEASE COMPLETE AS THOROUGHLY AS POSSIBLE
PERSON COMPLETING THIS FORM: DATE:

PHONE:

CAMERA TYPE: LOCATION OF CAMERA ENTRY:

LOCATION OF CAMERA STOP:

DESCRIBE AREA TV’d:

UPSTREAM MANHOLE #:

AFFECTED PROPERTY STREET ADDRESS:

CITY, STATE AND ZIP:

PHONE
WEATHER AT TIME OF CCTV WORK:

PLEASE CHECK ALL THAT WERE DISCOVERED – Describe Extent & Location Using Camera Entry Point As Reference:
r Broken Main – Describe:

Depth:

Roots – Severity: ☐ Light ☐ Moderate ☐ Heavy
r Grease – Severity: ☐ Light ☐ Moderate ☐ Heavy
r Sag – Describe:

Depth:
r BPD – Describe:

Location:
r Cleanout – Describe:

Location:
r Joint/Junction – Describe:

Depth
r Grade – Describe:
r Grit – Severity: ☐ Light ☐ Moderate ☐ Heavy
r Other – Describe:

TIME OF OVERFLOW:

TIME BLOCKAGE RELIEVED:

TIME MAIN TV’d:

DEPTH OF MAIN:

RECOMMENDED
FOLLOW UP WORK ACTIONS:

Mark for USA location? ☐ Yes ☐ No Main Locations Marked in Green Paint? ☐ Yes ☐ No SIGNATURE OF EMPLOYEE PERFORMING TV WORK: DATE
If applicable, place completed form in Sewer Backup Packet and follow routing instructions. 821
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Backup Response Packet B-8
Claims Submittal Checklist
Collection System Manager

1. Complete the following information:

Title:

Name:

Phone:

Today’s Date:

2. Copy the items listed below and retain originals for internal archiving purposes.

3. Place the copies in the Backup Response Envelope and forward to the City Risk Manager:
p Form B-3: First Responder Form
p Form B-4: Declination of Cleaning Services
p Form B-5: Sanitary Service Report Form
p Form B-6: Volume Estimation Forms
p Form B-7: CCTV Report
p Form B-8: Claims Submittal Checklist (this form)
p All photos taken: Check here if digital photographs will be forwarded separately ☐ p Any other information you feel is important in this claim

4. Go to Regulatory Notifications Packet and make all appropriate notifications.

5. Complete Form BP-9: Collection System Failure Analysis City Risk Manager

1. Verify claims packet is complete.

2. Adjust and administer the claim to closure
822
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-9 Side A Sanitary Sewer Backup Response Packet
Collection System Failure Analysis
To be completed by the Collections System Manager
Incident Report # Prepared By
SSO/Backup Information
Event Date/Time Address
Volume Spilled Volume Recovered
Cause
Summary of Historical SSOs/Backups/Service Calls/Other Problems Date Cause Date Last Cleaned Crew
Records Reviewed By: Record Review Date:

Summary of CCTV Information
CCTV Inspection Date Tape Name/Number
CCTV Tape Reviewed By CCTV Review Date
Observations
Go to Side B
823
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Veolia Water – City of Richmond: Overflow Emergency Response Plan B-9 Side B Sanitary Sewer Backup Response Packet
Collection System Failure Analysis
Recommendations
✓ Type Specific Actions Who is
Responsible?
Completion
Deadline
Who Will Verify
Completion?
No Changes or
Repairs
Required n/a n/a n/a n/a
Repair(s)
Construction
Capital
Improvement(s)
Change(s) to
Maintenance
Procedures
Change(s) to
Overflow
Response
Procedures
Training
Misc.

Comments/Notes:

Review Date:
824
Print on 6” x 9” envelope
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

Veolia Water – City of Richmond CA
Overflow Emergency Response Plan
Customer Service Packet
Contents:

Form Form Number
Customer Information Letter................................... CS-1 Claim Form.................................................................. -2 Sewer Spill Reference Guide ...........................pamphlet Instructions:

1. Review the Customer Information letter to determine actions that need to be taken immediately.

2. See the Customer Information letter for information about filing a claim.

3. Review the Sewer Spill Reference Guide pamphlet.

If you have any questions contact:

Regarding Sewer Issues:

Collections System Manager at (510) 412-2001
Regarding Submitting a Claim for Damages:

City Risk Manager at (510) 620-6605
This packet provided by: Phone:
825
Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Backup Response Packet CS-1
Customer Information Regarding Sewer Backup Claims
Dear Resident:

We recognize that sewer back flow incidents can be stressful and require immediate response when all facts concerning how an incident occurred are unknown. Rest assured that we do all we can to prevent this type of event from occurring.

Nevertheless, occasionally tree roots or other debris in the sewer lines cause a backup into homes immediately upstream of the blockage. At this time Veolia Water North America – City of Richmond is investigating the cause of this incident.

If the City is found to be responsible for the incident, we are committed to cleaning and restoring your property, and to protecting the health of those affected during the remediation process.

The cleaning contractor provided by the City has been selected because of their adherence to established protocols that are designed to assure all parties thorough, cost-effective and expeditious cleaning services. You also have the right to select your own cleaning contractor, but the City does not guarantee payment of fees/expenses incurred and reserves the right to dispute fees/expenses deemed not usual and customary.

If you wish to discuss this matter, please contact the Collections System Manager at (510) 412-2001. If you wish to submit a claim for damages, please contact the City Risk Manager (510) 620-6605 for instructions on how to obtain a City Claim Form and to receive instructions on claims filing procedures. Completed Claims Forms are to be submitted to the City Clerk at 450 Civic Center Plaza, 3rd Floor, Richmond, CA 94804.

What you need to do now:

The City has prepared this brief set of instructions to help you minimize the impact of the loss by responding promptly to the situation.
• Do not attempt to clean the area yourself; let the cleaning and restoration company handle this. • Keep people and pets away from the affected area(s).
• Turn off all appliances that use water.
• Turn off heating/air conditioning systems.
• Do not remove items from the area – the cleaning and restoration company will handle this. • If you had recent plumbing work, contact your plumber or contractor and inform them of this incident. • If you intend to file a claim, do so as soon as practical in order to have your claim considered. o Please Note: The general provisions for the filing of claims against public entities are contained in Part 3 (commencing at Section 900) of Division 3.6 of the Government code. Certain claims are not governed by these provisions, including tax and assessment matters, liens, employee compensations, workers’ compensation, unemployment compensation, welfare, securities, and others. o The form and contents of a claim are specified by Section 910, et seq. A claim relating to a cause of action for death or for injury to person or to personal property or growing crops shall be presented not later than six months after accrual of the cause of action; other claims shall be presented within one year (Section 911.2). o Claims are to be presented by delivery or mailing to City Clerk at 450 Civic Center Plaza, 3rd Floor, Richmond, CA 94804 (Section 915).
o It is suggested that the claimant refer to claims law and be fully advised with respect to the exceptions and further provisions contained therein.

Important Legal Notice: For your protection, read carefully, obtain a reliable translation, and/or consult your attorney.

Noticia Legal Importante: Para su proteccion lea usted con cuidado debe de obtener una translacion que sea punctual y de confianza o consulte con su abogado.
826
Send Claim Forms To:

CITY CLERK
450 Civic Center Plaza, 3rd Floor
Richmond, CA 94804
(510) 620-6514

INSTRUCTIONS FOR FILING A CLAIM AGAINST THE CITY OF RICHMOND Information on your claim:

1. To ensure proper processing of your claim, complete each item on the liability claim form.

Failure to do so may result in the rejection of your claim.

2. Once your claim is received, it will be forwarded to the City’s Risk Manager for review and then referred to the City’s contract Claims Administrator for the purpose of investigating the claim.

3. You will be sent a letter acknowledging receipt of your claim from the Claims Administrator within two weeks from receipt of your claim.

4. Once the investigation into your claim has been completed, you will be notified in writing whether the claim has been accepted or rejected along with further instructions.

5. If you have any questions about completing this form or the claims process please contact the Human Resources Department at (510) 620-6810.

6. Presentation for allowance or payment of a false or fraudulent claim, with intent to defraud, is a crime punishable as a felony under California Penal Code, Section 72, and the Insurance Code, Section 1871.1.

Completing the form:

Please type or print clearly with a ball-point pen all of the information requested on the claim form. The following provides specific instructions for completing each section of the claim form.

1. Name, Mailing Address, Telephone Numbers- State the full name, mailing address, and telephone numbers claiming damage or injury. If there is a different address to which notices from the City are to be directed, please also note that address.

2. Where Did the Damage or Injury Occur? Include the street address, intersection or other location where the damage/injury allegedly occurred.

3. When Did the Damage or Injury Occur? State the exact month, day, year, and approximate time of the incident, which caused the alleged damage/injury.

Under State Law, claims relating to causes of action for personal injury, wrongful death, property damage, and crop damage must be presented to the City Clerk no later than six months after the incident date. Please note that evidence of “presentation” includes a clear postmark date on an envelope or a certification of personal service.

When filing a claim beyond a six month period, you must explain the reason why the claim was not filed within the six month period. The explanation is called an “application for leave to present a late claim.” In considering your claim, the City will first decide whether the late claim application should be granted or denied. (See Government Code Section 911.4 for the legally acceptable reasons a claim may be filed late). Only if the late claim application is granted will the City then consider the merits of the claim. Claims relating to any cause of action other than personal injury, wrongful death, property damage, and crop damage must be presented no later than one year after the incident date.

4. Circumstances that led to claim- Provide in full detail a description of the damage/injury that allegedly resulted from the incident. State all of the facts which support your claim against the City of Richmond. If applicable, please also include employee(s) names that allegedly caused the damage or injury.

5. What Damage Occurred? - Provide in full detail a description of the damage/injury that allegedly resulted from the incident.

6. Dollar Amount of Claim- State the total amount you are claiming as a result of the alleged damage/injury. If damage/injury is continuing or anticipated in the future, indicate with a “+” following the dollar figure. Provide a breakdown of how the total amount that you are claiming was computed. You may declare expenses incurred and/or future, anticipated expenses. If available, please attach copies of all bills, payment receipts, and cost estimates.

7. Names and Addresses of Any Witnesses to the Occurrence- Provide names of witnesses to the actual occurrence of the claim.

8. Date of Birth- Provide the date of birth of the person asserting the claim.

9. Names, Addresses, and Telephone Numbers of Doctors or Hospitals- Please provide names of doctors or hospitals having knowledge relevant to the claim.

10. Signature- The claim shall be signed by the claimant or by attorney/representative of the claimant. The City Clerk will not accept the claim without proper signature. Government Code Section 910.2 provides: “The claim shall be signed by the claimant or by some person on his or her behalf.”
CS-2

Page 1 ends

827
Before completing this form, please read the instructions on the back of this form. You may make copies for your records, and submit all original copies to the City Clerk. Claimants are responsible for making their own copies. City Clerk’s Office will not provide photocopies. You must complete each section of this form or your claim may be returned to you as insufficient. A claim must be presented, as prescribed by Government Code Section 910, by the claimant or a person acting on his/her behalf and shall show the following:

You are required to provide the information requested above in order to comply with Government Code Section 910.

Additionally, in order to conduct a timely investigation and possible resolution of your claim, the City of Richmond requests that you answer the following questions:

Before completing this form, please refer to the instructions on the back.

1. Name and mailing address of claimant(s)
_______________________________ _________________________________________ Name Phone Number(s)
_________________________________________ ______________________ ___________ ___________ Mailing Address City State Zip
Address to which notices from the City are to be directed (if different than above):

Name:_________________________________________________________________________________________ Address:_______________________________________________________________________________________

6. If amount claimed totals less than $10,000: The amount claimed, if less than ten thousand dollars ($10,000) as of the date of presentation of the claim, including the estimated amount of any prospective injury, damage, or loss, insofar as it may be known at the time of the presentation of the claim, together with the basis of computation of the amount claimed.

Amount Claimed and basis for computation: _____________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ If amount claimed exceeds $10,000: If the amount claimed exceeds ten thousand ($10,000), a dollar amount is not required to be stated. However, please indicate whether the claim would be a limited civil case. A limited civil case is one where the recovery sought, exclusive of attorney fees, interest and court costs do not exceed $25,000. An unlimited civil case is one in which the recovery sought is more than $25,000. (See CCP Section 86.) _____ Limited Civil Case $___________________ _____ Unlimited Civil Case $_______________________

2. Where did the damage or injury occur? (Please include street address and intersection if applicable) _______________________________________________________________________________________________ _______________________________________________________________________________________________

3. When did the damage or injury occur?
Month Day Year Time

4. Please explain the circumstances that led to the alleged damage or injury, state all the facts which support your claim against the City of Richmond. If known, identify the name of the employee(s) that allegedly caused the damage or injury. _________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________

5. What specific damage or injury do you claim resulted from the alleged action?____________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________

10. Signature of Claimant: ___________________________________________ Date: _________________________ I declare under penalty of perjury that the foregoing is true and correct, and I understand that presentation of a false or fraudulent claim, with intent to defraud, is a crime punishable as a felony under California Penal Code, Section 72, and Insurance Code, Section 1871.1.

7. Name, address, and telephone number of any witnesses to the occurrence or transaction which gave rise to the claim asserted:
_________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ Stamp of receipt:

City Clerk/Deputy Clerk

8. Claimants(s) Date of Birth: ______________________________________________________________________ Revised on 01/11/2012

9. If the claim involves medical treatment for a claimed injury, please provide the name, address and telephone number of any doctors or hospitals providing treatment. ________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ _________________________________________________________________________________________________ CS-2

Page 2 ends

CLEAR FORM PRINT & SIGN
828

PRINT & SIGN
How a Sewer System Works
A property owner's sewer pipes are called
service laterals and are connected to larger
local main and regional trunk lines.

Service laterals run from the connection at the
home to the connection with the public sewer.

These laterals are the responsibility of the
property owner and must be maintained by the
property owner.

Is my home required to have a
backflow prevention device?
Section 710.1 of the Uniform Plumbing Code
(U.P.C.) states: “Drainage piping serving fixtures
which have flood level rims located below the
elevation of the next upstream manhole cover or
private sewer serving such drainage piping shall
be protected from backflow of sewage by
installing an approved type of backwater valve.”
The intent of Section 710.1 is to protect the
building interior from mainline sewer overflows
or surcharges.

Additionally, U.P.C. 710.6 states: “Backwater
valves shall be located where they will be
accessible for inspection and repair at all times
and, unless continuously exposed, shall be
enclosed in a masonry pit fitted with an
adequately sized removable cover.”
[Customized
Turnkey Training
If you have a sewage spill from your private
sewer line that impacts storm drains,
waterways or public property, contact:

Veolia Water North America – City of Richmond
(510) 412-2001
Contra Costa County Environmental Health
(925) 692-2500
California Health and Safety Code, Sections 5410-5416
requires:
• No person shall discharge raw or treated sewage or
other waste in a manner that results in
contamination, pollution, or a nuisance.
• Any person who causes or permits a sewage
discharge to any state waters:
o Must immediately notify the local health agency
of the discharge.
o Shall reimburse the local health agency for
services that protect the public’s health and
safety.
o Who fails to provide the required notice to the
local health agency is guilty of a misdemeanor
and shall be punished by a fine (between $500–
$1,000) and/or imprisonment for less than one
year.

San Francisco Regional Water Quality
Control Board
(510) 622-2300
Requires the prevention, mitigation, response to, and
reporting of sewage spills.

California Governor’s Office of Emergency
Services (CalOES)
(800) 852-7550
California Water Code, Article 4, Chapter 4, Sections
13268-13271 & California Code of Regulations, Title 23, Division 3, Chapter 9.2, Article 2, Sections 2250-2260
require:
• Any person who causes or permits sewage in excess
of 1,000 gallons to be discharged to state waters shall immediately notify the Office of Emergency Services.
• Any person who fails to provide the notice required
by this section is guilty of a misdemeanor and shall be punished by a fine (less than $20,000) and/or
imprisonment for not more than one year.

Your Responsibilities
as a
Private Property Owner
Provided to you by:

Veolia Water North America
City of Richmond
601 Canal Street
Richmond, CA 94804
(510) 412-2001
www.ci.richmond.ca.us
Copyright © 2004-2017
DKF Solutions Group
All rights reserved.

Sewer Spill
Reference Guide
829
How do sewage spills happen?
Sewage spills occur when the wastewater in underground
pipes overflows through a manhole, cleanout, or broken
pipe. Most spills are relatively small and can be stopped and cleaned up quickly, but left unattended they can cause health hazards, damage to homes and businesses, and
threaten the environment, local waterways, and beaches.

Common causes of sewage spills
• Grease build-up
• Tree roots
• Broken/cracked pipes
• Missing or broken cleanout caps
• Undersized sewers
• Groundwater/rainwater entering the sewer system
through pipe defects and illegal connections
Prevent most sewage backups with a Backflow
Prevention Device
This type of device can help prevent sewage backups into homes and businesses. If you don’t already have a
Backflow Prevention Device, contact a professional
plumber or contractor to install one as soon as possible.

Protect the environment!
If you let sewage from your property discharge to a gutter or storm drain, you may be subject to penalties and/or outof-pocket costs for clean-up and enforcement efforts. A property owner may be charged for costs incurred by
agencies responding to spills from private properties.

What to look for:

Sewage spills can be a very noticeable gushing of water from a manhole or a slow water leak that may take time to be noticed. Don’t dismiss unaccounted-for wet areas. Look for:
• Drain backups inside the building.
• Wet ground and/or water leaking around manhole lids
onto your street.
• Leaking water from cleanouts or outside drains
• Unusual odorous wet areas: sidewalks, external walls, ground/landscape around a building.

The following are indicators of a possible obstruction in your sewer line:
• Water comes up in floor drains, showers or toilets.
• Toilets, showers or floor drains below ground level drain very slowly.

What to do if there is a spill:

Immediately notify Veolia Water – City of Richmond. Our crews locate the blockage and determine if it is in the public sewer. If it is, the crew removes the blockage and arranges for cleanup.

If the backup is in your private internal plumbing or in the private service laterals, you are required to immediately:
• Control and minimize the spill by shutting off or not using the water
• Keep sewage out of the storm drain system using
sandbags, dirt and/or plastic sheeting
• Call a plumbing professional to clear blockages and make repairs as needed. Look in the yellow pages under
“Plumbing Drain & Sewer Cleaning” or “Plumbing
Contractors.”
• Always notify your sewer/public works department or
public sewer district of sewage spills.

Spill cleanup inside the home:

For large clean ups, a professional cleaning firm should be contacted to clean up impacted areas, You can locate local firms by looking in the Yellow Pages under “Water Damage” or “Fire Damage.” If you hire a contractor, it is
recommended to get estimates from more than one
company. Sometimes, homeowner’s insurance will pay for
the necessary cleaning due to sewer backups. Not all
policies have this coverage, so check with your agent.

If you decide to clean up a small spill inside your home, protect yourself from contamination by observing the
following safety measures. Those persons whose
resistance to infection is compromised should not attempt this type of clean up.

Other Tips:
• Keep children and pets out of the affected area until cleanup has been completed.
• Turn off heating/air conditioning systems
• Wear rubber boots, rubber gloves, and goggles during
cleanup of the affected area.
• Discard items that cannot be washed and disinfected
(such as: mattresses, rugs, cosmetics, baby toys, etc.) • Remove and discard drywall and insulation that has
been contaminated with sewage or flood waters.
• Thoroughly clean all hard surfaces (such as flooring, concrete, molding, wood and metal furniture,
countertops, appliances, sinks and other plumbing
fixtures) with hot water and laundry or dish detergent. • Help the drying process with fans, air conditioning units, and dehumidifiers.
• After completing cleanup, wash your hands with soap
and water. Use water that has been boiled for 1 minute (allow the water to cool before washing your hands) OR
use water that has been disinfected (solution of 1/8
teaspoon of household bleach per 1 gallon of water). Let it stand for 30 min. If water is cloudy, use ¼ teaspoon of household bleach per 1 gallon of water.
• Wash clothes worn during cleanup in hot water and
detergent (wash apart from uncontaminated clothes).
• Wash clothes contaminated with sewage in hot water
and detergent. Consider using a Laundromat until your
onsite wastewater system has been professionally
inspected and serviced.
• Seek immediate attention if you become injured or ill.

Spill cleanup outside the home:
• Keep children and pets out of the affected area until cleanup has been completed.
• Wear rubber boots, rubber gloves, and goggles during
cleanup of affected area.
• Clean up sewage solids (fecal material) and place in
properly functioning toilet or double bag and place in
garbage container.
• On hard surfaces areas such as asphalt or concrete, it is safe to use a 2% bleach solutions, or ½ cup of bleach to 5 gallons of water, but don’t allow it to reach a storm drain as the bleach can harm the environment.
• After cleanup, wash hands with soap and water. Use
water that has been boiled for 1 minute (allow to cool
before washing your hands) OR use water that has been
disinfected (solution of 1/8 teaspoon of household
bleach per 1 gallon of water). Let it stand for 30 min. If water is cloudy, use ¼ teaspoon of household bleach per 1 gallon of water.
• Wash clothes worn during cleanup in hot water and
detergent (wash apart from uncontaminated clothes).
• Wash clothes contaminated with sewage in hot water
and detergent. Consider using a Laundromat until your
onsite wastewater system has been professionally
inspected and serviced.
• Seek immediate attention if you become injured/ill.

CAUTION!
When trying to locate a sewer problem,
never open manholes or other public
sewer structures. Only our crews are
allowed to open & inspect these structures.
830
On (date) , at (location)
,
we responded to a reported blockage of the
sanitary sewer service to your property.

We discovered a blockage in:
o The sanitary sewer main and cleared the line
o The City-maintained portion of your sanitary
sewer lateral and cleared the line.
o Your portion of the sanitary sewer lateral,
which is your responsibility to maintain. We
also found the City’s portion of the lateral and
the main to be flowing normally.

If you require assistance to clear your portion of the
lateral you can look in the Yellow Pages of your
telephone book under “Sewer Contractors” or
“Plumbing Drains & Sewer Cleaning”. If you plan
to hire a contractor we recommend getting
estimates from more than one company.

Veolia Water – City of Richmond representative:

Notes:

For questions or comments, please call:

Veolia Water – City of Richmond
(510) 412-2001
Veolia Water – City of Richmond
On (date) , at (location)
,
we responded to a reported blockage of the
sanitary sewer service to your property.

Veolia Water – City of Richmond representative:

Notes:

For questions or comments, please call:

Veolia Water – City of Richmond
(510) 412-2001
Veolia Water – City of Richmond
831
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

Appendix C

SANITARY SEWER OVERFLOW RESPONSE PACKET
832
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Overflow Response Packet
Table of Contents
Form Form Number
Instructions and Chain of Custody .................................................... envelope label Responding to a Sanitary Sewer Overflow .......................................................... C-1 Sanitary Service Report Form ............................................................................... -2 Volume Estimation Forms ......................................... -3a, -3b, -3c, -3d, -3e, -3f, -3g CCTV Report ......................................................................................................... -4 Collection System Failure Analysis Report ........................................................... -5 Regulatory Notifications Packet
Instructions ......................................................................................envelope Regulatory Reporting Guide ..................................................................... A-1 Category 1 SSO Reporting Checklist ....................................................... -2a Category 2 & 3 SSO Reporting Checklist ................................................. -2b RWQCB Notification Fax ............................................................................ -3 Public Posting ...................................................................................................... n/a Door Hanger ........................................................................................................ n/a Pamphlet ............................................................................................................. n/a For pre-assembled packets contact DKF Solutions Group at (707) 373-9709 or [email protected] 833
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

In the event of a Sanitary Sewer Overflow

READ THIS FIRST
Collections System Field Crew:
q Follow the instructions on the Sewer Overflow Response Flowchart (C-1).
q Refer to the Field Guide as necessary.
q Place completed forms in this envelope, complete the Chain of Custody record (right) and forward this packet to the Collection System Manager.

Collections System Manager:
q Review the enclosed forms.
q Complete the Regulatory Notifications Packet.
q Archive this packet and all other information regarding this overflow incident according to City policy.
q Debrief using the Collection System Failure Analysis Form.

Print Name:

Initial:

Date:

Time:

Print Name:

Initial:

Date:

Time:

Instructions
Veolia Water North America – City of Richmond Overflow Emergency Response Plan:

Sanitary Sewer Overflow Packet
• If this is a Category 1 SSO greater than or equal to 1,000 gallons:

Contact the Collections System Field Supervisor at (510) 542-3247 or the Collections System Manager at (510) 426-0008 to make the 2-hour notification to CalOES at (800) 852-7550
• For any media requests: Public Information Officer (510) 620-5486 • For processing of water samples: CalTest Laboratory (888) 258-8378 • Check here if you believe that fats, oils and/grease (FOG) caused or contributed to the SSO:
• Check here if you believe that tree roots caused or contributed to the SSO: 834
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-1 Side A Sanitary Sewer Overflow Response Packet
Overflow Response Flowchart
Start Here
Is the
spill entering an area
where public contact
may occur?
Is this an area where the public recreates in the impacted waters? If YES consider posting “WARNING RAW SEWAGE”
signs in immediate areas. Be sure to photograph any areas where warnings/barricades are posted, as appropriate.

MEDIA AND PUBLIC RELATIONS GUIDELINES:

Exercise caution in contacts with the public or media when you respond to a spill. Any information you provide or statements you make may become pertinent in the event of possible court action, it is important to AVOID THE FOLLOWING:
§ Giving out the wrong information including providing incorrect facts about a company or other agency § Making accusations against customers, businesses or other agencies § Speculating about the situation you are responding to Be courteous and attempt to provide accurate information to questions within the limits above. In some cases, it may be appropriate to say that we do not have any information, or to delay answering a question and then to say when an answer might be available.

In most cases, refer media requests to the media coordinator indicated on the front of the Sewer Overflow Packet envelope.

NO
YES
If it is a Category 1 spill
greater than or equal to
1,000 gallons, call CalOES
at (800) 852-7550
to make 2-hour notification
and obtain control number.

BEGIN DIVERSION AND CONTAINMENT

1. DIVERT AWAY FROM SENSITIVE AREAS:
a. Cover unplugged storm drains w/mats, or use dirt/other material to divert sewage away from sensitive areas (e.g., schools, playgrounds, intersections, etc.) b. ENSURE PUBLIC CONTACT DOES NOT OCCUR. Use cones/barricades to isolate area.

2. CONTAIN SPILL & RETURN TO SYSTEM, IF POSSIBLE:
a. Plug storm drain catch basins or use rubber mats to cover basin inlet and divert flow to catch basin
b. Build/excavate a berm to channel flow to downstream sanitary sewer manhole (barricade manhole if left open)
c. Use bypass pumps to pump around blockage until it can be removed d. Divert to low area of ground where it can be collected later

3. PHOTOGRAPH HOW THE SSO WAS DIVERTED/CONTAINED, AS APPROPRIATE

PRIVATE PROPERTY SSO

1. Photograph & document all evidence that this SSO is
from private property.

2. If customer is not home, complete Customer Service
door hanger. If they are home, provide them with the
pamphlet – “Sewer Spill Reference Guide.”

3. If tenant or property owner is unable to unwilling to address the cause of the overflow, immediately
contact your supervisor and discuss whether City
Code Enforcement, the County Department of
Environmental Health or Regional Water Quality
Control Board should be notified.

End. Do not continue to Side B

CLEAR BLOCKAGE/STOPPAGE
Use cleaning equipment appropriate to situation to
hydroflush, rodder, or hand rod to clear blockage.

Make certain to either have the vactor setup at
downstream manhole or use a fork/trap at the
manhole outlet to catch any debris released. If
using the rodder, first set-up dry manhole & run
upstream to blockage. Once blockage is broken,
pull out rods & cleaning tools. Leaving rods in
the line could restrict flow. Once flow is normal, run
line to next manhole.

Manhole
or
Cleanout
Go to Side B
Private
Property If it is a POWER FAILURE, does the station have onsite backup power? If YES, ensure the switchover has occurred
If NO, bring in appropriate size generator to power the station If it is a PUMPING FAILURE, does the station have integrated bypass capabilities? If YES, implement integrated bypass system.

If NO, implement manual bypass system.

Photograph staff
activities to
document City
actions as
appropriate.

Pump Where is Station
the SSO coming
from?
835
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-1 Side B Sanitary Sewer Overflow Response Packet
Overflow Response Flowchart
Continue
Here From
Side A
Were storm
drains
impacted?

STORM DRAIN CLEANING SOP

1. Seal or berm the storm drain immediately downstream of point the SSO reached

2. Photograph impacted storm drain catch basins before
cleaning

3. Vacuum any visible sewage – Record the volume of sewage recovered

4. Flush impacted sections of storm drain with 3X amount of SSO, if possible – Record volume of flush water

5. Ensure all visible signs of sewage have been removed

6. Return flush water to sanitary sewer – Record volume of flush water recovered

7. Photograph all storm drain catch basins after cleaning is completed
Collect receiving waters samples and
send them to the lab for processing. Refer
to the Water Quality Monitoring Plan for
procedures.

Assign staff to post “WARNING: RAW
SEWAGE” signs or other means of
warning along the shoreline of impacted
receiving waters as appropriate, or as
directed by the County Environmental
Health Department. Be sure to document
how many signs were posted and where
they were posted.

Contact the Collections System Manager
to request outside assistance, as
appropriate.

Place in Sewer Overflow Packet envelope and
follow paperwork routing instructions indicated
on the front of the envelope:

1. All completed forms

2. Digital or disposable camera

3. ALL notes/documentation made

AREA CLEANUP

1. Assign staff to begin cleanup
NOTE: If SSO was caused by a failure in a private service line, clean up impacted public areas & document staff time, equipment used & expenses incurred

2. Remove all signs of gross pollution
(toilet paper, solids, grease, etc.)

3. Flush area w/unchlorinated or de-chlorinated water – Unless raining
(3X amount of SSO, if possible)
a. Setup berm/other means to contain all chlorinated
flush water so it can be returned to sewer
b. Don’t use disinfectants if they may enter storm drain system and not be fully recovered or if they may
enter a water body

4. Photograph the area when cleanup operations are
complete
NO
YES
YES

ESTIMATE SPILL VOLUME
Determine the SSO start time and calculate the SSO volume estimation using the forms in the Sanitary Sewer Overflow Response Packet.

DOCUMENTATION
Complete the Sanitary Service Report Form.

NO
YES
NO
Has 50,000
gallons or more of the SSO
reached receiving
waters?
Determine if CCTV is warranted. If so, complete the CCTV Report.

Is it feasible/practical to
contain/recover any of the SSO
from the receiving waters?
836
Sanitary Service Report Form
Powered By ICOM3™ 1 of 1
In a Structure
SSO Surface Overflow

8. Supervisor Action:

Action Taken: WO# No Action Taken
Supervisor Review: Review Date:

Veolia Observation:

2. Caller/Complaint Details:

Confirmed Not Confirmed Comments:

Blockage in Main Blockage in Lateral
Industrial Waste

3. Field Observations:

Debris in Main Gravel or Rocks Grease (IPP) Overflow in MH Odor Roots in Main Soft Stoppage Overflow Lateral Overflow in Home No Blockage in Main

4.Referral to Other Department/Agency for Follow-up: EBMUD IPP West County (WCCSD)
Building Regulations (BR) City Public Works Inspector (PW) Stege Sanitary District
County Health Risk Managment (RM)
Person Contacted: Date: Time:

None
*If spill is greater than 1000 gallons, notify OES @ 1-800-852-7550. OES Report #:

Est. Discharge Start Date: Start Time: End Time: Total Gal:

5. Spill Details:

Entered Stormdrain or Waterway? YES NO
On the Ground?
In or Under Structure?
YES
YES
NO
NO
Spill Amount: Greater than 0, Less than 1,000 gal Greater than or equal to 1000 gal Vol. Contained (gal):

Vol. that Reached StateWaters (gal):

Vol. Uncontained not in StateWaters (gal):

Weather Type: Dry Heavy Rain Light Rain
Lateral? YES NO
Mainline MH? YES NO

6. Pipe Information: Line Segment: Up Manhole # Down Manhole # Feet Cleared: Feet to Blockage: Feet ran for Preventive Maintenance Credit:

7. Status: Recommended Action: CCTV Clean Follow-up Inspection Follow-up Priority: Emergency High Low
Caller Notifty Date: Caller Notifty Time: Notifty By:

9. Personnel: Operator Name: A) B) Hours: A) B)

10. Vehicle: Truck Number: Hours:

Non-SSO

1. Call Taken By: Date: Time:

Resident Name: Telephone:

Address: Cross-Street:

MARIE GRACE HERNANDEZ
C-2
837
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Overflow Response Packet C-3a
Volume Estimation: Eyeball Estimation Method
Use this method only for small SSOs of less than 200 gallons.

SSO Date: Location:

STEP 1: Position yourself so that you have a vantage point where you can see the entire SSO.

STEP 2: Imagine one or more buckets or barrels of water tipped over. Depending on the size of the SSO, select a bucket or barrel size as a frame of reference. It may be necessary to use more than one bucket/barrel size.

STEP 3: Estimate how many of each size bucket or barrel it would take to make an equivalent spill. Enter those numbers in Column A of the row in the table below that corresponds to the bucket/barrel sizes you are using as a frame of reference.

STEP 4: Multiply the number in Column A by the multiplier in Column B. Enter the result in Column C.

A B C
Size of bucket(s) or
barrel(s)
How many
of this size? Multiplier Estimated SSO Volume (gallons) 1 gallon water jug x 1 gallons
5 gallon bucket x 5 gallons
32 gallon trash can x 32 gallons
55 gallon drum x 55 gallons
Other: ______ gallons x _____ gallons
Estimated Total SSO Volume:

STEP 5: Is rainfall a factor in the spill? ☐ Yes ☐ No
If yes, what volume of the observed spill volume do you estimate is rainfall? gallons If yes, describe how you determined the amount of rainfall in the observed spill? STEP 6: Calculate the estimated SSO volume by subtracting the rainfall from the SSO volume:
gallons − gallons = gallons
Estimated SSO Volume Rainfall Total Estimated SSO Volume This worksheet completed by:

Name: Signature:

Job Title: Date:
838
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3b

Page 1 ends

Volume Estimation: Duration and Flow Rate Comparison Method SSO Date: Location:

STEP 1: Compare the SSO to reference images on Page 2 to estimate flow rate of the current overflow.

Describe which reference photo(s) were used and any additional factors that influenced applying the reference photo data to the actual SSO:

Flow Rate Based on Photo Comparison: gallons per minute (gpm) STEP 2: Refer to the Sanitary Service Report Form to determine the duration of the SSO. Enter the duration here in minutes:

Name: Signature:

Job Title: Date:
839
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3b

Page 2 ends

Volume Estimation: Duration and Flow Rate Comparison Method IMPORTANT NOTE:

These photographs are provided as examples only and will change with many factors.

SSCSC Manhole Overflow Gauge
CWEA Southern Section Collections Systems Committee
Overflow Simulation courtesy of Eastern Municipal Water District Near View
Far View
Near View
Far View
5 gpm 25 gpm 50 gpm 100 gpm
150 gpm 200 gpm 300 gpm 400 gpm
840
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3c

Page 1 ends

Volume Estimation: Area/Volume Estimation Method
Note: Refer to Page 3 for computation formulas and guides SSO Date: Location:

STEP 1: Describe SSO area surface: ☐Asphalt ☐Concrete ☐Dirt ☐Landscape ☐Inside Building ☐ Other:

STEP 2: Draw/sketch the outline (footprint) of the SSO. Then break the footprint down into recognizable shapes. Refer to the example on Page 3.

STEP 3: Calculate the area of the footprint by completing the table below for each shape in Step 2. If two shapes overlap, select one of the two shapes and estimate the percentage of that shape that does not overlap. Enter that percentage in the % Not Overlapping column. This will ensure that the overlap area is only counted once. Refer to the example on Page 3.

3.14 X ft X ft X % = ft2

3.14 X ft X ft X % = ft2
Total SSO Area (sum of all three tables above): ft2
841
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3c

Page 2 ends

Volume Estimation: Area Volume Estimation Method
STEP 4: Calculate the volume of the SSO that was NOT absorbed into the ground. If the entire SSO was absorbed, skip to Step 5.
a. If SSO is of varying depths, take several measurements at different depths and find the average. inches ÷ = inches ÷ 12 = feet
sum of measurements # of measurements average depth in inches average depth in feet of ponded sewage
b. Calculate SSO volume of ponded sewage in cubic feet by multiplying the Total SSO Area in Step 3 by the average depth calculated in Step 4a. Convert from cubic feet to gallons by multiplying by 7.48.
ft2
x ft = ft3 x 7.48 gal = gallons
SSO area (Step 3) average depth (Step 4a) SSO volume in estimated volume of cubic feet ponded sewage
STEP 5: Calculate the volume of the SSO that was absorbed into the ground. If only a wet stain is observed, use the guidelines on C-3c Page 3 for the average depth. When estimating the volume that was absorbed, take into consideration:
• How long the sewage has been sitting
• The air temperature on the day of the SSO
• Soil type for the area (e.g., hard-packed clay vs. loose or gravely soil) When estimating the volume of the SSO that was absorbed into the ground, it is also advisable to dig down far enough to reach dry soil and take the depth of the wet soil into consideration.

Estimated volume that was absorbed into the soil: gallons Explain how this estimation was determined:

Name: Signature:

Job Title: Date:
842
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3c

Page 3 ends

Volume Estimation: Area Volume Estimation Method
Miscellaneous Computations
To convert inches to feet Divide the inches by 12 or use the chart on the bottom right of this page.

Volume of one cubic foot 7.48 gallons of water
Area:

Two-dimensional
measurement represented
in square feet
Square/rectangle: Area = Length x Width
Circle: Area = πr
2 (where π ≈ 3.14 and r = radius = ½ diameter)
Triangle: Area = ½ (Base x Height)
Volume:

Three-dimensional
measurement represented
in cubic feet
Rectangle/square footprint: Volume = Length x Width x Depth Circle footprint (cylinder): Volume = πr
2 x Depth
(where π ≈ 3.14 and r = radius = ½ diameter)
Triangle footprint: Volume = ½ (Base x Height) x Depth
Depth:

If the depth is not measurable because it is only a wet stain, consider using the following estimated depths:
• Depth of a wet stain on concrete surface: 0.0026’ (1/32”) • Depth of a wet stain on asphalt surface: 0.0013’ (1/64”) 843
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Overflow Response Packet C-3d
Volume Estimation: Sewage Contained in a Roadway Gutter SSO Date: Location:

For each location measured, calculate the cross-sectional area in square feet by multiplying the depth by the width and dividing by 2.

Name: Signature:

Job Title: Date:
844
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Overflow Response Packet C-3e
Volume Estimation: Upstream Lateral Connections Method
SSO Date: Location:

STEP 1: Determine the number of Equivalent Dwelling Units (EDUs) for this SSO: EDUs NOTE: A single-family residential home = 1 EDU. For commercial buildings, refer to agency documentation.

Time Period
Flow Rate Per EDU SSO

Estimated SSO Volume: gallons
This worksheet completed by:

Name: Signature:

Job Title: Date:
845
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3f

Page 1 ends

Volume Estimation: Flow Out of Manhole with Cover in Place SSO Date: Location:

STEP 1: Determine the size (nominal diameter) of the manhole cover. Check one: ☐ 24” Cover ☐ 36” Cover Do not use this estimation method for other manhole cover sizes.

SSO Rate = gpm
STEP 4: Refer to the Sanitary Service Report Form to determine the duration of the SSO. Enter the duration here in minutes:

Name: Signature:

Job Title: Date:
846
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3f

Page 2 ends

Volume Estimation: Flow Out of Manhole with Cover in Place NOTE: This table is provided for general reference. The agency is strongly encouraged to develop site-specific data.

Disclaimer:

This sanitary sewer overflow table was developed by Ed Euyen, Civil Engineer, P.E. No. 33955, California, for County Sanitation District 1. This table is provided as an example. Other Agencies may want to develop their own estimating tables.
847
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3g

Page 1 ends

Volume Estimation: Flow Out of Manhole Vent or Pick Hole SSO Date: Location:

STEP 2: Determine the SSO Rate by referring to the table on Page 2. Find the height measured in Step 1 in the left column. Read the SSO Rate in the next column (gpm = gallons per minute).

SSO Rate = gpm
STEP 3: Refer to the Sanitary Service Report Form to determine the duration of the SSO. Enter the duration here in minutes:

Name: Signature:

Job Title: Date:
848
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-3g

Page 2 ends

Volume Estimation: Flow Out of Manhole Vent or Pick Hole This table is based on a 7/8-inch diameter pick hole
NOTE: This table is provided for general reference. Use site-specific data if available.

Disclaimer:

This sanitary sewer overflow table was developed by Ed Euyen, Civil Engineer, P.E. No. 33955, California, for County Sanitation District 1. This table is provided as an example. Other Agencies may want to develop their own estimating tables.
849
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Veolia Water – City of Richmond: Overflow Emergency Response Plan Sanitary Sewer Overflow Response Packet C-4
CCTV Report

PLEASE COMPLETE AS THOROUGHLY AS POSSIBLE
PERSON COMPLETING THIS FORM: DATE:

PHONE:

CAMERA TYPE: LOCATION OF CAMERA ENTRY:

LOCATION OF CAMERA STOP:

DESCRIBE AREA TV’d:

UPSTREAM MANHOLE #:

AFFECTED PROPERTY STREET ADDRESS:

CITY, STATE AND ZIP:

PHONE
WEATHER AT TIME OF CCTV WORK:

PLEASE CHECK ALL THAT WERE DISCOVERED – Describe Extent & Location Using Camera Entry Point As Reference:
r Broken Main – Describe:

Depth:

Roots – Severity: ☐ Light ☐ Moderate ☐ Heavy
r Grease – Severity: ☐ Light ☐ Moderate ☐ Heavy
r Sag – Describe:

Depth:
r BPD – Describe:

Location:
r Cleanout – Describe:

Location:
r Joint/Junction – Describe:

Depth
r Grade – Describe:
r Grit – Severity: ☐ Light ☐ Moderate ☐ Heavy
r Other – Describe:

TIME OF OVERFLOW:

TIME BLOCKAGE RELIEVED:

TIME MAIN TV’d:

DEPTH OF MAIN:

RECOMMENDED
FOLLOW UP WORK ACTIONS:

Mark for USA location? ☐ Yes ☐ No Main Locations Marked in Green Paint? ☐ Yes ☐ No SIGNATURE OF EMPLOYEE PERFORMING TV WORK: DATE
If applicable, place completed form in Sewer Overflow Packet and follow routing instructions. 850
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

Veolia Water – City of Richmond: Overflow Emergency Response Plan C-5 Side A Sanitary Sewer Overflow Response Packet
Collection System Failure Analysis
To be completed by the Collections System Manager
Incident Report # Prepared By
SSO/Backup Information
Event Date/Time Address
Volume Spilled Volume Recovered
Cause
Summary of Historical SSOs/Backups/Service Calls/Other Problems Date Cause Date Last Cleaned Crew
Records Reviewed By: Record Review Date:

Summary of CCTV Information
CCTV Inspection Date Tape Name/Number
CCTV Tape Reviewed By CCTV Review Date
Observations
Go to Side B
851
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Veolia Water – City of Richmond: Overflow Emergency Response Plan C-5 Side B Sanitary Sewer Overflow Response Packet
Collection System Failure Analysis
Recommendations
✓ Type Specific Actions Who is
Responsible?
Completion
Deadline
Who Will Verify
Completion?
No Changes or
Repairs Required n/a n/a n/a n/a
Repair(s)
Construction
Capital
Improvement(s)
Change(s) to
Maintenance
Procedures
Change(s) to
Overflow
Response
Procedures
Training
Misc.

Comments/Notes:

Review Date:
852
Overflow Emergency Response Plan
Public Posting
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

DANGER
RAW SEWAGE l AVOID CONTACT

PELIGRO
AGUA CONTAMINADA l EVITE TODO CONTACTO
Veolia Water – City of Richmond
(510) 412-2001
853
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

On (date) , at (location)
,
we responded to a reported blockage of the
sanitary sewer service to your property.

Veolia Water – City of Richmond representative:

Notes:

For questions or comments, please call:

Veolia Water – City of Richmond
(510) 412-2001
Veolia Water – City of Richmond
On (date) , at (location)
,
we responded to a reported blockage of the
sanitary sewer service to your property.

Veolia Water – City of Richmond representative:

Notes:

For questions or comments, please call:

Veolia Water – City of Richmond
(510) 412-2001
Veolia Water – City of Richmond
854
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

How a Sewer System Works
A property owner's sewer pipes are called
service laterals and are connected to larger
local main and regional trunk lines.

Service laterals run from the connection at the
home to the connection with the public sewer.

These laterals are the responsibility of the
property owner and must be maintained by the
property owner.

San Francisco Regional Water Quality
Control Board
(510) 622-2300
Requires the prevention, mitigation, response to, and
reporting of sewage spills.

Your Responsibilities
as a
Private Property Owner
Provided to you by:

Veolia Water North America
City of Richmond
601 Canal Street
Richmond, CA 94804
(510) 412-2001
www.ci.richmond.ca.us
Copyright © 2004-2017
DKF Solutions Group
All rights reserved.

Sewer Spill
Reference Guide
855
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How do sewage spills happen?
Sewage spills occur when the wastewater in underground
pipes overflows through a manhole, cleanout, or broken
pipe. Most spills are relatively small and can be stopped and cleaned up quickly, but left unattended they can cause health hazards, damage to homes and businesses, and
threaten the environment, local waterways, and beaches.

What to look for:

What to do if there is a spill:

Immediately notify Veolia Water – City of Richmond. Our crews locate the blockage and determine if it is in the public sewer. If it is, the crew removes the blockage and arranges for cleanup.

Spill cleanup inside the home:

CAUTION!
When trying to locate a sewer problem,
never open manholes or other public
sewer structures. Only our crews are
allowed to open & inspect these structures.
856
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Appendix D

WATER QUALITY MONITORING PLAN
857
March 2017

CITY OF RICHMOND
Sanitary Sewer Overflow
Water Quality Monitoring Plan
Copyright © 2013-2017 City of Richmond
All Rights Reserved
858
Table of Contents
A PROJECT MANAGEMENT................................................................................................................ 1 A.1 PROJECT ORGANIZATION .......................................................................................................................... 1 A.2 BACKGROUND........................................................................................................................................... 1 B DATA GENERATION AND ACQUISITION .................................................................................... 3 B.1 SAMPLING PROCESS DESIGN..................................................................................................................... 3 B.1.1 Sampling Event Timing.......................................................................................................................... 3 B.1.2 Monitoring Site Locations ..................................................................................................................... 3 B.2 EQUIPMENT PREPARATION........................................................................................................................ 3 B.2.1 Sampling Containers.............................................................................................................................. 4 B.2.2 Field Meter Calibration......................................................................................................................... 4 B.3 WATER QUALITY MONITORING ................................................................................................................ 4 B.3.1 Spill Travel Time.................................................................................................................................... 4 B.3.2 Sample Collection Methods................................................................................................................... 5 B.4 SAMPLE HANDLING AND CUSTODY .......................................................................................................... 7 B.4.1 Sample Bottle Labels ............................................................................................................................. 7 B.4.2 Transport ............................................................................................................................................... 8 B.4.3 Chain of Custody Form.......................................................................................................................... 8 C REPORTING ......................................................................................................................................... 9 List of Tables
Table 1. Project Contact list........................................................................................................................................... 1 Table 2. Monitoring Equipment List ............................................................................................................................. 3 Table 3. Constituents to be Analyzed, Sample Volume Required, and Sample Type ................................................... 4 Table 4. Constituent Hold Times and Analytical Methods............................................................................................ 7 Table 5. Site Names for Sample Handling..................................................................................................................... 7 Table 6. Analytical Laboratories ................................................................................................................................... 8 Table 7. Notification and Reporting Timeline............................................................................................................... 8 List of Figures
Figure 1. SSO Action Flow Chart.................................................................................................................................. 2 List of Appendices
A Field Forms
B Calibration Logs
C Chain of Custody Forms (COCs)
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Copyright 2013-2017© City of Richmond – All rights reserved.

A PROJECT MANAGEMENT
A.1 PROJECT ORGANIZATION
This monitoring program will be conducted under the direction of the Richmond Municipal Sewer District (RMSD) with guidance provided by Larry Walker Associates (LWA). Caltest Analytical Laboratory of Napa (Caltest) will serve as the primary laboratory, but alternatives might be used due to logistics and timing. The Project Contact list is provided in Table 1.

Table 1. Project Contact List
Name Role Agency/Company Phone Number Email
Joanne Le Monitoring
Coordinator
RMSD 510-290-9149 [email protected]
nd.ca.us
Terri Mason Field Crew RMSD 510-447-3582 [email protected] ond.ca.us
Max Potter Field Crew RMSD 510-942-5315 [email protected] hmond.ca.us
Steven
Maricle
MRP Technical
Advisor
Larry Walker
Associates
530-753-6400 (o) [email protected]
Todd
Albertson
Laboratory Project
Manager
Caltest 707-258-4000 (o) [email protected]
A.2 BACKGROUND
In 2006, the State Water Resources Control Board (State Water Board) adopted Statewide General Waste Discharge Requirements for Sanitary Sewer Systems (SSS WDRs), Order No. 2006-0003-DWQ. The Monitoring and Reporting Program (MRP) established monitoring, record keeping, reporting, and public notification requirements.

On September 9, 2013, Order No. WQ 2013-0058-EXEC became effective that clarified and expanded requirements of the original MRP and defined new sanitary sewer overflow (SSO) categories. The SSO definitions, as well as the notification, monitoring, and technical reporting requirements are shown in Figure 1.

This monitoring plan addresses water quality monitoring requirements for Category 1 SSOs that are greater than or equal to 50,000 gallons. As defined by Order No. WQ 2013-0058-EXEC, the following elements must be included in an SSO Water Quality Monitoring Plan to comply with subsection D.7(v) of the SSS WDRs:

1. Protocols for water quality monitoring.

2. Account for spill travel time in the surface water and scenarios where monitoring may not be possible (e.g. safety, access restrictions, etc.).

3. Water quality monitoring analyses for ammonia and bacterial indicators to be performed by an accredited or certified laboratory.

4. Procedures for proper maintenance and calibration of monitoring instruments and devices used to implement the SSO Water Quality Monitoring Program and documentation of maintenance and calibration, as necessary, to ensure their continued accuracy.

5. Water quality sampling within 48 hours of the RMSD becoming aware of the SSO, for, at a minimum, the following constituents:
a. Ammonia
b. Total Coliform
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Richmond Municipal Sewer District
SSO Monitoring Plan 2 March 2017
Copyright 2013-2017© City of Richmond – All rights reserved.

Figure 1. SSO Action Flow Chart (Based on Order No. WQ 2013-0058-EXEC) 861
Richmond Municipal Sewer District
SSO Monitoring Plan 3 March 2017
Copyright 2013-2017 © City of Richmond – All rights reserved.

B DATA GENERATION AND ACQUISITION
B.1 SAMPLING PROCESS DESIGN
B.1.1 Sampling Event Timing
The Monitoring Coordinator will determine when the field crew will be mobilized to sample the receiving water.

Sampling must be conducted within 48 hours after initial Category 1 SSO and spill volume notification. The monitoring coordinator will target daylight sampling within the first 24 hours of the SSO notification, but sample timing may be shifted due to safety and logistical issues.

Sampling will not be conducted if there are any concerns regarding field crew safety. These concerns may include heavy rain events, which compromise access points through flooding and swift currents. Thunderstorms will also be avoided when lightning is occurring. Sampling will only be conducted if there are at least two members of the field crew team available.

B.1.2 Monitoring Site Locations
Upon notice of a Category 1 SSO, the Monitoring Coordinator will determine where the field crew will sample. The Monitoring Coordinator will be responsible for determining the sampling locations. At a minimum, sampling will occur where the SSO enters the surface water body. If it is safe, samples will also be taken 50 - 100 feet upstream of the entry point, and at least one point downstream of the entry point. The downstream location(s) will be determined from visual monitoring and estimated spill travel time (see Section B.3.1). The Monitoring Coordinator will provide a detailed description of potential monitoring site locations to the Field Crew.

Upon arrival at the monitoring sites, the Field Crew will determine the best locations to sample by assessing the hydrology of the receiving water and any safety precautions. The Field Crew should look for locations where the receiving water can easily be entered or sampled mid-channel by a grab pole. Once the sampling site location is selected, but before sampling starts, the Field Crew will record the latitude and longitude of the sampling location into the Field Form (APPENDIX A).

B.2 EQUIPMENT PREPARATION
The Field Crew shall maintain a sampling kit with the necessary supplies to conduct a monitoring event. Table 2 lists the equipment and supplies that will be included in the sampling kit.

Table 2. Monitoring Equipment List
Storm Kit
Spare sample labels
Pencils (2) and waterproof pens/markers (2)
Powder-free nitrile gloves
Camera
Duct tape
Spare batteries for camera
SSO Water Quality Monitoring Plan
Log books/ Field forms
Chain-of-custody forms
New sample bottles
Intermediate containers
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Richmond Municipal Sewer District
SSO Monitoring Plan 4 March 2017
Copyright 2013-2017 © City of Richmond – All rights reserved.

Coolers and ice
Cellular phone
Any necessary safety gear
Sub-surface sampling pole
Paper towels
Trash bags
B.2.1 Sampling Containers
The Field Crew will maintain a supply of sample bottles for at least 4 events. The Field Crew will order bottles directly from the laboratory and will reorder bottles if they are unused for six months. Table 3 includes the required bottle types, sample volumes, and preservatives for ammonia and total coliform samples.

Table 3. Constituents to be Analyzed, Sample Volume Required, and Sample Type Constituent Optimum Vol. (L) Min. Vol.
(L)
Collection
Method
Bottle Type Preservation Analytical
Lab
Ammonia (NH3) 0.500 0.100 Indirect or
Direct Fill
500mL
Plastic
H2SO4, <6° C Caltest
Total Coliform 0.100 0.100 Indirect or
Direct Fill
100mL
Sterile
Plastic
<6° C Caltest
B.2.2 Field Meter Calibration
All field meters will be properly calibrated and maintained by the Field Crew. Calibrations will be performed according to the methods and frequency recommended by the equipment manufacturer. When calibrating the instruments, the Field Crew will document all pertinent information in a Calibration Log (APPENDIX B) and keep it with the rest of the project documentation.

B.3 WATER QUALITY MONITORING
The Field Crew will be responsible for the following tasks upon arrival at the monitoring location:

1. Determine best sampling locations and record latitude and longitude readings for the upstream, SSO entry point, and downstream sampling sites.

2. Calculate spill travel time at the downstream monitoring site (if possible)

3. Collect water quality samples in the following order: first at the SSO entry point, second at the downstream site(s) – if possible, and third at the upstream monitoring site(s) - if possible

4. Complete all field forms and prepare the samples for delivery to the laboratory.

The following sections outline the necessary steps the Field Crew must take when performing the above actions.

B.3.1 Spill Travel Time
When the Field Crew arrives at the downstream monitoring site, they will try to estimate spill travel time by calculating travel time within enclosed storm drains (distance traveled ∕initial spill rate) and within open surface waters. Travel time within the open surface waters can be determined two different ways depending on the accessibility and safety of the monitoring site.
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Richmond Municipal Sewer District
SSO Monitoring Plan 5 March 2017
Copyright 2013-2017 © City of Richmond – All rights reserved.

B.3.1.1 Velocity Probe
Using a velocity probe is the preferred method of spill travel time calculation, but it requires extra safety precautions, since the Field Crew will have to wade and cross the surface water body.” Since the receiving water bodies for the areas around the RMSD are unsafe to enter, the RMSD has determined that it will not be the method used for determining spill travel time.

B.3.1.2 Visual Velocity Estimation
If the receiving water body is unsafe to enter, the velocity can be measured by observing floating debris.

1. The Field Crew members will stand on the edge of the channel, 30 feet apart.

2. The Field Crew member standing upstream will indicate when a large piece of debris passes their point. At this time the Field Crew member standing downstream will start timing.

3. Once the same piece of debris passes the downstream Field Crew member, they will stop timing and calculating the velocity (ft/sec) by dividing 30 feet by the number of seconds it took for the debris to travel that length.

If there isn’t any large debris floating in the surface water, the upstream Field Crew member can use a nearby stick or other buoyant object (field crew is not to add “debris” or any other material that could be considered “trash” to waters to check velocity, unless the object can be easily retrieved).

B.3.2 Sample Collection Methods
Sample collection methods will vary depending on the surface water and the safety of the Field Crew. Clean, powder-free, nitrile gloves will be worn for all bottle handling. The direct fill sample collection method is the preferred sampling method, since it does not use an intermediate container. In cases where the direct fill method cannot be used due to accessibility or safety an intermediate bottle and a grab pole can be used.

B.3.2.1 Direct Fill Sample Collection (this process has been determined unsafe and is NOT to be used by City Staff).

The direct fill sample collection method will be used in cases where the surface water can be entered safely by the Field Crew. Field Crew will wear waders and ensure that the water level and velocity of the surface water are low enough to provide a safe entry and sampling environment.

Ammonia and bacteriological sample bottles will be filled by direct submersion to approximately mid-depth as follows.

1. Wade to approximately the area of the water body with the highest flow rate and face upstream. This will most likely be midstream, but can be in a different portion of the stream, depending on the hydrology.

2. Submerge the sample bottle with its cap on to approximately mid-depth at a location of significant flow (avoid stagnant water). Hold the bottle upright under the surface while it is still capped.

3. Open the lid carefully just a little to let water run in. Fill the bottle and screw the cap tightly while the bottle is still underneath the surface.

4. Remove bottle from stream and place on ice.
864
Richmond Municipal Sewer District
SSO Monitoring Plan 6 March 2017
Copyright 2013-2017 © City of Richmond – All rights reserved.

B.3.2.2 Intermediate Container Sample Collection (method to be used most often) If the flow, water level and/or access point are deemed unsafe then an intermediate bottle attached to a grab pole will be used for sample collection. A clean, new intermediate bottle will be used for each sampling event and sampling site.

Ammonia and bacteriological sample bottles will be filled by intermediate container sample collection as follows:

1. Attach the new, clean intermediate bottle to a subsurface sampling pole.

2. Submerge the intermediate bottle, attached to expandable pole, to approximately mid-depth at a location of significant flow (avoid stagnant water).

3. Pull the release lever on the sample pole. You should see bubbling below the surface. This indicates the bottle is filling.

4. Remove bottle from water, pull the lever and empty contents. Repeat this twice more.

5. Once the intermediate bottle is properly rinsed, submerge the intermediate bottle, attached to expandable pole, to approximately mid-depth at a location of significant flow (avoid stagnant water).

6. Pull the release lever on the subsurface sampling pole. You should see bubbling below the surface. This indicates the bottle is filling.

7. Carefully remove the pole (with the bottle attached) from the water.

8. Unscrew the bottle from the subsurface sampling pole, being careful not to spill the contents.

9. Using the sample bottle (that was attached to the pole), fill the bacteriological sample containers and then the ammonia bottle. Ensure that none of the bottles overflow and that the preservative stays in the sample container.

10. After the bottles have been filled, replace bottle lids, label each bottle with sample label information, remove bottle and place in cooler on ice.
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B.4 SAMPLE HANDLING AND CUSTODY
The Field Crew will ensure that all samples are collected and submitted to their respective labs by the maximum hold times listed in Table 4. If timing or logistics prevent a hold time being met, the Field Crew will contact the Monitoring Coordinator.

Table 4. Constituent Hold Times and Analytical Methods
Sample Parameter Analytical
Method1
Maximum Hold
Times
Analytical Lab
Ammonia (NH3) SM 4500-NH3-G 28 days Caltest
BOD SM 5210-B 48 hours Caltest
Total Coliform
Fecal Coliform
SM 9221-B/E
SM 9221-C/E
8 hours
8 hours
Caltest
Caltest
B.4.1 Sample Bottle Labels
The Field Crew will label all sample bottles with a waterproof label, which will contain the Location, Lab Identification (Field ID), sample collection date, sample collection time, analysis requested, sample type, preservative, and Inspector’s initials.

The sample parameter and analysis methods are shown in Table 4 and the station identification protocols are shown in Table 5.

Sampling protocol will be as follows:

MMDDYY-Two Letter Identifier Two Letter location(US/SC/DS)-001-Sample Number Example: Sample taken Upstream at Harbour and Wright on December 12, 2014:
121214-HWUS-001-01
Table 5. Site Names for Sample Handling
Station Number Station Name
MMDDYY-LOUS-001-01 Surface Water Upstream
MMDDYY-LOSC-001-01 Surface Water Point of Entry (Source) MMDDYY-LODS-001-01 Surface Water Downstream 1
MMDDYY-LODS-001-0X1 Surface Water Downstream XXX1
1 Additional downstream monitoring sites will be labeled in sequential order starting from the SSO surface water point of entry. 866
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Copyright 2013-2017 © City of Richmond – All rights reserved.

Example sample bottle label:

Sample Bottle Label
LOCATION: _____________________________
LAB I.D._________________________________
DATE: _________________ TIME:___________
INSPECTORS: ___________________________
SAMPLE TYPE  GRAB  COMPOSITE
ANALYSIS: _____________________________
________________________ PRESERVATIVE
B.4.2 Transport
All samples will be kept on ice from the time of collection to the time of receipt by laboratory personnel. It is imperative that all samples are analyzed within maximum holding times (see Table 4). Samples will be shipped/delivered as specified in Table 6.

Table 6. Analytical Laboratories
Analytical Laboratory Analysis Shipping Method
Caltest
Attn. Todd Albertson
1885 North Kelly Road
Napa, CA 94558
707-258-4000
Bacterial
&
Ammonia
Courier pick-up
B.4.3 Chain of Custody Form
Chain-of-Custody (COC) forms will be filled out by the Field Crew for all samples submitted to the laboratories.

COCs will contain the following information:
• Sampler name
• Address (where the results will be sent)
• To whom the laboratory results are being sent
• Sample collection date and time
• Sample location
• Analysis method requested
• Sample container type and number
• Comments/special instructions
• Samples relinquished by (signature, print name, date) • Samples received by (signature, print name, date)
Example lab COCs are included in APPENDIX C.
867
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SSO Monitoring Plan 9 March 2017
Copyright 2013-2017 © City of Richmond – All rights reserved.

C REPORTING
A Category 1 SSO in which 50,000 gallons or greater are spilled to a surface water requires multiple stages of notification and reporting. The RMSD will adhere to the required timeline outlined in Table 7, which begins when the RMSD becomes aware of an SSO. The specific requirements for notification and reporting are specified by Order No. WQ-2013-0058-EXEC and detailed in the RMSD’s Sanitary Sewer Management Plan.

Table 7. Notification and Reporting Timeline
Time Period Requirement
<2 Hours Notification to CalOES
Within Three Business Days Draft Category 1 SSO Report to CIWQS Within 15 Calendar Days Certified Category 1 SSO Report to CIWQS Within 45 Calendar Days SSO Technical Report with water quality results to CIWQS
868
© 2004-2017 DKF Solutions Group, LLC. All rights reserved.

Appendix E

CONTRACTOR ORIENTATION
869
© 2004-2017 DKF Solutions Group, LLC. All rights reserved. Contractor Orientation: Page 1 of 2 Veolia Water – City of Richmond: Overflow Emergency Response Plan

CONTRACTOR ORIENTATION
The following procedures are to be followed in the event that you cause or witness a Sanitary Sewer Overflow.

Contractor causes or witnesses a
Sanitary Sewer Overflow
Immediately Notify Veolia Water North America – City of Richmond (510) 412-2001
Protect the Storm Drains using mats, dikes, berms, etc.

Protect the Public
If the spill is entering an area where public contact may occur, and if it is safe to do so, prevent, to the extent possible, public contact with the sewage until a Collections System Field Crew arrives.

Provide Information
Provide Collections System Field Crew with information about the overflow such as start time, appearance point, suspected cause, weather conditions, etc.

Direct ALL media and public relations requests to:

City of Richmond Public Information Officer at (510) 620-5486 870
© 2004-2017 DKF Solutions Group, LLC. All rights reserved. Contractor Orientation: Page 2 of 2 Sanitary Sewer Overflows
How to avoid them and what to do if you don’t
Veolia Water North America
City of Richmond
601 Canal Boulevard
Richmond, CA 94804
www.ci.richmond.ca.us
…when constructing or repairing sewer laterals:
§ Contact the Engineering Department at (510)
307-8091 for a permit and lateral specifications.
§ Check your work area. Make sure there is no
debris left in the sewer line before you backfill.
§ Avoid offset joints, which may make sewer lines
vulnerable to root intrusion and grease or debris
accumulation. Properly bed your joints and
don’t hammer tap.

What?
Where?
Why?
A sanitary sewer overflow (SSO) is a discharge of untreated human and industrial waste before it reaches the wastewater treatment facility.

SSOs usually occur through manholes, plumbing fixtures and service cleanouts.

SSOs are usually caused by grease, debris, root balls, or personal hygiene products blocking the sewer lines, or by unusually high flow volume.
…when clearing plugged sewer laterals:
§ Remove root balls, grease blockages and any
other debris from the sewer
§ If you can’t prevent root balls, grease or debris
from entering the sewer main, call us at (510)
412-2001, so we can work with you to remove
the blockage and prevent blockages further
downstream
§ Use plenty of water to flush lines.

How to prevent SSOs: If you cause or witness
an SSO, immediately contact:

Veolia Water
North America –
City of Richmond
(510) 412-2001
n
871
Sewer System Management Plan

APPENDICES
Appendix F
Element 7 (FOG Control Program) Supporting Documents
872
873
1 Richmond Municipal Sewer District’s FOG Control Program ............................................. 2 Introduction .................................................................................................................... 2 Background ..................................................................................................................... 2 Baykeeper responds to the City’s FOG program ........................................................ 2 Goals ............................................................................................................................... 2 Justification for the FOG Program .............................................................................. 2 Disposal of FOG Within Richmond Municipal Sewer District ......................................... 3 Commercial/Industrial ................................................................................................ 3 Residential ................................................................................................................... 3 Cleaning Maintenance Schedule and FOG Blockages ..................................................... 3 Problem Area Identification ........................................................................................ 3 Sewer Line FOG Obstruction/Blockage Preventive Maintenance Program ............... 3 SSMP Enhanced FOG Source Control Program ........................................................... 4 Legal Authority to Prohibit Discharges – Sewer Use Ordinance..................................... 4 Sanitary Sewer Use Ordinance.................................................................................... 4 Administration ................................................................................................................ 5 Installation of Grease Removal Devices.......................................................................... 5 Design and Sizing ........................................................................................................ 5 Pretreatment System Maintenance ............................................................................... 6 Authority to Inspect - Waste Discharge Permits ............................................................ 6 Policy and Applicability ............................................................................................... 6 Permit Contents .......................................................................................................... 6 Inspection and Enforcement ....................................................................................... 7 Regulatory/Outreach Strategy ........................................................................................ 7 Commercial/Industrial Component ............................................................................ 7 Multi-family/Residential Component ......................................................................... 8 List of Documents (Attachments) ................................................................................... 8 874
2 Richmond Municipal Sewer District’s FOG Control
Program
Introduction
Fats, Oils, and grease, abbreviated as FOG, are an issue due their ability to cause sanitary sewer blockages that may result in discharges of untreated wastewater on Food Handling Facilities (FHF’s) and to storm drains, creeks and the San Francisco Bay. FOG discharges result from improper management of food waste in residences and commercial FHF’s.

Background
The City of Richmond FOG source control program was initiated in 2003. A field survey identified all food service facilities with and without grease control devices. Periodic inspection of food service facilities began in 2004. In 2006, the City of Richmond Municipal Codes were revised to require that new FHS’s install grease pretreatment devices that conform to the current version of the UPC. Continued accumulation of grease in the collection system is calling for increased effort to control discharge of grease.

Baykeeper responds to the City’s FOG program
In 2006, Baykeeper brought a lawsuit against the City of Richmond for its excessive Sanitary Sewer Overflows. One component of the settlement agreement was that the City of Richmond needed to increase its inspection frequency of food service establishments, and improve their public education and outreach program.

Goals
State Water Resource Control Board adopted Order 2006-0003-DWQ which calls for owners of sanitary sewer collection systems to develop Sanitary Sewer Management Plans (SSMP) to reduce potential for sanitary sewer overflows. A component of the model plan requires a fats, oils, and grease (FOG) control program. This document summarizes the City of Richmond’s FOG Source Control Program.

Justification for the FOG Program
The justification of sewer line preventive maintenance (hydro-jetting), FOG buildup in lift stations, the volume of grease collection and removal at the WWTP and the more than 165 commercial FOG generators in the service area conclude that a FOG program is warranted.
875
3 Disposal of FOG Within Richmond Municipal Sewer District FOG discharge to the sewer is prohibited. Users are required to properly dispose of pretreatment wastes (brown grease) and cooking grease (yellow grease).

At present time, the City of Richmond CANNOT accept any amount of grease for disposal at the Richmond Water Pollution Control Plant.

Commercial/Industrial
However, there are other facilities near the City of Richmond who will accept FOG for a fee. They are listed in Attachment A.

There are several commercial/industrial FOG Waste hauling Companies serving Contra Costa County. They are listed in Attachment B.

Residential
The City of Richmond has a food recycling program for Residents that allow them to mix their grease in with their food scraps. This is the “green can” recycling program. This waste is not hauled to the local landfill, but used as composting.

See “Pretreatment System Maintenance” for other requirements Cleaning Maintenance Schedule and FOG Blockages
Problem Area Identification
A FOG problem area is identified by a line blockage determined to be the result of FOG or segments of the sewer where preventive maintenance has identified accumulations of FOG. Potential FOG problem areas consist mainly of trunk line segments in commercial districts that serve a concentration of food service facilities. Problem areas also appear to be associated with multi-family dwelling complexes, although sewer back-ups at these sites appear to be due a combination of factors, including grease, line sags, and roots. Any commercial facility that prepares food is considered a FOG generator.

Sewer Line FOG Obstruction/Blockage Preventive Maintenance Program
Prevention of FOG-related interference to the sewer system consists of a two-prong approach: scheduled preventive maintenance (PM) of problem areas and source control. Hydro-jetting is the most common method of truck line preventive maintenance. Known problem areas are prioritized based on qualitative findings of previous preventive maintenance results, such as a surcharged condition or significant grease collected on the jetting nozzle. High priority segments are put on a quarterly preventive maintenance schedule and the findings are forwarded to the Source Control Program for follow-up. The segment will remain on a quarterly PM until subsequent 876
4 observations determine that potential for obstruction or blockage have been reduced or eliminated.

SSMP Enhanced FOG Source Control Program
The City of Richmond has an approved Pretreatment Program. The FOG component is being enhanced by adding food handling facilities to the program’s waste discharge permit program and increasing public outreach.

The City of Richmond’s Source Control program staff manages plan check and specifications for newly constructed and remodeled FHF’s to ensure items required by the Richmond Municipal Code are completed prior to approval of building permits.

New buildings constructed to house food handling facilities are required to include a covered area for a dumpster. If the area cannot be covered, the facility must ensure that the dumpster is covered and the area is designed to prevent any water run-on to the area and run-off from the area. Any drains installed in the area must be connected to a grease removal device and must be protected so that no stormwater from the area is discharged to the sanitary sewer.

The City of Richmond’s Finance Department also issues a new listing each month for every business who files for a Business License in the City of Richmond. This list is reviewed by Source Control Program staff to ensure that all FHF’s that are listed are inspected and, if necessary, issued a FOG wastewater discharge permit.

Legal Authority to Prohibit Discharges – Sewer Use Ordinance Sanitary Sewer Use Ordinance
The City of Richmond Sewer Use Ordinance provides the legal authority to implement the pretreatment program for FOG. A summary of the enabling authority as follows:

RMC Section Title

12.18.010.3 Definitions of “Food Handling Facility”, “Fats, Oils, and Grease”

12.18.020.1B(3) Prohibited Discharge Standards: Solid or viscous substances, such as, but not limited to, grease, garbage….. in amounts that will cause obstruction in flow in the WPCP resulting in interference.

12.18.030.2 Fats, Oils, and Grease

12.18.030.2A.(2) These facilities must have a FOG Management Program Permit.

An authorized Inspector and/or the City Engineer shall have right of entry as described in Section 12.18.070.1 of this ordinance.

12.18.030.2B Administration of FOG Program
877
5 12.18.030.2C Grease Interceptor Maintenance Procedure Program

12.18.030.2D Best Management Practices

12.18.030.2E Grease Separators (Traps) for Treating FOG Wastes

12.18.030.2F Grease Interceptors for Treating FOG Wastes

12.18.030.2G Waivers for Treating FOG Wastes

12.18.030H Enforcement of FOG Program

12.18.070.1 Right of Entry: Inspection and Sampling

12.18.100.1 Notice of Violation

12.18.100.2 Consent Orders

12.18.100.3 Show Cause Hearing

12.18.100.4 Compliance Orders

12.18.100.5 Cease and Desist Orders

12.18.100.6 Administrative Fines

12.18.100.7 Emergency Suspension

12.18.100.8 Termination of Discharge
Administration
The City of Richmond Engineer is charged with implementing a source control program throughout the Richmond Municipal Sewer District service area. The City of Richmond Source Control Division administers the source control program. Building Regulations issue permits for installation of grease control devices in conformance to requirements of the Uniform Plumbing Code.

Installation of Grease Removal Devices
Design and Sizing
The ordinance(s) provides the following direction. The requirement is implemented by the Source Control Program.
x FOG separators and grease interceptors shall be provided, at the User’s expense, where, in the opinion of the City Engineer, they are necessary for the proper handling of wastes containing these substances in excessive amounts, or any flammable wastes or harmful ingredients.
x All grease interceptors shall be of a type and capacity approved by the City Engineer, and shall be located so it is readily accessible for inspection and cleaning.
x FOG separators and grease interceptors shall be constructed of impervious materials capable of withstanding abrupt and extreme changes in temperature.

They shall be of substantial construction and equipped with removable covers. 878
6 Pretreatment System Maintenance
x Facilities must have a FOG Maintenance Management Program and/or Wastewater Discharge Permit.
x A grease collection service shall be required for all facilities that generate FOG. x Dishwashers and food grinders are prohibited from discharging through the grease trap pursuant to the State of California Uniform Plumbing Code. x Grease interceptors shall be cleaned out completely by a FOG collection service as necessary to assure that the grease interceptor will operate as designated at all times or as otherwise specified by the City of Richmond. x Maintenance records indicating date of service, volume pumped, name of waste hauler, and waste disposal location for each pumping of the grease interceptor must be kept for a minimum of three (3) years. The records must be provided to the Source Control Program Inspector when requested during normal business hours.
x Pumped out FOG shall NOT be returned to the sewer system, nor any private wastewater system, nor storm drains.
x If significant grease accumulation (e.g., partial blockage) is found downstream of the process of concern, a Source Control Inspector and/or the City Engineer may inspect the facility.
x If a business is shown to be the cause of a grease-related sewer overflow the User will be responsible for the cost of clean-up as set forth in Section 12.18.140.

Authority to Inspect - Waste Discharge Permits
Policy and Applicability
The waste discharge permit program as applied to the FOG source control is summarized as follows:
x Issue waste discharge permits to facilities that are required to have pretreatment systems.
x Food handling facilities are required to have pretreatment systems. x A food handling facility is defined as any facility that prepares and/or services food for commercial use or sale.
x FOG pretreatment system maintenance frequency is established in inspection reports based on a grading system. The higher the grading number, the more frequently a facility will be inspected. The numbering system is based on a scale of 1 – 5).

Permit Contents
The Food Handling Facility permit package consists of the facility information and specific requirements page, Best Management Practices (Attachment C), Maintenance Log Sheet (Attachment D), and Employee Training Record (Attachment E). Waste Discharge Permits follow a standard format for all applications and contain the following provisions:
879
7 x Designated industrial waste streams shall discharge through pretreatment system indentified in the permit.
x Bypass or modification of waste treatment systems is strictly prohibited. x Maintain waste treatment systems per manufacturer instructions or at frequency as indicated in permit, which ever is more frequent. Maintenance is defined as removal of collected contents and the unit kept in optimal physical/mechanical condition.
x Keep records of waste treatment system maintenance, including pumping and/or cleanout dates, and disposition of treatment system wastes. x Conform to reporting requirements as mandated.
x Do not discharge any hazardous waste or other problem wastes. x Notify the City of Richmond immediately of any abnormally high volume or concentration of waste discharge that has occurred or is imminent. x Train employees on waste discharge requirements, including pretreatment system maintenance recommendations and requirements, and best management practices.

Inspection and Enforcement
Inspections are conducted to assess compliance with permit requirements. Compliance is determined by visual inspection of the Pretreatment system, interview with owner/staff about general operations and waste handling; and documentation of Pretreatment maintenance, Pretreatment waste disposition and employee training. A copy of the inspection form is attached (Attachment F).

Regulatory/Outreach Strategy
Commercial/Industrial Component
The current commercial program consists of periodic inspections of commercial food handling facilities. We have expanded that list to include schools, churches, and health care facilities. The rationale behind that is:
x Schools operate on a seasonal basis and could be a large contributing factor of grease due to lack of knowledge of interceptor systems. x Maintenance of grease traps and interceptors for schools are largely performed by staff that may not be located on site, therefore “out of site, out of mind” philosophy exists and we need to educate on-site staff regarding the problems the school could be creating.
x Church functions operate on weekends and rarely have staff “in the know” of how to properly dispose of grease. Initial inspections indicated that most do not have adequate grease removal devices. The Source Control program will provide BMP material that educates church staff to practice “From the Pan to the Can”. 880
8 x Health care facilities (skilled nursing homes) prepare meals for their patients, but did not fall under any of normal commercial food handling facility categories.

Most of them did have large grease traps. However, they were not being maintained on a regular basis. We have added them to our regular inspection schedule and placed them on permit.
x Posters for BMP’s for handling FOG are distributed. The Bay Area Pollution Prevention Group (BAPPG) funded CalFOG to create a poster that is available in English, Spanish, Korean, Chinese, and Vietnamese. These posters are printed by the City of Richmond in any language the Facility should request.

Multi-family/Residential Component
The Residential Outreach Element includes:
x Dispensing of educational brochures at public facilities (libraries, schools, etc.), and issuing public service announcements, and updating our “What’s New” on the web page to remind residents how to properly dispose of their deep fat fryer grease, etc.
x We meet with Richmond Neighborhood Coordinating Council periodically to discuss various topics. We provide them hand-outs for their local Neighborhood Groups regarding the proper disposal of grease.
x FOG door hangers are distributed in areas where the Collection Crew has reported a back-up due to grease.
x Food Scrapers, with the City of Richmond’s insignia and information about the FOG program, are also left as door hangers in areas where excessive grease is reported by the Collection Crew and in areas where a back-up has occurred due to grease.

List of Documents (Attachments)
Attachment 7A: Facilities accepting FOG
Attachment 7B: FOG Waste Haulers
Attachment 7C: Best Management Practices
Attachment 7D: Maintenance Log Sheet
Attachment 7E: Employee Training Record
Attachment 7F: Inspection Form
881
Fats, Oil & Grease Collection
West Contra Costa County Residents Only
Thinking of frying a turkey for the holidays? Not sure what to do with the leftover used cooking oil and grease?
Never wash cooking fats, oil or grease down the drain, as they can cause the sewer line to back up into your home, streets and storm drains which flow to the Bay. Instead recycle it! EBMUD and the West Contra Costa Integrated Waste Management Authority have partnered to provide a free drop-off program. Most cooking fats will be turned into bio diesel. Please do NOT mix with automotive waste and no restaurants will be serviced.

Fifteen (15) gallons per person maximum.

We also accept many household hazardous wastes, so load up old paint and pesticides and just make one trip. Remember to keep all wastes in separate containers -- never mix different substances. Visit www.recyclemore.com for a list of acceptable household hazardous waste or call 1-888-412-9277.

West Contra Costa Household Hazardous Waste Facility
101 Pittsburg Avenue, Richmond, 94801 – off the Richmond Parkway Open – Thursdays, Fridays and the first Saturday each month 9:00am – 4:00pm (closed 12-12:30pm for lunch)
1-888-412-9277
www.recyclemore.com
And the link to EBMUD’s website is…
http://www.ebmud.com/wastewater/residential_pollution_prevention/Residential_ FOG_Drop-off/default.htm
882
Grease Hauling and Rendering Companies Serving Locations in the State of California (this is a list for convenience provided by the City of Richmond and not an endorsement) Counties Hauler Name Phone Number
All Counties
All Counties Darling International (800) 473-4890
All Counties Liquid Environmental Solutions (866)-694-7327 All Counties Portosan Santa Rosa (707) 566-2000
All Counties Rescue Rooter (800) 869-6917
All Counties Roto Rooter (800) 269-3747
Contra Costa
Contra Costa A-1 Septic Tank Service (510) 697-8083
Contra Costa A-1 Septic Tank Service (800) 730-4471
Contra Costa AAA Fire Protection Services (925) 932-4521 Contra Costa Able Septic (408) 377-9990
Contra Costa All Valley Environmental, Inc. (559) 498-8378 Contra Costa Ameriguard Maintenance Services (800) 347-7876 xt 14 Contra Costa Bay Pumping (831) 320 5229
Contra Costa Miller & Gibson (prev Able Septic Tank Service) (408) 377-9990 Contra Costa Miller & Gibson (prev Able Septic Tank Service) (408) 398-4990 Contra Costa ModestoTallow/Florin Tallow Co. (209) 522-7224 Contra Costa ModestoTallow/Florin Tallow Co. (800) 564-7204 Contra Costa One More Time (800) 624-5504
Contra Costa Pioneer Liquid Transport (800) 804-7327
Contra Costa Sacramento Rendering Co. (800) 339-6493
Contra Costa Salinas Tallow (800) 621-9000
Contra Costa Sweet Septic Systems (800) 622-8768
883
FOG BMPs

FOG BEST MANAGEMENT PRACTICES (BMP'S)
Prevent Blockages in the Sanitary Sewer System
BMP Reason For Benefits to Food
Service
Establishment
Pretreatment Inspection Tips
Train kitchen staff
and other
employees about
how they can help
ensure BMPs are
implemented.

People are more willing to
support an effort if they
understand the basis for it.

All of the subsequent
benefits of BMPs will
have a better chance
of being
implemented.

Talk to the establishment
manager about the training
program that he/she has
implemented.

Post "No Grease"
signs above all
sinks and on the
front of
dishwashers.

Signs serve as a constant
reminder for staff working
in kitchens.

These reminders will
help minimize grease
discharge to the traps
and interceptors and
reduce the cost of
cleaning and
disposal.

Check appropriate locations of
"No Grease" signs.

Use water
temperatures less
than 140° F in all
sinks, especially the
pre-rinse sink
before the
mechanical
dishwasher.

The mechanical
dishwasher requires
a minimum
temperature of 160°
F, but the Uniform
Plumbing Code
(UPC) prohibits
discharging the
dishwasher to
grease traps.

Temperatures in excess of
140° F will dissolve grease,
but the grease can recongeal or solidify in the
sanitary sewer collection
system as the water cools.

The food service
establishment will
reduce its costs for
the energy – gas or
electric – for heating
the water.

Check boiler or hot water
heater discharge temperature.

Measure the temperature of the
hot water being discharged
from the closest sink.

Use a three-sink
dishwashing
system, which
includes sinks for
washing, rinsing,
and sanitizing in a
The three-sink system uses
water temperatures less than
140° F where a mechanical
dishwasher requires a
minimum temperature of
160° F. (See above)
The food service
establishment will
reduce its costs for
the energy - gas or
electric - for heating
the water for the
Measure temperature of the hot
water at the three-sink system.
884
50-100 ppm bleach
solution. Water
temperatures are
less than 140° F.
(See above)
Note: The Uniform
Plumbing Code (UPC)
prohibits the discharge of
dishwasher water to grease
traps.
mechanical
dishwasher and for
operating the
dishwasher.

Recycle waste
cooking oil.

There are many waste oil
recyclers throughout
Delaware. This is a cost
recovery opportunity.

The food service
establishment will be
paid for the waste
material and will
reduce the amount of
garbage it must pay
to have hauled away.

Obtain name of recycler used.

Review recycling records.

Confirm records with recycler.
"Dry wipe" pots,
pans, and dishware
prior to
dishwashing.

The grease and food that
remains in pots, pans, and
dishware will likely go to
the landfill. By "dry wiping"
and disposing in garbage
receptacles, the material will
not be sent to the grease
traps and interceptors.

This will reduce the
amount of material
going to grease traps
and interceptors,
which will require
less frequent
cleaning, reducing
maintenance costs.

Observe dishwashing practices.

Dispose of food
waste by recycling
and/or solid waste
removal.

Some recyclers will take
food waste for animal feed.

In the absence of such
recyclers, the food waste can
be disposed as solid waste in
landfills by solid waste
haulers.

Recycling of food
wastes will reduce
the cost of solid
waste disposal.

Solid waste disposal
of food waste will
reduce the frequency
and cost of grease
trap and interceptor
cleaning.

Inspect grease traps and
interceptors for food waste
accumulation.

Confirm the recycler or solid
waste removal company with
the establishment manager.
885
Prevent Fats, Oil, and Grease From Entering Creeks and Streams Through the Storm Drain System BMP Reason For Benefits to Food
Service Establishment
Pretreatment Inspection Tips
Cover outdoor
grease and oil
storage containers.

Some local
jurisdictions will
have BMPs in place
for storm water also.

Uncovered grease and oil
storage containers can collect
rainwater. Since grease and
oil float, the rainwater can
cause an overflow onto the
ground. Such an overflow
will eventually reach the
storm water system and
nearby streams.

The discharge of
grease and oil to the
storm drain system
will degrade the water
quality of receiving
streams by adding
biological and
chemical oxygen
demand to the stream.

Discharge of grease
and oil to the storm
drain might also result
in legal penalties or
fines.

Observe storage area for signs
of oil and grease.

Inspect containers for covers.

Remove covers to ensure
containers have not overflowed
and do not have excess water.

Locate grease
dumpsters and
storage containers
away from storm
drain catch basins.

The farther away from the
catch basin, the more time
someone has to clean up
spills or drainage prior to
entering the storm drain
system.

Be aware of oil and grease
dripped on the ground while
carrying waste to the
dumpster, as well as oil and
grease that may "ooze" from
the dumpster.

The discharge of
grease and oil to the
storm drain system
will degrade the water
quality of receiving
streams by adding
biological and
chemical oxygen
demand to the stream.

Discharge of grease
and oil to the storm
drain might also result
in legal penalties or
fines.

Observe storage area for signs
of oil and grease.

Inspect the closest catch basin
for signs of accumulated grease
and oil.

Use absorbent pads
or other material in
the storm drain catch
basins if grease
dumpsters and
containers must be
located nearby.

Do not use free
flowing absorbent
materials such as
"kitty litter" or
sawdust.

Absorbent pads and other
materials can serve as an
effective barrier to grease
and oil entering the storm
drain system.

The discharge of
grease and oil to the
storm drain system
will degrade the water
quality of receiving
streams by adding
biological and
chemical oxygen
demand to the stream.

Discharge of grease
and oil to the storm
drain might also result
in legal penalties or
fines.

Check the nearest catch basin
and drainage paths for signs of
grease and oil.

Require absorbent pads if the
basin is within 20 feet of grease
dumpsters or containers or if
there are signs of grease in the
catch basin at any distance.

Do not permit the use of free
flowing absorbent material such
as "kitty litter."
886
Use absorbent pads
or other material to
clean up spilled
material around
outdoor equipment,
containers or
dumpsters.

Do not use free
flowing absorbent
materials such as
"kitty litter" or
sawdust that can be
discharges to the
storm drain system.

Absorbent pads or materials
can help clean up grease and
oil that is spilled on the
ground and prevent it from
flowing to the storm drain
system.

The discharge of
grease and oil to the
storm drain system
will degrade the water
quality of receiving
streams by adding
biological and
chemical oxygen
demand to the stream.

Discharge of grease
and oil to the storm
drain might also result
in legal penalties or
fines.

If grease and oil are observed on
the ground in the storage area,
recommend the use of
absorbents to minimize
movement of the grease and oil.

Do not permit the use of free
flowing absorbent material such
as "kitty litter."
Routinely clean
kitchen exhaust
system filters.

If grease and oil escape
through the kitchen exhaust
system, it can accumulate on
the roof of the establishment
and eventually enter the
storm drain system when it
rains.

The discharge of
grease and oil to the
storm drain system
will degrade the water
quality of receiving
streams by adding
biological and
chemical oxygen
demand to the stream.

Discharge of grease
and oil to the storm
drain might also result
in legal penalties or
fines.

Inspect roof (if safely
accessible) for signs of oil and
grease.

Require a maintenance schedule
and records for cleaning exhaust
filters. Cleaning is usually by
washing, which will discharge
the grease to the interceptor
where it can be controlled.
887
Properly Maintain Grease Traps and Interceptors to Prevent Introduction into the Sanitary Sewer System BMP Reason For Benefits to Food
Service
Establishment
Pretreatment Inspection Tips
Witness all grease trap
or interceptor
cleaning/maintenance
activities to ensure the
device is properly
operating.

Grease trap/interceptor
pumpers may take
shortcuts. If the
establishment manager
inspects the cleaning
operation and ensures it is
consistent with the
procedures in the section
on Grease Trap and
Interceptor Maintenance
they are more assured of
getting full value for their
money.

The establishment
will ensure it is
getting value for the
cost of cleaning the
grease trap or
interceptor.

Otherwise the
establishment may
be paying for
cleaning more often
than necessary.

None.

Clean under sink grease
traps weekly, or more
frequently, if needed.

If grease traps are more
than 50% full when
cleaned weekly, the
cleaning frequency
needs to be increased.

Under sink grease traps
have less volume than
grease interceptors.

Weekly cleaning of under
sink grease traps by the
establishment’s own
maintenance staff will
reduce the cost of cleaning
the grease interceptor.

If the establishment does
not have a grease
interceptor, the under sink
grease trap is the only
means of preventing
grease from entering the
sanitary sewer system. If
the grease trap is not
providing adequate
protection, the local sewer
agency may require
installation of a grease
interceptor.

This will extend the
length of the
cleaning cycle for
grease interceptors
that the
establishment
maintains.

Visually inspect the contents
of the under sink grease trap.

Inspect cleaning records.
888
Clean grease
interceptors routinely, at
least monthly.

Grease interceptors must
be cleaned routinely to
ensure that grease
accumulation does not
cause the interceptor to
operate poorly.

The cleaning frequency is
a function of the type of
establishment, the size of
the interceptor, and the
volume of flow discharged
by the establishment.

Routine cleaning
will prevent
plugging of the
sewer line between
the food service
establishment and
the sanitary sewer
system. If the line
plugs, the sewer line
may back up into the
establishment, and
the business will
need to hire
someone to unplug
it.

Interceptor should have no
more than 1/3 the depth as
grease, and,
Interceptor should have no
more than 1/4 the depth as
sediment, and
No more than 25% of the
depth should be a
combination of grease (top)
and sediment (bottom).

Keep a maintenance log. The maintenance log
serves as a record of the
frequency and volume of
cleaning the interceptor. It
is required by the
pretreatment program to
ensure that grease
trap/interceptor
maintenance is performed
on a regular basis.

The maintenance log
serves as a record of
cleaning frequency
and can help the
establishment
manager optimize
cleaning frequency
to reduce cost.

Inspect maintenance log.

Provide the establishment
with a sample maintenance
log if it does not have one.

Confirm the maintenance log
with the grease hauler
identified.
889

FATS, OILS AND GREASES (FOG) PROGRAM

MAINTENANCE REPORTING FORM
For: City of Richmond
Source Control Program 510-621-1269
Company Name & Address:

Reporting Period:

Date
Maintenance
Performed
(Inspection or
Cleaning)
Performed By:
(Company or
Employee)
Gallons
Removed
(Trap/Interceptor)
Manager’s
Signature
890
*i.e. Device Cleaning, BMP’s

FATS, OILS AND GREASES (FOG) PROGRAM TRAINING

REPORTING FORM
For: City of Richmond
Source Control Program 510-621-1269
Company Name & Address:

Reporting Period:

Date Training Performed*
Performed By:
(Company or
Employee)
Names of
employees
trained
Manager’s
Signature
891
11/13/12
FOG Inspection Report for Food Services
City of Richmond
Industrial Pretreatment Program
450 Civic Center Plaza, 94804
Facility Name: Inspection Date:

Address: ID Number:

Owner or Authorized Rep

Present:

Telephone:

Property Owner: Telephone:

City Inspector/s: APN:

Handouts provided Tips: □ English □ Mandarin □ Spanish Posters: □ English □ Mandarin □ Spanish Type of Facility Business Activity(Check all that apply) Fast Food (Carryout) Restaurant Bakery Donut Shop Deli Meat Market Other (write in type) □ □ □ □ □ □ □
Grease & Oil Removal System
Type Oil/Grease Bin Vault Trap Mechanical Manual None
1 Size (inches-GPH-lbs/day) □
2 Condition 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 1 2 3 4 5 □ 3 Garbage Grinder/Disposal Unit: □ Yes □ No Sink Screen in place: □ Yes □ No □ Provided 4 Number of meals served per day:

Equipment Washing Procedures
5 BMP’s 1 2 3 4 5 Comments:
6 Training 1 2 3 4 5 Comments:
7 Dry Wipe & Food Scraping □Yes □No Comments:
8 Posted material/Poster □ Yes □ No Comments:
9 Cleaning mats, filters, trash receptacles
□ No mats □ No filters
□ inside
□ outside
□ to storm drain
□ covered
□ to sanitary sewer
□ covered
Other:
10 Dumpster area clean 1 2 3 4 5 Comments:
11 Outdoors area (dining, & parking) swept 1 2 3 4 5 Comments:
12 Dry sweep spills □ Yes □ No Comments:
13 Stormdrain marked/stenciled □ Yes □ No Comments:

Grease & Waste Oil Storage/Disposal/Maintenance
14 Inspection Type □ Routine □ Monitoring
□ Enforcement □ Follow up
Comments:
15 Maintenance Records on site □ Yes □ No □ N/A
□ Need to submit
Comments:
16 Hauler Name Comments:
17 Date Last Serviced Comments:
18 Grease/Oil Bin Location □ inside □ outside
□ covered
Comments:
19Grease/Removal Device
Inspection Results
□ pass □ fail Comments:

Sustainability Survey for Food Packaging & Untinsels
20 Styrofoam Materials □ Yes □ No Comments:
21 Compostable Materials □ Yes □ No Comments:

Required actions
22 Photo/Videos Taken □ Yes □ No Invoice #: Comments:
23 Citation/Warning Issued □ Yes □ No Cite #: Comments:
24 Follow-up Inspection □ Yes □ No Comments:
25 Is removal device adequate □ Yes □ No □ N/A Comments:
26 Are BMP’s adequate □ Yes □ No Comments:
27 Is a removal device required □ Yes □ No □ N/A Comments:

General Comments:
892
11/13/12
Required actions
General Communications Log
Date Time Comments
893
894
895
896
897
898
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902
903
Street Address
Location
Description Potential Source Action Taken SSO Source SSO Cause Date/Time of
SSO
432 28th Street Residential Church
Church was closed that day, but had
large event previous weekend.

Explained to pastor about FOG and
maintaining sewer lines.

Clean-out
Grease
Deposition (FOG)
2014.01.07

14.30.00 1039 S. 55th Street Residential
Not able to
determine Door Hangers
Manhole Grease
Deposition (FOG)
2014.02.15

12.27.00 350 29th Street & 2829
Nevin Ave Residential
Not able to
determine Door Hangers
Inside Building or
Structure
Grease
Deposition (FOG)
2014.02.28

02.00.00 2321 Potrero Avenue Residential
Not able to
determine Door Hangers Gravity Mainline Grease Deposition (FOG) 2014.03.04

21.15.00 579 5th Street Residential
Not able to
determine Door Hangers
Inside Building or
Structure
Grease
Deposition (FOG)
2014.05.07

12.30.00 1737 Hellings Ave Residential
Not able to
determine Door Hangers Gravity Mainline Debris-Rags and Grease 2014.05.21

12.00.00 441 South 17th Street Residential
Not able to
determine Door Hangers
Inside Building or
Structure
Grease
Deposition (FOG)
2014.07.20

11.00.00 253 3rd Street Residential
Not able to
determine Door Hangers
Inside Building or
Structure
Grease
Deposition (FOG)
2014.09.08

13.00.00 San Pablo Ave & Garvin
Avenue Commercial
Gas Station w/
Mini Mart
Inspected Grease Traps for Valero (no
issues) Gravity Mainline Grease Deposition (FOG)
2014.10.11

11.25.00 23rd Street & Humphrey
Avenue Commercial
Restaurants near
location
Inspected Grease Traps for La Selva
(warning notice) Manhole Grease Deposition (FOG)
2014.10.18

13.15.00 12999 San Pablo Avenue Commercial
Restaurants near
location
Inspected Grease Traps for Burger
King (warning notice) Manhole Grease Deposition (FOG)
2014.11.23

19.00.00 2347 Maricopa Avenue Residential School near area Inspected Richmond High (no issues).

Do not (currently) inpsect elementary
schools.

Other sewer system
structure Rags and Grease
2014.12.23

14.00.00 South 21st and Cutting
Blvd. Commercial
Shields Reid
Nursing Facility
Inspected Grease trap (letter of
warning) Gravity Mainline Grease Deposition (FOG)
2015.02.21

17.30.00 7th Street & Hensley
Street Commercial
No facility in area
with FOG None
Manhole Grease
Deposition (FOG)
2015.04.16

23.42.00 CIty of Richmond
FOG Activities 2014 - Present
SSO Information
904
Street Address
Location
Description Potential Source Action Taken SSO Source SSO Cause Date/Time of
SSO
23rd Street and Downer
Avenue (2317 Downer
Ave) Residential
Near School
(kitchen?)
School District states elementary
school have no cooking on site
Lateral Clean Out
(Private) Grease
Deposition (FOG)
2015.06.20

12.15.00 327 South 17th St. Residential
Near church
(kitchen?) Church was closed. No activity
Other sewer system
structure
Grease
Deposition (FOG)
2015.07.31

08.56.00 2533 Maine Ave. Residential
Not able to
determine None
Manhole Grease
Deposition (FOG)
2015.08.17

09.30.00 2325 Lowell Ave. Residential
Near potential
FOG facilities
Inspected facilities in area
(Philadelphia Hoagie and Pepito's)
Lateral Clean Out
(Private)
Grease
Deposition (FOG)
2015.08.26

09.00.00 4210 Roosewood Ave. Residential
Not able to
determine None
Lower Lateral
(Private)
Grease
Deposition (FOG)
2015.09.16

13.00.00 1201 34th St. Residential
Not able to
determine None
Manhole Grease
Deposition (FOG)
2015.11.25

22.30.00 609 37th Street,
Richmond, CA 94805 Residential Holy Trinity Church
Church was closed. No activity. Met
with Pastor later to provide outreach
information regarding proper disposal
of Fats, Oils and Grease
Manhole
Grease
Deposition (FOG)
2016.05.09

13.04.00 38 Washington St.,
Richmond, CA Commercial Hotel Mac
Inspected Grease Trap - no violation,
but informed manager of potential
issues
Upper Lateral
(Private) Grease
Deposition (FOG)
2016.05.21

15.00.00 2319 Maricopa Ave.,
Richmond, CA
Residential/C
ommercial
Taquerida Y
Raspados
Inspected Grease Trap at Taquerida.

Letter of Warning issued for Grease
Trap. Reinspected 1 week later.

Rating: 3
Manhole Grease
Deposition (FOG)
2016.06.05

20.00.00 S. 35th Street and Cutting
blvd Commercial
Possibly Bethel
Temple
Pentecostal
Church
Church was closed. No activity. Met
with Pastor later to provide outreach
information regarding proper disposal
of Fats, Oils and Grease. He stated
that rarely is church used for public
events
Lateral Clean Out
(Private)
Grease
Deposition (FOG)
2016.11.06

19.35.00 12890 San Pablo Ave.,
Richmond, Ca Commercial
Pho Thai Hung
Restaurant
Inspected grease trap and issued
Letter of Warning
Lateral Clean Out
(Public)
Grease
Deposition (FOG)
2016.11.27

14.14.00 905
Sewer System Management Plan

APPENDICES
Appendix G
Element 8 (System Evaluation and Capacity Assurance) Supporting Documents 906
907
ES-1 City of Richmond\Veolia
November 2011 Collection System Master Plan
o\c\356\02-10-05\wp\nov\122910_ES
Executive Summary
In June 2010, Veolia Water (Veolia), the contract operator for the City of Richmond (City) collection system, retained West Yost Associates (West Yost) to complete a wastewater collection system master plan. The master plan assesses the conveyance capacity of the City’s collection system within the Richmond Municipal Sewer District (RMSD). The draft Master Plan was completed in March 2011. Since this time, additional flow monitoring and alternatives analyses have been conducted, and some priority projects are underway. In November 2010, the City and Veolia asked West Yost to update the Master Plan to reflect the recent findings and activities.

ES.1 BACKGROUND AND INTRODUCTION
The primary purpose of this sewer collection system master plan (Master Plan) is to evaluate the City of Richmond gravity sewer collection system under a specific design storm, using a computerized hydraulic model, to determine whether the system can convey flows without sewer system overflows (SSOs). Where SSOs are predicted by the hydraulic model, this Master Plan provides recommended solutions.

The City and Veolia have developed two prior master planning studies, in 2006 and 2007.

However, both of these studies relied on incomplete flow data. As a result, neither of these studies was able to replicate system operational conditions or to identify surcharge and capacity issues to the level of assurance of this Master Plan.

In 2010, the City and Veolia completed a new flow monitoring study upon which this Master Plan is based. In 2011, Veolia conducted additional flow monitoring with a specific focus on measuring tidal response in the southern portion of the system. The 2010 and 2011 flow monitoring studies were successful in capturing flow data throughout the system during several reasonably sized storm events and additional tidal events. This Master Plan benefits from this additional data, and is intended to supersede the prior planning studies completed by the City and Veolia for the sewer collection system.

This Master Plan is comprised of the following nine chapters:
x Chapter 1 – Introduction
x Chapter 2 – Existing Wastewater System
x Chapter 3 – System Flows
x Chapter 4 – Flow Monitoring Program
x Chapter 5 – Hydraulic Model Development
x Chapter 6 – Planning Criteria
x Chapter 7 – Capacity Analysis
x Chapter 8 – Pipeline Repair and Replacement Program
x Chapter 9 – Capital Improvement Plan
908
Executive Summary
ES-2 City of Richmond\Veolia
November 2011 Collection System Master Plan
o\c\356\02-10-05\wp\nov\122910_ES
The Master Plan was developed to meet the following objectives:
x Evaluate system-wide flow characteristics to identify areas contributing to high inflow and infiltration (I&I);
x Assess the existing hydraulic capacity of the collection system; x Evaluate modeled pump station firm capacity under design storm conditions; x Summarize previously developed pipeline condition and replacement needs; and x Develop a prioritized capital improvement program (CIP) that strategically replaces or repairs facilities over time to first meet the requirements of the settlement agreement between the City and San Francisco Baykeeper, and also provide long-term system reliability.

The recommendations that are presented in this Master Plan must be considered in conjunction with proposed improvements at the City’s wastewater treatment plant. Master planning activities for the treatment plant are in progress by others. The success of the recommended collection system improvements in addressing wet weather sewer system overflows (SSOs) depends on the City’s ability to maintain 42 million gallons per day (mgd) of pumping capacity1 at the wastewater treatment plant influent pump station, and subsequently, to maintain or exceed this capacity in the primary and secondary processes at the plant.

ES.2 EXISTING WASTEWATER SYSTEM
The City’s Richmond Municipal Sewer District (RMSD) provides wastewater collection service to a majority of the City of Richmond, as well as a small area within unincorporated county limits, all located within Contra Costa County in the San Francisco Bay Area. The City of Richmond and RMSD collection system service area are shown on Figure ES-1.

Abutting the City of Richmond’s service area, West County Wastewater District (WCWD) provides sewer collection service to a small portion of the City on the northern border of the City, adjacent to the City of San Pablo, and Stege Sanitary District (Stege) collects wastewater for a portion of the City in the eastern hills, adjacent to the City of El Cerrito. The City, WCWD, and Stege convey flows to three separate wastewater treatment plants.

The City’s existing sewer collection system is comprised of approximately 187 miles of active gravity sewer pipelines with sizes ranging from 4 to 66 inches in diameter, 15 miles of pressure pipelines, and 14 pump stations, according to the California Integrated Water Quality System (CIWQS) database. The City conveys all flows to its wastewater treatment plant that is located on Canal Boulevard, south of I-580. Information on the existing system is summarized in this section and is also presented in Chapter 2 of this report. 1 Maximum influent pump station pumping capacity as provided by Veolia. 909
Executive Summary
ES-3 City of Richmond\Veolia
November 2011 Collection System Master Plan
o\c\356\02-10-05\wp\nov\122910_ES
ES.2.1 Population Served & Land Use Characteristics
The estimated population for the City of Richmond is 103,701 based on the 2010 census. The City’s RMSD service area includes a wide range of mixed land uses, as shown in Figure ES-2.

These land uses were provided by the City and were supplemented with Contra Costa County public GIS resources.

ES.2.2 Collection System Facilities
The City’s sewer system is comprised of approximately 187 miles of pipe ranging in diameter from 4 to 66 inches. The predominant pipeline material for small diameter pipelines is vitrified clay pipe. The City’s service area is comprised of ten sewer drainage basins. Flows from each of the sewer basins were monitored by the City under a flow monitoring program that began in February 2010 and was concluded in June 2010. This flow monitoring program collected system data and also collected additional flow data to pinpoint the impact and locations of tidal infiltration in the southern portions of the service area. A subsequent flow monitoring study to further evaluate tidal inflow was completed in July 2011.

The City owns and operates 14 pump stations. Three of these pump stations, Canyon Estates 1, 2, and 3, are considered outside of the RMCD service area because they discharge to the Stege Sanitary District. Five of the City’s pump stations were included in the hydraulic model; these stations, which include the Keller Beach, Ferry Point, ICI, Marina Bay Cove, and Marina Bay Parkway pump stations each convey flow directly to a modeled trunk sewer.

ES.2.3 Overview of Legal and Regulatory Mandates
Veolia and the City operate and maintain the City’s collection system plant in accordance with a number of regulatory documents, including:
x Regional Water Quality Control Board (RWQCB) National Pollution Discharge Elimination System permit,
x RMSD Sewer System Management Plan (SSMP), and
x 2006 City of Richmond-Baykeeper settlement agreement.

These mandates form the basis for recommendations in the Master Plan, and are discussed further in Chapter 2 of this report.

ES.3 SYSTEM FLOWS
Sewer system dry weather flows were estimated using land use information, unit flow factors, aerial photography, industrial discharge data, service area boundary data, the sewer network, and data collected during the City’s 2010 flow monitoring program.

Land use information was provided in GIS format from the City of Richmond, and supplemented by public GIS information available through Contra Costa County. The City also provided West Yost with industrial wastewater discharge data. These flows were added as calculated point loads to the more generalized land use-based flows more accurately depict basin-specific dry weather flows.
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Because the RMSD service area limits are not the same as the City limits, parcels that straddled the service area boundary were included or excluded from flow calculations using a 50 percent rule. This rule included flow from parcels when at least 50% of the parcel’s area was included within the service area boundary. There were numerous exceptions to this rule, as defined in Chapter 3 of this report.

The City’s demographics and stable population base justified calculation of average dry weather flow using unit flow factors and land use designations. Flow factors for each land use category, ranging from very low residential to various categories of commercial and industrial uses were developed and applied to the land use on a sewershed by sewershed basis (the system included 883 individual sewersheds).

Flows from twelve large industries as provided by the City were then added to the calculation to ensure that the absence of large discharger data would not skew calculated results. The combined flows were then adjusted until calculated flows per basin were within approximately ten percent of measured flows. The segregated industries included the following:
x Chevron
x Department of Health Services
x Bio-Rad Laboratories
x Kinder Morgan
x Kaiser Foundation
x California Fats and Oils
x West Contra Costa Unified School District
x Social Security
x U.C. Richmond Field Station
x Catellus Development Corp
x U.C. Regents
x T&T Richmond LP
Diurnal patterns were applied to the flows to most accurately represent flow patterns that were measured during the flow monitoring program.

ES.4 FLOW MONITORING AND INFLOW & INFILTRATION ANALYSIS In early 2010, the City and Veolia completed a system-wide flow monitoring program. The program was conducted by V&A from February to June 2010. In addition, from May 2010 to June 2010, five additional flowmeters were installed at new locations within the southern portion of the service area to refine and supplement data for areas with tidal inflow and high groundwater infiltration. In July 2011, six flowmeters were installed in the southern basins to further evaluate potential tidal inflows. Data and results are presented in the V&A reports titled, Flow Monitoring and Inflow/Infiltration Study (December, 2010, Flow Monitoring of Five Tidal Sites (September, 2010), and Sanitary Sewer Flow Monitoring and Tidal Inflow and Infiltration 911
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Study (September, 2011). The V&A Reports are included in Appendix B. The flow monitoring program and results are discussed further in Chapter 4 of this report.

The flow monitoring program included twelve (12) gravity meters that measured flows from ten basins, and two (2) rain gauges. Figure ES-3 presents the flow meter locations and associated collection system basins. The basins were named by West Yost in development of the hydraulic model.

The 2010 flow monitoring program captured rainfall events with a statistical recurrence interval of less than 2 years (i.e., 50 percent probability of occurring in any given year) through twelve gravity meters that measured flows from ten drainage basins. Peak flows generated by these rainfall events resulted in surcharge conditions in all but two of the metered locations throughout the collection system.

The primary contributors to wet weather I&I in the City’s system are 1) direct tidal inflow in the southern basins, 2) groundwater infiltration including a tidal saturation infiltration component, 3) storm runoff inflow from direct connections between stormwater facilities and the sewer system, and 4) rainfall dependent infiltration.

The highest level of tidal inflow was found in the southern sewer basins. After the flow monitoring period, Veolia addressed several sources of tidal inflow through the installation of duck-bill check valves on the wet weather outfall structures. The 2011 flow monitoring effort has confirmed the positive impact that these activities have had on reducing tidal inflows. The highest levels of rainfall dependent inflow and infiltration (RDII) were found in the Castro, 1st Street, and Canal Boulevard basins, which were monitored by Meters 1, 3, and 4, respectively.

ES.5 CAPACITY ANALYSIS
A capacity analysis was conducted using a computer-based hydraulic model of the City’s RMSD wastewater collection system, developed using Innovyze® InfoWorks™ CS software. The hydraulic model includes the City’s main trunk sewers (typically 12-inch diameter and larger) and associated facilities, and is a skeletonized representation of the City’s RMSD sewer system in its configuration and operation. This section summarizes the components of the capacity analysis that are discussed further in Chapter 5 of this report.

Veolia Water developed the hydraulic model network and provided this network to West Yost for further development and analysis. The hydraulic model comprises a skeletonized network of nodes (e.g., manholes) and conduits (e.g., pipelines).

The structural components of the hydraulic model network, (i.e., nodes and conduits) were initially developed by Veolia staff and provided to West Yost in September 2010. The hydraulic model consists of approximately 47 miles of sewer pipeline ranging in diameter from 4-inches to 66-inches. The model includes all 12-inch diameter and larger trunk lines, and associated manholes and lift stations. Many 10-inch diameter pipelines have been included, as provided by Veolia staff, as well as 4-inch, 6-inch and 8-inch diameter lines in selected areas as needed to provide connectivity. The 47 miles of pipeline represent approximately 25 percent of the City’s RMSD system.
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Five of the City’s fourteen pump stations are included in the hydraulic model: Marina Bay Parkway, ICI, Ferry Point, Marina Bay Cove, and Keller Beach. In addition, the hydraulic model includes the influent pump station wet well at the wastewater treatment plant. Figure ES-4 shows the RMSD sewer network and modeled assets.

ES.5.1 Dry Weather Flow Generation
West Yost delineated 883 subcatchments within the hydraulic model. Subcatchments were generally defined to encompass a single land use that flows to a single model node. Wastewater flows were generated for each subcatchment or sewershed, and were comprised of one or more of the following components:
x Base wastewater flow (BWF);
x Tidal saturation infiltration (TSI), which results when tidal activity saturates the soil and infiltrates into the pipeline network through defects in the system, during dry weather and wet weather periods; and
x Rainfall-dependent Infiltration and Inflow (RDII).

Base wastewater flows were calculated based on land uses, with the exception of twelve industrial point loads that were provided by the City and applied to specific nodes. For the City’s hydraulic model, industry-standard unit flow factors (verified through flow monitoring data) were applied to land use to generate BWF. Diurnal patterns were applied to the flows in each monitoring basin as needed to match the flow pattern in each basin to measured flows.

Tidal Saturation Infiltration (TSI) was then included in the model to account for measured groundwater infiltration in the southern sewer basins. TSI was calculated using base flow measurements that were consistently present and that exceeded anticipated dry weather flows during off-peak (i.e., nighttime) hours. Calculated TSI was distributed across selected pipe segments based on the product of pipe diameter and length.

These dry weather flows were calibrated within the hydraulic model to closely reflect measured flow values. The average dry weather weekday flow measured during the 2010 flow monitoring period was 6.3 mgd.

ES.5.2 Wet Weather Flow Generation
The City’s model uses the RTK method to calculate wet weather inputs to the hydraulic model.

The RTK method generates hydrographs from each subcatchment that represent flows during and immediately after rainfall events caused by seepage of water into the collection system. The RTK method generates a series of three triangular hydrographs that represent short-term, medium-term, and long-term rainfall response. The RTK parameters include:

1. R is the area of the graph representing the portion of rainfall falling on a subcatchment that enters the sewer collection system.

2. T is the time from the onset of rainfall to the peak of the triangle.

3. K is the ratio of the “time to recession” to the “time to peak” of the hydrograph. 913
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RTK parameters were adjusted by basin, beginning with the upstream basins, until measured flows during the calibration storm closely matched model-generated flows in temporal distribution and volume.

Tidal Inflows (TI) were also included in the model for use during wet weather flow simulations.

TI were derived to represent measured flows in excess of dry weather flows during non-rainfall periods.

During the calibration storm, significant surcharging occurred throughout the system. During the flow monitoring period, incoming flows exceeded the available pumping capacity of the WWTP’s influent pump station and the wet well water level rose to its maximum level. The wet well level created a hydraulic gradeline that was carried back through all of the low-lying portions of the service area. As a result, in some basins, measured flow peaks were difficult to replicate in the model.

However, despite the surcharge condition, only one meter, Meter 10, experienced consistent backwater effects. Therefore, the data collected during the calibration storm was sufficient to calibrate the hydraulic model to measured flow volumes and general flow patterns. The peak hourly measured wet weather flow during the flow monitoring season was approximately 33 mgd.

ES.6 PLANNING CRITERIA
Planning criteria addresses items such as collection system capacity, gravity sewer slopes, and maximum depth of flow. As required by the City-Baykeeper settlement agreement, the City evaluated the system under a design storm with a recurrence interval of 10 years (i.e., 10 percent probability of occurring in any given year) and duration of 24 hours.

Flow characteristics for the 10-year, 24-hour design storm were derived from data that is maintained by the Contra Costa County Flood Control District. Using the County’s depth-frequency-duration curves in conjunction with the County’s Mean Seasonal Isohyet map, total rainfall depth of 4.2 inches was used to represent a 10-year, 24-hour design storm in the City of Richmond. This rainfall depth was then distributed using the Natural Resource Conservation Service SCS Type 1 rainfall distribution curve.

Pipelines were considered to have a capacity deficiency when, under peak wet weather flow conditions for the design storm, the water level or hydraulic grade line (HGL) exceed ground surface level.

A lift station was considered capacity deficient if the station did not have sufficient firm capacity, i.e. capacity with the largest pump out of service, to convey peak hourly flows during the design storm. Based on pump station characteristics that were documented in the City’s prior master planning efforts, all pump stations were sufficiently sized to convey design flows.

New or replacement pipelines were sized to convey model-generated peak flows without significant surcharge. Capacity constraints were addressed through the addition of parallel pipelines, located along the same alignment and depth as the existing, surcharged pipe.

Optimized pipeline alignments were not included this Master Plan. Optimizations to pipeline 914
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alignments and flow diversions should be considered during the preliminary design phase for each project.

ES.7 HYDRAULIC CAPACITY ANALYSIS RESULTS
The City's modeled collection system network was evaluated for its capacity to convey flows that are predicted to occur during a design storm event. The analysis was completed using a design storm with a published recurrence interval of 10 years and duration of 24 hours (10-year, 24-hour design storm). The system was evaluated for its ability to convey all flows from the design storm without overflows. Recommended capacity assurance projects are shown in Figure ES-5. Additional information on the projects listed below is presented in Chapter 7 of this Master Plan.

Due to the relatively flat topography of the lower third of the service area, wet weather flows are significantly impacted by the operating level at the wastewater treatment plant influent pump station. The proposed capacity improvements reduce flows to the wastewater treatment plant to more closely match the influent pump station capacity of 42 mgd. Flows are controlled through the addition of a new relief sewer and wet weather storage facility. Following the wet weather event, stored flows are conveyed through existing pipelines to the treatment plant.

The hydraulic model identified the need to store flows of approximately 7.5 million gallons during the design storm event, in order to control and reduce flows to the treatment plant. The preferred location for wet weather storage is a location near or within the existing Chevron facility at West Gertrude Avenue and Richmond Parkway. This location has received preliminary discussion between the City and Chevron regarding the potential for Chevron to allow the City to use the basins as wet weather storage, thereby establishing a beneficial use for the facility as desired by Chevron. Chevron believes that they have up to 20 million gallons of storage available for use by the City for wet weather storage.

The storage location would include a pumping facility to return flows back to the system after the rainfall event. The storage facility would include pre-screening, and should be designed to maximize scouring velocities and minimize odors. Storage will likely require the acquisition of easements and/or property, as well as community endorsement. The addition of storage will require environmental clearance under the California Environmental Quality Act.

The hydraulic model identified eight project areas where the water surface or hydraulic gradeline exceeded the ground surface elevation. These locations were identified as having sewer system overflows during the design storm event. General descriptions for the associated capacity improvement projects are listed below. More detailed information on each project is presented in Chapter 7 of this Master Plan.
x Hensley Street Capacity Improvements. 3.8 miles of relief sewers conveying flows from the northern half of the service area west, to a new storage location near the existing Chevron pond facility.
x Cutting and Hoffman Boulevard Sewer Capacity Improvements – 2.4 miles of relief sewers from Carlson Boulevard to Harbour Way South, and along Hoffman Boulevard south of Cutting Boulevard.
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x 1st Street, MacDonald, and Virginia Avenue Sewer Capacity Improvements - 1.8 miles of relief and replacement sewers from Pennsylvania and 4th Street down to 1st Street and West Cutting Boulevard, on MacDonald Avenue near 23rd Street, and on Virginia Avenue near Harbour Way.
x San Pablo Avenue and Carlson Boulevard Sewer Capacity Improvements – 1.7 miles of new and relief sewers from Amador Street and Eastmond Avenue to San Pablo Avenue, ending at the intersection of Richmond Greenway Trail and South 47th Street, and on Carlson Boulevard.

The hydraulic model identified sufficient capacity in each of the five modeled pump stations to convey design flows. In addition to the five modeled pump stations, the City operates nine smaller stations within the sewer collection system. This Master Plan did not assess the capacity of these smaller stations to convey design flows. As trunk sewers and associated infrastructure are replaced over time, the City should review the firm capacity of these unmodeled collection system pump stations.

Table ES-1, also presented as Table 7-4 in the report, summarizes the capacity improvement projects and associated costs. Construction costs include the total construction cost estimate including contingency. Total costs add project design and construction administration to the total construction cost.

Table ES-1. Capacity Improvement Project Estimated Costs Project Name Project
Estimated
Construction Cost
Estimated
Total Cost
Hensley Street Pipelines Parallel Relief Sewer and
New Trunk Sewer $13.7M $16.1M
Cutting & Hoffman
Boulevards Parallel Relief Sewers $6.5M $7.6M
First Street, MacDonald
Avenue, Virginia Avenue
Parallel Relief and Trunk
Sewers $6.5M $7.7M
San Pablo & Carlson
Boulevards
Parallel Relief and Trunk
Sewers $3.6M $4.2M
Total Estimate for Pipeline Projects $30.3M $35.6M
Total Estimate for Storage (8MG) $20.8M $24.4M
ES.8 PIPELINE REHABILITATION AND REPLACEMENT PROGRAM
This Master Plan scope included a review and reprioritization of previously-generated system rehabilitation and replacement (R&R) projects. Two documents previously prepared by West Yost summarize the City’s previously-defined R&R needs, which are also listed in priority order below. These documents are included as an appendix to Chapter 8 of this Master Plan. x Elimination of stormwater inflow: This description includes multiple projects over time to systematically address sources of tidal inflow into the collection system. 916
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x Cypress Point sewer replacement project: Original a component of the Keller Beach interceptor replacement project, this project has been identified as a standalone project due to its criticality and history of sewer system overflows. x Keller Beach interceptor replacement project: This project replaces existing pipelines and collectors sewers in the Point Richmond neighborhood of the City. A large portion of the interceptor system is submerged within the San Francisco Bay. x Ongoing pipeline repairs and replacements: This project summarizes point repairs and pipeline replacements that were previously identified to eliminate the City’s most significant pipeline structural defects, including pipe failures and significant offsets.

ES.9 PRIORITIZED CAPITAL IMPROVEMENT PLAN
Chapter 9 of this Master Plan presents the recommended Capital Improvement Program (CIP) for the City’s RMSD gravity sewer collection system. The recommended CIP identifies the needed improvements at a master planning level, and does not constitute conceptual or preliminary design of these improvements. Subsequent alignment studies and preliminary designs are required to finalize pipeline configuration and alignment, and to determine the final sizes, locations, and details of the proposed improvements.

The CIP was developed to create a fundable program that addresses the City’s competing needs for capacity improvement and reliability. The following criteria were used to prioritize the various projects and develop a timeline for implementation. x Projects to Eliminate SSOs in compliance with the existing settlement agreement between the City and San Francisco Baykeeper.
x Projects to Reduce Maintenance-Related SSOs, including critical condition-related rehabilitation projects and projects that are needed to render the collection system pipes accessible to CCTV inspection equipment.

The proposed CIP begins implementation in Fiscal Year 2011/12 and extends into Fiscal Year 2020/2021. The total estimated 10-year CIP cost is $98.5 million. Of this amount, $60.2 million is needed to meet the capacity requirements that are included in the City-Baykeeper settlement agreement, and are recommended for completion within the Baykeeper settlement agreement timeframe. If this schedule is not achievable, these improvements are recommended within the 10-year CIP timeframe. The remaining costs were spread through the 10-year timeframe of this CIP, but can be further distributed into future programs.

The City-Baykeeper settlement agreement requires completion of the proposed capacity improvement projects by September 1, 2014. However, the schedule for implementation of the capacity improvements is constrained by the timeframe needed to secure environmental clearances for the proposed storage project, which must be initiated first, as well as currently available funds. Therefore, as desired by the City and Veolia, projects needed to provide in-system storage are planned for completion by 2013/14, in order to substantially meet the contractual requirement. The storage facility will help address the most significant historical capacity issues for the City, including the two combined sewer/stormwater discharges to the Richmond Inner Harbor. The remaining pipeline capacity improvements will eliminate more localized predicted sewer system overflow issues over time. If the City is able to implement the 917
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proposed project on an accelerated schedule, then the project implementation timelines will be adjusted accordingly.

The proposed rehabilitation projects that are discussed above provide needed ongoing rehabilitation on a parallel track with the City’s capacity improvements. The estimated cost of the City’s priority rehabilitation and replacement projects is $28.3 million.

The balance of the CIP provides a $10 million placeholder for unknown project that arise during the implement of the capital program. This item includes the project needed to eliminate the Harbour and Wright overflow structure that is currently under discussion outside of the recommendations of this master plan.

The proposed CIP is presented as Table ES-1, and again as Table 9-1.

ES.10 NEXT STEPS
This Master Plan is designed to be a working document that is updated over time to reflect current knowledge about system issues and needs. The City’s highest priority in the implementation of the Master Plan recommendations is to address SSOs to meet the requirements of San Francisco Baykeeper, and to meet the requirements established by the Regional and State Water Resources Control Board. The following specific tasks are recommended in the near term as the City implements the recommendations in this Master Plan:
x Conduct system-wide wet weather flow and rainfall monitoring in 2011/12, and include locations in the system that are needed to refine the requirements of the proposed Barrett Avenue Relief Sewer project. The objective of the 2011/12 flow monitoring program is to capture additional data that will assist in refining model development and calibration in order to remove possible conservatism in predicted results. x Complete the I&I reduction projects (pipeline rehabilitation and replacement) that are currently underway. After the current projects are completed, the City should consider conserving remaining available funds for capacity improvement projects and emergency/urgent rehabilitation needs.
x Continue planning activities for the Hensley Street Wet Weather Storage project, and begin planning and design for the other proposed capacity improvement projects. x Confirm that the City’s permitted dry weather flow dischargers are holding flow during periods of dry weather and also periods of high tide.
x Continue to investigate and address tidal inflow from the 1st Street basin and also from the South Harbour area.
x Evaluate and address storm drain cross-connections that may be present in North Harbour basin, as indicated by the City’s previous smoke testing activities. x Evaluate operational activities that may unnecessarily elevate WWTP influent pump station levels, as these levels have a direct and significant impact on system flows during both wet and dry weather.
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an Francisco
Bay
Richmond
Inner Harbor
920
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923
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Castro
(Site 1)
West
Cutting
(Site 11)
Canal Blvd
(Site 4)
1st
Street
(Site 3)
Coalinga /
McBryde
(Site 2)
South
Harbour
(Site 6)
North Harbour /
Harbour Minor
(Sites 5B & 5A)
Marine
(Site 10)
Wright
(Site 10A)
23rd Street
(Site 7)
33rd Street
(Site 8)
47th Street /
San Pablo
(Site 9)
Point Richmond / Castro
1st
Street
Canal Blvd
West
Cutting
Harbour
Minor
North Harbour
23rd Street
33rd Street
Coalinga / McBryde
47th Street /
San Pablo
Wright
Marine
South
Harbour
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925
01 0.5
Miles
O:\Clients\356 Veolia Water\02-10-05 Hydraulic Model Update & 2010 Capacity Analysis\GIS\Figure ES-4 (Modeled Collection System).mxd 3/18/2011 PS
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[±
PS
[±
PS
[±
PS
[±San Francisco
Bay
Richmond
Inner Harbor
FIGURE ES-4
City of Richmond
Sewer Collection System Master Plan

MODELED SEWER COLLECTION

SYSTEM FACILITIES
LEGENDModeled Pipes
4" - 8"10" - 12"15" - 21"24" - 30"> 30"
PS
[±Modeled Pump Station
Force MainUnmodeled Sewer PipesService Area
Notes 1. Area within dashed border pumps to StegeSanitary District but is maintained by the City. 926
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Lincoln A
v
enue
Cuttin
g
B
oule
v
ard
1st Street
4th Street
P
ennsylv
ania A
v
enue
N r o ht
a C t s or
t S er t e
Lucas A
v
enue
C
osta A
v
enue
Amador Street
San Pablo Avenue
Carlson Boulevard
Harbour Way
Parkway
13th Street
B
arrett A
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H
off
m
an Blvd
MacDo
nald
Aven
u
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Vir
ginia A
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H
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Sewer System Management Plan

APPENDICES
Appendix H
Element 9 (Monitoring, Measurement & Modifications
Placeholder for Future Supporting Documents
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931
Sewer System Management Plan

APPENDICES
Appendix I
Element 10 (SSMP Program Audits) Supporting Documents
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WASTEWATER COLLECTION SYSTEM INSPECTION CHECKLIST
Agency:

Inspection Team:

Facility Representatives:

Date of Inspection:

A. SEWER SYSTEM OVERVIEW
Please provide responses to the information requested in the right column below or in a separate attachment as appropriate.

Item Response

1. Population served by your agency’s sewer system

2. Service Area (sq. mi.)

3. Are other agencies/communities discharging into this sewer system? If so, please provide a list of these agencies/communities.

Does an interagency agreement exist and who is responsible for maintaining the other system(s)?

4. Map showing major interceptors, trunk lines and pump stations

5. Flow monitoring program in place? If so, please briefly describe the program and provide actual sewer system flows in #6 below.

6. Provide design and actual sewer system flows:
a. Average daily dry weather flow (MGD):
b. Peak dry weather flow (MGD):
c. Peak wet weather flow (MGD):
d. Seasonal dry weather flow (MGD):

7. Basis of peak flow (storm frequency): 1 in ____ year occurrence

8. Average annual precipitation (in):

9. Miles of sewer (total)

10. Miles of gravity sewers

11. Miles of forced mains and other pressure systems

12. What percentage of your sewer system was constructed between the years of:
a. 2000-Present
b. 1980-1999
c. 1960-1979
d. 1940-1949
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e. 1920-1939
f. Before 1919

13. Responsibility for laterals? (e.g., at main line connection or from main line to property line (or easement or cleanout) or beyond property line)

14. # of Pump stations

15. % Pump stations with remote status monitoring

16. % Pump stations with backup power sources
Please present a general overview of the information requested in Sections B-E below. Please provide one hard copy and if available an electronic-copy of the documents indicated. Please note that some documents should only be made available for viewing purposes during the site inspection and will be indicated as such. When appropriate, please provide responses in the right column or in a separate attachment (provide one hard copy and if available an electronic copy). In some cases, the Agency may be requested to provide a demonstration and/or present an overview of the information requested during the site visit.

B. SEWER SYSTEM MANAGEMENT AND SPILL RESPONSE:

Item Response

1. Sewer maps (viewing only) and/or demonstration of GIS

2. Presentation and a copy of the 11 Elements of the District’s Sewer System Management Plan (SSMP)
a. Goals
b. Organization
c. Overflow Emergency Response Plan
d. Fats, Oils and Grease (FOG) Control Program
e. Legal Authority
f. Measures and Activities (map; resources and budget;
prioritized preventive maintenance; scheduled inspections and condition assessment; sewer cleaning and
maintenance inventory, spare parts inventory; training; and outreach to plumbers and building contractors)
g. Design and Construction Standards
h. Capacity Management (assessment, system evaluation and capacity assurance plan)
i. Monitoring, Measurement and Program Modifications
j. SSMP Audit
k. Communication Program

3. Number of current vacancies to operate and maintain sewer system in your organization

4. Annual Budget for current and past three fiscal years

5. Most recent Sewer Master Plan. Is the City on schedule with the implementation of projects recommended in its most recent Sewer 935
3 Item Response
Master Plan?

6. List of capital improvement projects completed in the past three years; List of current and future capital improvement projects.

7. Sources of funding for sewer O&M and capital improvement projects (i.e. sewer fees, general fund, bonds)

8. Average current residential sewer fee, basis of sewer rate fee, and allocations of sewer fees. Sewer rates for the past five fiscal years. Provide copy of the most recent sewer rate study and discuss any plans if any to increase your Agency’s sewer rates.

9. Average time from spill report to on-site response for each calendar year for the past three years and current year.

10. Demonstration of spill response tracking system (manual or computerized information management system). Make available for viewing customer complaint records, field spill reports, and office spill reports.

11. Contingency equipment and replacement inventories. If not already included in the SSMP, provide an up-to-date list of critical spare parts, major equipment for O&M and for effective response to emergency conditions.

12. Pump Station Inventory. Provide a list of pump stations including type and configuration, flow, percent of service area served by pump station, number of pumps and capacity, backup power, and alarms listing.

13. Overflow Emergency Response Plan. If the plan is only referenced and not summarized in the SSMP, please provide a copy of the plan.

C. SEWER SYSTEM MAINTENANCE:

Item Response

1. Demonstration of maintenance management system (manual, computerized management information system or computer-based maintenance management system (CCMS)). Make available for viewing service request reports, work orders, system inventory, sewer inspection and condition assessment records, maintenance and cleaning records, and pump station O&M records/log books.

2. Demonstration of telemetered monitoring and supervisory control systems (i.e. Supervisory Control And Data Acquisition
(SCADA) system or system to gather data, supervise and control operations of the sewer collection system)

3. Sewer cleaning statistics for last three full calendar years per year a. System cleaning production (miles per year)
b. System cleaning frequency (years)
c. Pipes cleaned at least once per year (% of system)
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d. Number of manholes inspected annually
e. Force mains inspected annually (miles or feet)

4. Hot spot cleaning/inspection schedule (a-e above) and workload

5. Average frequency of Food Service Establishments inspection over the past five full calendar years

6. Summary of CCTV condition assessment rating

7. Written explanation of pipe condition rating system
D. SEWER SYSTEM CAPACITY
Item Response
Has the system undergone a capacity and an Inflow/Infiltration (I/I) assessment? If so, please provide date and a summary of the findings.

Is the District currently implementing an I/I reduction program? If so, please discuss any capital improvement projects or measures your Agency has implemented in the past 3 years and plans to implement in the future to reduce I/I into the system.

Copy of Capacity assessment reports and Inflow/Infiltration (I/I) studies E. FINANCIAL INFORMATION
Complete Table 1 below utilizing previously audited budgets. Please estimate net assets for current fiscal year.

Table 1: Agency’s Financial Summary
FY 2009/2010
Actual
FY 2010/2011
Actual
FY 2011/2012
Actual
FY 2012/2013
Budgeted
Operating
Revenue
Operating
Expenses
Net NonOperating
Revenues
Change in Net
Assets
Net Assets,
Beginning of Year
Net Assets, End of
Year
Please provide a list of your Agency’s primary sources of revenue for collection system operation and maintenance, and for collection system capital improvement projects (i.e. sewer 937
5 service charges, inspection fees, connection fees, bonds, etc). For a municipality, please also provide a financial summary of the operating revenue and expenses associated with the operation and maintenance of the sewer collection system and implementation of related CIPs.

F. Sanitary Sewer Overflow (SSO) Event(s) and Unauthorized Discharge(s) Information:

Please provide additional information regarding the SSO Event(s) and unauthorized discharge event(s) that occurred on the following date(s). Please provide a response in the right column or in a separate attachment as appropriate. Please provide copies (one hard copy and if available one electronic copy of documents indicated below).

Item Response
When applicable, specific questions or documentation needed regarding a specific SSO event(s) will be listed in this section.
938
939
940
941
942
943
944
945
946
947
948
949
950
City of Richmond
SSMP Audit Checklist
1 City of Richmond
SSMP Biennial Audit Report Form
Date of Audit: From: January 1, 2016 Through: June 30, 2017 Prepared by: Tim O’Connor
Reviewed by:

Introduction Yes No
Is the current system description complete and up to date? Are all infrastructure statistics current and complete?
X
Discussion: This SSMP audit is based on the 2017 SSMP update.

Element 1 – Goals Yes No
Are the goals stated in the SSMP still appropriate and accurate? X Discussion:
951
City of Richmond
SSMP Audit Checklist
2 Element 2 -- Organization Yes No
A Is the Contact Information current? X
B Is the Sanitary Sewer Overflow Responder List current? X C Is the Organization Chart in Figure 2-1 of the SSMP current? X D Are the position descriptions an accurate portrayal of staff responsibilities?
X
E Is the chain of communication for reporting and responding to SSOs accurate and up-to-date?
X
Discussion:

Element 3 – Legal Authority Yes No
Does the SSMP contain current references to the City’s Code documenting the City’s legal authority to:

A Prevent illicit discharges? X
B Require proper design and construction of sewers and connections? X C Ensure access for maintenance, inspection, or repairs for portions of the lateral owned or maintained by the City?
X
D Limit discharges of fats, oil and grease? X
E Enforce any violation of its sewer ordinances? X
F Were any changes or modifications made in the past year or since the last SSMP audit to City Ordinances, Regulations, or standards? X
See note 1
Discussion:

1. Revised Construction Standards are to be approved and adopted by the City Council June 2017 952
City of Richmond
SSMP Audit Checklist
3 Element 4 – Operations and Maintenance Yes No
Collection System Maps
A Does the SSMP reference the current process and procedures for maintaining the City’s sanitary sewer system maps?
X
B Are the City’s wastewater collection system maps complete, current, and sufficiently detailed?
X
See note 1
Prioritized Preventive Maintenance
C Does the SSMP describe current preventive maintenance activities and the system for prioritizing the cleaning of sewer lines? X
D Based upon the SSO information in CIWQS and the Annual SSO Report, are the City’s preventive maintenance activities sufficient and effective in minimizing SSOs and blockages?
X
Rehabilitation and Replacement Program
E Is there an ongoing condition assessment program sufficient to rank the condition of sewer pipes and schedule rehabilitation? Are the current components of this program documented in the SSMP?
X
F Does the rehabilitation and replacement plan include a capital improvement plan that addresses proper management and protection of the infrastructure assets? Does the plan include a time schedule for implementing the short and long-term plans plus a schedule for developing the funds needed for the capital improvement plan? X
See note 2
Contingency Equipment and Replacement Inventory
G Does the SSMP list the major equipment currently used in the operation and maintenance of the collection system?
X
H Are contingency equipment and replacement parts sufficient to respond to emergencies and properly conduct regular maintenance? X
See note 3
953
City of Richmond
SSMP Audit Checklist
4 Element 4 – Operations and Maintenance Yes No
Training
I Are the training records current? X
J Does the SSMP document current training expectations and programs? X Discussion:

1. Veolia and the City meet and discuss changes on a bi-weekly basis. This audit did not include a review of the Veolia maps vs. City maps to confirm consistency. If there are inconsistencies, Veolia maps take precedence.

2. CCTV is conducted on a 10-year cycle and projects are prioritized or pipelines repaired based on CCTV results. Veolia uses CCTV data completed for the prior 5 years and planned for the next 5 years which comprises the full ten-year cycle to identify and prioritize Capital Improvement Projects using data compiled 2010 to current.

3. A comprehensive equipment/parts list is currently being compiled using Veolia’s OWAM CMMS.

Element 5 – Design and Performance Standards Yes No
A Does the SSMP reference current design and construction standards for the installation of new sanitary sewer systems, pump stations and other appurtenances and for the rehabilitation and repair of existing sanitary sewer systems?
X
See note 1
B Does the SSMP document current procedures and standards for inspecting and testing the installation of new sewers, pumps, and other appurtenances and the rehabilitation and repair of existing sewer lines? X
Discussion:

1. Design and Construction standards have been updated and finalized and are being presented to Richmond City Council for approval in June 2017
954
City of Richmond
SSMP Audit Checklist
5 Element 6 – Overflow and Emergency Response Plan Yes No A Does the City’s Overflow Emergency Response Plan (OERP) contain proper notification procedures so that the primary responders and regulatory agencies are informed of all sanitary sewer overflows (SSOs) as required by the WDR and MRP?
X
See note 1
B Does the OERP have a program to ensure an appropriate response to all overflows?
X
955
City of Richmond
SSMP Audit Checklist
6 Element 6 – Overflow and Emergency Response Plan Yes No C Does the OERP contain procedures to ensure prompt notification to appropriate regulatory agencies and other potentially affected entities of all SSOs that potentially affect public health or reach waters of the State in accordance with the MRP? Does the SSMP identify the officials who will receive immediate notification of such SSOs?
X
D Are staff and contractor personnel aware of and appropriately trained on the procedures of the OERP?
X
E Does the OERP contain procedures to address emergency operations such as traffic control and other necessary response activities? X
F Does the OERP ensure that all reasonable steps are taken to contain and prevent the discharge of untreated and partially treated wastewater to waters of the United States and to minimize or correct any adverse impact on the environment resulting from SSOs, including such accelerated or additional monitoring as may be necessary to determine the nature and impact of the discharge?
X
G Considering SSO performance data, is the OERP effective in handling SSOs in order to safeguard public health and the environment? X
H Is the Water Quality Monitoring Plan current and has it been trained on and practiced by staff that would be involved in a SSO of large volume? X
I Was sampling conducted within 48 hours for all SSOs greater than 50,000 gallons and were results entered for these SSOs through the CIWQS website?
Mary please
verify
J Has the City prepared a Technical Report for all SSOs larger than 50,000 gallons? Have all Technical Reports been filed on the CIWQS website as required?
Mary please
verify
Discussion:

1. Veolia’s Overflow Emergency Response plan was updated May 2017 956
City of Richmond
SSMP Audit Checklist
7 Element 7 – Fats, Oils, and Grease (FOG) Control Program Yes No A Does the Fats, Oils, and Grease (FOG) Control Program include a description of public education outreach efforts that promote proper handling and disposal of FOG?
X
B Does the FOG program include a plan for the disposal of FOG generated within the sewer system service area?
X
C Does the City have sufficient legal authority to prohibit discharges to the system and identify measures to prevent SSOs and blockages caused by FOG?
X
D Are there requirements to install grease removal devices (such as traps or interceptors), best management practices (BMP) requirements, record keeping, maintenance requirements and reporting requirements established in the City’s FOG Control Program?
X
E Does the City have authority to inspect grease producing facilities and have sufficient staff to inspect and enforce the FOG ordinance? X
F Does the FOG control program identify sections of the collection system subject to FOG blockages, establish a cleaning schedule and address source control measures to minimize these blockages? X
G Does the FOG control program implement source control measures for all sources of FOG discharged to the collection system? X
H Is the current FOG program effective in minimizing blockages of sewer lines resulting from discharges of FOG to the system?
X
Discussion:
957
City of Richmond
SSMP Audit Checklist
8 Element 8 – System Evaluation and Capacity Assurance Plan Yes No A Does the System Evaluation and Capacity Assurance Plan evaluate hydraulic deficiencies in the system and provide estimates of peak flows associated with conditions similar to those causing overflow events, if applicable?
X
B Does the City’s capital improvement program (CIP) establish a schedule of approximate completion dates for both short-term and longterm improvements and is the schedule reviewed and updated to reflect current budgetary capabilities and activity accomplishment? X
See note 1
C Does the City take steps needed to establish a short and long-term CIP to address hydraulic deficiencies, including prioritization, alternatives analysis, and schedules? Are repair and replacement projects developed based upon condition assessment and/or field maintenance results? Discussion:

1. The City in continuously constructing project to address system capacity and has currently ready to begin construction to address system deficiencies due to capacity at multiple sites in 2017/2018.

Element 9 – Monitoring, Measurement, and Program Modifications Yes No A Does the City maintain relevant information that can be used to establish and prioritize appropriate SSMP activities?
X
See note 1
B Does the City monitor the implementation and, where appropriate, measure the effectiveness of each element of the SSMP?
See note 2
C Does the City assess the success of the preventive maintenance program?
X
D Does the City update program elements, as appropriate, based upon monitoring or performance evaluations?
X
958
City of Richmond
SSMP Audit Checklist
9 E Does the SSMP identify and illustrate SSO trends, including frequency, location and volume of SSOs?
See note 3
Discussion:

1. Veolia stores and maintains all system O&M data

2. Veolia’s progress in maintaining and managing the wastewater collection system is monitored and discussed, this assessment does not specifically identify progress related to the individual SSMP Elements.

3. Performance metrics have been established and future audits will identify and illustrate SSO trends.
959
City of Richmond
SSMP Audit Checklist
1 Element 10 – SSMP Audits Yes No
A Does the audit focus on the effectiveness of the SSMP? If not, what needs to be changed to increase the effectiveness of the overall collection system program?
X
B Were the audit results shared with the City Council? And the public, via the City website?
X
C Will the SSMP Audit be completed, reviewed, and filed as an Appendix to the SSMP on a biennial basis?
D Do any proposed changes to the SSMP require Board approval as they have a substantial change in the policies and procedures for collection system operations and maintenance?
X
Discussion:

Element 11 – Communication Program Yes No
A Does the City communicate on a regular basis with the public and other agencies about the development and implementation of the SSMP? Does the communication system provide the public the opportunity to provide input as the program is developed and implemented? Were annual progress reports and metrics of implementation of the SSMP provided to the City Council?
X
See note 1
Discussion:

1. The City will approve the updated SSMP in public meeting and will be uploaded the the City’s internet website following approval during a June, 2017 City Council Meeting. 960
City of Richmond
SSMP Audit Checklist
1 Change Log Yes No
A Is the SSMP Change Log current and up to date?
Discussion:
961
Sewer System Management Plan

APPENDICES
Appendix J
Element 11 (Communication Plan) Placeholder for Future Supporting Documents 962
963

SANITARY SEWER STANDARD SPECIFICATIONS FOR

DESIGN AND CONSTRUCTION

JULY 2017

RICHMOND, CALIFORNIA
964

TABLE OF CONTENTS

SECTION PAGE
SECTION 1 - INTRODUCTION, CODE PROVISIONS, AND POLICY........................................................................... 4 1-1.01 INTRODUCTION.................................................................................................................................................... 4 1-1.02 AUTHORITY OF THE CITY OF RICHMOND..................................................................................................... 4 1-1.03 LAWS TO BE OBSERVED .................................................................................................................................... 4 1-1.04 LICENSES AND PERMITS.................................................................................................................................... 4 1-1.05 SAFETY................................................................................................................................................................... 4 1-1.06 USE OF EXPLOSIVES ........................................................................................................................................... 4 1-1.07 RIGHTS IN LAND AND IMPROVEMENTS ........................................................................................................ 5 1-1.08 PERSONAL LIABILITY......................................................................................................................................... 5 1-1.09 SEWER SERVICE................................................................................................................................................... 5 1-1.10 ACRONYMS, ABBREVIATIONS AND TERMS ................................................................................................. 5 1-1.11 THE CITY OF RICHMOND MUNICIPAL CODE .............................................................................................. 10 1-1.12 ENFORCEMENT .................................................................................................................................................. 11 1-1.13 REGULATION OF PRIVATE SEWAGE DISPOSAL SYSTEMS...................................................................... 11 1-1.14 ANNEXATION ..................................................................................................................................................... 11 1-1.15 BASIC SEWER SERVICE POLICY..................................................................................................................... 11 1-1.16 THE LINE SIZE AND SERVICE POLICY .......................................................................................................... 11 1-1.17 PAYMENT OF FEES AND CHARGES ............................................................................................................... 11 1-1.18 REIMBURSEMENT PROGRAM......................................................................................................................... 11 SECTION 2 - DESIGN STANDARDS .................................................................................................................................. 12 2-1.01 DESIGN CRITERIA.............................................................................................................................................. 12 2-1.02 HILLSIDE AND CREEK AREA .......................................................................................................................... 14 2-1.03 MINIMUM PIPE SIZES AND STANDARDS...................................................................................................... 16 2-1.04 SEWER STRUCTURES........................................................................................................................................ 21 SECTION 3 - CONTROL OF WORK AND MATERIALS ............................................................................................... 23 3-1.01 AUTHORITY OF THE INSPECTOR................................................................................................................... 23 3-1.02 PLANS ................................................................................................................................................................... 23 3-1.03 CONFORMITY WITH THE PLANS AND ALLOWABLE DEVIATIONS ....................................................... 24 3-1.04 COORDINATION OF PLANS AND SPECIFICATIONS ................................................................................... 24 3-1.05 INTERPRETATION OF PLANS AND SPECIFICATIONS ................................................................................ 24 3-1.06 SUPERINTENDENCE .......................................................................................................................................... 24 3-1.07 LINES AND GRADES.......................................................................................................................................... 24 3-1.08 EMERGENCY WORK.......................................................................................................................................... 25 3-1.09 INSPECTION ........................................................................................................................................................ 25 3-1.10 WORKERS ............................................................................................................................................................ 26 3-1.11 EQUIPMENT......................................................................................................................................................... 26 3-1.12 NOTICE TO ADJACENT PROPERTY OWNERS AND RESIDENTS .............................................................. 26 3-1.13 PUBLIC CONVENIENCE .................................................................................................................................... 26 3-1.14 MAINTENANCE OF ACCESS AND DETOURS................................................................................................ 27 3-1.15 CLEANLINESS OF JOBSITE .............................................................................................................................. 28 3-1.16 WATER QUALITY PROTECTION ..................................................................................................................... 28 3-1.17 FINAL INSPECTION............................................................................................................................................ 28 3-1.18 ACCEPTANCE AND WARRANTY OF WORK................................................................................................. 28 3-1.19 CONTRACTOR FURNISHED MATERIALS...................................................................................................... 29 3-1.20 SOURCE OF SUPPLY AND QUALITY OF MATERIALS ................................................................................ 29 3-1.21 LOCAL MATERIALS........................................................................................................................................... 29 3-1.22 ACQUISITION OF MATERIALS ........................................................................................................................ 29 3-1.23 STORAGE OF MATERIALS................................................................................................................................ 29 3-1.24 DEFECTIVE MATERIALS .................................................................................................................................. 29 3-1.25 TRADE NAMES AND ALTERNATIVES ........................................................................................................... 29 3-1.26 TESTING MATERIALS ....................................................................................................................................... 30 3-1.27 INSPECTION AT SOURCE OF SUPPLY............................................................................................................ 30 3-1.28 CERTIFICATES OF COMPLIANCE ....................................................................Error! Bookmark not defined. 965
ii
SECTION 4 - TECHNICAL SPECIFICATIONS................................................................................................................ 31 4-1.01 SAFETY................................................................................................................................................................. 31 4-1.02 WATER QUALITY PROTECTION ..................................................................................................................... 35 4-1.03 CLEARING, GRUBBING, DEMOLITION, ABANDONMENT, REMOVAL, DISPOSAL AND SALVAGE . 44 4-1.04 EXCAVATION DEWATERING .......................................................................................................................... 48 4-1.05 BYPASSING WASTEWATER............................................................................................................................. 50 4-1.06 SHORING, EXCAVATION SUPPORT AND PROTECTIVE SYSTEMS.......................................................... 51 4-1.07 EXCAVATION, BEDDING AND BACKFILL.................................................................................................... 55 4-1.08 EROSION CONTROL (VEGETATIVE).............................................................................................................. 62 4-1.09 GEOTEXTILE FABRIC........................................................................................................................................ 64 4-1.10 HORIZONTAL DIRECTIONAL DRILLING (HDD) .......................................................................................... 67 4-1.11 BORING AND JACKING (STEEL CASING)...................................................................................................... 71 4-1.12 PIPE BURSTING................................................................................................................................................... 75 4-1.13 CURED IN PLACE PIPE (CIPP) .......................................................................................................................... 78 4-1.14 ASPHALT CONCRETE PAVEMENT AND BASE RESTORATION................................................................ 80 4-1.15 CURBS, GUTTERS, SIDEWALKS AND DRIVEWAYS ................................................................................... 84 4-1.16 LATERALS AND BUILDING SEWERS (SIDE SEWERS)................................................................................ 86 4-1.17 MANHOLES AND RODDING INLETS.............................................................................................................. 89 4-1.18 ALL-WEATHER ACCESS ROADS..................................................................................................................... 94 4-1.19 PIPELINE CLEANING, TESTING AND TELEVISING..................................................................................... 95 4-1.20 PROTECTION OF TREES AND RESTORATION OF LANDSCAPING........................................................... 99 4-1.21 REINFORCEMENT STEEL ............................................................................................................................... 105 4-1.22 CAST-IN-PLACE CONCRETE.......................................................................................................................... 108 4-1.23 CONTROLLED LOW-STRENGTH MATERIAL (CLSM) ............................................................................... 113 4-1.24 PRECAST CONCRETE BOXES AND VAULTS.............................................................................................. 116 4-1.25 GROUT................................................................................................................................................................ 117 4-1.26 MISCELLANEOUS METAL WORK................................................................................................................. 121 4-1.27 PROTECTIVE COATING AND PAINTING ..................................................................................................... 123 4-1.28 INDIVIDUAL LOT PUMPING SYSTEMS........................................................................................................ 128 4-1.29 MULTIPLE-USER LOW PRESSURE SEWER SYSTEMS............................................................................... 132 4-1.30 PIPING, GENERAL ............................................................................................................................................ 134 4-1.31 REINFORCED CONCRETE SEWER PIPE....................................................................................................... 140 4-1.32 VITRIFIED CLAY PIPE (VCP).......................................................................................................................... 144 4-1.33 DUCTILE IRON PIPE (DIP)............................................................................................................................... 146 4-1.34 POLYVINYL CHLORIDE (PVC) PIPE ............................................................................................................. 148 4-1.35 HIGH DENSITY POLYETHYLENE (HDPE) PIPE........................................................................................... 150 4-1.36 CAST IRON SOIL PIPE...................................................................................................................................... 154 SECTION 5 - SANITARY SEWER STANDARD DRAWINGS ...................................................................................... 156 SECTION 6 - APPROVED MATERIALS LIST ............................................................................................................... 157 6-1.01 BEDDING AND BACKFILL MATERIALS ...................................................................................................... 157 6-1.02 GEOTEXTILE FABRIC...................................................................................................................................... 158 6-1.03 CAST IRON FITTINGS .................................................................................................................................... 159 6-1.04 CAST METAL PRODUCTS............................................................................................................................. 160 6-1.05 COUPLINGS ...................................................................................................................................................... 161 6-1.06 HIGH DENSITY POLYETHYLENE COUPLINGS ...................................................................................... 163 6-1.07 HOUSE SEWERS: 4” AND 6” ......................................................................................................................... 164 6-1.08 OVERFLOW PROTECTION DEVICES......................................................................................................... 165 6-1.09 MAIN SEWERS: LESS THAN 18” ................................................................................................................. 166 6-1.10 JOINT RESTRAINT SYSTEMS ...................................................................................................................... 166 6-1.11 PIPE FITTINGS: LESS THAN 18” SEWERS ................................................................................................ 167 6-1.12 TAPS ................................................................................................................................................................... 168 6-1.13 READY-MIX DESIGNS ................................................................................................................................... 169 6-1.14 PRECAST PRODUCTS..................................................................................................................................... 169 6-1.15 CONCRETE CURING COMPOUNDS ........................................................................................................... 170 6-1.16 REINFORCED CONCRETE UTILITY BOXES ............................................................................................ 171 6-1.17 PUMP SYSTEMS .............................................................................................................................................. 172 6-1.18 GREASE TRAPS ............................................................................................................................................... 173 966
iii
6-1.19 MISCELLANEOUS APPROVED MATERIALS........................................................................................... 174 6-1.20 MISCELLANEOUS APPROVED MATERIALS........................................................................................... 175 APPENDIX A ...............................................................................................................................Error! Bookmark not defined.

APPENDICES
APPENDIX A – DOHS Criteria for Separation of Water Mains and Non-Potable Pipelines 967
4 SECTION 1 - INTRODUCTION, CODE PROVISIONS, AND POLICY 1-1.01 INTRODUCTION
The Sanitary Sewer Standard Specifications for Design and Construction shall govern sewer design and construction work by private individuals, public agencies and businesses within the boundaries of the City of Richmond (COR). The jurisdiction of the City of Richmond includes the entire sewerage system and its appurtenances from the point of connection with each building's plumbing to the discharge terminus of the treatment plant outfall. The City of Richmond Code and all uncodified ordinances of the City of Richmond shall be considered a part of these Specifications and all Plans, profiles, cut sheets, right-of-way documents, and specifications shall conform to the standards and requirements herein established.

Addenda to these Specifications may be issued periodically. Addenda will be distributed to active Job Engineers and Contractors registered with the City of Richmond, and will be made available to the public at the City of Richmond's offices.
1-1.02 AUTHORITY OF THE CITY OF RICHMOND
The authority of the City of Richmond to establish and enforce these Specifications is provided in the City of Richmond Municipal Code.
1-1.03 LAWS TO BE OBSERVED
The Contractor shall comply with federal, state, county, district, municipal and local laws, ordinances, orders, and regulations, which in any manner affect the work and/or those engaged or employed in the work.

The Contractor shall defend, protect, indemnify, and hold the City of Richmond, and all of the City of Richmond's officers, directors, employees and agents free and harmless from and against claim, loss and/or liability, including attorneys' fees arising from or based on the violation of any such law, ordinance, regulation, or order, whether by the Contractor or its employees, subcontractors or agents.

If the Contractor finds any discrepancy or inconsistency between information included in the Plans, or these Specifications and any law, ordinance, regulation, or order, it shall promptly notify the City of Richmond. 1-1.04 LICENSES AND PERMITS
Contractors doing sewer work within the City of Richmond boundaries shall be properly licensed in accordance with the provisions of Division 3, Chapter 9, Business and Professions Code, of the State of California, as amended; as required under the City of Richmond Municipal Code, and as specified in the Special Provisions.

Prior to beginning any work, the Contractor shall obtain all permits and licenses, pay all inspection charges and permit fees, and give all notices necessary for compliance with applicable federal, state, county, district, municipal and local laws, ordinances, orders and regulations.
1-1.05 SAFETY
The Contractor shall be responsible for the safety of its plant, equipment and personnel, and the public in the immediate vicinity of work subject to these Specifications; and in addition to complying with applicable state and/or federal safety regulations, shall fully comply with the requirements of Section 4 of these Specifications. 1-1.06 USE OF EXPLOSIVES
When the use of explosives is necessary for the performance of the sewer work, the Contractor shall ensure that it has the proper Cal/OSHA license to handle and use explosives for such work. The Contractor shall ensure that all explosives shall be stored in accordance with the provisions of Division XI of the Health and Safety Code. The Contractor shall take utmost care to avoid danger or damage to life and property. The Contractor shall obtain a permit for blasting from the local Fire Chief. The City of Richmond may inspect blasting licenses and/or permits at any time.

The Contractor shall notify Cal/OSHA and the City of Richmond Inspection regarding the time and place of the Contractor's use of explosives.
968
5 1-1.07 RIGHTS IN LAND AND IMPROVEMENTS
Nothing in these Specifications shall be construed as allowing the Contractor to make any arrangements with any person or entity to permit occupancy or use of any land, structure, or building within the work zone for any purpose whatsoever, either with or without compensation, in conflict with any agreement between the City of Richmond and any Owner, former Owner, or tenant of such land, structure, or building. 1-1.08 PERSONAL LIABILITY
No City of Richmond director, officer, employee, or agent shall be personally responsible for any liability arising under or by virtue of the performance of the work.
1-1.09 SEWER SERVICE
The Contractor shall be solely responsible for providing uninterrupted sewer service to all connected properties affected by its work. The Contractor shall defend, protect, indemnify, and hold the City of Richmond, its officers, directors, agents, and employees free and harmless against any loss, claim, or liability, including attorneys' fees, arising from or based on failure to provide such continuous service.

ACRONYMS, ABBREVIATIONS AND TERMS
1-1.10 ACRONYMS, ABBREVIATIONS AND TERMS
Wherever in these Specifications, or in any documents or instruments where these Specifications are referenced, any of the following acronyms, abbreviations, or terms is used, the intent and meaning shall be interpreted as follows unless the context clearly indicates that another meaning is intended:

Acronyms:

AAN – American Association of Nurserymen
AASHTO – American Association of State Highway and Transportation Officials AB – Aggregate Base
AC – Asphalt Concrete
ACI – American Concrete Institute
ANSI – American National Standards Institute
APN – Assessor’s Parcel Number
AREA – American Railway Engineering Association
ASCE – American Society of Civil Engineers
ASME – American Society of Mechanical Engineers
ASTM – American Society of Testing and Materials
AWPA – American Wood Preservers Association
AWS – American Welding Society
AWWA – American Water Works Association
BC – Beginning of Horizontal Curve
BVC – Beginning of Vertical Curve
CAD – Computer Aided Design
Cal/OSHA – California Division of Occupational Safety and Health Act CISPI – Cast Iron Soil Pipe Institute
CL – Class
CLSM – Controlled Low Strength Material
C.O. – Cleanout
COR – City of Richmond
CRSI – Concrete Reinforcing Steel Institute
CSA – Canadian Standards Association
CTM – California Test Method
DR – Dimension Ratio (pipe O.D. divided by minimum wall thickness) DWV – Drain, Waste, and Vent
EC – End of Horizontal Curve
EVC – End of Vertical Curve
FNPT – Female National Pipe Thread
969
6 GOE – Grant of Easement
GPD – (or gpd) Gallons per Day
GRD – Grease Removal Device
GWI – Groundwater Infiltration
HDD – Horizontal Direction Drilling
HGI – Hydromechanical Grease Interceptor
HWA – High Water Alarm
HWL – High Water Level
IAPMO – International Association of Plumbing and Mechanical Officials I.D. – Inside Diameter
ILPS – Individual Lot Pumping Systems
IOD – Irrevocable Offer of Dedication
LFL – Lower Flammable Limit
LWA – Low Water Alarm
LWL – Low Water Level
MH – Manhole
MNPT – Male National Pipe Thread
MSDS – Material Safety Data Sheet
MULPSS – Multiple User Low Pressure Sewer System
NACE – National Association of Corrosion Engineers
NEMA – National Electrical Manufacturers Association
NRTE – Nationally Recognized Testing Entity
O.D. – Outside Diameter
OPD – Overflow Protection Device
PPI – Polyolefin Pipe Industry
PSSE – Private Sanitary Sewer Easement
PTFE – Polytetrafluorethylene (Teflon)
PUE – Public Utility Easement
RI – Rodding Inlet
RMC – Richmond Municipal Code
ROW – Right-of-way
RUE – Residential Unit Equivalent
RV – Recreational Vehicle
RWQCB – Regional Water Quality Control Board
SDR – Standard Dimension Ratio (pipe O.D. divided by minimum wall thickness) SSE – Sanitary Sewer Easement
SWPPP – Storm Water Pollution Prevention Plan
SWRCB – State Water Resources Control Board
TMH – Trunk Manhole
TV – Television
UL – Underwriters Laboratory
USA – Underground Services Alert
VOC – Volatile Organic Compound
WEF – Water Environment Federation
WOG – Water/oil/gas (pressure rating in psi for values) UPC – Universal Product Code
Pipe Types:

ABS – Acrylonitrile Butadiene Styrene
ACP – Asbestos Cement Pipe
CIP – Cast Iron Soil Pipe
CIPP – Cured In Place Pipe
CL – Concrete Lined Steel Cylinder
CL&C – Concrete Lined and Coated Steel Cylinder
CMP – Corrugated Metal Pipe
DIP – Ductile Iron Pipe
HDPE – High Density Polyethylene
PE – Polyethylene
970
7 PMP – Perforated Metal Pipe
PVC – Polyvinyl Chloride
RCP – Reinforced Concrete Pipe
SDR-PR – Specification for Polyethylene Plastic Pipe
VCP – Vitrified Clay Pipe
A. Definition of Terms:

Acceptance - The formal written acceptance by the City of Richmond of an entire job which has been completed in all aspects in accordance with the Plans and Specifications and any modifications thereof previously issued.

Annexation - The inclusion of property within the City of Richmond boundaries by proper legal procedures.

Applicant – See “Owner”. An individual owner or owner’s developer, builder, engineer, or other authorized representative who applies as the owner’s official agent to the City of Richmond for sewer service.

Applicant’s Engineer – See “Job Engineer”. The Engineer licensed by the State of California as a Civil Engineer, retained or employed by the Applicant, under whose direction plans, profiles, and details for the Work are prepared and submitted to the City of Richmond for review and approval.

Approved Materials List - The list of City of Richmond-approved materials allowed for use in the construction and/or repair of sanitary sewers in accordance with these Standard Specifications.

Bedding and Backfill - Material as specified in these Specifications used to replace material excavated from trenches during sewer installation. Terms used to differentiate between zones of Bedding and Backfill are defined below:

Pipe Zone: the portion of the trench excavation between the bottom of the trench or the top of required foundation material and a horizontal plane twelve (12) inches above the highest point on the outside surface of the pipe barrel excepting bells.
"Bedding” is that portion of the Pipe Zone between the bottom of the trench or the top of required foundation material and the lowest point on the outside surface of the pipe barrel excepting bells; "Haunching" is that portion of the Pipe Zone between the top of the Bedding and the horizontal centerline of the pipe;
"Shading" is that portion of the Pipe Zone between the top of the Haunching and a horizontal plane twelve (12) inches above the highest point on the outside surface of the pipe barrel excepting bells.

Trench Zone: the portion of the trench excavation between the top of the Shading and the ground surface in unpaved areas, and the horizontal plane at lowest point of the pavement structural section in paved areas. "Trench Backfill" is that portion of the Trench Zone between the top of the Shading and the ground surface in unpaved areas or a horizontal plane two (2) feet below the lowest point of the pavement structural section in paved areas; "Final Backfill" is that portion of the Trench Zone in paved areas between the top of the trench backfill and the lowest point of the pavement structural section.

Building Drain - The building drain is the lowest part of a wastewater piping system and connects other wastewater pipes from within a building with the side sewer.

California Plumbing Code - The California Plumbing Code adopted by the State of California Building Standards Commission, latest edition.

Caltrans - State of California, Department of Transportation COR – Abbreviation for the City of Richmond, California, and its employees, and/or authorized representatives.

City - The City of Richmond, California and the Richmond Municipal Sewer District, and its employees, and/or 971
8 authorized representatives.

Contractor - Any contractor who meets the City of Richmond requirements and is licensed by the State of California to enter into contracts for and to perform the work of installing sewers under the City of Richmond jurisdiction.

County - The County of Contra Costa, State of California.

Cut Sheets - Sheets of tabulated data, indicating stations, structures, fittings, angle points, beginnings of curves, points on curves, ends of curves, sewer slopes, staking offsets, various elevations, offset cuts, and sewer depth.

Definition of Words - Wherever, in these Specifications, the words directed, required, permitted, ordered, designated, or words of like importance are used, they shall be understood to mean the direction, requirement, permission, or order of designation of the City of Richmond. Similarly, the words approved, acceptable, satisfactory, shall mean approved by, acceptable to, or satisfactory to the City of Richmond.

District - The City of Richmond and the Richmond Municipal Sewer District, Contra Costa County, California, and its employees, and/or authorized representatives.

Easements - Rights in real property granted or dedicated to the City of Richmond for the purposes stated in the document establishing the easement. Generally, these rights include the right to construct, alter, replace, repair, maintain, and operate sewer pipes, appurtenances, and appliances together with the reasonable right of access to such easements for these purposes over the remaining lands of the grantor.

Engineer – The City Manager, unless indicated otherwise.

Fixture Unit Equivalents - The unit equivalent of plumbing fixtures as tabulated in the Uniform Plumbing Code, latest edition.

Inspector - The person for the City of Richmond duly authorized and responsible for inspections and enforcement of the City of Richmond regulations relating to construction of public and private sewers, including pipelines, structures, materials, instruments, and appurtenances.

Irrevocable Offers of Dedication - A legal document used to create easements for the City of Richmond.

Job Engineer - The Engineer licensed by the State of California as a civil engineer, under whose direction plans, profiles, and details for the work are prepared and submitted to the City of Richmond for review.

Manufacturer’s Name - Any manufacturer's name, specification, catalog number, or type used herein is specified to establish the standard required for the item. Other items will be considered providing they are substantially equivalent to the established standard.

Optimum Moisture Content - The moisture content at the maximum dry density of the soil or soil aggregate as determined by laboratory test ASTM D1557.

Owner - Any individual, partnership, firm, or corporation by whom the Job Engineer has been retained or who, as the Property Owner, is making arrangements with the City of Richmond.

Parcel Number - An arbitrary number assigned to each parcel of right-of-way, including easements and miscellaneous encroachments, as shown in the right-of-way log and/or on the sewer construction plans.

Paved Surface - Any form of pavement used on street, sidewalk, or other areas composed of concrete, asphalt, oil, brick, or treated crushed rock or any combination of said forms of pavement having a dense, cohesive, stable surface.

Permits or Licenses - Documents indicating permission or authorization to perform specific work under specific conditions at specific locations.

Person - Any individual, firm, company, corporation, or association. 972
9 Plans - Construction plans, including system maps, sewer plans and profiles, cross sections, detail drawings, etc., or reproductions thereof, which show the location, character, dimensions, and details for the work to be done and which constitute a supplement to these Specifications.

Plumbing System - All plumbing fixtures and traps, or soil, waste, special waste, and vent pipes within a building.

Preliminary Review - Plans stamped "Preliminary Review," dated and signed by the City of Richmond, indicate that the Plans have been reviewed, and may now be submitted as a part of the requirements for the final review for construction.

Profile - Cross-sectional detail (side view) drawing which show the vertical relationship between the sewer line invert, the ground surface at time of construction and the finish surface, and other existing and/or proposed underground facilities.

Property Owner - The person who holds record title to a parcel of property.

Public Sewer - A sewer located within a public right-of-way, easement or dedicated reservation which has been accepted by the City of Richmond.

Record Drawings - Plans signed and dated by the City of Richmond or design consultant, indicating that the Plans have been reviewed and revised, if necessary, to record as-built construction details to the maximum extent.

Relative Compaction - The percentage ratio of the field dry density of the soil or soil aggregate (determined by ASTM 6938) to the maximum dry density as determined by laboratory test ASTM D1557.

Review for Construction - The stamp, "Final Review of Construction Plans," on the Plans signed and dated by the City of Richmond, indicates that construction may proceed.

Right-of-way - All land or interest therein which by deed, conveyance, agreement, easement, dedication, usage, or process of law is reserved for or dedicated to the use of the general public, within which the City of Richmond shall have the right to construct, alter, replace, repair, maintain, and operate sewer pipes, appurtenances, and appliances together with the reasonable right of access to such easement for said purposes over the remaining lands of the grantor.

Riparian Tree – A tree that is within thirty (30) feet of the edge of a creek bank.

Roadway - All of a right-of-way dedicated, granted, used, or to be used for vehicle movement.

Sanitary District - Richmond Municipal Sewer District, Contra Costa County, California.

Section - Any reference to a Section which is not accompanied by further reference refers to a Section or Sections of these Specifications.

Sewers:
• Trunk Sewers - A public sewer which has been or is being constructed to accommodate the flow from one (1) or more main sewers and is not generally used for side sewer connections. Trunk Sewers are generally twelve (12) inches in diameter or larger.
• Main Sewer - A public sewer which has been or is being constructed to accommodate the flow from one (1) or more side sewers. Main Sewers are generally eight (8) or ten (10) inches in diameter. • Side Sewer - A privately owned and maintained sewer line which connects the sanitary or waste plumbing (building drain) of a house or other building with the main sewer or site collector sewer. The side sewer begins at its point of connection (including the connection tap or wye) with the main sewer and terminates at its point of connection to the building drain, and is a collective term that includes both the lateral sewer and building sewer. The point of connection to the building drain shall be at the point where the plumbing first extends outside the foundation. Side Sewers are generally four (4) or six (6) inches in diameter.
• Site Collector Sewer - A privately-owned and maintained sewer line constructed to serve one (1) or more side sewers. 973
10 Site Collector Sewers are generally six (6) or eight (8) inches in diameter. • Lateral Sewer - The privately owned and maintained portion of the side sewer from its connection at the main sewer including the connection tap or wye and extending to a point five (5) feet beyond the property or easement line. • Building Sewer - That portion of the side sewer from the end of the lateral sewer to the point of connection to the building drain.

Shell Building - A building intended to accommodate a variety of non-residential uses where the specific uses for particular spaces within the building cannot be determined at the time of connection to the public sewer system.

Single-Family Residence - A single living structure designed to accommodate one (1) family.

Special Approval - Approval given by the City of Richmond, either in writing or as approved on the plans, for special construction considerations which may not meet the regulations and/or standards set forth in these Specifications or the City of Richmond Code.

Specifications - The City of Richmond Sanitary Sewer Standard Specifications for Design and Construction.

Standard Drawings - The drawings of structures or devices commonly used on the City of Richmond work and referred to on the plans and in these Specifications.

State - The State of California.

State Standard Specifications - The Standard Specifications of the State of California, Business and Transportation Agency, Department of Transportation (Caltrans), current edition.

Streets or Roads - Any public or private highway, road, street, avenue, alley, way, easement, or right of way used or to be used for vehicle movement.

Structures - Those structures or devices commonly used in the City of Richmond work such as manholes, rodding inlets, etc., as mentioned in these Standard Specifications.

Subcontractor - Any individual, partnership, firm, or corporation entering into a contract with the Contractor to perform part of the work.

Superintendent - The representative of the Contractor, present and responsible for the work at all times.

Surveyor - A Professional Land Surveyor or registered Professional Engineer (Civil) licensed by the State of California to perform land surveying.

System Maps - Scale maps on the first sheet or sheets of the job plans showing the relationship and ties between the properties to be improved and the nearest intersection of existing county or city improved road on each side of the property.

The system maps also show all proposed sewer improvements and all parcels to be served by the improvements.

Travelled Way - The portion of the roadway for the movement of vehicles, exclusive of shoulders and auxiliary lanes.

Uniform Plumbing Code - The Uniform Plumbing Code adopted by the International Association of Plumbing and Mechanical Officials, latest edition.

Work - All the work to be done under the City of Richmond Encroachment permit or inspection, in accordance with the Plans, these Specifications, and/or permit conditions.

CODE PROVISIONS AND POLICIES
1-1.11 THE CITY OF RICHMOND MUNICIPAL CODE
The City of Richmond Municipal Code of Ordinances provides the authority of the Engineer; states that only 974
11 Contractors licensed in the state of California (and Property Owners in particular cases) may perform work on private or public sewers; requires Contractor registration; and provides for Plan review, inspection, connection and other service charges.
1-1.12 ENFORCEMENT
Subject to due process, the City of Richmond may impose fines, disconnect sewers and pursue other enforcement provided in the Richmond Municipal Code (RMC) and/or take legal action against any person or persons who violate provisions of the City of Richmond Code. If work subject to the City of Richmond's jurisdiction, whether performed under a City of Richmond Encroachment permit or without permit, is determined to be deficient under these Specifications, the City of Richmond may:

A. Correct deficiencies itself or by others at the Contractor or Owner's expense.

B. Reject the work and disconnect the work from the City of Richmond system at the Contractor or Owner's expense.

C. Revoke or suspend permits or a Contractor's City of Richmond registration for a period of time. 1-1.13 REGULATION OF PRIVATE SEWAGE DISPOSAL SYSTEMS
The design, construction, and maintenance of private sewage disposal systems including septic tanks and leach fields, and methods of sewage disposal other than the City of Richmond's public sewer system are governed by the statutes, ordinances, rules, and regulations of West Contra Costa County and the State of California. 1-1.14 ANNEXATION
Only properties within the boundaries of the City of Richmond and the Richmond Municipal Sewer District may receive sewer service through the Richmond Municipal Sewer District facilities. 1-1.15 BASIC SEWER SERVICE POLICY
Each property having a separate assessor's parcel number shall have a public sewer extended to it and a separate private side sewer extending from each building’s waste plumbing discharge on the property to the public sewer, including to the connection tap or wye at the public sewer. The City of Richmond shall permit an exception to this policy if a property is the last lot that can reasonably be served from a public sewer via a private side sewer serving only the excepted property installed within a recorded, appurtenant easement across a single intervening property adjacent to the public sewer. Public sewers are owned, operated and maintained by the City of Richmond. Private side sewers shall be owned and maintained by the Property Owner.
1-1.16 THE LINE SIZE AND SERVICE POLICY
A. The minimum nominal size of any new public gravity sewer shall be eight (8) inches in diameter.

B. Side sewers should only be connected to "trunk" sewers through a variance granted by COR or at a manhole. Private Side Sewers shall be four (4) inches in diameter for single-family residences. Other side sewers shall be six (6) inches in diameter or larger. Side Sewers shall be connected to public sewers six (6), eight (8), ten (10) and twelve (12) inches in diameter at manholes or by installation of approved taps, wyes or sanitary tees. Side Sewer connections to public sewers over twelve (12) inches in diameter shall only be made at manholes unless a specific written Special Approval for installation for installation of a tap is obtained from the City of Richmond. All Side Sewers shall be equipped with an approved Overflow Protection Device. 1-1.17 PAYMENT OF FEES AND CHARGES
Plan review and inspection fees, if required, must be paid before any sewer work is started. Annexation charges and other connection fees must be paid prior to the time of the connection of buildings to the sanitary sewer system. 1-1.18 REIMBURSEMENT PROGRAM
The Reimbursement Program shall follow Chapter 12.24 of the City of Richmond Municipal Code and all other associate sanitary sewer Chapters and Sections.
975
12 SECTION 2 - DESIGN STANDARDS
2-1.01 DESIGN CRITERIA
A. GENERAL
When the estimated average base wastewater flow for the job exceeds 45,000 GPD, or additional flow carrying capacity may be required for existing or future connections upstream of the job, the Job Engineer shall provide a capacity study report when plans are submitted for preliminary review. The capacity study report shall include a table that presents the proposed pipe diameter, slope, length, Manning's roughness coefficient, full pipe capacity, design capacity (see below) and the percentage of design capacity utilized for each proposed sewer reach. The percentage of design capacity utilized shall be calculated by dividing the design flow by the design capacity and multiplying by one hundred (100).

B. DESIGN FLOW
Design Flow = (Average base wastewater flow times Peaking Factor) plus (groundwater infiltration factor times acres).

NOTE: Peaking Factor - The peaking factor for the above equation shall be obtained from Figure 2-1, Peak Flow Curve.

Average Base Wastewater - The average base wastewater unit flow factors are presented in the following table:

AVERAGE BASE WASTEWATER UNIT FLOW FACTORS
Land Use Category Units
Unit Flow Factor
(gpd/Unit)
Residential, Single Family Residential Unit 195
Residential, Multiple Family Residential Unit 105
Commercial, Industrial, 1,000 square feet 100
Institutional (Government,
Schools, Churches, etc.)
Groundwater Infiltration (GWI) - The GWI rate for use in the above “Design Flow” equation shall be 170gpd/acre, unless the City of Richmond provides the Job Engineer with an area-specific rate. This rate is an average for summertime GWI following wet weather seasons with higher-than-average rainfall in sewers constructed in the City of Richmond after 1985.
976
13 C. DESIGN CRITERIA –
Gravity sewers within the City of Richmond shall be designed in accordance with the following design criteria.

1. Design Capacity - Main and trunk sewers shall be designated on the following basis: (See Figure 2-1).

FIGURE 2-1 – PEAK FLOW CURVE
BWF P e a k in g Facto r (P F )

4.5 4.0

5.0 3.5

3.0 2.5

2.0 1.5

1.0 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30 32 34 36 38 40 ABWF (mgd)
977
14 a. For sewers eight (8) and ten (10) inches in diameter, design capacity shall be based on pipes flowing two-thirds full (d/D < or = 0.67). b. For sewers twelve (12) inches and larger in diameter, design capacity shall be based on pipes flowing full without surcharging (d/D < or = 1.0).

2. Velocity and Slope - The minimum acceptable slope for sewer pipe is based upon a velocity of three (3) feet per second for main sewers and a velocity of two (2) feet per second for trunk sewers, both when flowing full. The minimum and maximum design flows for each pipe size at the minimum acceptable slope is provided in Section 2-

1.03.A.4. However, the City of Richmond, at its sole discretion, may allow a lesser slope and/or a larger pipe size on a case-by-case basis where the elevation of the existing system constrains the available elevation drop. When the slope of the sewer exceeds twenty percent (20%), ductile iron pipe conforming to the requirements of Section 4-1.32 Ductile Iron Pipe of these Specifications shall be used.

3. Pipe Diameter - Diameter of gravity sewers shall be determined by Manning's pipe friction formula, using a roughness coefficient, "n," of 0.013 or the pipe manufacturer's recommendation, whichever is greater.

4. Pipe Cover and Clearance - Minimum pipe covers and clearance, as specified in Section 2-1.03C, shall be maintained in the design of sanitary sewers. If certain conditions exist which make it impractical to meet the minimum cover and clearance requirements, the conditions and locations shall be specifically noted on the sewer profile on the Plans. Special Approval is required for each location where pipe cover or clearances are proposed to be less than the minimums specified. Special pipe, bedding, and/or backfill shall be as directed by.

D. Individual Lot Pumping Systems will be allowed only in cases where no feasible gravity sewering alternative exists. If a sewage pumping system is proposed, the Contractor shall comply with the requirements of Section 4-1.28 of these Specifications. 2-1.02 HILLSIDE AND CREEK AREA
A. The Job Engineer shall submit a geotechnical report prepared by a registered Geotechnical Engineer or a Civil Engineer practicing in Geotechnical Engineering whenever:

1. Sewers are proposed to be installed in easement locations where the existing or proposed crossslope grade exceeds twenty-five percent (25%).

2. Sewers are proposed to be installed within twenty-five (25) feet of the top of a creek bank or fifty (50) feet of the centerline (flowline) of a creek.

3. Sewers are proposed to be installed in historical slide locations or within the area of influence of a potentially unstable hillside.

B. The geotechnical report shall address the following:

1. Geological setting, general soils and bedrock conditions along the proposed sewer alignment, and recommended setbacks from slides and creeks.

2. Slope instability or other geotechnical hazards in the vicinity of the proposed sewer alignment.

3. Potential groundwater issues.
978
15 4. The effect of trenching and sewer installation on slope stability

5. Recommended requirements for trenching, bedding, backfill, or special supports that may be recommended.

6. Erosion potential of soils around sewer near water courses.

7. Recommended corrective work if geotechnical hazards are identified.

C. Installation of sewers in unrepaired slide areas will not be allowed.

1. If an acceptable gravity route is feasible around an unrepaired slide, the sewer must be installed around the slide.

2. If the only feasible gravity route is through a slide area, a complete study of the slide must be made by a Geotechnical Engineer. The Geotechnical Engineer shall propose a slide repair acceptable to the City of Richmond.

3. If a satisfactory gravity sewering alternative does not exist, an alternative utilizing sewage pumping individual may be considered.

D. Sewers shall not be located in creek beds or at the bottom of swales.

E. If it is not feasible to locate gravity sewers on the downslope side of homes while maintaining a safe distance from drainage ways, an alternative utilizing sewage pumping shall be considered.

F. Sewer crossings at creeks or swales shall be as nearly perpendicular to the centerline (flowline) of the drainage way as feasible, and in no case at an angle less than forty-five (45) degrees to the centerline (flowline) of the creek or swale.

1. The need for bank and bottom protection shall be evaluated by a Geotechnical Engineer and recommended protection shall be installed in the drainage way as part of the crossing installation.

2. The Job Engineer shall pay particular attention to designing adequate support foundations and protection for the foundation.

G. The following design standards shall be used by the Job Engineer when designing sewers in hillside and/or creek areas.

1. Sewers to be installed in easements and private streets which are located in hillside and/or creek areas shall be restrained joint ductile iron pipe when the soil in which the sewer will be installed is fine grained, such as clay.

2. Pipe material other than ductile iron may be used for sewers to be installed in easements and private streets which are located in hillside and/or creek areas when the soil in which the sewer will be located is coarse grained (including unfractured bedrock).

3. Pipe material other than ductile iron may be used for sewers to be installed in public streets which are located in hillside and/or creek areas.

4. If groundwater is present in the trench area, sewers shall be ductile iron (no bedding) regardless of the type of soil.
979
16 5. Subdrains may be installed to convey underground water from its source to a storm drain or channel. These subdrains must be maintained perpetually by a permanent entity other than the City of Richmond.

6. For sewers proposed parallel to existing swales or creeks, the sewer shall be located at least fifty (50) feet from the centerline (flowline) of the creek or swale, and at least twenty-five (25) feet from the top of the bank if the bank is defined, to minimize the potential slope failure in the vicinity of the sewer resulting from undercutting at the toe. A Geotechnical Engineer shall review the proposed alignment and furnish recommendations regarding long-term erosion and slope stability potential.

7. Manholes to be installed at creek crossings shall be located at least fifty (50) feet from the center line of the creek, and at least twenty-five (25) feet from the top of the creek bank if the creek bank is defined.
2-1.03 MINIMUM PIPE SIZES AND STANDARDS
A. Main Sewers and Trunk Sewers

1. Size - Minimum nominal diameter for main sewers shall be eight (8) inches.

2. Pipe Selection - Pipe cover and trench configuration requirements for the various allowable pipe materials are specified on Trench Section Detail, SS-10 & SS-11. The Job Engineer shall select pipe material and the strength or thickness class for each reach to be installed under the Job, subject to the City of Richmond review.

3. Pipe to be installed between successive structures shall be of the same size, material, strength or thickness class and manufacturer unless otherwise approved by the City of Richmond.

4. Minimum Acceptable Slope - The minimum allowable slopes for sewer pipe sizes and corresponding minimum and maximum design flows are as follows:

MAIN SEWERS
Nominal
Pipe Size
In Inches
Minimum
Design Flow
(Cubic feet
per second)
Maximum
Design Flow
(Cubic feet per
second)
Minimum
Slope In Feet
Per Foot
8 0.0 0.81 0.0077
10 0.82 1.28 0.0057

TRUNK SEWERS
12 1.29 1.57 0.0022
15 1.58 2.45 0.0015
18 2.46 3.53 0.0012
21 3.54 4.81 0.00095
24 4.82 6.28 0.0008
27 6.29 7.95 0.0007
30 7.96 9.81 0.0006
33 9.82 11.87 0.00055
980
17 36 11.88 14.13 0.0005
B. Side Sewers (Lateral and House Sewers)
GENERAL - Each individual property with a separate Assessor's Parcel Number (APN) shall be connected by a separate private side sewer.

1. Size and Slope
a. Minimum sizes and slopes for side sewers shall not be less than indicated below:

Description Size Slope
Homes (up to four RUE) 4” 2.0%
Trash Enclosures 4” 2.0%
All Other Uses 6” 1.1%
The size of the side sewer shall not be smaller than the size the building waste plumbing at its connection to the side sewer.
b. The maximum slope of any portion of a side sewer shall not be greater than one hundred fifty percent (150%).

2. Discharge Flow - The discharge from any side sewer at its connection to the main sewer shall not exceed one hundred gallons per minute (100 gpm) unless otherwise approved by the City of Richmond.

3. Fixture Units - The fixture unit equivalents for plumbing fixtures shall be based on the tables of the Uniform Plumbing Code, latest edition.

4. Pipe Material and Class - Lateral sewers installed concurrently with a main sewer extension shall be of the same material and class as the main sewer.

5. Vertical and Horizontal Deflections - Lateral sewers shall have an alignment that provides an angle of intersection with the downstream section of main sewer of no less than ninety degrees (90°). The maximum allowable deflection at any point in a side sewer shall be ninety degrees (90°). Consecutive bends shall be separated by a straight pipe segment at least two (2) feet in length.

6. Building Waste Plumbing - For new construction, the building waste plumbing shall be designed so that the point of its connection to the side sewer is on the side of the building facing the public sewer main.

7. Cleanouts - Cleanouts shall be provided in the side sewer system at the following locations:
a. At the point of connection to the building drain within two (2) feet of building foundation.
b. At any single bend greater than forty-five degrees (45°). c. At intervals along the side sewer system where the cumulative total of deflection from the point of connection to the main sewer or from another cleanout equals or 981
18 exceeds ninety degrees (90°).
d. At intervals not to exceed one hundred (100) feet. (Cleanout risers shall conform to the requirements specified on detail SS-8B)

8. Overflow Protection Devices - No person shall construct, alter, or repair a side sewer without confirming that an approved overflow protection device has been properly installed on the side sewer in conformance to the requirements specified on SS-9C of the Standard Drawings. Where reasonably possible, overflow protection devices shall be located in areas away from vehicular and foot traffic. If an overflow protection device must be located in an area which will have concrete or asphalt paving, such as a driveway or sidewalk, the device shall be installed in a City of Richmond-approved reinforced concrete utility box fitted with a metal grate.

C. Pipe Cover and Clearance
The following minimum and maximum allowable pipe cover and clearances shall be achieved in design and construction of sanitary sewers unless otherwise specifically approved in writing by the City of Richmond. Any portion of a Job, as shown on the Plans or encountered in the field, which does not meet the minimum cover or clearance requirements, must be revised or receive Special Approval before proceeding with the work.

Where sanitary main or trunk sewers are being designed for parallel installation with other utility pipe and/or conduits, the Job Engineer shall design the vertical alignment of the sewer so that future side or main sewer connections can be installed without conflict with parallel utilities or abrupt changes in the alignment of the main or side sewers. Other utilities shall not be installed directly over sanitary sewers or with crossings at angles less than thirty degrees (30°) to the centerline of the sewer.

1. Main and Trunk Sewers - Minimum and maximum allowable cover for installation of main sewer extensions shall be as specified on SS-12. Where sewers are to be installed in existing roadways that are not expected to receive major grade or surfacing changes, the pipe cover may be measured from the existing road surface to the top of pipe. Where sewers are to be installed in new roadways and/or in areas expected to become roadway, or in existing roadways that are intended to receive major grade or surfacing changes, the pipe cover shall be measured from the lower surface of the road structural section (bottom of the subbase) to the top of pipe. No sewer work shall begin in new or existing roadways that are scheduled for major improvement, until the roadway has been graded to within six (6) inches of design subgrade elevation at the lower surface of the road structural section (bottom of the subbase).

2. Side Sewers - Side sewers shall have the following pipe cover:
a. Minimum and maximum allowable cover for laterals shall be as specified on SS-12. b. Minimum cover for side sewers in driveways, parking, and all other traffic areas within properties shall be as specified on SS-12 for laterals. c. The minimum cover for side sewers outside of traffic areas from the property line to a point within eight (8) feet of the building waste plumbing connection shall be as specified on SS-12.
d. Minimum cover for side sewers at the point of connection to the building waste plumbing (within two (2) feet of the foundation) shall be eighteen (18) inches. e. Where available grade for side sewer installation is less than two percent (2%) and where the side sewer is more than one hundred (100) feet in length, field staking of 982
19 cuts by a licensed surveyor, submittal of cut sheets and installation using an industrial-standard laser grade control system to confirm that the pipe is installed to the proper grade shall be required. Requirements for operation of laser grade control systems shall be as specified in Section 4-1.30 of these Specifications.

3. Clearance from Other Improvements - Sewer pipes and structures shall be designed and constructed with a minimum of twelve (12) inches vertical and three (3) feet wall to wall horizontal clearance from all other utilities and improvements, except public water lines, unless a Special Approval is received from the City of Richmond.

4. Clearance from Public Water Lines - Sewers to be installed in the vicinity of potable water pipelines, shall be designed and constructed so as to provide wall-to-wall sewer-to-water pipeline separation (not including bells) in conformance with the minimum requirements shown on SS-13 of the Standard Drawings. Sewers shall not be designed in the “Special Permission” zone unless specific written approval of the water utility is obtained prior to issuance of the City of Richmond Encroachment permit for construction.

D. Horizontal and Vertical Curves

1. Curved Alignments - All sewer lines should be laid straight line from manhole to manhole. If a curved alignment is deemed necessary due to other utility conflict, then it should be evaluated on a case by case basis and a variance granted by COR. Layout of curved alignments shall conform to the requirements specified in the applicable Section of these Specifications for the particular pipe material being used. The radius, deflection angle (delta), and length of all curves shall be indicated on the Plans adjacent to the curve. Curved alignments may be accomplished by:
a. Forced bending of the pipe if the radius of curvature is greater than the minimum allowable radius specified in the applicable Section of the Technical Specifications for the particular pipe material being used.
b. Using straight pipe segments, each of at least the minimum length specified in the applicable section of these Specifications for the particular pipe material being used, joined with fittings, couplings or bell and spigot joints installed. The joint deflection between any two (2) successive pipe segments shall not exceed the maximum deflection recommended in writing by the pipe, fitting or coupling manufacturer (see Approved Materials List). The maximum deflection between successive straight segments of pipe shall not exceed eleven and one quarter degrees (11-1/4°). The location of fittings and/or couplings and the length of straight pipe segments shall be shown on the Plans. The sum of the deflections of horizontal curves between consecutive structures shall not exceed forty-five degrees (45°).

E. Sewer Connections to Existing Systems
Connection of new main or trunk sewers to the existing sewer system shall be made at existing manholes or by constructing a new manhole at the point of connection, or by using an approved bell and spigot joint or repair coupling and matching pipe size, type, class, slope and alignment.

F. Sewer Alignment
Where sewer lines are to be installed within street or road rights of way, they shall, wherever practical, be designed and installed on the centerline of the existing or future roadway. Where a sewer line cannot be designed along the centerline of a roadway, it shall be located within the paved area of the street or road, with not less than one (1) foot between the vertical projection of the outside surface of the pipe or structure at the surface and the nearest gutter or edge of pavement. Where practical, all sewer lines within easements or reserves shall be designed and installed on the center line of the sewer easement or reserve. 983
20 G. Sewer Pipe Plugs/Stubs
Stubs or plugs shall be designed and installed in all manholes from which future sewer line extensions are anticipated. The outboard end of stubs shall be a standard pipe joint end and shall be plugged with a standard watertight plug or cap, as supplied by the pipe manufacturer.

H. Sewer Line Extensions
In all new roadways, including all roads fronting or within subdivisions or other new developments where sewer lines are expected to be extended to adjacent properties, the sewer line shall be designed and installed to the end of the proposed roadway improvement prior to final paving of such roadway improvement. The sewer extension shall terminate with the proper structure or fitting, which will minimize the amount of pavement to be disturbed by future sewer extensions.

I. Sewers to Be Installed In Existing Improved Roadways Where sewers are being designed for installation in existing improved city and/or county roadways, the Job Engineer shall submit the Plans for the proposed work to the city and/or county public works department for location and encroachment approval. The public works approval shall be obtained prior to submitting plans to the City of Richmond and shall be placed on the tracing for the first sheet of the Plans and shall appear on all subsequent prints of the Plans.

The City and/or County approval shall be preceded by the following note: "The following acknowledged public agency has reviewed these Plans and hereby approves the location of the proposed work and agrees to issue all necessary encroachment permits." J. Railroad and Special Utility Crossings
Where sewers are to be constructed across or within utility or railroad rights of way requiring tunnels, bores, and/or special pipe, the tunnel, bore or special pipe shall extend the full length of the sewer line within the particular right of way. The minimum interior diameter of metal casings, when required, shall be eight (8) inches greater than the maximum outside diameter of the pipe barrel (excepting bells).

K. Sewer Installation Method
Unless otherwise indicated on the Plans, sewer shall be installed by the open-cut method. Alternate methods of installation may be proposed by the Job Engineer during the Plan Review process subject to the following requirements:

1. Horizontal Directional Drilling (HDD) - The minimum design slope for pipelines proposed for installation by HDD be three percent (3%; S = 0.0300). Design of pipelines proposed for installation by HDD shall fully comply with the requirements of Section 4-

1.10. 2. Boring and Jacking - Design of pipelines proposed for installation by boring and jacking shall fully comply with the requirements of Section 4-1.11.

3. Pipe Bursting - Replacement of pipelines with existing sags greater than allowed under these Specifications (i.e., > 0.125 times the nominal diameter of the pipe) shall not be installed by pipe bursting. Design of pipelines proposed for installation by pipe bursting shall fully comply with the requirements of Section 4-1.12.

4. Cured In Place Pipe (CIPP) - Replacement of pipelines with existing sags greater than allowed under these Specifications (i.e., > 0.125 times the nominal diameter of the pipe) shall not be installed using the CIPP method. Design of pipelines proposed for installation by pipe bursting shall fully comply with the requirements of Section 4-1.13. 984
21 2-1.04 SEWER STRUCTURES
A. Manholes

1. Locations - Manholes shall be located at all trunk and main sewer intersections, at all points where trunk or main sewer size changes and at intervals not greater than five hundred (350) feet unless allowed by the City of Richmond Special Approval. Where practical, manholes shall be located at the center of street or road intersections.

2. Drop Across Structures - Where the horizontal deflection angle between an incoming sewer and outgoing sewer at a structure will be more than thirty degrees (30°), the vertical drop across the structure from the inlet to outlet shall be at least twenty five hundredths (0.25) of a foot.

The maximum vertical drop between any incoming sewer and the outgoing sewer at a structure shall be one (1) foot plus the nominal diameter of the outlet sewer. The invert of any inlet sewer shall not be higher than the top of the shelf (i.e., drop manholes shall not be used unless specific Special Approval is obtained from the City of Richmond).

3. Deflection at Structures - The horizontal deflection angle between incoming and outgoing sewers at a manhole shall not be greater than ninety degrees (90°).

4. Connections to Existing Structures - Connections of new public and private sewers at existing manholes shall conform to the requirements shown on the Standard Drawings for manholes

5. Cul-de-sac Requirements - A special cul-de-sac manhole conforming to the requirements shown on SS-6B of the Standard Drawings shall be located at the end of any main line terminating within a cul-de-sac.

6. Manhole Protection Walls - Reinforced concrete, concrete masonry unit or interlocking block retaining walls shall meet industry standards and be installed around manhole rims and top blocks where required by the City of Richmond.

7. Stationing and Elevations - For calculation purposes, the stationing of a manhole and the "thru" elevation of a manhole shall be considered as being located in the center of the manhole.

B. Use of Rodding Inlets
Rodding inlets are considered temporary terminal structures and may only be used when: 1) future main sewer extensions are possible beyond the proposed upstream end of the Job; and 2) a future sewer main sewer extension would not require a manhole at the proposed upstream end of the current Job under the criteria specified in this Section.

C. Structures for Multiple-User Low-Pressure Sewer Systems (MULPSS)

1. Manholes - MULPSS manholes shall be installed at each private pressure lateral service connection, point of intersection of branch main sewers and at any other location indicated on the plans or directed by the City of Richmond.

2. Flushing Inlets - Flushing Inlets shall be installed at intervals not to exceed one thousand (1,000) feet, at the terminus of each MULPSS main sewer and at any other location indicated on the plans or directed by the City of Richmond.

D. Test Fittings
All test fittings, unless otherwise approved, shall be wye or tee branches of the same size, material and strength, pressure and/or thickness class as the line in which they are being installed. 985
22 E. Bolt-Down Manhole Frames and Covers
Bolt-down (watertight) manhole frames and covers shall be installed in conformance with the requirements of SS-7A & SS-7B of the Standard Drawings where drainage conditions may cause storm waters to inundate sewer structures and in other locations required by the City of Richmond, in conformance with the requirements of SS-7A & SS-7B of the Standard Drawings.

F. Temporary Access Structures
Temporary Access Structures in conformance with the requirements of SS-15 of the Standard Drawings shall be installed at the upstream end of inactive stubs to provide access for cleaning, testing, TV inspection and location of the stub for future main sewer extension.

G. Check Dams
Check Dams shall be installed at intervals not exceeding twenty (20) feet, or at the locations and intervals otherwise indicated on the Plans or as directed by the City of Richmond, in sewer trenches located in swales to limit erosion of soil over the pipeline.

H. Trench Dams
Trench Dams in conformance with the requirements of SS-16 of the Standard Drawings shall be installed at the locations and at the intervals indicated on the Plans, or as directed by the City of Richmond, to prevent the migration of groundwater through the pipe zone.

I. Pipe Anchors
Pipe Anchors in conformance with the requirements of SS-17 of the Standard Drawings shall be installed at intervals not exceeding forty (40) feet, or at the locations and intervals otherwise indicated on the Plans or as directed by the City of Richmond, in sewer trenches where the slope of sewer exceeds thirty percent (30%).

J. Special Structures
Manholes proposed for trunk sewers forty-five (45) inches in diameter or larger, metering manholes, siphons, sewage pumping systems, vehicle/equipment wash racks, trailer/RV dump stations, all above ground wastewater facilities and other unusual structures or features shall require specific design review by the City of Richmond.
- END OF SECTION -
986
23 SECTION 3 - CONTROL OF WORK AND MATERIALS

CONTROL OF THE WORK
3-1.01 AUTHORITY OF THE INSPECTOR
A. The Inspector shall decide all questions that arise in the field regarding the quality or acceptability of materials and/or equipment, completed work and/or the interpretation of the plans and/or these Specifications. The Inspector's decision shall be final.

B. The Inspector may suspend a Contractor’s work under a City of Richmond permit, completely or in part, for such periods as he/she may deem necessary, due to unsuitable weather, such other conditions as he/she considers unfavorable for the suitable prosecution of the work, or due to the failure on the part of the Contractor to carry out directions given, or to perform any provision of the permit. The Contractor shall immediately comply with the Inspector’s order to suspend the work. The work may be resumed when conditions are suitable and the Contractor is willing and able to properly resume work, as determined by the Inspector.

C. In the event that a suspension of work is ordered as provided above, the Contractor shall do all work necessary to provide for safe, smooth and unobstructed passage for public traffic through the construction zone during the period of the suspension of work, or at the end of each work day.

D. No decisions rendered, nor directions given by the Inspector shall relieve the Contractor, the Job Owner or the owner’s surety of their obligations or responsibilities to diligently prosecute the job, or establish any contingent liability on the part of the City of Richmond.

E. Should the Contractor fail to act promptly or diligently in the prosecution of work done under the City of Richmond permit, or should the urgency of a particular situation require that repairs or replacement be made before the Contractor can be notified or can respond to notification, the City of Richmond may make or cause the necessary repairs or replacements to be made or perform the necessary work, and the Contractor shall be charged and shall pay to the City of Richmond the cost of such work plus the current City of Richmond overhead rate to compensate the City of Richmond for administration of work (City of Richmond Code.
3-1.02 PLANS
A. No changes shall be made in any plan or drawing after it has been approved by the City of Richmond, except with the City of Richmond's written concurrence.

B. The Contractor shall keep copies of the City of Richmond-stamped final plans for the project, these Specifications and all other governing agency specifications incidental to the work at the jobsite during prosecution of the work, and shall make the copies available to the Inspector upon request. The Plans, these Specifications and required supplementary documents are considered requirements of the work, and the Contractor shall familiarize itself and fully comply with as such requirements.

C. Submittal of shop drawings and/or other information not included in the Plans is required under various subsections of Section 4 of these Specifications. These submittals may include, but are not limited to schedules, fabrication detail drawings, certifications that materials comply with the specification, evidence of worker’s special qualifications, and information regarding proposed alternate materials, methods and/or equipment. The Contractor shall provide the required submittals, and receive favorable review prior to commencing work involving these workers, materials, methods or equipment.

D. Review of the Contractor's submittals by the City of Richmond shall not relieve the Contractor of its responsibility for the accuracy of dimensions and details or for completion of permitted work in compliance with these Specifications.
987
24 3-1.03 CONFORMITY WITH THE PLANS AND ALLOWABLE DEVIATIONS A. Finished surfaces shall conform to the lines, grades, cross-sections, and dimensions shown on the Plans.

Only deviations from the Plans and working drawings as may be required by the constraints of construction and approved in advance by the City of Richmond will be allowed.

B. The City of Richmond reserves the right to order such alterations, deviations, additions to, or deletions from the Plans and Specifications covered by any permit or agreement, as it may determine during the progress of the work to be necessary and advisable for the proper completion or subsequent operation of the improvements being constructed.
3-1.04 COORDINATION OF PLANS AND SPECIFICATIONS
A. These Specifications, the Plans, and all required supplementary documents are each an essential part of the permit or agreement, and a requirement cited in one is as binding as though cited in all. Each component document is intended to be coordinated with the others, and to describe and provide for properly completed improvements.

B. The requirements of these Specifications shall govern over citations on the Plans, unless deviation from the Specifications is specifically authorized by the City of Richmond in writing. The permit for work under signed Plans stamped by the City of Richmond shall expire three (3) months from the date affixed on the stamp, unless work has begun within that period. 3-1.05 INTERPRETATION OF PLANS AND SPECIFICATIONS
A. The Contractor shall request clarification, additional information or direction from the City of Richmond if it believes that the work to be done is not sufficiently clear, detailed or explained in the Plans and/or these Specifications. Upon receipt of such a request, the City of Richmond will render a determination as expediently as is practical, and the determination made shall be final.

B. In the event of a discrepancy between the graphical representation and the words or figures written on a drawing, the words and figures shall be taken as correct.

C. In the event that a Property Owner, Developer, Job Engineer, Contractor or other person fails to comply with these Specifications, the City of Richmond Code, or a specific instruction of the Inspector relative to any work under a City of Richmond Encroachment permit or agreement, the City of Richmond may suspend or revoke the permit or agreement until such differences or deficiencies are resolved. 3-1.06 SUPERINTENDENCE
A. The Contractor, or a representative of the Contractor who is authorized to make field decisions, shall be present at the jobsite at all times when work is in progress. The Inspector will communicate any needed determinations or instructions to the Contractor or its authorized representative. Any determination or instruction given by the Inspector that is not otherwise required by these Specifications or the City of Richmond Code to be in writing will, on request of the Contractor, be given or confirmed by the City of Richmond in writing.

B. Prior to being issued a City of Richmond permit, the Contractor shall submit the names of its authorized representative(s), business address and telephone number(s), as part of the City of Richmond Contractor Registration process. Delivery of correspondence or notices to this address by hand delivery, courier service, express carrier or U.S. Mail shall be deemed sufficient service. 3-1.07 LINES AND GRADES
A. When the Contractor requires stakes or marks, it shall notify the Job Engineer of the requirements in advance of starting operations that require such stakes or marks. The Contractor shall request utility marking from U.S.A. prior to staking, and favorable review by the Inspector of stakes in the field is 988
25 required prior to the commencement of work. If, in the judgment of the Inspector, the stakes or marks suggest that the new work may conflict with existing improvements, the Contractor shall pothole the existing improvements to determine whether redesign of the work is required.

B. Stakes and marks shall be carefully preserved by the Contractor. If any such stakes and marks necessary to complete construction are destroyed or damaged, the Contractor shall arrange for such stakes and marks to be replaced.

C. All distances and measurements will be made in a horizontal plane. Grades are given from the top of hubs or nails or other points designated by the Job Engineer. 3-1.08 EMERGENCY WORK
A. When a Contractor is contacted by one of its customers for immediate response to clear or repair a blocked line at any time outside of the City of Richmond regular inspection hours (see below), the work may be done as an “emergency” response only to the extent required to restore sewer service. The Contractor may proceed with emergency work only after leaving a message stating the location and nature of the work required on the City of Richmond’s Inspection voicemail system. Excavations for repair work shall not be backfilled until favorable City of Richmond inspection is received; however, excavations shall be properly protected with four feet (4’) x eight feet (8’) sheets of one and one-half (1- 1/2) inch thick plywood in non-traffic areas or with trench plates in traffic areas, to ensure public safety whenever work is not in progress. The Contractor shall apply for a City of Richmond Encroachment Permit for the work on the first City of Richmond working day following any emergency response, and shall obtain the permit prior to requesting inspection of the work. 3-1.09 INSPECTION
A. The Inspector shall have access to the work at all times during construction, and the Contractor shall provide proper and safe facilities for such access and for inspection. The Inspector shall be furnished with every reasonable facility for ascertaining that the materials and the workmanship are in accordance with the requirements and intentions of the Plans and these Specifications. All work done and all materials furnished shall be subject to inspection. The Contractor shall submit properly authenticated documents or samples of materials demonstrating the Contractor’s compliance with the requirements of these Specifications at any time so requested by the City of Richmond.

B. In the event that the Inspector determines that any work completed or in-progress does not comply with the requirements of the Plans or these Specifications, or any applicable rules and regulations, the Inspector may order that the noncompliant work be corrected, or removed and replaced, so as to fully comply with the requirements. If the Contractor fails to comply with any order made under the provisions of this article within a reasonable time, the City of Richmond may have the defective work corrected or removed and replaced at the Contractor's expense.

C. The Contractor shall call to arrange for the City of Richmond inspections required by these Specifications a minimum of one (1) business day prior to the commencement of work. No work shall begin prior to scheduling of an inspection. The Contractor’s customer or the Property Owner may choose to be present during inspections, including during required pre-permit TV inspections. The Contractor shall notify the Inspector of any changes in work schedule affecting inspections as soon as possible to allow time for rescheduling.

D. All inspection work performed by the City of Richmond during hours other than between 8:30 a.m. and 5:00 p.m. on regular working days shall be considered as overtime inspection work. The fees for overtime inspection established by the City of Richmond shall be charged to and paid by the Contractor.

If amounts owed for such services are not paid within thirty (30) days from the date of billing, no permits for additional work will be issued until the amounts owed plus delinquent charges are paid.

E. Contractor will be responsible to provide video inspection of the new pipeline or repair upon completion of the job and prior to the end of the 1 year warranty period. The video provided to COR will be PACP 989
26 compliant and compatible with the City's database.
3-1.10 WORKERS
A. The Contractor shall employ a sufficient number of competent workers or subcontractors to produce the work required. If, in the judgment of the Inspector, an employee of the Contractor or any subcontractor is incompetent, appears to be under the influence of alcohol or illegal drugs, or acts in an unsafe, disorderly, or improper manner, the Contractor shall remove that person from the work immediately upon the receipt of notice from the Inspector. However, nothing contained in this paragraph shall be construed to shift the responsibility for supervision of employees of the Contractor or any subcontractor from the Contractor or subcontractor to the City of Richmond, or to require the City of Richmond to take any action with regard to any employee of the Contractor or subcontractor. 3-1.11 EQUIPMENT
A. The Contractor shall provide adequate and suitable equipment (including, but not limited to, Personal Protective Equipment, shoring, trench plates, traffic cones, etc.) needed to produce the quality of work required prior to commencing each day’s work and, when ordered by the Inspector, shall remove unsuitable equipment from the work.

B. Each machine or piece of equipment shall be operated by a person experienced in handling the particular make of machine or piece of equipment in use, at a speed or rate of production not to exceed that recommended by the manufacturer.
3-1.12 NOTICE TO ADJACENT PROPERTY OWNERS AND RESIDENTS A. The Contractor or Job Owner shall provide written notice to property owners and/or residents who may be impacted by main sewer extension or private side sewer work. The notice shall describe the City of Richmond-permitted sewer installation or repair work to be done and the tentative schedule for the work.

For main sewer extension jobs, this notice shall be made and a copy including a list of addressees shall be provided to the City of Richmond prior to the final construction plan review submittal. For private side sewer work on property owned by someone other than the Contractor’s customer, the notice shall be made at minimum of two (2) working days prior to the beginning of any work. 3-1.13 PUBLIC CONVENIENCE
A. The Contractor shall provide for the safe passage of traffic, including emergency response vehicles, through the work during construction if work is located in or affects traffic in any public or private road, right-of-way or access easement. The attention of the Contractor is directed to the encroachment permit requirements of Caltrans and/or Contra Costa County and/or cities within the County with regard to the Contractor's responsibility for providing for the convenience of the public in connection with its operations.

B. The Contractor shall conduct its operations so as to pose the least possible obstruction and inconvenience to public traffic, and it shall have under construction no greater length or amount of work than it can prosecute properly with due regard to the rights and convenience of the public. Attention is directed to Section 4-1.22, Trench Excavation, Part D regarding maximum length of open pipe trench.

Where existing roads are not available for use as detours, all traffic shall be permitted to pass through the work with as little inconvenience and delay as possible. Spillage resulting from hauling operations along or across the traveled way shall be removed immediately.

C. Convenience of abutting Property Owners along the road or sewer shall be provided for as far as practicable. Convenient access to driveways, houses and buildings along the line of the work shall be maintained and temporary approaches to crossings or intersecting highways shall be provided and kept in good condition. It is the Contractor's responsibility to provide adequate prior notice of start of construction to owners affected by such construction.
990
27 D. Right is reserved to cities, local and county authorities, and to water, gas, telephone, cable and electric power transmission utilities to enter upon any public highway, road or right-of-way for the purpose of making repairs and changes that have become necessary by the reason of the sewer installation.

E. All fences subject to interference shall be maintained by the Contractor until the work is completed, at which time they shall be restored to the condition existing prior to starting the work.

F. Excavation and backfill shall be conducted in such a manner as to provide a reasonably smooth and even surface satisfactory for use by public traffic at all times. When possible, sewer construction shall be conducted on one-half the width of the traveled way at a time and that portion of the traveled way being used by public traffic shall be kept open and unobstructed until the opposite side of the traveled way is completely ready for use by traffic.

G. While trenching and paving operations are under way, Contractor shall ensure that traffic can use the shoulders and the side of the roadbed opposite the one under construction. When sufficient width is available, a passageway wide enough to accommodate two (2) lanes of traffic shall be kept open at all times at locations where construction operations are in active progress.

H. Bridges designed by a Registered Professional Engineer and approved by the City of Richmond shall be installed and maintained across the trench at all crosswalks, intersections, and at such other points where, in the opinion of the Inspector, traffic conditions make it advisable for the convenience of public pedestrian traffic.

I. In order to expedite the passage of public traffic through or around the work and where ordered by the State, municipal, local, and/or county authorities having jurisdiction and/or the Inspector, the Contractor shall install signs, lights, flares, barricades, and shall furnish a pilot car and driver and other facilities for the sole convenience and direction of public traffic. Whenever the Contractor's operations create a hazardous condition or where directed by the State, municipal, local, and/or county authorities having jurisdiction, the Contractor shall provide and station competent flaggers whose sole duties shall consist of directing the movement of public traffic through or around the work.

J. In addition to the requirements specified for furnishing facilities and flaggers to expedite the passage of public traffic through or around the work, the Contractor shall furnish and erect, within or adjacent to the limits of the work, such warning and directional signs as may be required by the previously named agencies having jurisdiction.
3-1.14 MAINTENANCE OF ACCESS AND DETOURS
A. The Contractor shall maintain an adequate number of trench plates on the jobsite to effect immediate access for emergency vehicles and reasonable access for property owners affected by the work. If required, the Contractor shall construct, maintain, and remove detours to direct both pedestrian and vehicular traffic through or around the jobsite, as shown on the Plans, or as directed by the Inspector or other public agency having jurisdiction.

B. At the end of each work day, the Contractor shall ensure that excavations are properly secured, shored and covered with trench plates so as to provide for public safety and unobstructed safe access for vehicular and pedestrian traffic.

C. Where the Contractor's operations are not being satisfactorily controlled or maintained by the Contractor for safe passage of public traffic, the Inspector and/or other public agencies having jurisdiction may order the Contractor to correct any unsafe conditions, and the Contractor shall comply with such orders.

D. The failure or refusal of the Contractor to properly provide emergency or Property Owner access, or to employ, control or maintain detours shall be sufficient cause for suspension of the work until proper access and/or detours are provided by the Contractor.
991
28 3-1.15 CLEANLINESS OF JOBSITE
A. The Contractor shall keep the jobsite reasonably clean and orderly and shall sweep streets affected by the work daily. During and upon completion of work, the Contractor shall promptly remove unused tools and equipment, surplus materials, rubbish, debris, and dust and shall leave areas affected by work in a neat and clean condition. Adjacent structures shall be cleaned of dust, dirt, and debris resulting from demolition or construction operations, as directed by the City of Richmond or other local jurisdictions, and adjacent areas shall be returned to the condition existing prior to start of work. 3-1.16 WATER QUALITY PROTECTION
A. The Contractor shall employ best management practices for control of erosion and jobsite runoff, pollution prevention and protection of water quality as specified in the CASQA Best Management Practices for Protection of Water Quality, latest edition. 3-1.17 FINAL INSPECTION
A. When the work covered by a City of Richmond Encroachment permit or agreement has been completed, including correction of any deficiencies, the Inspector will, upon request by the Contractor, make the final inspection of the work.

B. Final inspections for private developments such as subdivisions, tracts, townhouses, condominiums and commercial centers will be made only after the installations of all other utilities and permanent structural site improvements such as roadway surfacing, curbs, gutters, sidewalks, etc.

C. Before final inspection of the work, as provided above, the Contractor shall clean all roadways, rights of way, and all ground used in connection with the work, of all rubbish, excess materials, falsework, temporary structures, and equipment, and all parts of the work shall be left in a neat and presentable condition. Nothing herein, however, shall require the Contractor to remove warning and directional signs prior to acceptance by the City of Richmond, but the Contractor must do so immediately after acceptance.
3-1.18 ACCEPTANCE AND WARRANTY OF WORK
A. Acceptance of the work will be made in writing by the City of Richmond only after the following requirements have been met:

1. The final inspection has been made in accordance with Section 3-1.17 of these Specifications;

2. The Job Engineer, if applicable, has been notified in writing by the Contractor that the work has been completed; and

3. Manufacturer's guarantees, instructions, and parts lists have been delivered to the City of Richmond.

B. Immediately upon acceptance of the work by the City of Richmond, a one (1) year warranty period on all work shall commence. Contractor will be responsible to provide video inspection of the new pipeline or repair upon completion of the job and prior to the end of the 1 year warranty period. The video provided to COR will be PACP compliant and compatible with the City's database.

C. Any defective materials, faulty workmanship, and/or deficiencies which are discovered within the warranty period shall be corrected and/or replaced by the Contractor. The warranty period shall be extended for an additional one (1) year after acceptance of such correction or replacement.

D. The one (1) year warranty shall be in addition to and not in limitation of any other guarantee of marketability or warranty/guarantee required by law.
992
29 CONTROL OF MATERIAL
3-1.19 CONTRACTOR FURNISHED MATERIALS
The Contractor shall furnish all materials required to complete the work. The Contractor shall ensure that materials needed on a particular day are on the jobsite prior to commencing that day’s work. 3-1.20 SOURCE OF SUPPLY AND QUALITY OF MATERIALS
Only materials listed on the current Approved Materials List shall be used in the work. Alternative materials conforming to the requirements of these Specifications and favorably reviewed by the City of Richmond will be added to the Approved Materials List and may be used in the work. All materials proposed for use may be inspected or tested by the City of Richmond at any time during their preparation and use. If it is found that sources of supply which have been approved do not furnish a uniform product, or if the product from any source proves unacceptable at any time, the Contractor shall furnish material from other sources on the current Approved Materials List. No material, which after approval has in any way become unfit for use, shall be used in the work. 3-1.21 LOCAL MATERIALS
The Contractor shall satisfy itself as to the quantity of acceptable material which may be produced at or obtained from local sources.
3-1.22 ACQUISITION OF MATERIALS
The Contractor shall have on hand, at the time construction starts on any section of the work, all materials necessary to complete that particular section of the work in a reasonable time period. 3-1.23 STORAGE OF MATERIALS
Materials shall be stored in an approved staging area so as to ensure the preservation of their quality and fitness for the work. When determined to be necessary by the Inspector, materials shall be covered and/or placed on wooden platforms or other hard, clean surfaces and not on the ground. Stored materials shall be located so as to facilitate prompt inspection.
3-1.24 DEFECTIVE MATERIALS
Materials that do not conform to the requirements of these Specifications shall be deemed defective. Such defective materials, whether in place or not, shall be rejected and removed immediately from the site of the work, unless otherwise permitted by the Inspector. The City of Richmond may remove and replace defective material should the Contractor fail to comply promptly with any order made under the provisions of this paragraph. Any cost incurred by the City of Richmond will be charged to the Contractor and/or owners. 3-1.25 TRADE NAMES AND ALTERNATIVES
For convenience, certain equipment or materials may be designated on the Plans in these Specifications, or in the Approved Materials List by trade name or manufacturer citing model and/or part numbers. The use of alternative equipment and/or materials that are of equal quality and of the required characteristics for the purpose intended may be permitted in accordance with the following requirements:

A. All information necessary for evaluation of proposed alternative equipment or materials shall be submitted on the City of Richmond-standard form a minimum of thirty (30) days prior to the date that the equipment or materials must be ordered by the Contractor to ensure that there is no unacceptable delay in the work. This information shall include: the names of the manufacturer and supplier of the item, the manufacturer's model or part number, trade name or other item identification, the manufacturer's published application, installation and/or operation manuals and any guarantees, warranties, catalog cuts, data sheets, and certification of compliance with standards testing agency specifications or other test procedures used for product quality assurance. 993
30 B. Within thirty (30) days of its receipt of a complete request for consideration of proposed alternative equipment and/or materials, the City of Richmond will render a determination regarding the suitability of the proposed alternative for addition to the Approved Materials List, and its determination shall be final.

If the Contractor does not submit timely requests for consideration of proposed alternative equipment and/or materials, it shall use only equipment and/or materials that are specifically named in these Specifications, shown on the Plans or listed in the current Approved Materials List in the work. 3-1.26 TESTING MATERIALS
A. Whenever reference is made in these Specifications to a test designation of the American Society for Testing and Materials (ASTM), or any other recognized national testing or standards organization, it is to be understood that the most current test method in use on the date of these Specifications shall prevail.

B. Whenever abbreviations are used in these Specifications or on the Plans in connection with a reference to material or work requirements or test methods, such abbreviations shall be construed as set forth under Section 1 of these Specifications.

C. When requested by the Inspector, the Contractor shall furnish samples of materials proposed for use in the work. Materials may be tested at any time during the progress of the work. Material found to be defective shall be rejected.
3-1.27 INSPECTION AT SOURCE OF SUPPLY
The City of Richmond may inspect equipment and/or materials proposed for use in the work at the source of supply or manufacture. Representatives of the City of Richmond shall be provided reasonable access to such parts of production facilities that are related to the manufacture or production of equipment and/or materials proposed for use in the work.

The City of Richmond assumes no obligation to inspect materials at the source of supply. 994
31 SECTION 4 - TECHNICAL SPECIFICATIONS
4-1.01 SAFETY

GENERAL

THE REQUIREMENT
A. The Contractor shall be responsible for and shall have the duty to ensure safety on the jobsite and all areas affected by job-related activities. The Contractor and its subcontractors shall comply with all applicable federal, state and local safety rules, regulations, requirements and orders in the performance of the work. In addition, the Contractor and its subcontractors shall comply with all requirements and procedures of this Section. The Contractor shall take any additional precautions it deems necessary to prevent injury to people (employees, subcontractors and the public) and damage to property (both public and private).

B. The Contractor shall be responsible for informing its employees, subcontractors, and suppliers of the safety requirements on its jobsite, and shall enforce these requirements. The Contractor shall not allow employees or subcontractors to begin work on jobs under City of Richmond permits without a safety orientation specific to the potential hazards of the job.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 3 - Control of the Work
B. Section 4-1.06 - Shoring, Excavation Support and Protective Systems

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. State of California Department of Transportation: “Manual of Traffic Controls for Construction and Maintenance Work Zones” (latest edition)
B. Cal/OSHA Construction Safety Orders
C. California Code of Regulations General Industry Safety Orders

EXECUTION

GENERAL
A. Use of alcoholic beverages and/or illegal drugs shall be strictly prohibited on the jobsite. Workers who use prescription and non-prescription drugs that may interfere with their ability to work safely shall be prohibited from the jobsite.

B. The Contractor shall maintain all portions of the jobsite in a safe, neat, clean and sanitary condition at all times.

C. Toilets shall be furnished by the Contractor for use of its employees, and their use shall be strictly enforced.

PERSONAL PROTECTIVE EQUIPMENT (PPE)
A. The Contractor shall be responsible for providing and assuring the use of PPE including but not limited to hard hats, eye and face protection, hearing protection, respirators and foot protection.

B. The Contractor’s personnel shall wear hard hats and appropriate foot protection at all times while on the 995
32 jobsite, except in offices or vehicles.

C. Proper eye and/or face protection shall be worn whenever there is a risk of exposure to airborne particulates, liquids, or compressed gases.

POWER TOOLS
A. Electric powered hand tools shall be protected by approved ground fault circuit interrupters, or shall be double insulated.

B. Fixed electric power tools such as table saws, pipe threaders, etc. shall be properly wired and grounded.

C. Pneumatically driven power tools shall be disconnected from air lines when not in use. Air lines shall be properly clipped together.

D. Powder actuated tools shall be used only by licensed personnel who have a valid license in their possession.

TRAFFIC CONTROL
A. The Contractor shall provide for the traffic safety of its workers, City of Richmond personnel and the public during construction. Traffic shall be permitted to pass through the work zone safely and with minimum delay.

B. The Contractor shall comply with the State of California Department of Transportation’s “Manual of Temporary Traffic Controls for Construction and Maintenance Work Zones” (latest edition), and any applicable local agency encroachment permit requirements when work is done in streets, roadways, or similar thoroughfares subject to vehicular traffic. No work may be performed in any public right-of-way without first obtaining an encroachment permit from the agency having local jurisdiction (i.e., local traffic engineering, public works department, and/or police).

C. When a job requires that work be done in streets or roads, the Contractor shall submit a detailed traffic safety plan for rerouting and/or restricting traffic to City of Richmond for review and to the local agency having jurisdiction for approval before any work is started. The traffic plan shall show locations of signs, flaggers, traffic control devices and barriers relative to the working area. Flaggers shall be properly trained as required by Cal/OSHA.

D. If the Contractor needs to employ detours, other traffic rerouting or restrictions to facilitate its work, it shall acquire a written permit from the state local agency having jurisdiction. No detours, traffic restrictions or reroutings shall be initiated prior to the Inspector's receipt of a copy of the permit and compliance by the Contractor with all permit conditions.

E. Contractors doing work in public streets or public right-of-ways shall:

1. Obtain all necessary permits.

2. Provide timely notification to all affected agencies including:
a) Police
b) Fire
c) Public Works
d) Bus and Transit
e) Local Hospitals
f) Postal Service
g) Schools
h) Garbage Service

3. Coordinate the work with all affected agencies.

4. Provide timely notice to occupants of abutting properties and local residents of access limitations made necessary by the work.

5. Install and maintain required traffic control devices. 996
33 6. Provide trained and appropriately equipped flag persons when required.

7. Schedule and expedite the work to cause the least inconvenience to the public.

8. Provide adequate safeguards for workers, City of Richmond personnel and the general public.

9. Assure that employees working in or adjacent to a traveled roadway wear vests or jackets of an approved color. For night work, the vests or jackets shall be affixed with approved reflecting stripes.

10. Regularly inspect the jobsite to ensure that all traffic control devices are in place and operate as intended at all times.

11. Remove traffic control devices when they are no longer needed.

TRENCHING/EXCAVATIONS
The Contractor shall comply with the requirements of Section 4-1.06 - Shoring, Excavation Support and Protective Systems, whenever any excavation or trenching work is done.

FIRST AID
The Contractor shall provide first aid and medical treatment for its employees and comply with the first aid requirements of the Cal/OSHA Construction Safety Orders.

FIRE PREVENTION
A. The Contractor shall follow the requirements in California Code of Regulations, Title 8, Construction Safety Orders, Article 36 and General Industry Safety Orders, Article 88.

B. When work is being performed that generates sparks or open flame, the Contractor shall provide an adequate number of fire extinguishers of the appropriate types at the work site. All employees shall be trained to use fire extinguishers.

CONFINED SPACE ENTRY
A. The Contractor shall comply with the provisions of California Code of Regulations General Industry Safety Orders, Title 8, Chapter 4, Subchapter 7, Group 106, Article 108 for confined spaces. In addition, the Contractor shall comply with the requirements contained herein.

B. The following paragraphs contain minimum requirements for project work. City of Richmond or the Contractor may impose stricter requirements dictated by specific conditions. A written copy of the Contractor’s confined space operating and rescue procedures shall be kept at the site and be available for review by the City of Richmond representative at all times. The Contractor shall be responsible for ensuring that only properly trained employees perform confined space work.

C. Scheduling
The Contractor shall schedule any confined space entry at least one (1) working day prior to the planned entry and at that time, shall submit a plan for the entry including the exact location of the space to be entered, the nearest cross street, exact house or business address, City of Richmond grid coordinate, or site map, and a list of the Contractor's personnel that will be working on the confined space entry. If there is any change in the plan prior to the entry, the Contractor shall provide the updated information to the Inspector before the actual entry takes place.

D. Communications

1. The Contractor shall notify the Inspector and ensure that communication devices are functioning properly immediately prior to the actual entry. Generally, cellular phones are the only approved method of emergency communication. The Contractor shall note that 911 may not be readily accessible by cellular phones in certain areas of City of Richmond. The Contractor shall verify and confirm that phone contact with emergency responders is accessible before the confined space entry, and shall establish an alternative method of communication if necessary to ensure the safety of its personnel. 997
34 2. A fully charged cellular phone with a back-up battery or vehicle adaptor shall be available prior to the entry. The phone shall be positioned immediately adjacent to the point of entry so that emergency assistance can be summoned directly. If this equipment is not available, no entry into the space shall be made. If the cellular phone becomes inoperative during a confined space entry, the entry shall be terminated and rescheduled. This practice does not, however, relieve the Contractor of his/her responsibility to immediately notify the Inspector of any unusual occurrence at the confined space entry site.

3. City of Richmond Right to Cancel

4. City of Richmond may deny a planned confined space entry or cancel an in-progress confined space entry if conditions (e.g., noncompliance with procedures, inclement weather, unacceptable interruptions to operating systems, etc.) so dictate.

E. Pre-entry Procedures

1. Entry Permit: The Contractor may submit its own confined space entry permit form for approval, or may use the City of Richmond’s form. The Contractor shall provide the Inspector with a complete entry permit form at least one (1) working day prior to commencing a confined space entry. Immediately prior to the confined space entry, the form shall be signed by the Contractor and the Inspector. The Confined Space Entry Permit shall be kept at the job-site, and shall be returned to the Inspector when the confined space entry has been completed.

2. Blocking or Plugging Sewers: The Contractor shall obtain the Inspector's permission prior to blocking or plugging any sewers.

3. Gas Detection Meters: Gas detection meters shall be acceptable to the City of Richmond representative and shall have sensing elements capable of detecting and monitoring flammable gas, vapor or mists; oxygen; hydrogen sulfide; and carbon monoxide. Physical properties to be monitored include:
• flammable gas, vapor, or mists lower flammable limit (L.F.L.) – (10 percent L.E.L. maximum) • oxygen - (19.5 percent minimum, 23.5 percent maximum) • hydrogen sulfide concentration - (10 ppm maximum)
• carbon monoxide concentration - (25 ppm maximum)
Although flammables, hydrogen sulfide, oxygen deficiency, and carbon monoxide are of primary concern, other gas detection equipment may be required if other contaminants are suspected.

4. Meters shall have digital readout displays for the sensing elements. Alarms shall be both audio and visual.

Meters shall have lights or other visual means of warning of sensor failure or when batteries need recharging. The Contractor shall calibrate the gas detection equipment according to manufacturer’s specifications. Equipment shall provide a means for remote sensing.

5. Testing: The Contractor shall test the air with properly calibrated and maintained gas detection equipment.

The Contractor shall check gas detection equipment daily for proper operation including verifying that the equipment is electrically functional and has been tested with the calibration gas. The Contractor shall make a written record of the daily maintenance check. The Contractor shall record pre-entry air monitoring results on the permit and shall continue to record air monitoring results on the permit at intervals not to exceed fifteen (15) minutes.

6. Retrieval Systems (Side Entry): Each Contractor’s employees working in a confined space where entry is made through a side opening such as a pipeline or tunnel shall wear a safety harness with line attached which meets the requirements of Cal/OSHA.

7. Retrieval Systems (Vertical Entry): Each Contractor’s employee working in a confined space where entry must be made through a top opening shall wear a safety harness with line attached. The harness and line shall meet the requirements of Cal/OSHA. A hoisting device such as a tripod and winch that meets the requirements of Cal/OSHA shall be provided for lowering and lifting employees out of the space.

8. Equipment and Training: Prior to commencing any confined space entry, the Contractor shall provide workers associated with confined space entries with the appropriate equipment and adequate training.

Rescue and emergency personnel shall be CPR/First Air trained and respirator qualified. Attendance records of training sessions shall be maintained by the Contractor. These records shall be available to City of Richmond upon request.

9. Non-permit Confined Spaces: Certain projects may include work on existing manholes where complete bypassing is used and sewer inlets and outlets are plugged, newly constructed sanitary sewers, or newly constructed manholes where existing sewers have not been broken into and no coatings are being applied.

If the Contractor complies with the following minimum requirements, these newly constructed sanitary 998
35 sewers and manholes will be considered non-permitted confined spaces and the following procedures shall be employed:
a. The atmosphere’s air quality in the manhole or sewer shall be initially checked prior to entry using an acceptable gas detection meter to ensure that a safe atmosphere exists. b. The air quality in the manhole or sewer shall be continuously monitored using gas detection meters with readings on the meter being regularly monitored at intervals not to exceed fifteen (15) minutes.
c. Continuous mechanical ventilation shall be provided into manholes or sewers throughout the duration of the entry.

10. Minimum Number of Workers Required:
a. Entry Permit: The Contractor shall assign a minimum of three (3) workers to Confined Space work where an Entry Permit is required: at least one (1) worker to enter and work in the Confined Space at least one (1) worker to continually observe and supervise the work from outside the space; and at least one (1) worker assigned to provide the required continuous communications duties.
b. Non-Permit: A minimum of two (2) workers shall be assigned to work in Non-Permit Confined Spaces: at least one (1) worker to enter and work in the Non-Permit Confined Space; and at least one (1) worker to continually observe, supervise the work and provide the required continuous communications duties from outside the space.
4-1.02 WATER QUALITY PROTECTION

THE REQUIREMENT
The Contractor shall:

A. Maintain all portions of the jobsite in a safe, neat, clean and sanitary condition at all times.

B. Not impair work the operations of existing utilities (including storm drains and channels).

C. Implement controls to prevent the discharge of sediment and pollutants from various sources to waterways.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 3 – Control of the Work
B. Section 4-1.04 – Excavation Dewatering
C. Section 4-1.07 – Excavation, Bedding and Backfill
D. Section 4-1.08 – Erosion Control (VEGETATIVE)

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Field Management Practices for Water Quality Protection – Sewer and Utility Improvement Projects (City of Richmond).

B. California State Water Resources Control Board (SWRCB) and California Regional Water Quality Control Board – San Francisco Bay Region (RWQCB).

PRODUCTS

EROSION CONTROL
A. Stabilizing Materials

1. Vegetable fibers (straw, hay)
999
36 2. Wood bark chips

3. Hydraulic mulches made from wood or recycled fiber

4. Bonded fiber matrices

5. Geotextile blankets (combinations of straw and/or coconut fiber in 6’x50’ rolls)

EXECUTION

B. Due to the ability of natural ground cover to filter sediment and pollutants and regulate the volume of runoff from land surfaces to adjacent storm drains and/or streams, land disturbance should be minimized to the extent practical.

C. The Contractor shall follow all applicable federal, state, and local regulations for disposing of contaminated storm water, groundwater and contaminated soils resulting from or discovered during excavation.

DRILLING (TUNNELING) OPERATIONS
A. Regardless of whether construction activity occurs in wet or dry weather, the Contractor shall implement controls for the large quantities of water encountered in dewatering and used in microtunneling operations to reduce sediment and associated pollutants transported by splash, wind and vehicle tracking.

B. Slurry from drilling and microtunneling operations which contain additives (such as Bentonite or Polymer solution) is unsuitable for discharge from the site. The wastewater shall be treated through a liquid/solid separation process and the clarified effluent recycled back to the microtunneling operation.

C. All excess slurry liquid from the microtunneling liquid/solid separation process tank shall be discharged into a three (3)-compartment Baker Tank prior to off-hauling by a tank truck for proper disposal. An overflow line from the separation process tank and from the Baker Tank shall be piped to the jacking pit to prevent overflow to the ground surface. Dewatered solids may be required to be managed as regulated waste and hauled to a designated disposal site.

STOCKPILING EXCAVATED MATERIALS
A. Regardless of wet or dry weather season, stockpiles of excavated materials shall be contained in bermed areas and covered with tarps or erosion control blankets to prevent wind or splash erosion and/or runoff.

B. Soils which are not contaminated shall be contained with a berm of sand/gravel bags, silt fencing or staked-in fiber roll(s) provided that they are placed a minimum of two (2) feet from the base of the stockpiled materials.

C. The Contractor shall immediately cease any and all work at the location upon the discovery of contaminated soil or materials.

D. Stockpiled soils shall be protected from rain infiltration, erosion and runoff. Contaminated soils shall be contained to prevent contact with runoff by placing the pile in a debris box or on top of plastic and covering it with roofing, tarps or erosion control blankets.

E. If flows come in contact with contaminated soils, that water shall be considered as a regulated waste and managed as such. In such cases, the Contractor shall provide for disposal in a manner acceptable to the San Francisco Bay RWQCB.
1000
37 DEWATERING
A. Dewatering operations shall be managed to prevent injury to the public health and private property. The Contractor shall dewater the trench and provide a dry construction site. Discharge of any material with the potential to degrade water quality or adversely impact or threaten fish or wildlife is prohibited. In general, only clear, uncontaminated water may be discharged from a project to a storm drain, waterway or sanitary sewer.

B. Discharging sediment-laden water from a dewatering site into any storm drain, waterway or sanitary sewer without proper settling and/or filtration is prohibited. As such, proper dewatering procedures as specified in Section 4-1.04 – Excavation Dewatering shall be used before construction begins.

C. For fine particles such as clay colloidal suspensions, a more aggressive dewatering strategy including secondary filtration shall be necessary.

D. If work is conducted within an area of known groundwater contamination or if contamination is found, water from dewatering operations shall be tested prior to discharge. If the water quality meets RWQCB standards and is approved by Engineer, it may be discharged to a storm drain or creek. If not, the water shall be hauled off site for proper disposal.

E. Dewatering facilities shall be inspected by the Contractor daily during operation and maintained, repaired or replaced once sediment build-up decreases their efficiency. The Contractor shall remove sediment and pollutants from dewatering flows prior to discharge into storm drains or drainage channels.

If the dewatering water becomes polluted, the water shall not be discharged to storm drains or streams.

RESTABILIZATION
A. The Contractor shall cover exposed soils with temporary pavement, final pavement, gravel, topsoil or hydromulch/seed as soon as backfilling is complete to prevent erosion. Backfill shall be furnished and installed in conformance with the requirements set forth in Section 4-1.07 – Excavation, Bedding and Backfill.

B. Disturbed soils shall be stabilized by repaving. A temporary pavement, known as a “cut-back”, shall be placed over exposed soils to allow traffic to resume. Cut-back is made from asphalt which remains pliable in most situations but may leach oil when in contact with water. The use of cut-back shall be minimized during the rainy season. Cut-back pavement shall be replaced by final pavement to match existing pavement sections as soon as possible.

C. Disturbed soils shall be stabilized using one of the following controls unless specified otherwise:
hydroseeding, erosion control blankets, or mulch (straw/wood chips/bark). Disturbed areas shall be completely covered.

EROSION CONTROL
A. Disturbed soils shall be temporarily or permanently stabilized and protected against erosion as necessary dependent on slope steepness, accessibility, weather conditions and desired longevity as follows, unless otherwise specified. Erosion control materials shall be installed in conformance with the requirement set forth in Section 4-1.08 – Erosion Control (VEGETATIVE) and in the following manner:

1. Apply seed and fertilizer to the bare soil (optional)

2. Apply loose hay or straw (preferred) over the top of the seed at a rate of four thousand five hundred (4,500) kg/ha (2 tons/ac) either by machine or by hand distribution until soil is completely covered

3. Anchor the mulch in place by using a tackifier (100 to 300 lbs/acre) such as garden sprayed glue, netting, or crimp it into the soil mechanically (Note: Crimping requires wet soils). 1001
38 EROSION CONTROL BLANKETS AND GEOTEXTILES
A. Blankets are recommended to protect slopes steeper than 2:1, disturbed areas in sensitive areas (such as streams, wetlands), and in channels with flow velocities no greater than 0.6 m/s.

B. Blankets shall be installed according to manufacturer’s recommendations, generally as follows:

1. Begin at the top of the slope and anchor the blanket in a six (6) inch deep by six (6) inch wide trench.

2. Backfill trench and tamp earth firmly.

3. Unroll blanket downslope in the direction of water flow, not horizontally.

4. Lay blankets loosely to maintain direct contact with the soil. Do not stretch.

5. If more than one blanket is required, overlap the edges of adjacent parallel rolls fifty (50) mm (2 in) to seventy-five (75) mm (3 in) and staple every one (1) m (3 ft).

6. Staple blankets as specified.

C. The Contractor shall inspect blankets after installation and before and during significant rain events.

Failures shall be repaired immediately. If washout, mat undermining or breakages occur, the Contractor shall determine the source of failures, correct it and repair damage to the slope or channel (rills, gullies etc.) before re-installing and re-anchoring blankets.

D. Plastic sheeting does not decrease runoff and, as such, shall be limited to covering stock piles or very small graded areas as a temporary measure and for only short periods of time. Plastic sheeting shall be disposed of at a landfill.

INLET PROTECTION AND ENERGY DISSIPATION
A. To maintain the function of the storm drain, storm drain inlet grates shall not be covered with filter fabric or with solid barriers, such as metal inlet covers. Storm drains shall be protected using temporary sediment control and energy dissipation practices, as allowed by local encroachment permit requirements, constructed along the flow path and around storm drains to improve the quality of water being discharged to inlets or catch basins. Inlet protection and energy dissipation devices shall be removed when no longer required. The Contractor shall be cautious when utilizing any device which may result in a public hazard.

B. To be effective, controls shall slow water, pond sediment-laden runoff, and increase settling time.

Ponding shall not encroach into highway traffic or onto eroded surfaces and/or slopes.

C. If high flow conditions are expected, the Contractor shall stabilize slopes and treat disturbed areas with erosion controls (such as geotextile blankets, fiber rolls, mulch), in addition to providing inlet protection.

D. The Contractor shall provide frequent maintenance of inlet protection devices to minimize shortcircuiting and to remove silt deposits and buildup. Sediment shall be collected and usually can be disposed of on site. Excess sediment, which could become re-suspended in a rain event, shall be removed immediately and disposed of off-site.

INLET PROTECTION – SAND / GRAVEL BAG BARRIERS
A. Gravel bag barriers are applicable when heavy rains are expected, when construction is conducted in wet weather, and when the drain inlet is the lowest point for discharge.

B. For drainage areas larger than one(1) acre, runoff shall be routed to a sediment-trapping device designed for larger flows.

C. Inlet protection shall be used only when ponding will not encroach into traffic lanes or onto erodible surfaces or slopes. The Contractor shall use traffic barricades to maintain the integrity of inlet protection.

D. Frequent Contractor maintenance shall be provided to remove silt deposits and buildup and to minimize short-circuiting and overtopping.
1002
39 SEDIMENT CONTROL / ENERGY DISSIPATION
A. Controls to divert flow, slow flow velocity, and pond and filter runoff shall be implemented in flow areas.

B. Every attempt should be made to stabilize disturbed soils at the source. If sediment or polluted water is making its way into the drain inlet, the Contractor shall locate the source and contain it using appropriate controls.

C. A check dam constructed of sand or gravel bags will slow flow velocity, pond water and allow sediment to settle. Check dams are appropriate in small open channels draining ten (10) acres or less.

D. The Contractor shall maintain check dams by removing trapped sediment to prevent its re-suspension in subsequent storms. The Contractor shall inspect check dams after significant rain events and replace loosed materials (rocks, gravel bags) as necessary.

FIBER ROLL DIKES
A. Fiber rolls shall be entrenched and anchored according to the following installation specifications:

1. Fiber rolls may be used for small areas or short slopes (3:1 or flatter) with low surface flows not to exceed one (1) cfs:
a) Along the face of exposed and erodible slopes to shorten slope length. b) At grade breaks where slopes transition to a steeper slope. c) In drainage swales to slow flows.
d) Along stream banks to assist stabilization and re-vegetation (wattles favorable for plant establishment).
e) Behind sidewalks or curbs.

B. Contractor shall inspect and maintain fiber rolls to maintain performance. Split, torn, unraveling or slumping rolls shall be repaired or replaced as necessary.

SILT FENCING
A. Silt fencing may be used along the perimeter of the site, along (not across) streams and channels, and around temporary stockpiles. Silt fence material shall be entrenched a minimum of four (4) inch to six (6) inch. The Contractor shall not anchor silt fencing without first entrenching it.

B. Use of a silt fence shall be limited to locations suitable for temporary ponding or deposition of sediment.

Silt fences shall not be used to divert flow and shall be placed along the contour.

C. Silt fencing shall be routinely inspected by the Contractor, and all undercutting, split, torn or slumping material immediately repaired. The Contractor shall remove silt fencing when no longer necessary for sediment control.

STABILIZED CONSTRUCTION ENTRANCE
A. At an unpaved site (for example: an unpaved microtunneling or pump station site or contractor staging area), the point of ingress/egress shall be stabilized to minimize the tracking of mud and dirt onto public roads by construction vehicles according to the following specifications:

1. Design the entrance to support the heaviest vehicles which will use it.

2. Grade the entrance to prevent runoff from the construction site.

3. The rock egress pad shall be twenty (20) feet wide x forty (40) feet long x eight (8) feet deep consisting of six (6) inch to eight (8) inch diameter fractured stone aggregate placed over a geotextile fabric.

4. Mud grates and/or a tire wash shall be used at the intersection of paved roadways and access roads for construction sites adjacent to creek areas.
1003
40 5. The Contractor shall require that all employees, subcontractors, and suppliers utilize the stabilized construction entrance.

6. The Contractor shall inspect for damage and remove and replace aggregate of egress pad, as necessary, and repair the structure when needed.

STORAGE / MAINTENANCE YARD AND DISPOSAL SITES
A. If the Contractor enters into separate agreements with property owners for use of parcels for a Contractor's yard for any of the purposes listed below – those sites will not be under the control of City of Richmond.

However, the Contractor shall ensure that there are no adverse environmental impacts related to use of parcels where City of Richmond has no control.

1. Defined as any area to be used for:
a) Loading or unloading
b) Materials storage
c) Vehicle and equipment maintenance
d) Concrete truck washout
e) Temporary storage of excess materials or debris
f) Storage or disposal of spoil materials (such as excess construction material and excavated material not suitable for use as backfill material).

B. In cases in which the Contractor enters into agreement with a property owner, the Contractor shall submit a separate Notice of Intent (NOI) to comply with the National Pollutant Discharge Elimination System General Permit to the SWRCB.

C. In compliance with the General Permit, the Contractor shall prepare a separate Storm Water Pollution Prevention Plan (SWPPP) for the disposal site in accordance with the requirements of the California State Water Resources Control Board and local agency ordinance, unless the site has a separate SWPPP or a separate discharge permit from the SWRCB. The SWPPP shall be signed by both the Contractor and the property owner. A copy of the Contractor's SWPPP shall be submitted to CITY OF RICHMOND prior to any activities in the site. If the Contractor's SWPPP is revised during work progress, all revisions shall be submitted to City of Richmond.

D. Permit application fees and costs incurred in preparing and/or amending the SWPPP developed for the site shall be at the expense of the Contractor.

SOLID AND DEMOLITION WASTE MANAGEMENT
A. Upon approval of Inspector, only clean, uncontaminated water may be discharged to the storm drain, waterway, or sanitary sewer. Non-hazardous, solid demolition wastes shall be managed according to the following specifications:

1. Waste collection areas shall be located away from streets, gutters, and storm drains.

2. Dumpsters shall be secured at night and during rain events.

3. Leaky dumpsters shall be replaced and returned for cleaning as necessary.

4. Arrangements for disposal shall be made to ensure dumpsters do not overflow.

B. Examples of Non-Hazardous Materials:

1. Drilling fluid additives

2. Wood, framing, etc.

3. Concrete, brick, cement mortar

4. Asphalt

5. Cleared vegetation, tree trimmings, plant material

6. Dry paint/non-hazardous paint chips/dust from stripping and sand blasting of non-hazardous paint

7. Absorbent material (rags, mats) used to absorb non-hazardous spills (materials used to absorb oilbased spills shall be disposed of as hazardous waste)

8. Steel and metal scraps

9. Pipe, conduit and wire cuttings

10. Ground and/or broken paving materials
1004
41 11. Domestic solid wastes (containers, cans, cups, etc.)

HAZARDOUS WASTE AND MATERIALS MANAGEMENT
A. The Contractor shall manage hazardous wastes and materials according to the following specifications:

1. Chemical and/or hazardous materials storage and handling areas shall be located away from watercourses and storm drains.

2. Secondary containment shall have capacity to contain twice the contents of the largest container, and large enough to capture any accidental releases.

3. Leaks or spills shall be cleaned up immediately, including within the secondary diked area.

4. Contractor shall ensure that trailers carrying hazardous materials are covered during transit (Illegal transit of hazardous waste is a violation subject to fine and/or jail time).

5. Hazardous waste shall be disposed of only at authorized treatment, storage, and disposal facilities (Illegal dumping of hazardous waste is a violation subject to fine and/or jail time).

6. Contractor shall use only a licensed company to transport and dispose of contaminated materials.

B. If storm water runoff enters the storage area or otherwise comes in contact with construction material, the Contractor shall determine if the storm water has become contaminated. Only clean, uncontaminated rain water shall be discharged to a storm drain, waterway, or the sanitary sewer.

C. If the storm water runoff has come in contact with the construction materials, the Contractor shall provide an appropriate collection system for disposal of the storm water runoff in a manner acceptable to the RWQCB. The Contractor shall use only a licensed hazardous waste handling company to clean up large spills.

D. Major contamination, large spills, and other serious hazardous waste incidents will require initial containment and immediate response from specialists. Spills of any material (e.g. sediment-laden wastewater) hazardous or not, shall be reported immediately. Contractor shall notify the Inspector, the Office of Emergency Service (OES) at 800-852-7550, the RWQCB at 510-622-2300, and the County Health Department when a hazardous spill occurs. If there is indecision as to whether water quality will be impacted, the Contractor shall contact the RWQCB to discuss the situation. If long-term remedial action is necessary, the RWQCB may issue enforcement orders to assure proper cleanup. Failure to report a spill resulting in discharge to a storm drain or waterway will result in greatly increased cleanup costs and enforcement action by the RWQCB.

E. Example of Hazardous Waste Materials:

1. Drilling fluid additives

2. Petroleum products, such as oil, fuel, and grease

3. Asphalt products

4. Concrete curing compounds

5. Herbicides and pesticides

6. Chemical additives

7. Septic wastes

8. Paints, thinners, and solvents

9. Materials used to absorb hazardous spills

10. Acids, lime, glues, and curing compounds

11. Any other material considered a hazardous waste by the State of California F. The following pre-existing site conditions may make contamination likely:

1. Areas of previous commercial or industrial activity.

2. Sites with a history of illegal dumping on the site or on adjacent properties.

3. Sites subject to Superfund, state or local cleanup order.

4. Ponded storm water, groundwater, or dewatering areas, which exhibit an oily sheen or smell of petroleum.

5. Soils which appear discolored, smell of petroleum, or exhibit other unusual properties.

6. Sites where abandoned storage tanks, drums, or other buried debris are encountered during construction activity.
1005
42 PAVEMENT MANAGEMENT
A. Concrete, asphalt, and seal coat shall be applied during dry, appropriately temperatured weather to prevent contaminants from coming in contact with storm water runoff. Storm drain inlets, catch basins, and manholes shall be covered while applying seal coat, tack seal, slurry seal, fog seal or similar materials. Paving machines shall consistently be placed over drip pans or absorbent materials since they tend to drip continuously.

B. Unless approved by the Inspector, during wet weather or when rain is forecast within twenty-four (24) hours, the Contractor shall not pave or oil the street. If rain occurs during paving, the Contractor shall arrange for a container to be delivered to the site to intercept rain water.

C. The Contractor shall not sweep or wash down excess sand (placed as part of a sand seal or to absorb excess oil) into gutters, storm drains, or creeks. The Contractor shall either; collect the sand and return it to the stockpile or dispose of it in a trash container.

D. The Contractor shall prevent saw cut slurry from entering catch basins and storm drains. The slurry should be removed using a wet vacuum. The area over which the slurry may spread should also be limited.

E. When making saw cuts, Contractor shall not allow saw-cutting water to enter a storm drain, waterway, or sanitary sewer under any conditions. Water use should as little as possible.

F. Contractor shall protect the drain inlet by covering it completely with filter fabric and containing the slurry by placing barriers around the catch basin (bag/gravel bag dams). The Contractor shall also shovel, absorb, or vacuum the slurry residue from pavement or gutter as necessary and remove from site at the end of the day/job.

CONCRETE MANAGEMENT
A. The Contractor shall perform concrete washout in a designated area where the water will flow into a temporary pit or bermed area in the dirt area from where it can be pumped or disposed of by a hazardous waste disposal program. The water may not be discharged to storm drain, waterway, or sanitary sewer.

B. The Contractor's concrete wash water pit shall be located away from watercourses and storm drains and shall be sized large enough to hold the maximum volume of waste expected. The Contractor shall drain wash water of exposed aggregate concrete to a dirt area or onto stockpiles of aggregate base or sand.

Water shall be allowed to percolate into the soil and hardened concrete disposed of in a trash container.

If a suitable dirt area is not available, the Contractor shall collect the waste water into a steel, leak-proof debris box.

VEHICLE AND EQUIPMENT SERVICES
A. The Contractor shall use secondary containment, such as a drip pan, to catch leaks or spills any time that vehicle or equipment fluids are dispensed, changed, or poured, and shall clean up leaks and spills of vehicle or equipment fluids immediately and dispose of the waste and cleanup materials as a hazardous waste.

B. The Contractor shall inspect vehicles and equipment arriving on site for leaking fluids and shall promptly repair leaking vehicles and equipment. Drip pans shall be used to catch leaks until repairs are made. The Contractor shall perform maintenance and fueling of vehicles or equipment in areas that will not allow run-on of storm water or runoff of spills to storm drains and provide for confined clean-up.

The Contractor shall not contaminate the soils or groundwater with such maintenance and fueling activities. The Contractor shall encourage fueling and major maintenance/repair and washing off site whenever possible.

C. Water from equipment washing shall not be allowed to be discharged to a storm drain, waterway, or the 1006
43 sanitary sewer. The Contractor shall perform vehicle or equipment cleaning with water only in a designated, bermed area that will not allow rinse water to run off site into streets, gutters, storm drains, or creeks. Soaps, solvents, degreasers, steam-cleaning equipment, or equivalent methods will not be allowed. Sumps associated with the wash areas shall be serviced regularly.

SECONDARY CONTAINMENT
A. Wet and dry building materials with the potential to pollute runoff shall be handled and delivered with care and stored under cover and/or surrounded by berms to prevent contact with runoff.

B. The Contractor shall also include containment areas and provide for proper disposal of these materials, their containers, and materials or soil that may be contaminated with these materials.

C. Perimeter controls, containment structures, and covers shall be repaired as necessary to ensure their proper functioning.

D. The Contractor shall maintain the site in a neat and clean and well organized condition.

E. Potential pollutants include:

1. Pesticides and herbicides

2. Fertilizers

3. Detergents

4. Asphalt and concrete compounds

5. Petroleum products, such as fuel, oil, and grease

2. Acids, lime glues, adhesives, curing compounds, etc.

3. Paints and solvents
F. All hazardous materials shall be labeled and stored according to local, state, and federal regulations and according to fire code requirements. The Contractor shall keep an inventory of hazardous material for use in emergency and shall post proper storage instructions at all times in an open and conspicuous location. The Contractor shall use mats during transport and storage and shall not apply hazardous chemicals outdoors during wet weather.

G. The Contractor shall immediately clean up all spills, including but not limited to: Slurry from boring operations, excess concrete and grout, coatings, controlled low-strength material, concrete curing compounds, lubricants and paint.

PAINT MANAGEMENT
A. Only clean rain water shall be discharged to storm drains and/or waterways. The Contractor shall remove as much excess paint as possible from brushes, rollers, and equipment before starting cleanup. The Contractor may discharge very small amounts of cleaning wastes from brushes, rollers, buckets, and tools contaminated with latex (water-based) paints to the sanitary sewer system provided they do not contain certain additives which are pollutants of concern (mercury, tributyltin). Brushes, rollers, and tools containing latex paints may be washed over a sink with plenty of water. Buckets containing latex paints shall first be emptied into the original can or discarded as above.

B. For water based paints, paint out brushes to the maximum extent possible and rinse to a drain leading to the sanitary sewer (indoor plumbing). Where not possible, clean with water, disperse wash water over soil, and spade in.

C. For oil-based paints, paint out brushes to the extent possible; filter and reuse thinner/solvents.

D. Dried latex paint, old brushes, rollers etc. shall be disposed of as non-hazardous waste. The Contractor shall dispose of thinner, solvent, sludge from cleaning equipment and tools, and excess oil and waterbased paint as a hazardous waste. Hazardous materials that are not recyclable shall be disposed of by a licensed hazardous waste hauler.
1007
44 E. Hazardous and non-hazardous paint-related materials, paint wastes, adhesives and cleaning fluids shall be recycled when possible and disposed of properly to prevent contact with stormwater and discharge into storm drains / watercourses. Contractor shall designate an area for cleaning of painting equipment and tools. Contractor shall ensure that clean brushes or rinse containers are not washed into street gutters, storm drains or waterways.
4-1.03 CLEARING, GRUBBING, DEMOLITION, ABANDONMENT, REMOVAL, DISPOSAL

AND SALVAGE

GENERAL

THE REQUIREMENT
The Contractor shall furnish all tools, equipment, materials, supplies and labor required for the clearing, grubbing, demolition, abandonment, removal, disposal, and salvage of structures, pavement, improvements, utilities, vegetation, and facilities from the sewer right-of-way, roadways, and other construction areas along with the protection of existing fences, vegetation, structures, and associated improvements, streets, and utilities adjacent to the construction area.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.05 – Bypassing Wastewater
B. Section 4-1.06 – Shoring, Excavation Support and Protective Systems C. Section 4-1.07 – Excavation, Bedding and Backfill
D. Section 4-1.14 – Asphalt Concrete Pavement and Base Restoration E. Section 4-1.25 – Grout
F. Section 4-1.30 – Piping, General

CONTRACTOR SUBMITTALS
The Contractor shall submit a map identifying the location of any construction staging areas to be utilized, unless shown on the plans. The Contractor shall also submit written authorization from each site owner.

PRODUCTS

SAFETY AND NOISE BARRIERS
Proximity of existing structures or trees will require construction of an appropriate safety barrier such as temporary fencing, berms, acoustic barriers, or similar facilities. The Contractor shall submit drawings defining the type and extent of proposed safety measures prior to any construction activity.

EXECUTION

B. All clearing, grubbing, demolition, abandonment, and salvage work shall comply with applicable local, 1008
45 state, and federal statutes, ordinances, codes, standards, rules, procedures, regulations and safety orders.

The Contractor shall obtain required permits and file required reports in a timely manner.

C. CITY OF RICHMOND assumes no responsibility for actual condition of the facilities to be abandoned or demolished. The Contractor shall visit the site and inspect all facilities to become familiar with all existing conditions and utilities. Before beginning any cutting, trenching, abandonment or demolition work, the Contractor shall carefully survey existing facilities and improvements.

D. The Contractor shall take all necessary precautions to prevent damage to existing facilities and improvements that are to remain in place. Any damage to street improvements, building elements, and other existing facilities to remain, caused by the Contractor's operations shall be repaired or replaced.

Damaged items shall be repaired or replaced with new materials as required to restore damaged items or surfaces to their original condition or better to that at the start of work.

E. The Contractor shall carefully consider all bearing loads and capacities for placement of equipment and material. The Contractor shall construct and provide shoring, bracing, and supports, as required. The Contractor shall insure that structural elements are not overloaded and shall be responsible for increasing structural support or adding new support as a result of any cutting, abandonment, removal or demolition work. In the event of any questions as to whether an area to be loaded has adequate bearing capacity, the Contractor shall at its own expense consult with a registered professional engineer and notify City of Richmond prior to the placement of such equipment or material. The Contractor shall remove all temporary protection when authorized by the Inspector.

ABANDONMENT
A. For sewer main and trunk abandonment, the Contractor shall cut back and remove the pipe to be abandoned for a distance of five (5) feet from any connecting structures (manhole rodding inlet, etc.) or other pipes. Holes at existing structures shall be repaired per paragraph 3.2.D below. The remaining pipe to be abandoned shall be completely filled with abandonment grout (as specified in Section 4-1.25 - Grout) and capped at both ends prior to backfilling the access excavations.

B. Lateral sewers shall be abandoned at the point of connection to the public main sewer. The Contractor shall use the following methods for lateral abandonment:

1. Where the section of the main pipe contains a preexisting tap, wye, or tee, the contractor will remove and replace with a section of compatible/approved pipe in the area of the abandonment as stated in section 2.b below.

2. Where the end of the lateral protrudes into the public main sewer or where the tap, tee or wye is damaged, a main sewer repair shall be required. The Contractor shall make the repair employing the following procedures:
a. If necessary, wastewater in the main sewer shall be bypassed around the location of the repair in accordance with the requirements of Section 4-1.05 Bypassing Wastewater. b. Excavate and properly support an access hole large enough to allow removal of a minimum five (5) foot long section of the main sewer including the tap, tee or wye in accordance with Section 4-1.06 Shoring, Excavation Support and Protective Systems. c. Remove the section of existing main sewer including the tap, tee or wye. d. Place bedding; replace the section of main sewer and backfill the excavation in accordance with Section 4-1.07 Excavation, Bedding and Backfill, and Section 4-1.30 Piping, General. e. If in paved area, restore pavement structural section in accordance with Section 4-1.14 Asphalt Concrete Pavement and Base Restoration.

C. Sewer manholes to be abandoned shall have the top block, cover, frame, grade rings and the cone section removed. A minimum of two (2) perforations, at least two (2) inches in diameter each, shall be made at the bottom of the lowest barrel section to allow drainage. The remaining structure shall be backfilled and compacted per the requirements for structure backfill in Section 4-1.07 - Excavation, Bedding and Backfill with Class II aggregate base and compacted to a minimum of ninety-five (95) percent maximum density. Compaction tests are required.
1009
46 D. When existing piping is removed from an existing structure to remain in service, the Contractor shall fill all resulting holes in the structures with non-shrink grout and reinforcement as required, or as shown.

The repair shall be watertight and the finished rehabilitated structure shall appear as a new homogeneous unit.

E. No sewer facility shall be abandoned until replacement facilities have been accepted by City of Richmond and placed in operation.

DEMOLITION
A. The Contractor shall minimize the extent of the demolition.

B. Asphalt pavement and concrete curbs and gutters shall be removed as necessary to perform the required work and shall be saw cut at the limits of removal.

C. Existing reinforcement to remain in place shall be protected, cleaned and extended into new concrete.

Existing reinforcement not to be retained shall be cut-off as follows:

1. Where new concrete joins existing concrete at the removal line, reinforcement shall be cut-off flush with the concrete surface at the removal line.

2. Where the concrete surface at the removal line is the finished surface, the reinforcement shall be cut back two (2) inches below the finished concrete surface, the ends painted with epoxy paint and the remaining holes patched with non-shrink grout.

BELOW-GRADE DEMOLITION
A. Footings, foundation walls, below-grade construction and concrete slabs on grade shall be demolished and removed to a depth so as not to interfere with new construction, but not less than three (3) feet below existing ground surface or future ground surface, whichever is lower.

B. Below-grade areas and voids resulting from demolition of structures shall be completely filled. All fill and compaction shall be in accordance with Section 4-1.07 - Excavation, Bedding and Backfill.

C. After backfilling and compaction, surfaces shall be graded to meet adjacent contours and provide flow to surface drainage structures.

DISPOSAL OF DEMOLITION DEBRIS
A. Demolition and removal of debris shall be conducted to ensure minimum interference with roads, streets, walks, and other adjacent occupied or used facilities. Alternate routes shall be provided around closed or obstructed traffic ways.

B. Site debris, rubbish, and other materials resulting from demolition operations shall be removed and disposed of legally.

C. The use of burning for the disposal of refuse, debris, and waste materials is not permitted.

SALVAGE
The Contractor may salvage and reuse such items as fences, gates, street signs, retaining walls, road barriers, guardrails, and other similar items when in reasonably good condition and approved by City of Richmond. Items not in salvageable condition shall be, removed, and replaced.

DUST AND POLLUTION CONTROL
A. The Contractor shall employ water sprinkling, temporary enclosures, chutes, and other suitable methods acceptable to City of Richmond and the local agency having jurisdiction shall be used to limit dust and 1010
47 dirt rising from and scattering beyond the area of construction.

B. Water shall not be used when it creates hazardous or objectionable condition such as mud, flooding, or pollution.

C. The Contractor shall employ best management practices for control of erosion and jobsite runoff, pollution prevention and protection of water quality as specified in the City of Richmond Field Management Practices for Protection of Water Quality, latest edition.

PROTECTION
A. Safe passage of persons around the area of the work shall be ensured. Operations shall be conducted to prevent injury to people or damage to adjacent buildings, structures, or other facilities.

B. Structure and excavation shoring, bracing, or supports, per Section 4-1.06 - Shoring, Excavation Support and Protective Systems, shall be provided to prevent movement, settlement or collapse of structures to be demolished, or damage to adjacent facilities to remain.

C. Existing landscaping materials, structures and appurtenances, which are not to be demolished, shall be protected.

CLEARING, GRUBBING AND STRIPPING
A. All construction areas shall be cleared of grass and weeds to at least a depth of six (6) inches and cleared of structures, concrete, or masonry debris, pavement, trees, logs, upturned stumps, loose boulders, and any other objectionable material of any kind that would interfere with the performance or completion of the work, create a hazard to safety, or impair the work’s subsequent usefulness or obstruct its operation.

Loose boulders within ten (10) feet of cut lines shall be incorporated in landscaping or removed from the site. Trees and other natural vegetation outside the actual lines of construction shall be protected from damage with chain link fencing or straw bale barricades during construction.

B. Within the limits of clearing, the areas below the natural ground surface shall be grubbed to a depth necessary to remove all stumps, roots, buried logs, and all other objectionable material. Underground structures, debris, or waste shall be totally removed if they are found on the site. All objectionable material from the clearing and grubbing process shall be removed from the site. Trees, shrubs, fences, and all other improvements that are removed to permit construction, shall be replaced (not including native trees under three (3) inches in diameter at the base and native brush) by the Contractor in kind and size or with substitutes acceptable to the property owner. Native trees larger than three (3) inches in diameter at the base shall not be removed without City of Richmond’s consent.

C. Any trees, shrubs, fences or other improvements outside of sewer easements or rights of way deemed necessary to be removed by the Contractor, shall not be removed without the consent of the Property Owner, and shall be replaced if required.

CLEANING
A. The Contractor shall clean and sweep streets daily.

B. During and upon completion of work, the Contractor shall promptly remove unused tools and equipment, surplus materials, rubbish, debris and dust and shall leave areas affected by work in a neat and clean condition.

C. Adjacent structures shall be cleaned of dust, dirt and debris resulting from demolition or construction operations, as directed by City of Richmond or governing authorities and adjacent areas shall be returned to the condition existing prior to start of work.
1011
48 4-1.04 EXCAVATION DEWATERING

GENERAL

THE REQUIREMENT
The Contractor shall:

A. Secure and comply with the provisions of permits required for dewatering operations, including permits from the Contra Costa County Environmental Health Division for exploration, construction and abandonment of dewatering wells. No water shall be discharged into existing sanitary sewers, or new sanitary sewers constructed unless a Industrial Waste Discharge is obtained from City of Richmond.

B. Provide all labor, materials, and equipment necessary to adequately dewater excavations so that pipe and structures that are installed in excavations are free from standing, flowing or boiling groundwater, surface water, storm water, precipitation, or wastewater; filter soil; and prevent loss of ground from dispersion or erosion.

C. Drawdown the groundwater level a minimum of two (2) feet below the trench bottom and beyond excavation sidewalls where shoring is not designed to resist hydrostatic pressures.

D. Control the rate and effect of dewatering so as to avoid settlement, subsidence or damage to structures or facilities adjacent to areas of proposed dewatering.

E. Provide adequate standby equipment to ensure efficient dewatering and maintenance of dewatering operations during power failure.

F. Be fully responsible and liable for all damages that result from failure to adequately keep excavations dewatered, and shall repair, restore and/or replace facilities or structures damaged as a result of dewatering operations.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.19 - Pipeline Cleaning, Testing and Televising

CONTRACTOR SUBMITTALS
The Contractor shall submit a plan for all excavation dewatering procedures to the Inspector. The dewatering plan shall include the following:

A. Location(s) where water is to be disposed.

B. Scale drawings showing locations of dewatering systems.

C. Details of dewatering systems, such as:

1. Drilled hole and well casing diameter, slotted and solid lengths;

2. Sand packer gradation;

3. Size and capacity of pumps.

QUALITY ASSURANCE
A. Where structures, utilities and/or facilities exist adjacent to areas of proposed dewatering, the Contractor shall establish reference points and shall survey these reference points daily to quickly detect any settlement, subsidence or damage that may develop during or following dewatering operations. 1012
49 B. If disposal of water to the sanitary sewer is allowed, televising and cleaning of downstream sewers may be required at the Inspector’s discretion, and shall be done per the requirements set forth in Section 4-

1.19 - Pipeline Cleaning, Testing and Televising.

PRODUCTS

EQUIPMENT
Dewatering, where required, may include the use of wells, well points, sump pumps, temporary pipelines for water disposal, rock or gravel placement, standby pumps and/or generators, and other means.

EXECUTION

B. The Contractor’s dewatering operations shall not interfere with vehicle or pedestrian traffic. Under no circumstances shall dewatering water be allowed to flood streets or cause hazardous conditions for traffic. Dewatering pump noise shall be mitigated, especially at night, as required by the applicable local jurisdiction (City or Contra Costa County).

C. Dewatering for structures and pipelines shall commence when groundwater is first encountered, and shall continue until water can be allowed to rise without affecting structures, piping, and other project features.

D. Site grading shall promote drainage. Surface runoff shall be diverted prior to it entering excavations to maintain the bottom of the excavation free from standing water.

E. Dewatering shall be conducted so as to preserve the undisturbed bearing capacity of the subgrade soils at the proposed bottom of excavation, filter soil particles and prevent loss of ground due to dispersion and erosion. Dewatering shall lower the water outside the excavation, if necessary to insure that seepage and migration of soil particles does not occur through openings in the shoring.

F. If subgrade soils are disturbed or loosened by the seepage or flow of water, the affected areas shall be excavated and replacement backfill placed in accordance with Section 4-1.07 - Excavation, Bedding and Backfill.

G. The Contractor shall prevent pipeline and/or structure flotation by maintaining a positive and continuous removal of water.

H. If dewatering wells are used, they shall be adequately spaced to provide the required dewatering, and the Contractor shall use sand packing and/or other means to prevent pumping of soil particles (e.g., fine sand) from the subsurface. The Contractor shall continuously monitor the dewatering water discharge to ensure that subsurface soil is not being removed by the dewatering operation.

I. The demobilization of dewatering operations shall be performed so as to allow groundwater to rise to its ambient (static) level without disturbing natural foundation soils or compacted backfill, and prevent flotation or movement of structures, pipelines, and sewers.

J. The Contractor is advised that it is possible that sand, silty sand and/or gravel strata inter-bedded with less permeable clay and silty clay materials varying in depth, thickness and location may exist in the project area. These potentially water-bearing strata may represent areas of increased trench dewatering difficulty. The Contractor shall carefully consider the possibility of encountering these strata, and plan dewatering operations accordingly.
1013
50 K. The Contractor shall properly dispose of water without nuisance or damage to adjacent property, in accordance with its Storm Water Pollution Prevention Plan. Water shall be settled or filtered using an approved method to remove sand, silt and fine soil particles before disposal into any storm drainage or sanitary sewer system, including but not limited to the use of a debris trap. The Contractor shall remove and dispose of any material that accumulates in the drainage systems used for water discharge as a result of dewatering operations.
4-1.05 BYPASSING WASTEWATER
PART 1 -- GENERAL

THE REQUIREMENT
When work on a job requires that an existing sewer be taken out of operation to ensure that the work can be safely and efficiently completed without overflow or spillage of wastewater from the sewer, the Contractor shall:

A. Secure and comply with the provisions of permits required for wastewater bypassing operations, including encroachment permits for equipment and piping from the applicable local jurisdiction (City or Contra Costa County).

B. Furnish all labor, materials, tools, equipment and supplies required to convey wastewater from a point upstream to a point downstream of the work.

CONTRACTOR SUBMITTALS
The Contractor shall submit the following to City of Richmond, and receive favorable review prior to installation of sewage bypass equipment:

A. A plan for bypassing wastewater, which shall identify the type, size, and quantity of all service and standby pumps, motors, and power equipment; the type and size of all piping, fittings, and connections; the proposed location of bypass pumps and pipes; and the proposed schedule for bypass operation.

B. A unique Emergency Action Plan for each bypass location. The plan shall include the restoring of normal sewage flows, resumption of the bypass pumping operation, and the reporting and clean-up of any spills.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.19 – Pipe Cleaning, Testing and Televising.

EXECUTION

B. Flow in existing sewers shall not be dammed or otherwise restricted for any period of time without the approval of the Inspector. All wastewater facilities shall remain in continuous operation during construction.

C. Bypassing of wastewater to surface water or drainage courses is prohibited. The Contractor shall adhere to all applicable local jurisdiction restrictions regarding the transport and conveyance of wastewater.

D. All pumps and piping shall be adequately sized to convey the flows anticipated at each bypass location. 1014
51 The bypass system shall be watertight; no leakage from bypass equipment, hoses, or pumps onto private property, gutters, streets, sidewalks, or into storm drains or creeks will be allowed.

E. Prior to commencing bypassing operations at a particular location, all workers, materials, fittings, supports, equipment, and tools shall be staged at that location.

TEMPORARY PUMPING
A. Bypassed sewage shall be contained in an enclosed hose or pipe and shall be redirected into the sanitary sewer system. Dumping, overland or open channel flow of sewage is strictly prohibited. Flushing of sewage from spills or from bypass equipment leakage into storm drains or creeks is also prohibited. Any spill or leakage shall be immediately contained and conveyed to a sanitary sewer or hauled to the Wastewater Treatment Plant without undue delay per the Contractor’s Emergency Action Plan.

B. Where bypass pipelines are required to cross traffic lanes, the piping and fittings shall be buried a minimum of four (4) inches below the pavement surface and backfilled with temporary asphalt concrete surfacing unless otherwise allowed by the local agency and City of Richmond. Traffic lane closure will be at the sole discretion of the agency with jurisdiction.

C. Temporary ramps may be constructed over pipelines six (6) inches in diameter, or less, to allow access to driveways. Pipelines larger than six (6) inches in diameter crossing driveways shall be buried a minimum of four (4) inches below the existing ground or pavement surface and backfilled with temporary asphalt concrete surfacing. No driveway access shall be blocked without the written authorization of the affected property owner.

D. Air and vacuum relief valves shall be provided at the high point in each section of elevated piping.

E. Pumped bypass systems shall be continuously monitored.

F. After the work necessitating bypassing is completed, flow shall be restored to normal, all equipment shall be removed from the sewer system, and all pipes or structures modified or damaged during the bypass operations shall be restored to their original condition.

G. Televising of main line and downstream sewer cleaning may be required at the Inspector’s discretion and shall be done per the requirements set forth in Section 4-1.19 - Pipeline Cleaning, Testing and Televising.
4-1.06 SHORING, EXCAVATION SUPPORT AND PROTECTIVE SYSTEMS

GENERAL

THE REQUIREMENT
A. Competent Person
A Competent Person shall be designated by the Contractor for any job that requires any individuals to enter into a trench or other excavation regardless of depth. A Competent Person is an individual who has been specifically trained in, and is knowledgeable about, soils evaluation, the use of protective systems and the requirements of the applicable regulations regarding the safety of excavations. The Competent Person shall be responsible for identifying existing or predictable hazards in the surroundings or working area, and shall have the authority to stop the Contractor’s operations, order individuals to evacuate the excavation and take measures to eliminate the hazards.

B. Excavations less than five (5) feet in depth
1015
52 Protective systems are not required for excavations less than five (5) feet in depth unless the Contractor’s designated Competent Person has evaluated the soil and trench and determined that there is an indication that a potential for cave-in of the trench or excavation exists.

C. Excavations greater than five (5) feet and less than twenty (20) feet in depth Protective systems designed by a professional engineer registered by the State of California shall be required for all excavations greater than five (5) feet and less than twenty (20) feet in depth unless an Aluminum Hydraulic Shoring protective system is used in strict conformance with the system manufacturer’s tabulated data approved and stamped by a registered professional engineer. Tunneling or undermining adjacent to any trench or excavation is strictly prohibited.

D. Excavations greater than twenty (20) feet in depth
A protective system designed by a professional engineer registered by the State of California shall be required for any trench or other excavation deeper than twenty (20) feet.

E. Soil Classification/Testing
Consideration of soil classification, as well as the depth of the trench or other excavations is necessary to determine the appropriate type of protective system to be used. All soil classification and testing shall comply with OSHA Regulations, 29 CFR Part 1926 Subpart P – Excavations.

F. Underground Utilities
Prior to any excavation, it is the Contractor’s responsibility to determine the location of all utility installations including, without limitation, pipes, conductors and conduits for electricity, gas, water, telephone, cable TV, sewage, storm drainage that could be encountered during excavation. At least fortyeight (48) hours prior to commencing any excavation, the Contractor shall notify Underground Service Alert (USA) by calling 1-800-227-2600, or 811, in accordance with California state law. Regardless of whether utilities have been marked, the Contractor shall proceed with caution in areas of utility facilities and structures. The Contractor shall expose existing utilities by hand-excavation or by other methods acceptable to the utility owner when excavating within two (2) feet of any field markings of utility location.

G. Excavated Material
All stockpiled excavated or imported backfill material shall be stored at least two (2) feet away from the edge of any trench or other excavation when employees are working in the trench. At the discretion of the Competent Person, retaining devices may be used to prevent material from rolling or falling into the excavation.

H. Surcharge Loads
The excavation slope configuration and/or shoring system design shall include surcharge loads (e.g., excavation spoils, stockpiles, equipment, traffic and adjacent foundations).

I. Access/Egress
When personnel are working in trenches or other excavations of five (5) feet of depth or more; stairways, ladders, ramps, or other safe means of access/egress shall be located within a maximum of twenty-five (25) feet of lateral travel from each person in the excavation.

J. Stability of Adjacent Structures
Systems for support of structures adjacent to excavations are to be provided when the stability of such structures is threatened by excavation operations.

Sidewalks, pavement and other structures shall not be undermined unless an appropriate protective system is provided to protect from collapse.

K. Water Accumulation
1016
53 Proper dewatering procedures as specified in Section 4-1.04 - Excavation Dewatering shall be used in excavations where water accumulates.

L. Inspections
The Competent Person designated by the Contractor shall conduct daily inspections of excavations, adjacent areas, dewatering and protective systems. Inspections shall be conducted prior to the start of work and as needed throughout the workday. If evidence of a hazardous situation is encountered by the Competent Person, work shall be stopped and all personnel evacuated from the excavation until remedial measures have been taken and the Competent Person has determined that it is safe to re-enter the excavation.

M. The Contractor shall be responsible for repairing or replacing existing utilities, pavement, structures or other improvements damaged as a result of failure to adequately support excavations.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.04 - Excavation Dewatering
B. Section 4-1.07 - Excavation, Bedding and Backfill
C. Section 4-1.01 - Safety

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. California Labor Code.

B. Occupational Safety and Health Administrative Code.

C. Cal/OSHA, State of California Administrative Code, Title 8; Industrial Relations, Chapter 4, Subchapter 4, Construction Safety Orders.

D. Occupational Safety and Health Administration (OSHA) Regulations, 29 CFR Part 1926, Subpart P.

QUALITY ASSURANCE
A. Designs of protective systems for shoring or other excavation support systems shall be prepared by a Civil or Structural Engineer who is registered in the State of California.

DESIGN CRITERIA
A. Protective Systems
The Contractor shall provide adequate protective systems that will allow safe and expeditious construction of sewers and structures without movement or settlement of the ground and in a manner, which will prevent damage to, or movement of, adjacent structures, utilities, or other facilities, and prevent cave-ins and other potential hazards of excavations. Protective systems shall comply with applicable provisions of the State of California Administrative Code, Title 8; Industrial Relations, Chapter 4, Subchapter 4, Construction Safety Orders, and the federal Occupational Safety and Health Administration (OSHA) Regulations, 29 CFR Part 1926 Subpart P – Excavations, and may include:

1. Sloping and/or benching;

2. Timber shoring;

3. Manufactured aluminum hydraulic shoring systems;

4. Shields and/or trench boxes;

5. Systems designed by a Registered Professional Engineer. 1017
54 B. The excavation protective systems shall be designed and installed to support anticipated earth pressures, utility loads, equipment, applicable traffic and construction loads, and other surcharge loads in accordance with generally accepted professional engineering practice. The Contractor shall implement the recommendations of a geotechnical engineering report, if one is available. The design of protective systems shall include consideration of the effects of dewatering.

C. The lowest level of the protective systems shall extend to a depth below the main excavation adequate to prevent lateral and vertical movement of ground both inside and outside of excavation and excessive inflow of water.

D. The excavation protective systems shall provide the required free excavated space for workers and groundwater control systems and to accommodate the permanent structures to be constructed.

E. The excavation protective systems shall be designed to accommodate staged installation and removal as required to accommodate construction and backfill sequences.

F. Timber shoring, except lagging, shall be employed only for utilities and minor structures. No timber supporting members or lagging shall be left in place.

CONTRACTOR SUBMITTALS
A. The Contractor shall submit drawings and supporting calculations for excavation protective systems prepared and stamped by a civil or structural engineer registered in the State of California. The submittals shall include details, arrangements, and method of construction for the proposed systems including levels of struts and shores and permissible depth to which the excavation may be carried before supports are installed, and sequence for removal of shoring systems.

B. The Contractor shall submit a copy of its current annual OSHA Excavation Permit to the City of Richmond Permit Counter. No City of Richmond permits will be issued to a Contractor unless a current OSHA Excavation Permit is on file.

C. The Contractor shall designate a Competent Person who shall conduct daily or more frequent site inspections as appropriate. The designated Competent Person shall possess a current certification.

PRODUCTS

MATERIALS
All manufactured aluminum hydraulic shores and appurtenances, and timber and structural steel to be used for protective systems, whether new or used, shall be sound and free from defects that may impair their strength.

EXECUTION

INSTALLATION REQUIREMENTS
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

B. The Contractor shall install or construct protective systems in accordance with accepted shop drawings and in a manner that provides support of excavation sidewalls and meets the requirements of Part 1 of this Section.

C. No part of the excavation protective systems shall be placed or allowed to deflect within the limits of permanent structures.

D. Refer to OSHA Regulations, 29 CFR part 1926 Subpart P, for slope configurations and maximum 1018
55 allowable slopes. Sloping and benching shall be done in accordance with the soil type determined. In the case that the soil type is unclear, the support system design shall be based on “Type C” soil with the following Cal/OSHA exceptions:

1. Excavation slope shall be less steep than the maximum allowable slope when there are signs of distress (See Cal/OSHA Article 6, Section 1541.1, Appendix B, Item 1541.1 (C) (3) (B)).

2. When surcharge loads (e.g., excavation spoils, stockpiles, equipment, traffic and adjacent foundations) are present, the Competent Person shall determine the degree to which the actual slope must be reduced below the maximum allowable slope (See Cal/OSHA Article 6, Section 1541.1, Appendix B, Item 1541.1 (C)(3)(C)).

REMOVAL OF EXCAVATION SUPPORT SYSTEMS
A. Remove the shoring system in a manner that will not disturb or damage adjacent structures, construction, or utilities. Fill voids immediately with lean concrete or with approved backfill compacted to the relative compaction for the location specified in Section 4-1.07 - Excavation, Bedding and Backfill.

B. The Contractor shall repair damage to new or existing structures resulting from removal of excavation support systems.
4-1.07 EXCAVATION, BEDDING AND BACKFILL

GENERAL

THE REQUIREMENT
The Contractor shall provide all labor, materials, and equipment necessary to perform all excavation, bedding, backfill and grading operations required for construction of the work.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.03 - Clearing, Grubbing, Demolition, Abandonment, Removal, Disposal and Salvage B. Section 4-1.06 - Shoring, Excavation Support and Protective Systems C. Section 4-1.23 - Controlled Low Strength Material (CLSM) D. Section 4-1.09 - Geotextile Fabric
E. Section 4-1.20 - Protection of Trees and Restoration of Landscaping

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM D 1556 Test Method for Density and Unit Weight of Soil in Place by Sand-Cone Method ASTM D 1557 Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 2419 Standard Test Method for Sand Equivalent Value of Soils and Fine Aggregates ASTM D 2487 Practice for Classification of Soils for Engineering Purposes (Unified Soil Classification System)
ASTM D 6938 Test Methods for In-Place Density and Water Content of Soil and Soil-Aggregate by Nuclear Methods (Shallow Depth)
ASTM D 4253 Test Methods for Maximum Index Density and Unit Weight of Soils Using a Vibratory Table
ASTM D 4254 Test Methods for Minimum Index Density and Unit Weight of Soils and Calculation of Relative Density
1019
56 CONTRACTOR SUBMITTALS
Compaction testing of bedding and backfill materials shall be required for all main sewer extensions and laterals in public streets. Compaction testing of bedding and backfill for side sewer work on private property may be required at the discretion of the Inspector. The required compaction testing shall be conducted under the direction of a Civil or Geotechnical Engineer registered by the State of California. As a condition of City of Richmond’s acceptance of complete project work, a Certification Report indicating that compaction results meet or exceed the requirements of the City of Richmond Standard Specifications shall be submitted by the engineer in responsible charge of the compaction testing. Compaction testing shall be completed prior to the acceptance televising of the sewer and installation of final paving.

QUALITY ASSURANCE
A. Where soil material is required to be compacted to a percentage of maximum density, the maximum density at optimum moisture content will be determined in accordance with ASTM D 1557. Where cohesionless, free draining soil material is required to be compacted to a percentage of relative density, the calculation of relative density will be determined in accordance with ASTM D 4253 and D 4254.

Field density in-place tests will be performed in accordance with ASTM D 1556, ASTM D 6938, or by such other means acceptable to City of Richmond. At a minimum, compaction tests shall be conducted for each fifty (50) feet of trench and for each two (2) feet of trench depth, unless otherwise specified by the agency with jurisdiction for the roadway.

B. If a first test and a subsequent re-test of the bedding or backfill show non-compliance with the density required under this Section, the Contractor shall remove and re-compact the material represented by the test/retest as necessary to ensure compliance.

C. The Contractor shall provide access in the excavation for the soil compaction testing technician or Inspector. This shall include providing site-specific safety equipment and temporary shoring to enable compaction testing at each required level within the excavation. Should the Contractor have backfilled to an elevation above that required to be tested, he shall excavate the backfill down to the necessary level for testing and provide shoring at his cost. Subsequent backfilling shall also be at the Contractor’s cost.

PRODUCTS

SUITABLE BEDDING AND BACKFILL MATERIAL
A. Bedding and backfill material shall be selected or processed clean, free from grass, roots, brush, other vegetation, debris, refuse or other deleterious material of any kind.

B. The following types of bedding and backfill materials are designated and defined as follows:

1. Type I Bedding and Backfill Material (Class 2 Aggregate Base): Shall be newly quarried or recycled material (not mined alluvial material), and shall be certified by the quarry or recycler as complying with the provisions of Caltrans Specifications Section 26 (Class 2 Aggregate Base) for three-quarter (3/4) inch maximum grading.

2. Coarse Bedding Material (Drain Rock/Foundation Rock): Shall be crushed stone or gravel (not mined alluvial material), with a minimum of ninety-five percent (95%) crushed particles per CTM 205, durable and free from slaking or decomposition under action of alternate wetting and drying with minimum Durability Index of 40 per CTM 229. The material shall meet the following gradation requirements:

Sieve Size Percentage Passing
2-inch 100
1-1/2-inch 90-100
3/4-inch 5-30
3/8-inch 0-5
No. 200 0–2
1020
57 3. Controlled Low Strength Material shall conform to the requirements of Section 4-1.23 - Controlled Low Strength Material (CLSM).

UNSUITABLE MATERIAL
A. Unsuitable materials for bedding and backfill shall include soils, which when classified under ASTM D 2487 fall in the classifications of PT, OH, CH, MH, or OL. In addition, any soil that cannot be sufficiently compacted to achieve the percentage of maximum density specified for the intended use shall be considered unsuitable.

B. Chemical testing for corrosivity shall be performed for all materials proposed for use as bedding and backfill for metallic or reinforced concrete pipe. The testing shall be in accordance with the requirements of CTM 417, CTM 422 and CTM 643. Bedding and backfill materials shall be considered unsuitable when the chloride concentration exceeds 500 ppm, sulfate concentration exceeds 1,500 ppm, resistivity is less than 2,000 ohm-cm or pH is less than 6.5. Testing shall be performed by a qualified laboratory approved by City of Richmond, and the data shall be submitted to the Inspector for acceptance prior to use of the material in the work.

C. Type III materials which are too wet to be compacted to specified compaction shall not be rejected solely because they are too wet for proper compaction. The Contractor may at its option, dry these materials in accordance with Paragraph 3.8.G of this section prior to compaction. Alternatively, the Contractor may remove the Type III materials and provide imported backfill material.

D. Backfill placed within six (6) inches of any structure or pipe shall be free of rocks or unbroken clods of earth larger than four (4) inches in any dimension.

E. All material that is determined to be unsuitable for use as bedding and backfill or that is in excess of the amount required shall be removed immediately and disposed of properly by the Contractor.

USE OF SUITABLE BEDDING AND BACKFILL MATERIAL
A. Backfill types shall be used in accordance with the following provisions:

1. Pipe zone backfill (bedding, haunching and shading), as defined under paragraph 3.6 Bedding and Backfill herein, shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base) unless otherwise specified on the plans.

2. Trench zone backfill, as defined under paragraph 3.6 Bedding and Backfill herein, for pipelines in public and private streets and other paved areas shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).

3. Trench zone backfill in future roadway or street rights-of-way or in off road locations (e.g., easements) may be Type III Bedding and Backfill Material (native trench soil) so long as specified compaction is achieved.

4. Final Backfill as defined under "Pipe and Utility Trench Backfill" herein, for pipelines in public and private streets and other paved areas shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).

5. Backfill around structures, vaults, and valve boxes shall be Type I Bedding and Backfill Material (Class 2 Aggregate Base).

6. Backfill used to replace structure and pipeline trench over-excavation of wet or soft trench bottom conditions shall be Coarse Bedding and Backfill Material (Drain Rock/Foundation Rock) with a geotextile fabric envelope (minimum one-foot overlap) around the rock to prevent migration of fines.

7. Controlled Low Strength Material may be used for bedding, pipe zone backfill and trench zone backfill whenever pre-approved in writing by City of Richmond or shown on the plans.

8. Trenches in landscaped or cultivated areas shall have the top twelve (12) inches backfilled with topsoil.

FILTER FABRIC
1021
58 Filter fabric shall be as specified in Section 4-1.09 - Geotextile Fabric.

TRENCH DAMS, AND PIPE ANCHORS
Trench Dams and Pipe Anchors shall be provided at the locations shown on the plans and shall be constructed as shown in the Standard Drawings as follows:
• Trench Dams: SS-16 of the Standard Drawings
• Pipe Anchors: SS-17 of the Standard Drawings
Trench dams shall be of the length and width dimensions shown in the detail, shall extend below finished grade as shown in the detail, and shall be constructed of controlled low strength material (CLSM) as specified in Section 4-

1.23 - Controlled Low Strength Material (CLSM).

EXECUTION

B. Prior to any excavation and backfill work, the Contractor shall obtain and provide City of Richmond with copies or other evidence of acquisition thereof, all required permits for the work, including but not limited to:

County and/or City encroachment permits, City of Richmond permits, Cal/OSHA excavation permit, and Competent Person certification.

C. See Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration for saw-cutting requirements.

D. Material to be used for backfill shall be laid alongside of the trench and kept trimmed so as to cause as little inconvenience as possible to public travel and the normal use of adjacent properties. However, stockpiled material shall be kept a minimum of two feet from the edge of the trench and the face of the stockpile shall be sloped as required in Section 4-1.06 Shoring, Excavation Support and Protective Systems. Free access must be provided to all fire hydrants, water gates, meters, and private drives.

Gutters or other drainage ways shall be kept clear unless other temporary provisions are made for maintaining drainage.

E. In advance of placing sewer pipe or structures, material within the area where such pipe or structures are to be placed, which in the opinion of the Inspector is unsuitable including, but not limited to vegetable matter, garbage, and junk piles, either on the surface or buried, shall be removed and disposed of in accordance with the provisions of Section 4-1.03 - Clearing, Grubbing, Demolition, Abandonment, Removal, Disposal and Salvage.

F. Water to control dust resulting from grading operations, excavation, backfill, and the passage of traffic through the work area shall be applied by means that will ensure a uniform application of water with no runoff.

G. The Contractor shall remove and dispose of all excess excavated material at a suitable preferred site(s).

The Contractor shall obtain all necessary fill and grading permits and a written release from property owners upon completion of use of said sites.

STRUCTURE EXCAVATION
A. Except when specifically provided to the contrary, excavation shall include the removal of all materials of whatever nature encountered, including all obstructions of any nature that would interfere with the proper execution and completion of the work. The removal of these materials shall conform to the lines 1022
59 and grades shown on the plans or as directed by the Inspector. Unless otherwise provided, the entire construction site shall be stripped of all vegetation and debris, and such material shall be removed from the site prior to performing any excavation or placing any fill. The Contractor shall furnish, place, and maintain all supports and shoring that may be required for the sides of the excavations, and all pumping, ditching, or other measures required for the removal or exclusion of water, including storm water, groundwater, and wastewater reaching the site of the work from any source so as to provide dry working conditions and to prevent damage to the work or adjoining property. Excavations shall be benched, sloped, shored or otherwise supported in a safe manner in accordance with Section 4-1.06 Shoring, Excavation Support and Protective Systems, applicable State safety requirements and the requirements of OSHA Safety and Health Standards for Construction (29CFR1926).

B. Excavation under structures, manholes, vaults and others: Except where otherwise specified for a particular structure or directed by the Inspector, excavation shall be carried to the grade of the bottom of the bedding. Where shown on the plans or directed by the Inspector, areas beneath structures shall be over-excavated. The exposed surface shall be scarified to a depth of six (6) inches, brought to optimum moisture content, and compacted to ninety-five percent (95%) Relative Compaction. Where overexcavation is directed by the Inspector to provide for the placement of foundation rock over wet or soft soils, scarification and re-compaction shall not be performed.

TRENCH EXCAVATION
A. Excavation for sewers shall be made only after pipe and other necessary materials are delivered on the site of the work. After such delivery, trench excavation shall proceed as rapidly as possible, and the pipe installed and the trench backfilled without undue delay. In public street areas, excavation and pipe installation shall be coordinated to the end that a minimum of interference with public traffic will result.

B. Refer to table below for required trench widths according to nominal pipe size.

Nominal Pipe
Size 2" 4" 6" 8" 10" 12" 14" 15" 16" 18" 24"
Trench
Width 18" 18" 24" 24" 30" 30" 36" 36" 36" 36" 42"
C. The pipe bedding shall be given a final trim, using a string line for establishing grade, such that each pipe section when first laid will be continually in contact with the bedding along the bottom of the pipe.

The Contractor shall excavate bell holes at pipe joints.

D. For trenching in existing streets, excavation and pipe installation shall be coordinated so that no more than one hundred (100) linear feet of trench shall be open at any time. Backfilling operations shall closely follow pipe installation. In new subdivisions more than one hundred (100) feet of trench may be opened if allowed by the Inspector and if the excavation is properly shored, sloped or benched. All trenches shall be fully backfilled at the end of each day or, properly shored and covered by heavy steel plates adequately braced and capable of supporting HS-20 vehicle loads in those locations subject to traffic and with one and one-eighth (1-1/8) inch plywood in off road locations where it is impractical to backfill at the end of each day. Use of steel traffic plates is subject to the prior approval of the agency issuing the encroachment permit. Traffic plates shall be staked in place, with adjacent plates tack-welded together, and shall be provided with non-skid coating. Compacted cold mix asphalt shall be placed around the plate perimeter to provide a smooth transition from adjacent pavement.

E. Where the bottom of the trench becomes soft or is unstable due to groundwater and/or movement of construction equipment, the Contractor shall over-excavate unsuitable material to a minimum depth of nine (9) inches below the base elevation to establish a stable foundation for the bedding or to a depth as otherwise directed by the Inspector. Geotextile fabric shall be placed on the over-excavated trench bottom and staked to the trench walls, coarse bedding material in conformance with these specifications shall be placed on the fabric, and the fabric shall then be un-staked from the trench wall and wrapped 1023
60 over the coarse bedding material forming a closed envelope with a minimum one (1) foot overlap at the top edges of the fabric.

F. Any over-excavation carried below the grade ordered, specified, or shown, shall be backfilled and compacted to the required grade with the specified material.

EMBANKMENT EXCAVATION
A. The relative compaction of the natural ground area upon which embankments are to be constructed, for a depth of not less than two (2) feet below finished grade, shall be not less than ninety percent (90%) Relative Compaction.

B. If finished grade is less than three (3) feet, above natural ground, the natural ground shall be excavated to a depth of not less than three (3) feet below finished grade and re-compacted to a relative compaction of not less than ninety percent (90%).

C. When embankments are to be made and compacted on hillsides, or where new fill is to be compacted against existing embankments, the slopes of the original hillside, old or new fill, shall be cut into a minimum of six (6) feet horizontally as the work is brought up in layers. Material thus cut out shall be re-compacted along with the new fill. Fill shall be compacted to a Relative Compaction of not less than ninety percent (90%).

EXCAVATION IN VICINITY OF TREES
Trees shall be protected from injury during excavation and backfilling operations as required in Section 4-1.20 - Protection of Trees and Restoration of Landscaping.

BEDDING AND BACKFILL
A. Except for required foundation material (in an envelope of geotextile fabric) coarse bedding material being placed in over-excavated areas, where water or soft ground is present, backfill shall not be placed until after all water is removed from the excavation.

B. Pipe zone bedding and backfill operations shall be performed in accordance with the following requirements:

1. Type I Bedding and Backfill Material (Class 2 Aggregate Base) shall be placed and properly compacted in the pipe zone. The pipe zone is defined as that portion of the vertical trench crosssection lying between a plane four (4) to six (6) inches below the bottom surface of the pipe, i.e., the trench sub-grade, and a plane at a point twelve (12) inches above the top outside surface of the pipe.

The sub-zones of the pipe zone are defined as follows:
a. "Bedding is that portion of the Pipe Zone between the bottom of the trench or the top of required foundation material and the lowest point on the outside surface of the pipe barrel excepting bells; b. "Haunching" is that portion of the Pipe Zone between the top of the Bedding and the horizontal centerline of the pipe;
c. "Shading" is that portion of the Pipe Zone between the top of the Haunching and a horizontal plane twelve (12) inches above the highest point on the outside surface of the pipe barrel excepting bells.

2. Controlled Low Strength Material (CLSM) shall be provided in lieu of Type I Bedding and Backfill Material where indicated on the plans. Contractor shall provide a method to prevent pipe from floating during backfill. (The remaining portions of the trench shall be backfilled as specified elsewhere in this Section.)

3. After compacting the bedding, the Contractor shall perform a final trim using a stringline for establishing grade, such that each pipe section when laid will be continually in contact with the bedding along the bottom of the pipe. The Contractor shall provide bell holes at each pipe joint.

4. Backfill in trenches shall be placed uniformly on each side of the pipe to prevent displacement. The Contractor shall exercise care to prevent damage to the pipeline coating, cathodic bonds, or the pipe 1024
61 itself during the installation and backfill operations. The Contractor shall hand shovel slice the bedding along the sides of the pipe in order to ensure filling any voids under the pipe haunches.

C. A colored detectable metallic foil core plastic tape, at least three (3) inches in width, shall be placed on top of the pipe zone backfill wherever sewers are installed. The tape shall have printed on it the words “Caution: Sewer Buried Below.” The warning tape shall be utilized for all pipes (mains and laterals).

D. After the pipe zone backfill has been placed as specified above, and after all excess water has completely drained from the trench, backfilling of the trench zone may proceed. The trench zone is defined as that portion of the trench excavation between the top of the Shading and the ground surface in unpaved areas, and the horizontal plane at lowest point of the pavement structural section in paved areas.

E. "Final Backfill" is that portion of the Trench Zone in paved areas between the top of the trench backfill and the lowest point of the pavement structural section.

F. Joint utility trench excavations shall conform to the requirements shown on SS-11 of the Standard Drawings.

PLACING AND SPREADING OF BACKFILL AND EMBANKMENT MATERIALS A. Backfill materials shall be placed and spread evenly in layers. The backfill layers shall be evenly spread so that each layer shall not exceed eight (8) inches in un-compacted thickness. Backfill layers greater than eight (8) inches but no more than twenty-four (24) inches may be used after the Contractor demonstrates by compaction testing as specified in Section 3.8 below, that required compaction levels will be achieved.

B. During spreading, each layer shall be thoroughly mixed as necessary to promote uniformity of material in each layer. Pipe zone backfill materials shall be manually spread around the pipe so that when compacted, the pipe zone backfill will provide uniform bearing and side support.

C. Where the backfill material moisture content is below the optimum moisture content, water shall be added before or during spreading until the proper moisture content is within the range where the specified compaction can be achieved.

D. Where the backfill material moisture content is too high to permit the specified degree of compaction, the material shall be bladed, aerated or dried and/or mixed with dryer material until the moisture content is satisfactory.

E. Whenever selection is possible, embankment material having a sand equivalent value of less than ten (10) shall be deposited in the lower portions of embankments and no such material shall be placed within three (3) feet of planned finished grade.

F. When the embankment material consists of large rocky material, or hard lumps such as hardpan or cemented gravel which cannot be broken readily, such material shall be well distributed throughout the embankment, and sufficient earth or other fine material shall be placed around the large material as it is deposited so as to fill the interstices and produce a dense compact embankment, but in no case shall any material exceed twenty-four (24) inches in any dimension.

COMPACTION OF BACKFILL AND EMBANKMENT 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. Compaction at the top of the pipe zone shall be done using a plate compactor.

B. Flooding, ponding, or jetting shall not be used.
1025
62 C. Equipment weighing more than ten thousand (10,000) pounds shall not be used within a horizontal distance equal to the depth of the trench. Hand operated power compaction equipment shall be used where use of heavier equipment is impractical or restricted due to weight limitations.

D. The following compaction requirements shall be in accordance with ASTM D 1557 except for free draining materials (i.e., Coarse Bedding Material/Drain Rock/Foundation Material), which shall be in accordance with ASTM D 4253 and D 4254 for cohesionless free draining type materials. Where other public agency, utility company or encroachment permit requirements govern, the highest compaction standards shall apply.

Percent (%)
Location or Use of Fill Relative Compaction
Pipe zone backfill including bedding 90
and over excavated foundation zone.

Final backfill beneath paved areas or 95
structures.

Trench backfill in unpaved easement or future 90
street areas.

Trench Zone backfill. 90
Backfill under structures. 95
Backfill around structures under paved areas. 95
Backfill around structures in landscaped areas. 90
Embankment material 90
E. The Contractor shall maintain the indicated trench cross section at a minimum of twelve (12) inches above the top of the pipe (the top of the “Pipe Zone”).

F. Embankments shall be constructed as recommended by the geotechnical engineer in compacted layers of uniform thickness.

G. At the time of compaction, the moisture content of embankment material shall be such that the relative compactions specified will be obtained and the embankment will be in a firm and stable condition.

Embankment material which contains less than the required moisture content shall be watered and material which contains excessive moisture shall not be compacted until the material is dry enough to obtain the required compaction.

TEMPORARY PAVING
A minimum of two (2) inches of cold or hot mix temporary asphalt shall be placed in finished trenches and rolled to a smooth surface at the end of each day unless final paving can be completed or steel plates are used to cover trenches in paved streets. Traffic plates shall be subject to the requirements of Paragraph 3.3.D. The temporary asphalt shall be placed within one-quarter (1/4) inch of finished pavement grade. 4-1.08 EROSION CONTROL (VEGETATIVE)

GENERAL

THE REQUIREMENT
A. The Contractor shall provide erosion protection including fertilizing, seeding, and mulching for all disturbed areas that are not to be paved or otherwise treated, as specified, and other areas as shown on the plans.

B. Erosion Control (Vegetative) may be used as temporary erosion protection of landscaped areas as approved by City of Richmond. However, prior to final acceptance of landscaped areas Erosion Control (Vegetative) shall be replaced with the proper landscape material. 1026
63 C. Erosion Control (Vegetative) shall be supplemented by straw bales, jute netting, and other similar erosion protection methods until the vegetative growth has been established.

D. An erosion control blanket shall be installed per manufacturer recommendations, in the following areas; non-landscaped areas, areas with slope gradients over 3:1, areas where mechanical compaction is not feasible, and areas parallel or perpendicular to drainage swales.

E. Erosion control measures shall be included as an element of the Contractor’s Storm Water Pollution Prevention Plan (SWPPP).

PRODUCTS

MATERIALS
A. Fertilizer shall be a commercial, chemical type, uniform in composition, free-flowing, conforming to state and federal laws and suitable for application with equipment designed for that purpose. Fertilizer shall have a guaranteed analysis showing no less than eleven percent (11%) nitrogen, eight percent (8%) available phosphoric acid, and four percent (4%) water-soluble potash.

B. Seed shall be delivered in original unopened packages bearing an analysis of the contents. Seed shall be guaranteed ninety-five percent (95%) pure with a minimum germination rate of eighty percent (80%).

Seed mix shall be equal parts by weight of fescue and perennial ryegrass or perennial ryegrass and barley. Other mixes such as those specified by Caltrans or the local agency having jurisdiction may be proposed by the Contractor and used if approved by City of Richmond.

C. Mulch shall be a fibrous, wood cellulose product produced for this purpose. It shall be dyed green and shall contain no growth or germination inhibiting substances, and shall be manufactured so that when thoroughly mixed with seed, fertilizer, and water, in the proportions specified it will form homogenous slurry which is capable of being sprayed.

EXECUTION

B. Fertilizing, seeding, or mulching operations will not be permitted when wind velocities exceed fifteen (15) miles per hour or when the ground is frozen, unduly wet, or otherwise not in tillable conditions.

C. The ground to be seeded shall be reasonably free of large rocks, roots, and other material which will interfere with the work.

D. Fertilizer, seed, and mulch may be applied separately (Dry Method), or they may be mixed together with water and the homogeneous slurry applied by spraying (Hydraulic Method), except that all slopes steeper than three (3) units horizontal to one (1) unit vertical shall be stabilized by the hydraulic method.

3.2 DRY METHOD
A. The fertilizer shall be spread uniformly at the rate of eight hundred (800) pounds per acre (approximately 1 lb. per 55 square feet). The fertilizer shall be raked in and thoroughly mixed with the soil to a depth of approximately two (2) inches prior to the application of seed or mulch.

B. The seed shall be broadcast uniformly at the rate of sixty (60) lbs/acre (approximately 1 lb. per 730 sq. 1027
64 ft). After the seed has been distributed it shall be incorporated into the soil by raking or by other approved methods.

C. Mulch shall be applied at the rate of one thousand five hundred (1,500) pounds (air dried weight) per acre (approximately 1 lb. per 30 sq. ft).

HYDRAULIC METHOD
The hydraulic method consists of the uniform application by spraying of a homogeneous mixture of water, seed, fertilizer, and mulch. The slurry shall be prepared by mixing the ingredients in the same proportions as specified above. The slurry shall have the proper consistency to adhere to the earth slopes without lumping or running.

Mixing time of materials shall not exceed forty five (45) minutes from the time the seeds come into contact with the water in the mixer to the complete discharge of the slurry onto the slopes; otherwise the batch shall be recharged with seed. The mixture shall be applied using equipment containing a tank, having a built-in continuous agitation and recirculation system, and a discharge system that will allow application of the slurry to the slopes at a continuous and uniform rate. The application rates of the ingredients shall be the same as those specified for the Dry Method. The nozzle shall produce a spray that does not concentrate the slurry nor erode the soil.

3.4 WATERING
Upon completion of the erosion control seeding, the entire area shall be soaked to saturation by a fine spray. The new planting shall be kept watered by a sprinkling system on the site during dry weather or whenever necessary for proper establishment of the planting until final project acceptance. At no time shall the planting be allowed to dry out. Care shall be taken to avoid excessive washing or ponding on the surface. Any damage caused by excessive washing or ponding shall be repaired by the Contractor. The Contractor shall provide his own water supply.

3.5 MAINTENANCE PRIOR TO FINAL ACCEPTANCE
The Contractor shall maintain the planted areas in a satisfactory condition until final acceptance of the project.

Such maintenance shall include the filling, leveling, and repairing of any washed or eroded areas, as may be necessary and sufficient watering to maintain the plant materials in a healthy condition. City of Richmond may require replanting of any areas in which the establishment of the vegetative ground cover does not appear to be developing adequately.
4-1.09 GEOTEXTILE FABRIC

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install geotextile fabric in accordance with the provisions of this Section.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration

1.3 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM D 276 Test Methods for Identification of Fibers of Textiles ASTM D 4354 Practice for Sampling of Geosynthetics for Testing ASTM D 4491 Standard Test Methods for Water Permeability of Geotextiles ASTM D 4533 Standard Test Methods for Trapezoid Tearing Strength of Geotextiles ASTM D 4632 Test Method for Grab Breaking Load and Elongation of Geotextiles ASTM D 4751 Test Method for Determining Apparent Opening Size of a Geotextile 1028
65 ASTM D 4833 Standard Test Methods for Index Puncture Resistance of Geomembranes and Related Products
ASTM D 4873 Guide for Identification, Storage and Handling of Geosynthetic Rolls and Samples TxDOT 3099 Geotextile Asphalt Retention

PRODUCTS

GEOTEXTILE FABRIC FOR WRAPPING FOUNDATION ROCK
A. Geotextile fabric wrapped around the foundation rock material shall be a high modulus woven fabric.

The fabric shall be inert to commonly encountered chemicals, rot-proof, and resistant to ultraviolet light exposures, insects, and rodents. The fabric shall meet the following physical requirements:

Property Requirement Test Method
Grab/Elongation, lbs./% 160 x 160 / 150 x 50 ASTM D 4632 Trapezoidal Tearing Strength, lbs. 60 x 60 ASTM D 4533
Apparent Opening Size US Sieve <70 ASTM D 4751
Puncture, lbs. 95 ASTM D 4833
Permeability, Sec-1/gpm/ft. 1.4/110 ASTM D 4491
B. Geotextile fabric shall be as listed in the City of Richmond Approved Materials List.

GEOTEXTILE FABRIC FOR PAVING
A. Geotextile fabric for paving shall be a non-woven material consisting of at least eighty-five percent (85%) by weight of polyolefin, polyesters, or polyamides. The fabric shall be resistant to chemical attack, rot and mildew and shall have no tears or defects that will adversely alter its physical properties.

The fabric shall be specifically designed for pavement application and be heat bonded on one side only to assist in preventing bleed through of tack coat and sticking of fibers to wheels of lay-down equipment.

The fabric shall meet the following physical requirements:

Property Requirement Test Method
Tensile Strength, lbs. 80 ASTM D 4632
Elongation, percent 50 ASTM D 4632
Asphalt Retention, gal/sq. yd. 0.2 TxDOT 3099
Melting Point, degrees F 300 ASTM D 276
Surface Texture Heat bonded on one side only Visual inspection Note: All numerical values shown above represent minimum average roll values. Test results from any sampled roll in a lot shall meet or exceed the minimum values shown. Lots shall be sampled in accordance with ASTM D 4354.

B. Geotextile paving fabric shall be as listed in the Approved Materials List.

TACK COAT
The tack coat used to bond the fabric to the base pavement shall be in accordance with the requirements of Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration, except that the use of cutbacks or emulsions that contain solvents shall not be allowed.

EXECUTION

GENERAL
A. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern. 1029
66 B. Geotextile fabric shall be provided in rolls wrapped with protective covering to protect the fabric from mud, dirt, dust, debris, ultraviolet radiation, and abrasion. The fabric shall be free of defects or flaws that significantly affect its physical properties. Each roll of fabric in the shipment shall be labeled in accordance with ASTM D 4873.

C. Geotextile fabric shall be handled and placed in accordance with the manufacturer's recommendations.

INSTALLATION OF GEOTEXTILE FABRIC FOR FOUNDATION ROCK
A. Geotextile fabric for foundation rock shall be installed as specified in the project plans and as specified in Section 4-1.07 - Excavation, Bedding and Backfill. The geotextile fabric shall be wrapped entirely around the rock with a minimum twelve (12) inch overlap. Punctures in the geotextile fabric shall be covered with a twelve (12) inch square minimum patch.

B. Geotextile fabric and foundation rock shall be provided beneath sanitary sewer manholes and structures where water or soft ground is present.

PAVEMENT SURFACE PREPARATION
The pavement surface shall be cleaned to remove all dirt, water, and oil from base pavement or aggregate base rock. Cracks one quarter (1/4) inch wide and wider shall be cleaned and filled with suitable bituminous material or by a method approved by City of Richmond and/or the local jurisdiction. Crack filling material shall be allowed to cure prior to geotextile placement. Where pavement is severely cracked, rutted, deformed, or otherwise distressed, a leveling course shall be placed as directed by City of Richmond and/or the local jurisdiction.

TACK COAT
A. Minimum air and pavement temperature shall be fifty degrees Fahrenheit (50°F) or higher for placement of asphalt and shall be sixty degrees Fahrenheit (60°F) or higher for placement of asphalt emulsion.

B. The sealant material shall be spread by means of a calibrated pressure distributor truck. The asphalt sealant shall be uniformly spray-applied to the prepared dry pavement surface at the rate of 0.20 to 0.30 gallons per square yard or as recommended by the geotextile manufacturer and approved by City of Richmond. When using emulsions, the application rate must be increased as directed by City of Richmond to offset water content of the emulsion. Some underlying surfaces may require a higher application rate. Within street intersections, on steep grades, or in other zones where vehicle speed changes are commonplace, the normal application rate shall be reduced about twenty percent (20%) as directed by City of Richmond but to no less than 0.20 gallons per square yard.

C. For paving grade asphalt cements, the distributor tank temperature shall not be less than two hundred eighty five degrees Fahrenheit (285°F) nor exceed three hundred twenty five degrees Fahrenheit (325°F) to avoid damage to the geotextile. For asphalt emulsions, the distributor tank temperatures shall be maintained between one hundred thirty degrees Fahrenheit (130°F) and one hundred sixty degrees Fahrenheit (160°F).

D. The target width of sealant application shall be geotextile width plus six (6) inches. The sealant shall be applied only as far as in advance of geotextile installation as is appropriate to insure a tacky surface at the time of geotextile placement. Fabric shall be placed the same day as the sealant. Traffic shall not be allowed on the sealant. Excess asphalt shall be cleaned from the road surface.

PLACEMENT OF GEOTEXTILE FABRIC FOR PAVING
A. The geotextile shall be placed into the sealant using mechanical or manual laydown equipment capable of providing a smooth installation with a minimum amount of wrinkling or folding prior to the sealant cooling and losing tackiness. When asphalt emulsions are used, the emulsion shall be allowed to cure properly, essentially with no moisture remaining prior to placing the geotextile and overlay. Wrinkles or folds in excess of one (1) inch shall be slit and laid flat. All transverse joints and slit folds or wrinkles shall be shingle-lapped in the direction of the paving operation. Brooming and/or pneumatic rolling will 1030
67 be required to maximize geotextile contact with pavement surface. Additional hand-placed sealant material may be required at laps and repairs as determined by City of Richmond and/or the local jurisdiction.

B. All areas with fabric placed shall be paved the same day. No traffic except necessary construction equipment and emergency vehicles shall be allowed to drive on the fabric. Turning of the paver and other vehicles shall be done gradually and kept to a minimum to avoid movement and damage to the geotextile. Abrupt starts and stops shall also be avoided. Damaged geotextile shall be removed and replaced with the same type of geotextile, and the overlaps shall be shingle-lapped in the direction of paving. Overlaps shall not exceed six (6) inches.

PLACEMENT OF OVERLAY OR TRENCH PATCH
A. All areas in which fabric has been placed shall be paved during the same day. The temperature of the hot mix shall not exceed three hundred twenty five degrees Fahrenheit (325°F). Sealant bleeding through the geotextile shall be removed. Excess sealant can be removed by broadcasting hot mix or sand on the fabric. Excess sand or hot mix should be removed before beginning the paving operation. In the event of rainfall on the fabric prior to the placement of the asphalt overlay, the fabric must be allowed to dry completely before asphalt is placed. This will prevent the trapping of water (steam) under the hot asphalt that could induce cracking.

B. Asphalt concrete pavement shall be placed over the geotextile fabric to a minimum thickness of two and one half (2-1/2) inches or the thickness required by the local jurisdiction, whichever is greater in accordance with the requirements specified in Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration.
4-1.10 HORIZONTAL DIRECTIONAL DRILLING (HDD)

GENERAL

THE REQUIREMENT
A. The Contractor shall furnish and install sewer pipe, complete and in place, by the horizontal directional drilling (HDD) method. All work shall be performed as indicated on the plans and as required in these Specifications and shall be supervised by personnel experienced in HDD pipe installation. Note that HDD installation of sewers will only be allowed where the design slope is at least three percent (3%; S =

0.0300).

B. The HDD rig and tooling shall be of sufficient capacity to complete the pilot bore, reaming and pull-back of pipe.

C. The drilling fluid mixing and delivery system shall be of sufficient capacity to successfully complete the HDD work.

D. The Contractor shall provide all materials, labor, equipment and services necessary for bypass pumping and/or diversion of sewage flow (if required), installation of sewer pipe and testing of the completed pipe system.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.05 - Bypassing Wastewater
B. Section 4-1.06 - Shoring, Excavation Support and Protective Systems C. Section 4-1.07 - Excavation, Bedding and Backfill
1031
68 D. Section 4-1.19 - Pipeline Cleaning, Testing and Televising E. Section 4-1.30 - Piping, General
F. Section 4-1.33 - Ductile Iron Pipe (DIP)
G. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe
H. Section 4-1.35 - High Density Polyethylene (HDPE) Pipe

1.3 CONTRACTOR SUBMITTALS
A. The Contractor shall submit the following no later than fourteen (14) days prior to the planned date for commencement of work:

1. Cut Sheets for field staking at twenty (20) foot intervals along the proposed centerline of the pipe alignment. No HDD work shall be started prior to City of Richmond's field check of the stakes.

2. Site maps to scale indicating the locations proposed for pipe assembly work (e.g., butt-fusion welding), laydown areas, pipe and material storage areas, insertion and receiving pits, Pipe location monitoring grid, tanks, pumps, HDD rig and trailers.

3. Technical data for pipe and fittings, and pipe joining, drilling, reaming, pulling and locating equipment.

4. A proposed construction sequencing plan.

5. Procedure for handling and disposal of drilling fluids and cuttings including the locations of disposal sites.

6. Calculations of anticipated HDD installation loads demonstrating that the pipe and pipe fittings system is capable of withstanding the anticipated installation and operating loads with an appropriate factor of safety.

7. Calculations of minimum penetration rates for all reaming passes.

8. Contingency Plan for dealing with the potential for drilling fluids to surface (e.g., through hydrofractures).

9. Material Safety Data Sheets (MSDS) for all drilling fluids, lubricants, and other products used for the HDD drilling and pipe installation work.

10. A statement of the qualifications of the foreman, local operator and crew who will be responsible for HDD work. No Substitution of these personnel shall be made without the written acceptance of City of Richmond.

B. The Contractor shall submit the following installation information daily:

1. Raw pilot hole data including all magnetic steering and surface monitoring readings.

2. The pitch and three (3) dimensional (x, y, z) coordinates of the probe for every drill rod length or thirty (30) feet, whichever is shorter length. Coordinates shall be referenced to the drilling entry pit coordinate taken as the origin (0, 0, 0).

3. A log of the maximum thrust, maximum torque, and maximum slurry flow during pull back at every drill rod length or thirty (30) feet whichever is shorter length.

4. Records of any hydrofracture encountered or other problems and correction measures taken.

QUALITY ASSURANCE
A. The Contractor shall test and inspect the installed pipeline and shall conduct post-job television inspection in accordance with the requirements of Section 4-1.19 - Pipeline Cleaning, Testing and Televising.

B. All HDD work shall be done by a qualified Contractor with at least five (5) years’ experience with HDD and a minimum of three (3) projects of similar diameter, depth, and length. 1032
69 PRODUCTS
PIPE
The Contractor shall provide restrained-joint Ductile Iron Pipe as specified in Section 4-1.33, restrained-joint or thermo-fusion welded PVC Pipe as specified in Section 4-1.34, or thermo-fusion welded High Density Polyethylene Pipe as specified in Section 4-1.35.

HDD EQUIPMENT AND MATERIALS
A. The drill unit shall be a remote-steerable tunneling system that is designed and is capable of accurately drilling (true to line and grade as specified on the drawings) through the ground conditions identified in the geotechnical report and in bedrock and in mixed bedrock and soil face conditions. The drilling system shall utilize a high-pressure, low-volume, slurry-assisted, mechanical excavation technology capable of installing pipelines of the diameter shown on the plans.

B. The drilling slurry compound shall be totally inert.

C. The Contractor shall provide and use an electronic detection system that is capable of continuously locating the position of the drilling head to an accuracy of one percent (1%) of the depth in both the horizontal and vertical planes (e.g., within 0.1 feet when the drilling head is ten (10) feet deep), if the design slope of the sewer being installed by HDD is less that ten percent (10%; S = < 0.010 feet per foot). Where the design slope for the sewer being installed by HDD is equal to or greater than ten percent (10%), the electronic detection system shall be capable of continuously locating the drilling head to an accuracy of five percent (5%) of the depth in both the horizontal and vertical planes (e.g., within 0.5 feet when the drilling head is ten (10) feet deep).

D. All drilling equipment shall have a permanent, inherent alarm system capable of detecting an electrical current. The equipment shall be grounded and shall be equipped with an audible alarm to warn the operator when the drill head nears electrified cable.

E. All crews shall be provided with grounded safety mats, heavy gauge ground cables with connectors, hot boots and gloves.

EXECUTION

B. The Contractor shall protect all surface and subsurface site improvements, facilities, and utility pipelines, ducts and conduits from being damaged by the directional drilling operation.

PREPARATION
A. Cut Stakes shall be provided at twenty (20) foot intervals along centerline to provide for monitoring of the drilling head.

B. Easements shall be staked at fifty (50) foot intervals.

C. Potholing shall be required for marked utilities within ten (10) feet of centerline.

D. The Contractor shall walk the alignment to check for potential sources of interference that could affect the accuracy of the drilling head locating system. The Contractor shall properly calibrate the locating system prior to beginning and regularly during the HDD operation as required to achieve the accuracy specified in Subsection 2.2.C of this Section.
1033
70 BYPASS PUMPING
The Contractor shall provide bypass pumping and/or diversion in accordance with the requirements of Section 4-

1.05 - Bypassing Wastewater when required for acceptable completion of the pipe installation.

PIPE INSTALLATION
A. The Contractor shall locate, design, construct, properly brace or shore, dewater, maintain, and restore insertion and receiving pits. Insertion and receiving pits shall be a minimum of four (4”) feet by six (6”) feet in horizontal cross section and shall be shored in accordance with Section 4-1.06 - Shoring, Excavation Support and Protective Systems. Bracing shall be adequate to resist drilling and pull-back loads.

B. The Contractor shall employ a slurry-assisted, mechanical excavation process for the HDD operation.

The drilling slurry compound shall maintain boring stability and provide lubrication to reduce frictional drag while the pipe is being installed. The Contractor shall employ a mobile vacuum spoils recovery vehicle or drilling fluid recycling system to remove drilling spoils from the access pits. The Contractor shall collect, transport, and properly dispose of drilling spoils away from the jobsite. Disposal of drilling spoils to sanitary, storm or other public or private drainage systems or waterways is strictly prohibited.

The Contractor shall immediately clean up any leakage or spillage of drilling fluids.

C. Mechanical, pneumatic, or water-jetting methods are unacceptable due to the possibility of surface subsidence.

D. After a pilot bore has been completed, a reamer shall be installed at the termination pit and the bore shall be reamed, as many times as necessary, for proper insertion of the pipe, before the pipe is pulled back to the starting pit. The reamer shall be capable of discharging drilling slurry compound to facilitate the installation of the pipe into a stabilized and lubricated tunnel.

E. Prior to insertion of thermo-fusion welded PVC or HDPE pipe larger than six (6) inches in diameter, the Contractor shall properly remove all internal weld beads from the interior surface of the pipe.

F. During insertion, the pipe shall be supported on roller supports to isolate the pipe from the ground or pavement and avoid damage to the pipe.

G. During pull back operations, the maximum safe pulling load for the pipe shall not be exceeded.

H. Prior to making connection at each end of an installed reach of HDPE or PVC pipe, the Contractor shall allow a minimum of six (6) hours to elapse to allow pipe to relax from the tension resulting from pulling the pipe into and for the pipe to equalize with ambient ground temperature.

I. Upon completion of boring and pipe installation, the Contractor shall remove all spoils, debris and unsuitable material from the starting and termination pits. All pits shall be backfilled in accordance with the requirements of Section 4-1.07 - Excavation, Bedding and Backfill.

J. The installed pipeline shall be within six (6) inches horizontal and one (1) inch vertical of the alignment indicated in the Plans at all locations. In addition, for gravity sewers the pipeline shall be free-draining throughout.

K. The Contractor shall repair, replace or compensate the respective Owners for any damage to property including, but not limited to, utilities, pavements, landscaping and other improvements. 1034
71 4-1.11 BORING AND JACKING (STEEL CASING)

GENERAL

THE REQUIREMENT
A. The Contractor shall furnish and install steel casings and sewer pipelines, complete and in place at the specified alignment and grade using horizontal boring and jacking methods. All work shall be performed as indicated on the plans and required in these Specifications, and shall be supervised by personnel experienced in the installation of pipe by boring and jacking methods.

B. The Contractor shall furnish all materials, labor, equipment and services necessary for bypass pumping, and or diversion of sewer flows, installation of casing and sewer pipes and testing of the completed system.

C. The Contractor shall be responsible for any settlement of overlying improvements, heaving of the surface, displacement of underground utilities and structures or other damage that results from the boring and jacking operations.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.04 – Excavation Dewatering
B. Section 4-1.06 - Shoring, Excavation Support and Protective Systems C. Section 4-1.07 - Excavation, Bedding and Backfill
D. Section 4-1.19 – Pipeline Cleaning, Testing and Televising E. Section 4-1.25 - Grout

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ANSI/AWS D1.1 Structural Welding Code Steel
B. Codes:

1. Cal/OSHA, State of California Administrative Code, Title 8, Industrial Relations, Chapter 4, Subchapter 20, Tunnel Safety Orders.

2. Occupational Safety and Health Administration (OSHA) Regulations, 29 CFR Part 1926, Subpart S.

CONTRACTOR SUBMITTALS
A. Contractor shall submit the following a minimum of fourteen (14) days prior to the scheduled commencement of work:

1. Description of methods, procedures and equipment proposed for installation of the casing and carrier pipe, including methods used for checking the as-installed line-and-grade of the casing and the location of and procedures for muck disposal.

2. Casing installation schedules that address excavation, casing and carrier pipe installation and backfill operations.

3. Materials list and casing details including diameter, thickness, and class of steel, and fabrication drawings from the casing supplier.

4. Detailed locations, sizes and shoring design of all jacking and receiving pits.

5. Groundwater control methods, drawings, details and equipment information.

6. Procedures and methods for installation of the carrier pipe including pipe insulator details and spacing.
1035
72 7. Grouting or sand placement equipment, procedures and proposed mixtures for grouting or filling the annular space between the casing and the carrier pipe.

8. Lists, catalog cuts and specifications for pipe insulators and end seals.

9. Site map to scale indicating locations and dimensions of jacking and receiving pits, pipe and material storage areas, cranes, trailers and other equipment.

10. Procedures for preventing uncontrolled loss of ground through the tunnel face and plan for closure of tunnel should uncontrolled loss of ground occur.

11. Boring and jacking personnel qualifications and welders certificates.

12. For bore and jack tunnel lengths greater than one hundred (100) linear feet, provide jacking force estimates and jacking pad (e.g., backstop) capacity calculations.

QUALITY ASSURANCE
A. All boring and jacking work shall be done by a qualified Contractor with at least five (5) years of boring and jacking experience including a minimum of three (3) projects of similar in diameter, depth and length to the work to be done.

B. The Contractor shall request a pre-construction meeting with the Inspector a minimum of one (1) day in advance of the start of boring operations.

C. The Contractor shall perform all work in the presence of the Inspector, unless the Inspector has granted prior approval to perform such work when absent.

D. All welding procedures used to fabricate steel casings shall be prequalified under the provisions of ANSI/AWS D1.1.

E. The Contractor shall check line-and-grade using surveying methods, or other methods approved by City of Richmond, from inside the casing at least every fifty (50) feet unless otherwise permitted by City of Richmond. The following tolerances apply to the installation of the casing pipe:

1. Horizontal (Line): 12 inches at the termination point.

2. Vertical (Grade): 3 inches high at the termination point. 6 inches low at the termination point.

If, at any time during the boring and jacking operation, it becomes apparent that installation may not meet these tolerances, the Contractor shall propose and implement a modification of operations so as to meet the tolerance criteria. If one or both of the tolerance criteria is exceeded at the completion of the casing installation, the Contractor shall install a new casing. Subject to the approval of City of Richmond, the Contractor may propose another method to correct the deficiency in line and or grade of the casing pipe. These methods may include modifying the insulator/skid assemblies, or revising the design of upstream or downstream portions of the job, if adequate grade is available.

F. All sewer pipe installed in bored and jacked casings shall be cleaned, tested and televised in accordance with Section 4-1.19 – Pipeline Cleaning, Testing and Televising of these Specifications.

SAFETY
The Contractor shall obtain an underground classification from the State of California, Department of Industrial Relations, Division of Occupational Safety and Health Administration (Cal/OSHA). The Contractor shall perform work in conformance with all applicable federal, state and local safety requirements.

PRODUCTS

STEEL CASING
A. The minimum interior diameter of metal castings shall be eight (8) inches greater than the maximum outside diameter of the sewer pipe barrel to be installed, not including bells.

B. Casings shall be welded steel pipe no less than the minimum diameter and thickness shown on the plans.

The Contractor may propose a greater casing diameter or thickness for the method of work, loadings 1036
73 involved, and site conditions, subject to the review and additional requirements of City of Richmond.

Such increases of the casing diameter shall not interfere with existing utilities.

C. The steel casing pipe shall be furnished in accordance with Section 4-1.37 - Steel Pipe, unless shown otherwise. Casing section joints shall be butt welded, lap welded, or welded using butt straps in the field.

If butt welded, each end of the casing shall be prepared by providing a one-quarter (1/4) inch by fortyfive degree (45°) chamfer on the outside edges. Casings larger than thirty-six (36) inches in diameter shall have at least one grout coupling every eight (8) feet longitudinally along the casing for contact grouting the annular void outside the casing due to overcutting.

GROUT AND SILICA SAND
A. The annular space between the carrier pipe and the casing shall be filled with grout or silica sand. If grout is used, it shall be proportioned to flow and to completely fill all voids between the carrier pipe and the casing and shall conform to the requirements for abandonment grout of Section 4-1.25 - Grout.

B. Silica Sand shall be equivalent to that produced by Unimin Corporation; alternative sand mixtures proposed by the Contractor shall be submitted and are subject to approval by City of Richmond.

CARRIER PIPE INSULATORS
Pipe Insulators and pipe end seals shall be as listed in the Approved Materials List.

EXECUTION

B. Prior to any boring and jacking work, the Contractor shall obtain and provide City of Richmond with copies of all required permits including, but not limited to, County and/or city encroachment permits.

C. Prior to starting any other work, the Contractor shall pothole all underground utilities and/or other facilities marked or suspected to be within ten (10) feet of the planned bore and jack alignment to determine the actual clear distance between each utility and/or other facility and the planned alignment.

D. The Contractor shall use boring and jacking equipment that is compatible with the ground conditions as described in the Geotechnical Report, if one is available, or the results of soils exploration conducted during construction.

JACKING AND RECEIVING PITS
A. The Contractor shall provide a working slab for the jacking pit to provide stable support for guide rails, thrust blocks, and other construction operations. The working slab shall not be connected to thrust blocks. The Contractor shall provide a minimum of two (2) layers of thirty (30) pound roofing felt placed between the working slab and thrust block.

B. The Contractor shall provide temporary fencing around all pit excavations. Provide traffic control around working areas and pits located within or adjacent to streets, roadways, freeways, driveways or parking lots in accordance with encroachment permit requirements, as appropriate.

C. After jacking equipment and excavated materials from the boring or jacking operations have been removed from the jacking and receiving pits, the Contractor shall prepare the bottom of the pits to receive the extensions of the carrier pipe, place and compact backfill materials, and restore the jacking and receiving pit sites in accordance with Section 4-1.07 - Excavation, Bedding and Backfill. 1037
74 D. Provide dewatering wells or other methods of groundwater control in accordance with Section 4-1.04 - Excavation Dewatering.

E. Provide shoring systems for the boring, jacking and receiving pits in accordance with Section 4-1.06 - Shoring, Excavation and Support Protective Systems.

INSTALLATION OF STEEL CASING
Installation of the casing shall be in accordance with the plans and shop drawings, and shall be subject to the approval of the local agency having jurisdiction over the area containing the boring and jacking operations. The Contractor shall:

A. Provide adequate timber, structural steel and/or concrete jacking frame, thrust blocks, pipe cradles and/or guide rails to ensure accurate control of the boring alignment, and to provide uniform distribution of jacking force over the perimeter of the casing and the thrust block/soil interface. Adequate space shall be provided within the excavation, and in the length of the jacking frame, to permit the insertion of the casing sections. The jacking frame, thrust blocks and pipe cradles shall be adequately anchored or braced so as to maintain the orientation of the jacks in line with the axis of the casing.

B. Provide a steel jacking head fitted to the lead section of the casing in such a manner that it extends around the entire outer surface of the steel casing and projects at least eighteen (18) inches beyond the leading end of the casing. The jacking head shall not be more than one-half (1/2) inch greater in diameter than the outside diameter of the casing pipe. The head shall be securely anchored to prevent any wobble or alignment variation during the boring or jacking operations.

C. Provide a closed-face boring head capable of minimizing loss of ground if unstable soil conditions, such as raveling, squeezing, flowing, or running are anticipated.

D. Provide jacks and backstops of adequate capacity to push the casing through the soil with a minimum factor of safety of 2.0 or greater.

E. Place the casing pipe on cradles and/or guide rails, and direct it in the proper line and grade. Line up the jacking assembly in the direction and grade of the tunnel. Weld all casing joints completely prior to jacking.

F. Control the application of the jacking pressure and excavation of materials ahead of the casing as it advances to prevent the casing from becoming earthbound or from deviating from the required line and grade.

G. Carry out excavation entirely within the jacking head, not in advance of the head to minimize voids outside the casing. Coordinate the advance of the casing and boring rate to avoid overexcavation.

Maintain a soil plug inside the jacking head and steel casing as required to minimize loss of ground.

Restrict the excavation of the materials to the least clearance necessary to prevent binding in order to avoid loss of ground and consequent settlement or possible damage to overlying pavements, utilities or structures.

H. Remove excavated materials from the casing as the boring and jacking operation progresses. No accumulation of excavated materials within the casing shall be permitted.

I. Repair any surface or subsurface damage that occurs as a result of the boring and jacking operation.

INSTALLATION OF SEWER PIPE
A. The Contractor shall install the sewer pipe to the line and grade shown on the plans. Each individual pipe length or section shall be supported with pipe insulators/skids in accordance with the recommendations of both the pipe and insulator/skid manufacturers.
1038
75 FILLING OF ANNULAR SPACE
A. The Contractor shall completely fill the annular space between the casing pipe and the carrier pipe with grout or silica sand, and shall furnish all grout, equipment, hoses, valves, and fittings necessary for the grouting operation. Grout shall be placed by concrete pump through a pipe or hose. The Contractor shall provide plugs or bulkheads at each end of the casing to contain the grout fill. The plugs or bulkheads shall be designed to withstand the anticipated grouting pressure and to prevent ground water intrusion into the casing. All necessary precautions shall be taken as instructed by the Inspector, to prevent uplift or floating of the pipe during grouting.

B. When using silica sand to fill the annular space around the carrier pipe, the carrier pipe shall be properly covered at both ends, allowing for a vent on one end and a threaded member at the other that will allow sand to flow into the pipe. Pumping of sand shall be complete when the sand has come out the other end and completely filled the annular space around the carrier pipe. 4-1.12 PIPE BURSTING

GENERAL

THE REQUIREMENT
A. The Contractor shall furnish and install sewer pipe, complete and in place, by the pipe bursting method.

All work shall be performed as indicated on the plans and as required in these Specifications and shall be supervised by personnel experienced in installation of pipe using the pipe bursting technique. The Contractor shall provide all materials, labor, equipment, and services necessary for bypass pumping and/or diversion of sewage flows, installation of sewer pipe, and testing of completed pipe system.

B. The Contractor’s pipe bursting equipment shall be capable of bursting the host pipe and installing the new pipe as shown on the plans and specified herein.

C. The Contractor shall be responsible for repairing or replacing existing utilities, pavements, structures or other improvements damaged by the pipe bursting work.

D. If pipe bursting operation results in a partial or complete blockage of the public main sewer, the Contractor shall immediately notify City of Richmond's Inspector. In such a case, staff from the Richmond Municipal Sewer District, will be dispatched, and the Contractor will be billed for all City of Richmond's costs incurred to clear the blockage.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.05 - Bypassing Wastewater
B. Section 4-1.06 - Shoring, Excavation Support and Protective Systems C. Section 4-1.07 - Excavation, Bedding and Backfill
D. Section 4-1.17 - Manholes and Rodding Inlets
E. Section 4-1.19 - Pipeline Cleaning, Testing and Televising F. Section 4-1.30 - Piping, General
G. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe
H. Section 4-1.35 - High Density Polyethylene (HDPE) Pipe 1039
76 REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM F 585 Practice for Insertion of Flexible Polyethylene Pipe into Existing Sewers

CONTRACTOR SUBMITTALS
A. For main sewer jobs, the Contractor shall submit the following items to City of Richmond for review prior to ordering pipe materials and/or commencement of work.

1. Pipe manufacturer’s technical information; physical properties of pipe; joining/fusion method; dimensions of pipe and fittings; manufacturer’s recommendation for handling; storage and repair of pipe and fittings; and certificate of compliance of the pipe and fittings with these Specifications.

2. Method of pipe bursting; type of bursting tool (e.g., pneumatic, static) and installation equipment; procedures for operating the equipment; copies of any technology licenses; and types of lubricant and Material Safety Data Sheets (MSDS).

3. Estimated pull load, jacking/winch, cable/tow rod capacity for static pipe bursting method.

4. Pneumatic hammer size and winch capacity.

5. Service connection restoration plan/installation schedule; shop drawings and written description of the entire construction sequence, procedures for bedding pipe and insertion/reception/lateral connection pits; plan to remove and dispose of old pipe (if necessary) and a contingency plan.

6. Contingency plans for the following: unforeseen obstructions causing burst stoppage, surface heave, damage to existing utilities and improvements, loss of return to line and grade, and sewer backup.

7. Sewer bypassing plans and procedures required under Section 4-1.05 - Bypassing Wastewater.

8. Site layout including: location/dimension of insertion and reception pits; pipe layout and joining work areas; storage and equipment layout areas; proposed modifications of manholes; and traffic control plans.

9. Reports from independent testing laboratory certifying that the pipe material including physical properties and dimensions meet the requirements of these Specifications.

10. Contractor’s pipe bursting qualifications.

11. Data from potholing of existing utilities

12. Procedures for protection of existing utilities, structures and other improvements.

QUALITY ASSURANCE
A. Pipe bursting work shall be done by a qualified Contractor with at least five (5) years of pipe bursting experience including a minimum of three (3) projects of similar in pipe size and length to the work to be done.

B. The Contractor shall fully clean the sewer proposed for pipe bursting and shall call the City of Richmond Inspection Office at least one (1) business day in advance to arrange for an Inspector to be present for the pre-installation TV inspection.

C. The Contractor shall conduct a post-installation TV inspection for all pipe bursting projects. The installation shall not be accepted if any sag of more than 0.125 times the nominal pipe size (e.g., 1/2 inch for 4-inch diameter pipe) is evident in the post-installation TV inspection.

PRODUCTS
PIPE
The Contractor shall provide restrained-joint or thermo-fusion welded PVC pipe as specified in Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe, or thermo-fusion welded HDPE pipe (minimum SDR 17) as specified in Section 4-1.35 - High Density Polyethylene (HDPE) Pipe.

FIELD JOINTS AND COUPLINGS
Joints in HDPE pipe shall be butt-fusion welded prior to insertion in accordance with Section 4-1.35 - High Density Polyethylene (HDPE) Pipe. Electrofusion couplings shall be used on inaccessible locations. Electrofusion 1040
77 couplings used to install fittings at insertion and/or receiving pits shall be Frialen Electrofusion Couplings, as manufactured by Friatec, Inc., or approved equals.

EXECUTION

GENERAL
Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

HANDLING OF PIPE
The Contractor shall exercise special care during the unloading, handling and storage of PVC and HDPE pipe to ensure that the pipe is not cut, gouged, scored or otherwise damaged. Any pipe which has cuts in the pipe wall exceeding ten percent (10%) of the wall thickness shall not be used and shall be removed from the site. The pipe shall be stored so that it is not deformed axially or circumferentially which may hinder pipe installation.

BYPASS PUMPING AND TEMPORARY SERVICE CONNECTIONS
The Contractor shall provide bypass pumping and/or diversion in accordance with the requirements of Section 4-

1.05 - Bypassing Wastewater when required for acceptable completion of the pipe installation.

INSTALLATION OF PIPE
A. The Contractor shall conduct a pre-installation TV inspection for all pipe bursting projects. The Contractor shall call the City of Richmond Inspection Office at least one (1) business day in advance to arrange for an Inspector to be present for the pre-installation TV inspection. The Contractor shall fully clean the sewer proposed for pipe bursting prior to the arrival of the Inspector so that the TV inspection will reveal any deficiencies in the line (e.g., sags, offsets and/or repaired sections that could affect pipe bursting). Deficiencies shall be corrected prior to pipe bursting.

B. Prior to starting any other work, the Contractor shall pothole all underground utilities and/or other facilities marked or suspected to be within ten (10) feet of the planned pipe burst alignment to determine the actual clear distance between each utility and/or other facility and the existing pipeline.

C. The Contractor shall locate, design, construct, properly brace or shore, dewater, maintain, and restore insertion and receiving pits. Insertion and receiving pits shall be large enough to accommodate a minimum of two (2) hydraulic shoring jacks, a ladder for access/egress and adequate space for the work.

Tunneling or undermining adjacent to any trench or excavation is prohibited. All work shall be shored in accordance with Section 4-1.06 - Shoring, Excavation Support and Protective Systems.

D. The Contractor shall fully expose the main sewer where a lateral is to be replaced to within four (4) feet of its point of connection to the main sewer, so that the point of connection can be inspected.

E. The insertion pit shall be large enough so that the pipe can be installed without exceeding the manufacturer’s recommendations for curvature of the pipe.

F. The Contractor shall insert the new pipe into the existing pipe in accordance with the requirements of ASTM F 585. Internal beads shall be removed for sewers eight (8) inches in diameter and larger.

G. The Contractor shall not drag the pipe over rocks or rough surfaces that may damage the pipe. An appropriate pulling head shall be attached to the end of the pipe and shall be used for pulling the pipe at all times. Pulling the pipe by a flanged end will not be allowed.

H. The pipe bursting machine shall be equipped with a direct-reading pulling force gauge acceptable to City of Richmond. The maximum pulling force that may be applied to any pipe shall be as follows:
1041
78 HDPE-SDR 17
(DIPS)
Nominal
Pipe Size
Outside
Diameter
(inches)
Minimum
Wall Thickness
(inches)
Average
Inside
Diameter
(inches)
Allowable
Maximum
Pulling Force
(lbs)
4-inch 4.800 0.282 4.202 3,500
6-inch 6.900 0.406 6.039 7,500
8-inch 9.050 0.532 7.922 13,000
10-inch 11.100 0.653 9.726 20,000
12-inch 13.200 0.776 11.555 28,000
I. When the Contractor proposes to pull through bends greater than forty-five degrees (45°), the existing pipe shall be exposed to allow a minimum radius of two (2) feet at bends. Realigned pipe shall be properly bedded and backfilled in accordance with Section 4-1.07 - Excavation, Bedding and Backfill after bursting.

J. The pipe shall be pulled a minimum of two (2) feet beyond the planned connection to allow inspection of the condition of the pipe (e.g., for scarring or other damage).

K. Connections to existing pipes in insertion and receiving pits shall employ fittings or couplings listed in the City of Richmond Approved Materials List. Prior to making connection at each end of an installed reach of pipe with fittings or couplings, the Contractor shall allow a minimum of six (6) hours to elapse to allow pipe to relax from the tension resulting from pulling the pipe and for the pipe to equalize with ambient ground temperature.

L. Connections at manholes shall be in accordance with Section 4-1.17 - Manholes.

M. Upon completion of pipe installation, the Contractor shall remove all spoils, debris and unsuitable material from the insertion and receiving pits. All pits shall be backfilled in accordance with the requirements of Section 4-1.07 - Excavation, Bedding and Backfill. 4-1.13 CURED IN PLACE PIPE (CIPP)

GENERAL

THE REQUIREMENT
A. The Contractor shall furnish and install cured in place pipe (CIPP), as indicated on the plans and as required in these Specifications. Work shall be supervised by personnel experienced in installation of cured in place pipe. The Contractor shall furnish all materials, labor, equipment and services necessary for bypass pumping, and or diversion of sewer flows, pretreatment or disposal of process wastewater, installation of sewer pipe and testing of completed piping system.

B. The Contractor shall obtain a City of Richmond permit for all CIPP side sewer repair projects, one (1) business day prior to the start of work.

C. The Contractor shall obtain a City of Richmond Special Discharge Permit if it proposes to discharge CIPP process wastewater to the public sewer system. Process wastewater shall not be discharged to storm drains, gutters watercourses, swales, impoundments or onto the ground.

D. Side Sewers shall be thoroughly cleaned prior to calling for pre-installation TV inspection. Side sewers will be considered acceptable for CIPP repair if all of the following criteria are conclusively met at the pre-installation TV inspection:

1. Pipe shall be free of debris and root intrusion, and thoroughly clean

2. No sag (standing water) >1/2 inch
1042
79 3. No joint offset > 1/4 inch
E. If the CIPP side sewer repair operation results in a partial or complete blockage of the public main sewer, the Contractor shall immediately notify City of Richmond's Inspector.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.19 – Pipeline Cleaning, Testing and Televising

QUALITY ASSURANCE
A. The Contractor shall clean and test the installed cured in place pipe in accordance with the requirements of Section 4-1.19 – Pipeline Cleaning, Testing and Televising.

B. For all side sewers proposed for CIPP repair, the Contractor shall conduct both pre-job and postinstallation TV inspections using equipment that produces an image satisfactory to the City of Richmond Inspector. The Contractor shall call the City of Richmond Inspection Office at least one (1) business day in advance to arrange for an Inspector to be present for the pre-installation TV inspection. The installation shall not be accepted if any sag of more than 0.125 times the nominal pipe size (e.g., 1/2 inch for 4-inch diameter pipe) is evident in the post installation TV inspection.

C. Televising of the main line may be required at the discretion of the Inspector.

CONTRACTOR SUBMITTALS
A. Prior to installation of the line, design calculations shall be submitted to determine the minimum thickness of the liner to be installed. The pipe design shall have sufficient strength to support all dead loads, live loads and groundwater loads imposed.

B. Evidence of operator certification for the CIPP system proposed and a copy of the manufacturer’s system written procedures shall be submitted to City of Richmond prior to the start of work.

PART 2 -- PRODUCTS 2.1 GENERAL
Prior to starting work, an encroachment permit (if working in a public right-of-way), and all tools and materials needed for the job, including (but not limited to) CIPP wetting, insertion and curing equipment, pipe, fittings, couplings, shoring, gas detector, ladder, trench plates (if needed for street installations) or one and one-eighth (1- 1/8) inch plywood (for off-road installations) shall be onsite.

PERMA-LINER AND MAXLINER
Perma-Liner and Maxliner System materials and products shall be provided as specified by the manufacturer’s list of materials and procedures. Contractor shall submit a copy of the materials list and applicable procedures to City of Richmond prior to the start of work.

EXECUTION

B. Any deficient work identified during or after construction shall be properly repaired or replaced by open-cut or pipe bursting at the discretion of the City of Richmond Inspector.

C. The finished CIPP shall be continuous over the entire length of the service lateral connection at the mainline. The inner seal shall be free of dry spots, lifts and de-lamination. 1043
80 PRELIMINARY CLEANING
Sewers shall be cleaned of all debris, roots and other materials that would block proper inversion of the cured-inplace-pipe, prior to the post-job TV inspection. All cleaning procedures shall be done as specified in Section 4-1.19 - Pipeline Cleaning, Testing and Televising.

LINING
A. During preparation, placement and curing, a CIPP system manufacturer-certified operator shall be on the jobsite in charge of the work and the Contractor shall strictly comply with the CIPP system manufacturer’s written procedures.

B. The finished pipe must be such that when the resin cures, the total wall thickness will be a homogeneous and monolithic felt composite coated with PVC that will be chemically resistant to withstand internal exposure to domestic sewage.
4-1.14 ASPHALT CONCRETE PAVEMENT AND BASE RESTORATION

GENERAL

THE REQUIREMENT
The Contractor shall perform all work associated with Asphalt Concrete (AC) pavement and base restoration as specified herein and satisfying all the encroachment permit requirements of agencies having right-of-way jurisdiction, whichever is more stringent.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.09 - Geotextile Fabric

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM D 1188 Test Method for Bulk Specific Gravity and Density of Compacted Bituminous Mixtures Using Coated Samples
ASTM D 1557 Test Methods for Laboratory Compaction Characteristics of Soil Using Modified Effort (56,000 ft-lbf/ft3 (2,700 kN-m/m3))
ASTM D 2950 Test Method for Density of Bituminous Concrete in Place by Nuclear Methods AASHTO T 209 Maximum Specific Gravity and Density of Bituminous Paving Mixtures Caltrans Standard
Specification, Section 37 Bituminous Seals
Caltrans Standard
Specification, Section 39 Asphalt Concrete
Caltrans Standard
Specification, Section 59 Painting
Caltrans Standard
Specification, Section 84 Traffic Stripes and Pavement Markings Caltrans Standard
1044
81 Specification, Section 85 Pavement Markers
Caltrans Standard
Specification, Section 92 Asphalts
Caltrans Standard
Specification, Section 93 Liquid Asphalt
Caltrans Standard
Specification, Section 94 Asphaltic Emulsions

PRODUCTS

GENERAL
Without limiting the generality of other requirements of the plans, all work specified herein shall conform to or exceed the requirements of the local jurisdiction.

AGGREGATE BASE
Aggregate base shall be Type I backfill material as specified in Section 4-1.07 - Excavation, Bedding and Backfill.

PRIME COAT
Prime coat shall be Grade SC-70 liquid asphalt complying with the requirements of Caltrans Standard Specification, Section 93.

TACK COAT
Tack coat shall be emulsified asphalt Grade SS-1 or SS-1h, CSS-1 or CSS-1h diluted with one (1) part water to one (1) part emulsified asphalt. Emulsified asphalt shall comply with the requirements of Caltrans Standard Specification, Section 94.

ASPHALT
Asphalt shall be Grade AR-4000 complying with the requirements of Caltrans Standard Specification, Section 92.

ASPHALT-AGGREGATE COURSE MIXTURE
A. The job-mix formula for the asphalt-aggregate mixture shall be within the limits specified in Caltrans Standard Specifications, Section 39. Asphalt aggregate shall be Type A, one half inch (1/2”) maximum, medium.

B. The asphalt-aggregate course mixture shall meet the Caltrans Standard Specifications, Section 39-2.02.

PAVEMENT MARKINGS, STRIPES, PAVEMENT MARKERS AND CURB PAINTING A. Stripes and pavement marking replacement shall be thermoplastic material in accordance with Caltrans Standard Specifications, Section 84.

B. Pavement marker replacement shall be in accordance with Caltrans Standard Specifications, Section 85.

C. Paint for replaced curbs, where required for fire lanes, no parking zones, and other similar markings shall match existing color and be in accordance with Caltrans Standard Specifications, Section 59-6.

D. Pavement lane delineators shall match existing and shall be in accordance with Caltrans Standard Specifications requirements.
1045
82 EXECUTION

B. Pavement Restoration
Pavement cut for trenching and/or damages caused during the work must be restored with a cross section equal to that of the existing road, or a minimum of two and one-half (2-1/2) inches of asphalt over six (6) inches of aggregate base (whichever is greater). The limits of the pavement restoration must extend to competent existing pavement, and shall be “T-cut” with a minimum width equal to the trench width plus twelve (12) inches on each side of the trench. Where the edge of the “T-cut” is within twenty-four (24) inches of the edge of the existing paving, restoration in that area must extend to the edge of the road.

SUBGRADE PREPARATION
The subgrade shall be prepared as specified Section 4-1.07 - Excavation, Bedding and Backfill. The surface of the subgrade after compaction shall be hard, uniform, smooth, self-draining and true to grade and cross-section with roller.

PREPARATION OF EXISTING AC PAVEMENT
The edge of existing AC pavement shall be saw cut to provide a smooth joint for new pavement. The Contractor may saw cut or mechanically grind the pavement before excavating the trench to facilitate removal of pavement.

After trench backfill and compaction the Contractor shall saw cut and remove a minimum of twelve (12) inches AC beyond any irregular or damaged pavement on each side of the trench before installation of the trench pavement patch.

AGGREGATE BASE
Aggregate base (AB) shall be provided where shown to the thickness required. The Contractor shall install aggregate base to match existing pavement AB thickness or a thickness of six (6) inches, whichever is greater. AB shall be delivered to the jobsite as uniform mixtures and each layer shall be spread in one (1) operation.

Segregation shall be avoided and the base shall be free of pockets of coarse or fine material. Where the required thickness is six (6) inches or less, the base materials may be spread and compacted in one (1) layer. Where the required thickness is more than six (6) inches the base material shall be spread and compacted in two (2) or more layers of approximately equal thickness. The maximum compacted thickness of any single layer shall not exceed eight (8) inches. The compaction of each layer of aggregate base shall be not less than ninety-five percent (95%) of maximum density when measured in accordance with ASTM D 1557. The compacted surface of the finished aggregate shall be hard, uniform, smooth, self-draining and true to grade and cross-section.

PRIME COAT
Prior to placing pavement a prime coat shall be applied to the compacted base or subgrade at a rate between 0.30 and 0.50 gal/sq. yd.

TACK COAT
A tack coat shall be applied to existing paved surfaces where new asphalt concrete is to be placed on or against existing pavement. It shall also be applied to the contact surfaces of all pavement joints, curbs, gutters, manholes and the like immediately before the adjoining asphalt pavement is placed. Care shall be taken to prevent the application of tack coat material to surfaces that will not be in contact with the new asphalt concrete pavement.

Tack coat shall be applied at the rate of 0.20 to 0.30 gal/sq. yd.

ASPHALT CONCRETE
1046
83 A. At the time of compaction, the temperature of mixture shall not be lower than two hundred eighty-five degrees Fahrenheit (285°F) or higher than three hundred twenty-five degrees Fahrenheit (325°F), the lower limit to be approached in warm weather and the higher in cold weather.

B. Asphalt concrete shall not be placed when the atmospheric temperature is below fifty degrees Fahrenheit (50°F) or during unsuitable weather.

C. Asphalt concrete shall be spread and compacted in the number of layers and thicknesses specified in Caltrans Standard Specifications, Section 39-6.

D. The Contractor shall install asphalt concrete to match existing pavement AC thickness, to a thickness of two and one-half (2-1/2) inches or to the depth required by the local jurisdiction, whichever is greater.

E. The depositing, distributing and spreading of the asphalt concrete shall be accomplished in a single, continuous operation.

F. The mix shall be compacted using suitable compaction methods immediately after placing.

G. Upon completion, the final surface, pavement shall be true to grade and cross-section. The edge between new and existing pavements shall be flush. When a ten (10) foot long straightedge is laid on the finished surface parallel to the center of the roadway, the surface shall not vary from the edge of the straight edge more than one-eighth (1/8) inch except at intersections or changes of grade. In the transverse direction, the surface shall not vary from the edge of the straightedge more than one-quarter (1/4) inch.

H. The relative density after compaction shall be ninety-six percent (96%) of the density obtained by using AASHTO Test Method T 209. A properly calibrated nuclear asphalt testing device shall be used for determining the field density of compacted asphalt concrete in accordance with ASTM D 2950, or cores may be laboratory tested in accordance with ASTM D 1188. The Contractor shall supply certified test reports of the adequacy of compaction. The Contractor shall provide a minimum of one (1) compaction test per day and an additional compaction test for each five hundred (500) square feet completed.

I. The minimum pavement patch section for all locations shall be two and one-half (2-1/2) inches of AC over six (6) inches of AB.

PAVEMENT MARKINGS, STRIPES, PAVEMENT MARKERS AND CURB PAINTING A. The Contractor shall restore all existing pavement markings, stripes and pavement markers to their original or better condition. Stripes and pavement marking replacement shall be installed in accordance with Caltrans Standard Specifications, Section 84 unless otherwise directed by City of Richmond.

B. Pavement marker replacement shall be installed in accordance with Caltrans Standard Specifications, Section 85 unless otherwise directed by City of Richmond.

C. Paint for replaced curbs, where required for fire lanes, no parking zones and other similar markings shall be installed in accordance with Caltrans Standard Specifications, Section 59-6 unless otherwise directed by City of Richmond.

SLURRY SEAL
A. For all locations that will not receive a full-width pavement overlay, a slurry seal shall be applied to match the surfaces of adjacent existing pavement and to cover the joint between the pavement patch and the existing pavement. Before placing slurry seal the pavement shall be cleaned by sweeping or other means necessary to remove all loose particles of paving, dirt and other extraneous material.

B. The slurry seal shall be mixed in accordance with the requirements of Caltrans Standard Specifications, Section 37-2.04 and the following provisions:
1047
84 1. Mixing machines shall be equipped with a water pressure system and nozzle type spray bars to provide a rate of application of the fog spray. The mixing machine shall be adjusted to compensate for ambient temperature, surface texture, etc., and shall cover the entire surface without flowing or ponding.

C. The slurry mixture shall be uniformly spread by means of a controlled spreader box conforming to the requirements of Caltrans Standard Specifications, Section 37-2.05.

D. The slurry mix shall be placed in accordance with the requirements of Caltrans Standard Specification, Section 37-2.06 and the following provisions:

1. Slurry seal shall not be placed if the pavement or the air temperature is below fifty-five degrees Fahrenheit (55°F).

2. Slurry seal shall be feathered onto existing pavement to provide a smooth transition between new and existing pavements.

E. All existing and new manhole covers, valve boxes, vault covers and the like shall be temporarily covered during slurry sealing to prevent contact with these surfaces. The temporary coverings shall be removed after application of the slurry seal.

ASPHALT CONCRETE PAVEMENT OVERLAY
A. Pavement grinding shall be performed such that the new finished pavement grade accurately matches the grade of existing gutters and storm drain inlets and restores the existing street crown sloping.

B. Where indicated on the plans, the Contractor shall install geotextile paving fabric in accordance with Section 4-1.09 - Geotextile Fabric prior to placement of the pavement overlay.

C. Existing manhole covers, valve and survey monuments pots and vault lids shall be raised to the new pavement grade as required by each agency with jurisdiction over these appurtenances. The Contractor shall restore any utility structures and appurtenances that become damaged during grinding or overlay work including, but not limited to, raising castings to match new finished grades and repairing concrete collars. The Contractor shall coordinate work with those utility agencies that require repairs to be performed by their own forces.

D. Any joint between overlaid pavement and existing pavement shall be slurry sealed per SLURRY SEAL SECTION above, upon completion of the overlay work. Existing pavement markings shall be restored in accordance with the requirements per PAVEMENT MARKINGS, STRIPES, PAVEMENT MARKERS AND CURB PAINTING SECTION above.

E. Overlaid pavement shall be flush with the existing pavement grade at all joints with existing pavement and/or gutters.
4-1.15 CURBS, GUTTERS, SIDEWALKS AND DRIVEWAYS

GENERAL

THE REQUIREMENT
The Contractor shall furnish all labor, materials, and equipment necessary to construct as shown on the plans or restore curbs, gutters, sidewalks, and driveways removed, damaged or displaced.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.03 - Clearing, Grubbing, Demolition, Abandonment, Removal, Disposal, and Salvage 1048
85 B. Section 4-1.07 - Excavation, Bedding and Backfill C. Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration D. Section 4-1.22 - Cast-in-Place Concrete

CONTRACTOR SUBMITTALS
A. Submit manufacturers’ literature for all machines specifically designed for such work (i.e., machines to construct asphaltic concrete curbs).

B. Material submittals for concrete shall be in accordance with the requirements of Section 4-1.22 - Cast-inPlace Concrete. Submittals for AC shall be in accordance with Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration.

PRODUCTS

MATERIALS
Concrete shall conform to the requirements specified in Section 4-1.22 - Cast-In-Place Concrete. Asphaltic concrete shall conform to the requirements specified in Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration.

EXECUTION

B. Curbs, gutters, sidewalks and driveways shall be constructed by the conventional use of forms unless City of Richmond has favorably reviewed the Contractor’s submittal proposing the use of a curb and gutter machine. Curb and gutter machines shall be specifically designed for such work, and the resulting products shall be equal to or better than would typically be obtained using forms. If the results are not satisfactory, then use of machines shall be discontinued.

SURFACE PREPARATION
A. Where any curb, gutter, sidewalk or driveway has been removed, damaged, or displaced, the same shall be replaced to the nearest construction joint to the same dimensions and finish as the original construction that was removed, damaged or displaced. Features to be demolished shall be saw cut at the limiting construction joints and all demolished curbs, gutters, sidewalks or driveways shall be removed and disposed of by the Contractor.

B. The subgrade shall be constructed and compacted true to line and grade, as required. All soft or unsuitable material shall be removed to a depth of not less than nine (9) inches below subgrade elevation and replaced with satisfactory material.

FORMS
Forms conforming to the dimensions of the curb, gutter, sidewalk or driveway shall be carefully set to line and grade and shall be securely staked in place. The forms and subgrade shall be watered immediately in advance of placing concrete. Forms shall be thoroughly cleaned each time they are used and shall be coated with light oil or other releasing agent of a type that will not discolor the concrete. 1049
86 PLACEMENT
A. Concrete shall be thoroughly spaded away from the forms to eliminate rock pockets next to the forms.

The concrete may be compacted by mechanical vibrators acceptable to City of Richmond. Tamping or vibrating shall continue until the mortar flushes to the surface and the coarse aggregate is below the concrete surface.

B. Expansion joints shall be located to match the expansion joints in the removed curb, gutter, sidewalk or driveway. Expansion joints shall be constructed vertical and at right angles to the centerline of the street.

Joints shall be constructed at all radius points, driveways, alley entrances, and at adjoining structures.

C. C. Crack-control joints shall be constructed not more than fifteen (15) feet apart. Joints shall be made by the use of steel dividers, scoring or saw cutting to a depth of not less than one and one-half (1- 1/2) inches and matching joints in adjacent sidewalks and/or driveways.

FINISH
The surface shall be finished with appropriate finishing tools to match adjacent existing finish. The front-face form shall not be removed before the concrete has taken the initial set and has sufficient strength to carry its own weight.

Gutter forms and rear forms shall not be removed until the concrete has hardened sufficiently to prevent damage to the edges. Any portion of the curb, gutter, sidewalk or driveway that is damaged shall be replaced by the Contractor.

TESTING AND TOLERANCES
A. All surfaces shall be tested by laying a ten (10) foot long straightedge along the surface. Any deviation from the lines and grades indicated in the plans of more than one-quarter (1/4) inch in the ten (10) foot length shall be cause for rejection. Similarly, any section of the work that is deficient in depth shall be removed and replaced.

B. When required by the Inspector, gutters having a slope of 0.8 foot per one hundred (100) feet, or less, or gutters having unusual or special conditions that cast doubt on the capability of the gutter to drain, shall be water tested for proper drainage. Water testing shall consist of establishing flow in the length of gutter to be tested by supplying water from a hydrant, tank truck or other source. One (1) hour after the water source is removed, the gutter shall be visually inspected for evidence of ponding or improper shape. In the event water is found ponding in the gutter or on adjacent pavement to a depth of one-half (1/2) inch or greater, or on the adjacent asphalt pavement, the defect or defects shall be corrected by the Contractor. 4-1.16 LATERALS AND BUILDING SEWERS (SIDE SEWERS)

GENERAL

THE REQUIREMENT
The Contractor shall furnish all pipe, fittings, tools, materials and labor required to install and test sanitary sewer laterals, in accordance with the requirements of the Plans and Standard Specifications.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.05 - Bypassing Wastewater
B. Section 4-1.07 - Excavation, Bedding and Backfill
C. Section 4-1.23 - Controlled Low-Strength Material (CLSM) D. Section 4-1.15 - Curbs, Gutters and Sidewalks
1050
87 E. Section 4-1.19 - Pipeline Cleaning, Testing and Televising F. Section 4-1.20 - Protection of Trees and Restoration of Landscaping G. Section 4-1.30 - Piping, General
H. Section 4-1.32 - Vitrified Clay Pipe (VCP)
I. Section 4-1.33 - Ductile Iron Pipe (DIP)
J. Section 4-1.34 - Polyvinyl Chloride (PVC) Pipe
K. Section 4-1.35 - High-Density Polyethylene (PVC) Pipe L. Section 4-1.36- Cast Iron Soil Pipe (CIP)

PRODUCTS

GENERAL
A. Referenced pipe sizes are nominal pipe diameters. The minimum size for side sewers serving singlefamily dwellings shall be four (4) inches. The minimum size for side sewers serving all other properties shall be six (6) inches.

B. All side sewers materials shall be new, free from defects, and marked to identify manufacturer, material, class and other appropriate information.

PIPE, FITTINGS AND APPURTENANCES
A. Only pipe, fittings, couplings, appurtenances and other components listed in the Approved Materials List shall be used for side sewer construction or repair.

B. Warning tape shall be three (3) inch wide green plastic electronically detectable marking tape labeled "Buried Sewer Line Below,” and installed above the pipe zone.

OVERFLOW PROTECTION DEVICES
Overflow Protection Devices (OPD) and utility boxes shall be as listed in the Approved Materials List and as shown on SS-9C of the Standard Drawings. Utility boxes over OPDs in areas subject to vehicular traffic shall be rated for H-20 traffic service. Utility boxes over OPDs shall be fitted with a grate lid and box extensions, if required to provide proper clearances.

EXECUTION

GENERAL
A. A cleanout shall be installed within two (2) feet of the building foundation, and:

1. At intervals not to exceed one hundred (100) feet of laid pipe length;

2. At bends where accumulated deflection from the last downstream cleanout equals or exceeds ninety degrees (90°).

3. At any single bend greater than forty-five degrees (45°)

4. At intervals along the side sewer system where the cumulative total of deflection from the point of connection to the main sewer or from another cleanout equals or exceeds ninety degrees (90°) B. Excavation and backfill shall be in accordance with the requirements of Section 4-1.07 - Excavation, Bedding and Backfill.
1051
88 C. To mark the location of side sewers, electronically detectable marking tape shall be installed one (1) foot below subgrade from the main sewer end of each side sewer to the connected building.

D. When performing work on side sewers, the Contractor shall bypass wastewater around the work area in accordance with the requirements of Section 4-1.05 - Bypassing Wastewater, or shall arrange with the Property Owner to temporarily shut down the side sewer. The Contractor shall ensure that no wastewater is discharged from side sewer to the excavation.

E. Minimum slopes shall be two percent (2%) for four (4) inch diameter sewer pipe, and one and one-tenth percent (1.1%) for six (6) inch sewer pipe. The slope of any portion of a side sewer shall not be less than one and one-tenth percent (1.1%) or greater than one hundred and fifty percent (150%). Wherever available slope is less than two percent (2%) or the length of the side sewer is greater than one hundred (100 ) feet, the side sewer shall be installed using an industrial-standard laser grade control system to confirm that the pipe is installed to the proper grade. Requirements for operation of the laser grade control system shall be as specified in Section 4-1.30 – Piping, General for main and trunk sewers.

F. When an existing building which is sewered by a septic tank is to be connected to the City of Richmond public sewer system, the new side sewer shall be installed in accordance with these Specifications. A cleanout and Overflow Protection Device shall be installed at the building. If the existing sewer from the building to the septic tank is of a material listed on the Approved Materials List, is a minimum of four (4) inches in diameter, passes a hydrostatic or low-pressure air test, and passes a television inspection, the existing sewer may be used as part of the new side sewer for the building.

G. Removal of septic tanks after installation of a new side sewer connection to the City of Richmond public sewer shall be in accordance with the requirements of the Contra Costa Environmental Health Division.

H. When a building connected to City of Richmond public sewer is to be demolished, an abandonment permit shall be obtained and the side sewer serving the building shall be temporarily disconnected and capped at the property or easement boundary.

I. Independent Systems - Unless otherwise permitted by the local building code jurisdiction, the requirements of the California Plumbing Code, Section 312.0 regarding “independent systems” as follows, shall be enforced:

J. “The drainage system of each new building and of new work installed in any existing building shall be separate and independent from that of any other building, and, when available, every building shall have an independent connection with a public or private sewer.

Exception: Where one building stands in the rear of another building on an interior lot, and no private sewer is available or can be constructed to the rear building through an adjoining court, yard, or driveway, the building drain from the front building may be extended to the rear building.

INSTALLATION
A. General
Side sewers (laterals and building sewers) shall be installed in accordance with the requirements of Section 4-1.30 - Piping, General and the specific Section of these Specifications for the particular pipeline material being used.

B. Lateral Sewer Location
Prior to installation of lateral sewers in subdivisions, the lot corner nearest the side sewer and the lateral sewer terminus shall both be staked and flagged in the field. Where curbs, gutters and/or sidewalks exist or are to be a part of an improvement, the location of each lateral sewer shall be permanently marked by imprinting an "S" (1- 1/2" size) or by chiseling an "S" (4" size) in the concrete surface vertically above the lateral sewer pipe. The "S" shall be marked on the curb, gutter or on the sidewalk. It shall be the Contractor’s responsibility for providing the marking and for its accuracy.
1052
89 C. Overflow Protection Devices
All Property Owners shall install and maintain an Overflow Protection Device (OPD) on any side sewer that is connected or is intended for connection to, the City of Richmond sewer system.

1. Side Sewer Installations or Alterations or Repairs
No person shall install, alter or repair a side sewer that is connected, or is intended for connection to the City of Richmond sewer system without installing an OPD of the type and in the manner prescribed in these Specifications. Prior to installation of coupling when repairing side sewers a maximum spacing of 1/4” shall be left between the pipe ends to allow for proper installation of coupling. See SS-14 for side sewer repair details.

2. Maintenance Requirements
OPDs shall be maintained so as to provide for their continuing function as designed. OPDs shall be accessible at all times and shall be kept free from any obstructions including, but not limited to, rocks, soil, vegetation, grass, trees, bushes, plants, landscaping, concrete, asphalt or other ground coverings that may impair the function of and accessibility to the devices.

3. Elevation Requirements
OPDs shall be installed at an elevation that protects the property from damage. The Property Owner is responsible to either: 1) confirm that the backwater overflow prevention device is at the proper elevation; or 2) to obtain competent assistance from a licensed plumber or Contractor to confirm its proper elevation. If any subsequent modification of the property results in the OPD being at an improper elevation, the Property Owner or Contractor shall adjust the OPD to the proper elevation.

4. Installation extendable backwater overflow devices shall be determined by Inspector for the given field conditions

LANDSCAPE RESTORATION
The Contractor shall restore the area affected by its side sewer installation operations in accordance with the requirements of Section 4-1.15 - Curbs, Gutters, Sidewalks and Driveways, and Section 4-1.20 - Protection of Trees and Restoration of Landscaping.

3.4 TESTING AND TELEVISING
Laterals installed with main sewer extension jobs shall be tested as a part of the main sewer system in accordance with the requirements of Section 4-1.19 - Pipeline Cleaning, Testing and Televising. New building sewers and side sewer repairs shall be subject to low-pressure air or hydrostatic testing or television inspection at the discretion of the Inspector.
4-1.17 MANHOLES AND RODDING INLETS

GENERAL

THE REQUIREMENT
The Contractor shall furnish and install manholes and rodding inlets, complete with cast-in-place or precast bases, pipe connections, barrel and cone components, preformed joint sealant, grade rings, frames, covers and other appurtenances shown on the Plans or specified in this Section.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.09 - Geotextile Fabric
C. Section 4-1.19 - Pipeline Cleaning, Testing and Televising D. Section 4-1.22 - Cast in-Place Concrete
1053
90 E. Section 4-1.25 - Grout
F. Section 4-1.26 - Miscellaneous Metal Work

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM C 150 Specification for Portland Cement
ASTM C 478 Specification for Precast Reinforced Manhole Sections

CONTRACTOR SUBMITTALS
The Contractor shall submit complete shop drawings for all precast manhole bases to City of Richmond, and shall receive favorable review prior to ordering the bases.

QUALITY ASSURANCE
After installation, the Contractor shall demonstrate that all manholes have been properly installed, level, with tight joints, at the correct elevations and orientations and that the backfilling has been carried out in accordance with the plans and these Specifications. Vacuum testing of manholes may be required at City of Richmond’s sole discretion.

PRODUCTS

MATERIALS
A. Manhole bases may be either cast-in-place or precast. Channels and shelves shall conform to the requirements of the Standard Drawings (SS-1 thru SS-5). Manhole channels shall be shaped to form a smooth transition of uniform cross section from inlet pipes to the outlet pipe, both horizontally and vertically.

B. Precast Concrete Components: Only components listed in the Approved Materials List shall be used in the construction of manholes.

1. Precast manhole bases, and barrel and cone sections shall be manufactured by a process that will produce dense homogeneous reinforced concrete of high quality in conformance with ASTM C 478.

Cement shall be Type V Portland Cement as specified in ASTM C 150.

2. Precast manhole components shall be designed to support vertical AASHTO H20 truck loading, plus the weight of soil above the cone section.

3. Pipe connections at precast bases shall be pipe bells of the size, material and class of inlet and outlet pipes, integrally cast into the base by the manufacturer.

4. The minimum wall thickness for barrel and cone sections (in inches) shall be calculated by dividing the nominal diameter of the barrel (in inches) by twelve (i.e., D/12).

5. Manhole throats shall be constructed of reinforced concrete grade rings.

C. Preformed plastic sealing gasket for sealing joints between the manhole base, barrel and cone sections shall be as listed in the Approved Materials List.

D. Non-shrink grout shall conform to the requirements of Section 4-1.25 - Grout.

E. Castings for manhole frames and covers shall conform to the requirements of Section 4-1.26 - Miscellaneous Metal Work.

F. Primer and sealant tape for sealing exterior joints between precast components shall be as listed in the Approved Materials List.

G. Concrete for cast-in-place manhole and rodding inlet components (bases and top blocks) shall conform to Section 4-1.22, Cast-in-Place Concrete.
1054
91 TEMPORARY COVERS
Temporary covers for new construction or reconstruction of manholes shall be fabricated and approved by the engineer.

TEMPORARY PLUGS
Temporary plugs shall be of the mechanical expanding type, not pneumatic and shall be permanently marked in a manner acceptable to City of Richmond with the Contractor’s identification or initials.

EXECUTION

B. An All-Weather Access Road as specified in this Section is required for access to all structures in offroad locations (e.g., easements).

INSTALLATION
A. Temporary Plugs
Mechanical expanding type temporary plugs shall be installed and removed as specified below in the presence of an Inspector. Plugs shall be secured by tethering with a one-quarter (1/4) inch nylon rope attached to the top of a wood Two (2) feet x four (4) feet of sufficient length to extend from the shelf to a point in the throat within six (6) inches of the underside of the cover.

1. When a manhole exists or a new manhole is constructed at the beginning of a new main extension, a temporary plug shall be installed at the inlet of the new pipe at the existing manhole or new manhole.

2. When a new main extension begins at an existing rodding inlet or stub, a temporary plug shall be installed on the outlet of the first manhole upstream from the beginning of the new main extension.

B. Cast-in-Place Manhole Bases (over existing sewers only):

1. Cast-in-place manhole bases shall be poured against undisturbed native soil, which has been excavated to the dimensions shown on the plans, (see SS-1 through SS-5 & SS 9A, B). If the excavation extends beyond the dimensions shown on the Standard Drawings, the Contractor shall construct forms and pour the base to the specified dimensions.

2. If water or soft ground is encountered at the bottom of the excavation, a minimum lift of nine (9) inches of coarse bedding material in a geotextile wrap shall be used as shown on SS-1A of the Standard Drawings.

3. A joint forming ring shall be used to form a level joint groove in the manhole base while the concrete is fresh to receive the first precast barrel section. The metal forming ring may be removed as soon as the concrete has set sufficiently to eliminate any slump in the joint groove.

4. Manhole channels shall be shaped to form a smooth transition from inlet pipes to the outlet pipe, both horizontally and vertically.

C. Precast Manhole Bases (on all new main sewer extensions):

1. Precast manhole bases shall be placed to the lines and grades shown on the plans as an integral part of the pipe laying operation on a minimum thickness of six (6) inches of Type I Bedding Material compacted to ninety-five percent (95%) relative compaction. Where soft ground or water is present, a minimum thickness of nine (9) inch of Coarse Bedding Material in a wrap of geotextile fabric, per the requirements of Section 4-1.09 - Geotextile Fabric, shall be placed below the course of Type I Bedding Material.

2. Inlet and outlet pipe connections at precast bases shall be pipe bells cast into the base by the manufacturer.
1055
92 3. All precast concrete manholes shall be installed in strict conformance with the manufacturer's written instructions, on a well-compacted foundation, as specified in Section 4-1.07 – Excavation Bedding and Backfill.

D. Setting Precast Barrel and Cone Sections
All joint surfaces of precast manhole bases, barrel and cone sections shall be thoroughly cleaned and dried prior to setting, and shall be sealed with a preformed plastic sealing gasket listed in the Approved Materials List at each joint as follows:

1. Apply one (1) coat of primer to clean, dry joint surface (both tongue and groove) and allow the primer to dry. Remove the paper wrapper from one side of the gasket, retaining the outside paper in place to protect the gasket and assure against stretching. Place the plastic gasket strip in the joint, forming a continuous gasket around the entire circumference of the manhole joint. Remove the paper wrapper from the exposed side of the gasket and place the next manhole component.

2. Care shall be taken in the handling of barrel and cone sections after the plastic gasket has been affixed to avoid displacing the gasket or contaminating the joint or gasket with dirt or other foreign material.

Any displaced or soiled gaskets shall be removed and replaced.

3. Care shall be taken to properly align the manhole section with the previously set section before it is lowered into position.

4. During cold or wet weather, the joint surfaces shall be heated with hot air until ice, frost, and moisture are removed and surface to be primed is dry and warm. Hot air shall also be passed over plastic gasket strips immediately prior to attaching them to joint surfaces and immediately prior to setting the section.

E. Manhole frames and covers shall not be set to final grade until the pavement has been completed, unless otherwise approved by City of Richmond. Precast concrete grade rings shall be installed as shown in the Standard Drawings. Paving around the manhole shall be in accordance with local jurisdiction requirements. Openings in manholes shall be protected from construction loads, debris and unauthorized entry.

F. When new piping is installed in existing structures, the Contractor shall accurately position core-drilled openings in the concrete as shown on the job plans and Standard Drawings or otherwise directed by the Inspector. Openings shall be of sufficient size to permit a final alignment of pipelines and fittings without deflection of any part and to allow adequate space for satisfactory placement of mechanical seals or packing with non-shrink grout where the pipe passes through the wall to ensure the resulting structure is watertight. Before placing the non-shrink grout, concrete surfaces shall be sandblasted, thoroughly cleaned of sand and any other foreign matter, and coated with epoxy bonding compound. After connection of the new inlet pipe, the Contractor shall rechannel the inside of the existing manhole base to provide a smooth flow channel to the new exit pipe.

G. The throat shall be constructed using appropriately sized reinforced concrete grade rings to bring the manhole cover to finished grade surface. No plastic sealing gaskets shall be used for jointing grade or extension rings.

H. Manhole top blocks shall be poured against forms constructed to the specified dimensions shown on SS1A of the Standard Drawings.

I. All manholes located on slopes steeper than 3:1 (horizontal to vertical) in easement areas shall be constructed with a reinforced concrete, reinforced concrete masonry unit or interlocking masonry unit retaining walls and be installed around manhole rims and top blocks where required by the City of Richmond.

J. All manholes shall be tested in accordance with Section 4-1.19 - Pipeline Cleaning, Testing and Televising.

K. Temporary covers shall be used during construction until permanent frames and covers are installed. 1056
93 RECONSTRUCTION OF EXISTING STRUCTURES
A. General

1. Reconstruction work on any particular structure shall be diligently prosecuted so as to be completed within three (3) calendar days after work is begun on that particular structure. The Contractor shall provide continuous access for City of Richmond maintenance forces to the structure at all times.

2. When removing existing structures, the Contractor shall take precautions to ensure that no foreign material enters the structure or the downstream system. Before any work is started, the base shall be covered with a plywood (“false bottom”), and then the false bottom shall be covered with a drop cloth of heavy canvas. The drop cloth and false bottom shall be kept in place during the work to catch debris, and upon completion, shall be removed with the collected debris. No debris shall enter the downstream system or be allowed to remain in the manhole.

B. Structure Adjustments and Repairs
All workmanship and materials for structure adjustments shall conform to the requirements of these Specifications. In the case of existing brick or cast-in-place concrete structures, repair or adjustments shall be accomplished with materials in kind or with precast elements as detailed on the job plans.

1. Existing structure precast elements, adjustment rings, frames, and covers removed for adjustments and/or repairs may be reinstalled only when such undamaged items are permitted by the Inspector for reuse.

2. Manhole adjustments shall be accomplished by one of the methods specified below or as detailed on the job plans.
a. Upward adjustments of manholes to finish grade surface may be accomplished with reinforced concrete grade rings, formed concrete and/or a single cast iron extension ring when the adjusted manhole throat will not exceed twelve (12) inches in height. In no case shall multiple cast iron extension rings be used in adjustments. When adjustments are made that position the bottom of the cast iron manhole frame above the existing concrete top block, the top block shall be reconstructed in accordance with the requirements on SS-1 through SS-5 & SS-7A & SS-7B of the Standard Drawings.
b. Whenever upward adjustment of manholes would result in a completed manhole throat section exceeding twelve (12) inches in height, the upper manhole section, including the top block and cone section, shall be removed and the adjustment shall be made by reconstructing the structure using manhole barrel and cone sections, grade rings and frames and covers in accordance with the requirements of these Specifications and SS-1 through SS-5 & SS-7A & SS-7B of the Standard Drawings.
c. Downward adjustments of manholes shall be accomplished by removal of existing grade or extension rings and cone and barrel sections as required, and reconstructing the structure using manhole barrel and cone sections, grade rings and frames and covers in accordance with the requirements of these Specifications and SS-1 through SS-5 & SS-7A & SS-7B of the Standard Drawings.

3. Rodding inlet adjustments shall be accomplished by one of the methods specified below or as detailed on the job plans.
a. Upward adjustments of rodding inlets shall be accomplished with formed concrete or cast iron extension rings where the extension will not exceed eight (8) inches, including any previous adjustments. When adjustments are made that position the bottom of the cast iron frame above the existing concrete top block, the top block shall be reconstructed in accordance with the requirements of these Specifications and SS-8A of the Standard Drawings. b. Upward adjustments of rodding inlets exceeding eight (8) inches shall be accomplished by removing the structure’s frame, cover, and top block, and reconstructing the structure in accordance with the requirements of these Specifications and SS-8A of the Standard Drawings.

Pipe used for such adjustments shall be as required for pipeline repair and shall be installed so as to extend the line and grade of the existing pipe.
c. Downward adjustments of rodding inlets shall be accomplished by removal and reconstructions of the entire upper section of the structure including the top block. 1057
94 4-1.18 ALL-WEATHER ACCESS ROADS

GENERAL

THE REQUIREMENT
All-weather roads shall be provided for permanent maintenance access to all sewer structures (i.e., manholes and rodding inlets). The Contractor shall construct these roads as shown on the Plans and specified in this Section.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill
B. Section 4-1.14 - Asphalt Concrete Pavement and Base Restoration C. Section 4-1.22 - Cast in-Place Concrete

CONTRACTOR SUBMITTALS
A. Road Maintenance and Repair Agreement
An Access Road Maintenance Agreement shall be executed and recorded prior to City of Richmond’s “Final Review for Construction” of job Plans. The agreement shall be in City of Richmond's standard form and shall require that the owners of properties served by sewers to be accessed from a particular road maintain that road in good repair at all times for routine and/or emergency access by City of Richmond maintenance vehicles.

PRODUCTS

MATERIALS
A. Type 1 Bedding and Backfill Material Aggregate Base shall be in accordance with the requirements of Section 4-1.07 - Excavation, Bedding and Backfill.

B. Asphalt Concrete shall be in accordance with Section 4-1.14 – Asphalt Concrete Pavement and Base Restoration.

C. Concrete shall be in accordance with the requirements of Section 4-1.22 - Cast in-Place Concrete.

EXECUTION

REQUIRED STRUCTURAL CROSS SECTION
A. The minimum structural cross section for all-weather access roads shall depend on the finished grade of roadway as follows:

1. For finished grades less than ten percent (10%): the structural cross section of the road shall consist of a surface course having a minimum thickness of eleven (11) inches of Type 1 Bedding and Backfill Material (newly quarried crushed “Clayton Blue” or equal, not recycled material or mined alluvium), or equivalent section based on Caltrans “Gravel Equivalent Method”, over competent native sub-base.

Sub-base and Type 1 Bedding and Backfill Material shall be compacted to ninety-five percent (95%) relative compaction.

2. For finished grades between ten percent (10%) and fifteen percent (15%): the structural cross section of the road shall consist of a surface course having a minimum thickness of two and one-half (2-1/2) inches of Asphalt Concrete (AC), over a minimum of nine (9) inches of Type 1 Bedding and Backfill Material (newly quarried crushed “Clayton Blue” or equal, not recycled material or mined alluvium), or equivalent based on Caltrans “Gravel Equivalent Method”, or six (6) inches reinforced concrete (#4 @ 16” OC each way, or equivalent WWF), over a minimum of three (3) inches Type 1 Bedding 1058
95 Material sub-base. Sub-base and Type 1 Bedding and Backfill Material shall be compacted to ninety five percent (95%) relative compaction.

3. For finished grades between fifteen percent (15%) and twenty percent (20%): the structural cross section of the road shall consist of a surface course of a minimum thickness of six (6) inches of reinforced concrete (#4 @ 16” OC each way, or equivalent WWF) over a minimum of three (3) inches Type 1 Bedding Material sub-base compacted to ninety five percent (95%) RC, grooved per Contra Costa County Fire Protection District Drawing. No. FPS-001-D3.

4. Grades exceeding twenty percent (20%) shall not be allowed.

REQUIRED GEOMETRY
A. Minimum geometric requirements for all-weather access roads shall be as follows:

1. The minimum width of access roads shall be twelve (12) feet.

2. The maximum cross slope of access roads shall be two percent (2%).

3. The minimum radius at the centerline of access roads shall be twenty-eight (28) feet.

4. Access roads shall either have access to a public road at each end, or shall have a turn-around.

DRAINAGE
Engineered drainage facilities to properly convey storm water runoff from the roadway surface and adjacent areas into storm drains or drainage ways shall be provided.
4-1.19 PIPELINE CLEANING, TESTING AND TELEVISING

GENERAL

THE REQUIREMENT
A. The Contractor shall furnish all labor, materials, tools, and equipment necessary to clean, perform acceptance testing, and provide for televising of completed sewer pipelines.

B. The Contractor shall notify the Inspector at least one (1) business day prior to any cleaning or testing work. All final testing and cleaning of sewer lines shall be done in the presence of the Inspector.

C. The Contractor shall complete cleaning and testing of sewer lines as required in this Section prior to requesting television inspection.

D. In new subdivisions or jobs involving potential conflicts with other new underground utilities, preliminary tests may be conducted at the discretion of the Contractor or Inspector at any time. The final test for acceptance will be made after the installation of all underground facilities, curb, gutter, lateral sewers and subbase, but prior to placing the final layer of paving.

E. If deficiencies are identified during testing, the Contractor shall re-test after the deficiencies have been corrected.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.07 - Excavation, Bedding and Backfill

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ASTM C 969 Standard Practice for Infiltration and Exfiltration Acceptance Testing of Installed Precast Concrete Pipe Sewer Lines
ASTM C 1091-03a Test Method for Hydrostatic Infiltration Testing of Vitrified Clay Pipe Lines
1059
96 AWWA C600-54T Installation of Ductile-Iron Water Mains and Their Appurtenances ASTM D 3034 Specification for Type PSM Poly (Vinyl Chloride) (PVC) Sewer Pipe and Fittings
ASTM F 679 Specification for Poly (Vinyl Chloride) (PVC) Large-Diameter Plastic Gravity Sewer Pipe and Fittings

PRODUCTS

MATERIAL REQUIREMENTS
Mandrels, temporary plugs, low-pressure testing equipment and all other necessary materials shall be provided by the Contractor, subject to the Inspector’s approval. No materials shall be used which would be injurious to the public, personnel, adjacent improvements or the pipeline. Air test gauges shall be laboratory-calibrated test gauges and shall be recalibrated by a certified laboratory prior to the leakage test. Gauge shall be easy to read in no more than one (1) pound per square inch (psi) per increments and have a maximum full-scale range of five (5) psi.

EXECUTION 3.1 GENERAL
A. The Contractor shall clean pipelines by balling and flushing or Hydroflushing prior to deflection and pressure testing.

B. The Contractor shall perform deflection and pressure tests after submittal of compaction reports demonstrating compliance with the backfill compaction requirements included in Section 4-1.07 - Excavation, Bedding and Backfill, and before acceptance television inspections.

C. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

CLEANING
A. After all work on the pipeline installation has been completed to the satisfaction of City of Richmond, including all manhole channeling, the Contractor shall clean the pipe in the presence of the Inspector.

B. The Contractor shall clean all new main and trunk sewer installations, and such site collector and side sewer system installations deemed necessary by the Inspector, with a cleaning ball or device in accordance with the device manufacturer's instructions or recommendations and flushed. Hydroflush pressure must be maintained below two thousand (2,000) psi. Traps with screens in accordance with industry standards shall be used to trap debris. The Contractor shall remove all debris from the manhole prior to removing the trap.

C. Release of water during and/or after cleaning and testing has been completed, shall be performed in a manner approved by the Inspector. The Contractor shall be responsible for the proper disposal of water released.

D. The Contractor shall perform an additional cleaning of the pipeline after the installation of final paving, top block, frames and covers, and after all other required inspections, prior to acceptance, if required by the Inspector due to a reasonable determination that additional debris may have accumulated in the pipeline after initial cleaning.

DEFLECTION TESTING
PVC and HDPE pipe (8) eight inches in diameter or larger shall be tested for deflection, joint displacement, or other obstruction by passing a rigid mandrel through the pipe. Deflection shall be tested after submittal of daily compaction reports demonstrating compliance with, but prior to, permanent resurfacing. The mandrel shall be a full 1060
97 circle, rigid, non-adjustable, an odd-numbered leg (9 leg minimum), approved by the Engineer as to design and manufacturer. Mandrel size shall meet the minimum requirements set forth in ASTM D 3034 and ASTM F 679.

The circular cross section of the mandrel shall have a diameter of at least ninety five percent (95%) of the specified average inside diameter of the pipe and the minimum length of the circular portion of the mandrel shall be equal to the nominal diameter of the pipe. Where obstructions and excessive deflection encountered by the mandrel, the Contractor shall remove, replace and retest the deficient section. Rerounding will not be allowed.

PIPELINE LEAKAGE TESTING
A. Repaired Pipelines shall be Re-Tested as Follows:

1. For gravity sewers the Contractor shall conduct a low-pressure air test or a water pressure test.

Sewers seventeen (17) inches or greater in diameter shall not be tested with air.

2. For pressure sewers (force mains), the Contractor shall conduct an air-over-water pressure test at one hundred twenty percent (120%) of maximum design operating pressure, measured at the lowest point of the pipeline section being tested.

B. Air Pressure Test

1. Each section of main sewer and its appurtenant connected laterals shall be tested between successive manholes by plugging and bracing all openings in the sewer lines. If any leaks are found, the air pressure shall be released, the leaks eliminated, and the test procedure started over again.

2. Air tests shall be conducted in accordance with the following procedure and the details shown on SS18 & SS-19 of the Standard Drawings. All necessary test equipment shall be in proper working order and tests shall be made in the presence of the Inspector. Test plugs shall be carefully placed at each end of the section of line to be tested. When all necessary test equipment is in place, a compressed air supply shall be attached to the air fitting on the test equipment and the air pressure within the line increased to four (4) pounds per square inch (psi). After the air supply is securely turned off or disconnected, there shall be a two (2) minute waiting period to allow stabilization of air within the sewer line before the actual test period begins. In no case shall the air pressure within the line be less than three and one- half (3-1/2) pounds per square inch at the beginning of the test period. The allowable air pressure loss shall not exceed one (1) pound per square inch. When testing sewers up to and including sixteen (16) inches in diameter, refer to SS-18 & SS-19 of the Standard Drawings for the length of the test period. When testing side sewers, or portions thereof, the test period shall be four (4) minutes and the allowable loss shall not exceed one (1) pound per square inch. After completion of a test, the air pressure shall be released slowly through the valve, which is incorporated in the test equipment. Air test plugs shall not be removed until the air pressure is no longer measurable.

C. New sewers larger than seventeen (17) inches in diameter shall be hydrostatically tested in accordance with the following procedure:

1. After installation, all new trunk sewer pipelines shall be thoroughly cleaned prior to pressure testing.

A section of trunk sewer shall be prepared for testing between two structures by plugging the inlet side of the discharge manhole and all openings in the upstream manhole except the discharge opening. All plugs shall be properly braced against the manhole wall to withstand the forces of the test in order to prevent loss in the event of a failure.

2. A section of the trunk sewer prepared as above shall be tested by filling it with water to an elevation five (5) feet above the top of pipe at the upstream end of the test section, or five (5) feet above the existing groundwater elevation, whichever is greater. The water shall be introduced into the test section at least one (1) hour in advance of the test period and refilled as necessary prior to commencement of the test period to allow the pipe and joint material to become saturated. The loss in water may be determined by measuring the rate of fall of the water level, but the level shall not be allowed to fall more than one (1) foot below the specified head during the test period.

3. For RCP, the pressure shall be maintained for not less than four (4) hours and the leakage rate shall not exceed two hundred (200) gallons per inch of diameter per mile of pipe for twenty-four (24) hours (ASTM C 969-02). For VCP, the pressure shall be maintained for not less than one (1) hour and the leakage rate shall not exceed two hundred (200) gallons per inch diameter per mile for twenty-four (24) hours (ASTM C 1091-03a). For DIP, the pressure shall be maintained for not less than one (1) hour and the leakage rate shall not exceed seventy (70) gallons per inch diameter per mile of pipe of twenty-four (24) hours (AWWA C600-54T).
1061
98 D. When leakage exceeds the amount allowed by the specifications, the Contractor shall locate the leaks, submit a repair procedure for the Inspector’s review, and make the necessary repairs.

TESTING OF MANHOLES
A. City of Richmond may require hydrostatic testing for leakage after installation and prior to backfilling.

Prior to hydrostatic testing, all manholes shall be visually inspected. All defects shall be repaired by the Contractor, with non-shrink grout, to the satisfaction of the Inspector. All pipes entering the manhole shall be sealed at a point outside the manhole walls so as to include testing of the pipe/manhole joints.

Safety lines shall be secured to all plugs utilized. The manhole shall be filled with water to a level two (2) inches below the top of the frame. After a period of at least one (1) hour to allow the water level to stabilize, the manhole shall be refilled and the water level shall be checked. The water level shall again be checked after a period of four (4) hours. If the water level drops by more than one (1) inch, the leakage shall be considered excessive, and the Contractor shall make necessary repairs and retest the manhole.

B. As an alternative to manhole hydrostatic testing, the Inspector may allow the use of vacuum testing. A vacuum of ten (10) inches of mercury shall be drawn on the manhole, the valve on the vacuum line of the test hood closed and the vacuum pump shut off. The manhole shall be deemed to have passed the test if the vacuum drop is less than one (1) inch of mercury during a one (1) minute test period.

TELEVISION INSPECTION
A. CCTV inspection shall be performed by the contractor upon substantial completion and prior to the end of a one year warranty period. The CCTV inspection shall be PACP compliant and compatible with COR database. The CCTV inspections shall be provided to COR in a digital format for review prior to acceptance.

B. The procedure outlined in items 1 through 11 below will be repeated until all deficiencies observed by television inspection have been corrected to the complete satisfaction of City of Richmond.

1. The Contractor shall request television inspection once the following procedures have been completed:
a. Sewer pipelines are installed, backfilled, and compacted. b. Structures are in place, all channeling is complete and pipelines are accessible from structures. c. All other underground facilities, utility piping, and conduits in the vicinity are installed. d. For street locations, placement of aggregate base has been completed. e. Pipelines to be inspected have been cleaned and flushed. f. Final pressure test has been completed.
g. Mandrel testing is complete.

2. After the above work is complete, the Contractor shall request the Inspector to have City of Richmond establish a date for television inspection.

3. The Contractor for the project will be notified by phone as to the scheduled date of the television inspection, and shall arrange for water to be available the date of the inspection.

4. If the jobsite will not be ready or accessible for the television inspection on the scheduled date, the Contractor shall notify the Inspector of the necessary cancellation at least twenty-four (24) hours in advance of the scheduled inspection to avoid being charged a cancellation fee. a. If the City of Richmond's television crew arrives at the jobsite and the work is not ready or accessible, the Contractor will be billed the cancellation fee payable to City of Richmond prior to the date of rescheduled television inspection.
b. The Contractor shall reschedule inspection as outlined above.

5. All CCTV inspections shall be at the contractors cost and incorporated into the contractor’s proposal.

The CCTV inspections shall be provided to COR in a digital format for review prior to acceptance.

6. The entire job will be initially televised by City of Richmond. If no deficiencies are observed, the work will be considered satisfactory. If deficiencies are observed, a recording will be made and defects serious enough to require correction will be determined by the Inspector.

7. Notification will be made in writing of any deficiencies revealed by the television inspection that will require repair. If corrective work is indicated and viewing of the recording is desired, the Contractor shall contact the Inspector to set a time for the viewing. 1062
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9. Those portions of the pipeline where deficiencies have been corrected must be re-televised. Payment of re-television inspection fees must be received by City of Richmond prior to the scheduled date of the television re-inspection.

10. All sewer stubs will be televised.

11. The following observations from television inspections will be considered defects requiring correction prior to paving:
a. Low spot 0.125 x diameter of pipe or greater (e.g., 1 inch for 8-inch pipe). b. Joint separations (three-quarter (3/4) inch or greater opening between pipe sections). c. Cocked joints present in straight runs or on the inside of pipe curves. d. Chips in pipe ends.
e. Cracked or damaged pipe.
f. Offset joints.
g. Infiltration.
h. Debris or other foreign objects.
i. Other obvious deficiencies.

C. Television inspection of the work and the correction of observed defects shall not relieve the Contractor of its responsibility for the one (1) year guarantee period. City of Richmond may inspect and/or televise portions of any projects during said guarantee period. This inspection may include a televising of the pipelines and the checking of the pipeline deflection in the case of plastic pipes. 4-1.20 PROTECTION OF TREES AND RESTORATION OF LANDSCAPING

GENERAL

THE REQUIREMENT
A. The Contractor shall protect trees and restore landscaping in accordance with the requirements of this Section.

B. The Contractor shall exercise due diligence and implement necessary precautions so as not to needlessly damage or destroy trees, shrubs or other landscaping including those within street rights-of-way and project limits. Removal or pruning of trees or shrubs shall occur only with prior approval of the Inspector and only in the presence of and under the supervision of a certified arborist acceptable to City of Richmond. If the Contractor damages any tree or shrub not specifically designated for removal on the plans, the Contractor shall replace or trim the damaged tree or shrub as directed by a certified arborist engaged by the Contractor and acceptable to City of Richmond. The Contractor shall obtain approval from the jurisdictional agency where required, and the owner of the trees and or shrubs prior to replacement or pruning.

C. The roots of trees or shrubs not specifically designated for removal on the plans shall be protected from damage by the Contractor's operations. If necessary for preservation of trees or shrubs, as determined by the arborist, the Contractor shall either hand dig or use an “air-spade” around roots in the drip zone. No tree roots over two (2) inches in diameter shall be cut without permission of the Inspector. Trees shall be supported during excavation, and no herbicides shall be used.

D. Existing growth on adjacent land and rights-of-way shall be preserved. Construction equipment shall not be operated in areas designated for preservation. If necessary for preservation of trees and shrubs, the Contractor shall install temporary protective fences, protective padding and/or staked straw bales around trunks of trees along the construction alignment to prevent damage by vehicles, equipment and material storage, pedestrian activity, and/or disposal of phytotoxic material. 1063
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REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ANSI A 300 American National Standards Institute, Pruning Standards ISA International Society of Arboriculture Tree Pruning Guidelines

CONTRACTOR SUBMITTALS
A list of the materials used, together with typical certificates of each material, shall be submitted to City of Richmond prior to the final acceptance of the job.

QUALITY ASSURANCE
A. The Contractor shall request inspection at least one (1) business day in advance of the time inspection is required. Inspection will be required on the following stages of the work:

1. During preliminary grading, soil preparation and initial weeding.

2. When trees are spotted for planting, but before planting holes have been excavated.

3. When finish grading has been completed.

4. When all specified work, except warranty work has been completed.

5. Final inspection at the completion of the warranty period.

B. Plants shall be subject to inspection upon delivery to the site and at any time before or during progress of the work.

C. Rejected plants shall be identified in an obvious manner, removed from the site and replaced.

CLEANUP
During landscaping work and upon completion of planting operations, the site used for work or as a storage area by the Contractor shall be maintained in a neat and clean condition.

MAINTENANCE OF LANDSCAPING DURING WARRANTY PERIOD
A. The Contractor shall be responsible for protecting, watering and maintaining all planting and irrigation systems until the end of the warranty period.

B. Trees and shrubs shall be thoroughly soaked after planting and provided with additional water at intervals as necessary to provide for good health and growth of the planting.

PRODUCTS

GENERAL
All landscaping materials for soil conditioning, weed abatement, or planting shall be first-grade, commercial quality and shall have certificates indicating the source of material, analysis, quantity, or weight attached to each sack or container or provided with each delivery.

TOPSOIL
Topsoil shall be obtained from naturally drained areas and shall be fertile, friable loam suitable for plant growth, and be of uniform quality, free from stiff or lumpy clay, hard clods, hardpan, rocks, disintegrated debris, plants, roots, seeds, or any other materials that would be toxic or harmful to plant growth. Topsoil shall contain no harmful weeds or harmful weed seeds.
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FERTILIZER AND ADDITIVES
Fertilizer shall be furnished in bags or other standard containers with name, weight, and guaranteed analysis of contents clearly marked thereon, and shall be applied at recommended rates.

MULCH
Mulching material shall be shredded bark, free of sticks, stones, clay or other foreign materials.

PLANT MATERIALS
A. All plants shall be symmetrical and shall conform to the size, age and condition as specified on the plant list. Plants shall be of sound health, vigorous, and free from plant disease and shall be well-branched, shall have full foliage when in leaf, and shall have a healthy well-developed normal root system. Cold storage plants will not be accepted.

B. Roots and root balls of all plants shall be adequately protected at all times from sun and/or drying winds.

C. Trees shall have straight trunks and all abrasions and cuts shall be completely callused over. In no case shall trees be topped before delivery.

STAKES
A. Stakes for supporting trees shall be two (2) inch diameter sound No. 2 redwood or lodge pole pine stakes.

B. Tree ties shall be approved by the Inspector prior to use.

EXECUTION

GENERAL
A. The Contractor shall provide protection to structures, pavements, adjacent properties and other facilities that are subject to damage during landscape work. Open excavations shall be provided with barricades and warning lights which conform to the requirements of governing authorities and the Cal/OSHA safety requirements from dusk to dawn each day and when needed for safety.

B. Work shall meet or exceed the requirements of these Specifications unless applicable requirements of an agency having jurisdiction (including the terms and conditions of an encroachment permit issued by a city or county) are greater, in which case the greater requirements shall govern.

REMOVAL OF TREES AND SHRUBS
A. The Inspector may authorize removal of tree and shrub branches that interfere with construction operations. When tree or shrub branches must be removed, the removal shall be done in a manner that does not injure the tree or shrub as directed by a certified arborist engaged by the Contractor and acceptable to City of Richmond. The trimming shall be completed in a manner that will preserve the symmetry of the tree or shrub presenting a balanced appearance. No stubs, splits or torn branches shall remain following the trimming. Clean cuts shall be made close to the trunk or a large branch.

B. The Contractor shall notify the Inspector a minimum of one (1) week in advance if a tree limb greater than three (3) inches in diameter needs to be removed and shall request authorization to remove the limb from the owner. Submitting a request to remove limbs does not guarantee approval. If approval is denied, the Contractor shall modify its operation in order to protect the limb.

C. Trees or shrubs designated for removal shall be felled in sections from the top down and removed in such a manner as not to injure standing trees, plants, structures or other improvements. Trees or shrubs to be removed shall be removed to a depth of eighteen (18) inches below existing minimum grade. 1065
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D. Trunks, stumps, dead or fallen limbs and branches, and roots of dead vegetation within the construction limits shall be removed from the jobsite.

E. The Contractor shall notify the Inspector prior to removal of any tree with a trunk diameter greater than six (6) inches at four and one-half (4-1/2) feet above its natural grade or any riparian tree with a trunk diameter of four (4) inches at four and one-half (4-1/2) feet above its natural grade or a multi-trunk riparian tree with a cross-sectional area of all trunks equal to a cross-section of a single stem of four (4) inches at four and one-half (4-1/2) feet above its natural grade. “Riparian Tree” is a tree within thirty (30) feet of the edge of a creek bank.

PRUNING AND MULCHING
A. Root Pruning

1. No tree roots larger than two (2) inches in diameter shall be cut without the permission of the Inspector. A certified arborist engaged by the Contractor and acceptable to City of Richmond shall be present during trenching in root zones. If roots larger than two (2) inches in diameter are cut, the arborist may require some plant reduction. The arborist shall evaluate damaged trees and shrubs for stability, health, and aesthetic appearance. If reduction or removal is required, the Contractor shall notify the owner in writing and approval shall be secured prior to pruning or removal.

2. All damaged roots regardless of size shall be pruned square and clean, in accordance with standard horticultural practice.

B. Pruning of Trees and Shrubs

1. Pruning shall be done under the direction and in the presence of a certified arborist acceptable to City of Richmond and performed by tree workers who are competent in the area of tree trimming, maintenance, repairing and removal and familiar with equipment used in this work. The use of climbing spurs, spikes, or irons is prohibited in pruning operations on live trees. Pruning shall be done in accordance with the ISA “Pruning Guidelines” and ANSI A-300 Standards.

2. All cuts shall be made close to the trunk without cutting into the branch collar so that closure can readily start under normal conditions. Clean cuts shall be made at all times. Heavy branches shall be notched from below to prevent splitting or peeling the bark. Cuts and wounds shall be treated with tree dressing where open wounds may attract insects that carry disease or allow fungus invasion.

After use on a tree or shrub known to be diseased, tools shall be disinfected with methyl alcohol or seventy percent (70%) bleach solution after each cut and before use on another tree or shrub.

3. No more than thirty-three percent (33%) of the total plant mass shall be reduced at a single operation.

Where practical, avoid cutting back to small suckers. In reducing overall size, attention shall be given to achieving a symmetrical appearance. The top shall remain higher than the sides to maintain a natural appearance.

C. All dead wood or suckers and all broken or badly bruised branches shall be removed by thinning out and shortening branches. All cuts shall be made just above a healthy bud. Pruning shall be done with clean, sharp tools.

D. Plants shall be mulched after planting has been completed. A layer of mulch materials shall be spread on finished landscaping grade to a depth of two (2) inches. Mulching around isolated plants shall be six (6) inches greater in diameter than the planting hole.

REPLACEMENT OF DAMAGED TREES AND SHRUBS
A. If any tree or shrub is damaged by the Contractor's operations, the Contractor shall immediately notify the Inspector and the Owner of the tree or shrub. If, in the judgment of a certified arborist engaged by the contractor and acceptable to City of Richmond, the damage is such that replacement is necessary, the Contractor shall replace the tree or shrub. If possible, the replacement shall be of like size and variety as the tree or shrub damaged.

B. The size of replacement trees shall be no less than three (3) inches in diameter or less than six (6) feet in height contained in a 24" x 24" box. The size of replacement shrubs shall not be less than five (5) gallon 1066
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in size. Place topsoil around tree to allow root crown to remain at the original grade so that the root flares can be seen for at least several inches away from the trunk. The root crown shall remain dry and free of debris, such as lawn or ivy. Place an acidic, organic compost or mulch around the rooting area.

SOIL PREPARATION
A. The landscape work shall not begin until all other trades have repaired all areas of settlement, erosion, rutting, etc., and the soils have been re-established, re-compacted and refinished to finish grades.

B. Areas requiring grading by the landscaper including adjacent transition areas shall be uniformly level or sloping between finish elevations to within 0.10 ft. above or below required finish elevations.

C. The landscape work shall not proceed until roadways and irrigation systems are in place, and other construction operations are completed to a point where the landscape areas will not be disturbed. The subgrade shall be free of waste materials of any kind.

D. During grading, waste materials in the planting areas such as weeds, rocks (2 inches and larger), building materials, rubble, wires, cans, glass, lumber, sticks, etc., shall be removed from the site. Weeds shall be dug out by the roots.

E. Fertilizers, additives, seed, peat, etc. subject to moisture damage shall be kept in a weatherproof storage place in such a manner that they will be kept dry.

F. After removal of waste materials, the planting areas’ subgrade shall be scarified and pulverized to a depth of no less than six (6) inches and all surface irregularities below the cover of topsoil removed.

G. Finish grading shall consist of:

1. Final contouring of the planting areas.

2. Placing four (4) inches of topsoil over all areas to be planted unless shown or specified otherwise.

3. Placing all soil additives and fertilizers.

4. Tilling of planting areas.

5. After tilling, bring areas to uniform grades by floating and/or hand raking.

6. Making minor adjustment of finish grades as directed by the Inspector.

7. Removing waste materials such as stones, roots, or other undesirable foreign material and raking, discing, dragging, and smoothing soil ready for planting.

H. Topsoil shall be uniformly distributed over all areas where required. Subgrade and topsoil shall be damp and free from frost.

I. Surface drainage shall be provided as shown by grading the surface to facilitate the natural run-off of water. Low spots and pockets shall be filled with topsoil and graded to drain properly.

J. Finish grade of all planting areas shall be one and one-half (1-1/2) inches below finish grades of adjacent pavement of any kind.

DELIVERY, STORAGE AND HANDLING OF PLANT MATERIALS
A. Plants shall not be pruned prior to delivery.

B. Plant material shall be planted on the day of delivery if possible. The Contractor shall protect the stock in a temporary nursery at the project site where it shall be protected from sun and drying winds and shall be shaded, kept moist, and protected with damp soil, moss or other acceptable material.

C. No plants shall be bound with wire or rope at any time so as to damage the bark or break branches.

D. Plants shall not be picked up or moved by stem or branches, but shall be lifted and handled from the bottom of the ball or the sides of the containers. Plants with balls cracked or broken before or during 1067
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planting operations will not be accepted and shall be immediately removed from the site and replaced.

TREE AND PLANT LOCATIONS
A. The Contractor shall locate and stake all tree and shrub locations and have the locations approved by the Property Owner before starting excavation of planting holes.

B. No trees shall be located closer than eighty-four (84) inches to sewers or sewer structures.

PLANTING HOLES
A. Planting holes shall be excavated circular pits centered on location stakes with vertical sides and flat or saucer shape bottom.

B. Holes for trees shall be at least two (2) feet greater in diameter than the specific diameter of ball or spread of roots, and at least six (6) inches below depth of ball or roots.

PREPARED BACKFILL
A. All soil for backfilling operations shall be prepared soil consisting of: one (1) part soil amendment, three (3) parts of topsoil. Commercial fertilizer shall be mixed with topsoil per manufacturer’s printed recommendations.

B. Soil amendments shall be thoroughly mixed on the site before placement. Mixing of materials in pits will not be permitted.

ROCKS OR UNDERGROUND OBSTRUCTIONS
In the event that rock or underground obstructions are encountered in the excavation of plant pits, alternative locations shall be selected by the Property Owner.

SETTING PLANT MATERIALS
A. Prior to setting, all broken or frayed roots shall be properly cut off. Water shall be applied if necessary to provide ideal moisture for filling and for planting as specified herein.

B. Plants shall be set plumb and straight in the center of pits.

C. Planting soil around roots or root balls shall be compacted and watered. Muddy soil shall not be used for backfilling.

D. All plants shall be thoroughly watered immediately after planting.

E. Remove all tags and labels after final inspection.

STAKING
A. Staking of trees shall be done immediately after planting. Plants shall stand plumb after staking.

B. Trees less than two (2) inches in diameter shall be supported by two (2) stakes placed diametrically opposite at perimeter line of the root ball and to sufficient depth to hold the tree rigid. Trees shall be supported by guy wires in accordance with standard horticultural practice. 1068
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4-1.21 REINFORCEMENT STEEL

GENERAL

THE REQUIREMENT
The Contractor shall furnish, fabricate, and place all concrete reinforcement steel, welded wire fabric, couplers and concrete inserts for use in reinforced concrete.

RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.25 - Grout

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ACI 315 Detail and Detailing of Concrete Reinforcement
ACI 318 Building Code Requirements for Structural Concrete and Commentary ASTM A 82 Specification for Steel Wire, Plain, for Concrete Reinforcement ASTM A 185 Specification for Steel Welded Wire Reinforcement, Plain for Concrete ASTM A 615 Specification for Deformed and Plain Billet-Steel Bars for Concrete Reinforcement ASTM A 775 Specification for Epoxy-Coated Reinforcing Steel Bars CRSI MSP-1 Concrete Reinforcing Steel Institute Manual of Standard Practice

QUALITY ASSURANCE
If requested by City of Richmond, the Contractor shall provide samples from each heat of reinforcement steel delivered in a quantity adequate for testing.

PRODUCTS

GENERAL
Materials specified in this Section that may remain or leave residue on or within the concrete shall be classified as acceptable for potable water use by the U.S. Environmental Protection Agency.

REINFORCEMENT STEEL
A. Reinforcement Steel for all cast-in-place, reinforced concrete construction shall conform to the following requirements:

1. Bar reinforcement shall conform to the requirements of ASTM A 615 for Grade 60 Billet Steel Reinforcement with supplementary requirement S-1, or as otherwise shown.

2. Welded wire fabric reinforcement shall conform to the requirements of ASTM A 185 and the details shown; provided that welded wire fabric with longitudinal wire of W4 size wire and smaller shall be either furnished in flat sheets or in rolls with a core diameter of not less than ten (10) inches; and provided further that welded wire fabric with longitudinal wires larger than W4 size shall be furnished in flat sheets only.

3. Spiral reinforcement shall be cold-drawn steel wire conforming to the requirements of ASTM A 82.

B. Accessories:

1. Accessories shall include all necessary chairs, slab bolsters, concrete blocks, tie wires, dips, supports, spacers and other devices to position reinforcement during concrete placement. All bar supports shall meet the requirements of the CRSI Manual of Standard Practice, including special requirements for supporting epoxy-coated reinforcing bars. Wire bar supports shall be CRSI Class 1 for maximum 1069
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protection with a one-eighth (1/8) inch minimum thickness of plastic coating that extends at least onehalf (1/2) inch from the concrete surface. Plastic shall be gray in color.

2. Concrete blocks (dobies), used to support and position reinforcement steel, shall have the same or higher compressive strength as specified for the concrete in which it is located. Wire ties shall be embedded in concrete block bar supports.

C. Epoxy coating for reinforcing and accessories, where indicated, shall conform to ASTM A 775.

MECHANICAL COUPLERS
If the Contractor proposes the use of mechanical couplers, it shall submit product data for City of Richmond approval.

EPOXY GROUT
Epoxy for grouting reinforcing bars shall be specifically formulated for such application, for the moisture condition, application temperature and orientation of the hole to be filled. Epoxy grout shall meet the requirements specified in Section 4-1.25 - Grout.

EXECUTION

GENERAL
A. All reinforcement-steel, welded wire fabric and other appurtenances shall be fabricated and placed in accordance with the requirements specified herein. Welded splices or mechanical couplers shall not be used unless approved by City of Richmond. Reinforcement shall not be straightened or re-bent.

FABRICATION
A. Reinforcement steel shall be accurately formed, and the fabricating details shall be prepared in accordance with ACI 315 and ACI 318. Stirrups and tie bars shall be bent around a pin having a diameter not less than one (1) inch for No. 3 bars, two (2) inches for No. 4 bars and No. 5 bars. Bars shall be bent cold. The Contractor shall fabricate reinforcement bars for structures in accordance with bending diagrams, placing lists and placing drawings.

B. Fabricating Tolerances: Bars used for concrete reinforcement shall meet the following requirements for fabricating tolerances:

1. Cut or sheared length: 1 inch

2. Depth of truss bars: +0, -1/2 inch

3. Stirrups, ties, and spirals: 1/2 inch

4. All other bends: 1 inch

PLACING
A. Reinforcement steel shall be accurately positioned and shall be supported and wired together to prevent displacement, using annealed-iron wire ties or suitable clips at intersections. Concrete, plastic, metal supports, spacers, or metal hangers shall support all reinforcement steel. Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used, in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. All concrete blocks used to support reinforcement steel shall be tied to the steel with wire ties that are embedded in the blocks. For concrete over form work, the Contractor shall furnish concrete, metal, plastic or other acceptable bar chairs and spacers.

B. Limitations on the use of bar support materials shall be as follows:
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1. Concrete dobies are permitted at all locations, except where architectural finish is required.

2. Wire bar supports are permitted only at slabs over dry areas and exterior wall surfaces.

3. Plastic bar supports are permitted at all locations, except on grade.

4. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage.

C. Bars additional to those shown that may be found necessary or desirable for the purpose of securing reinforcement in position shall be provided by the Contractor.

D. Unless otherwise specified, reinforcement placing tolerances shall be within the limits specified in Section 7.5 of ACI 318.

E. Bars may be moved as necessary to avoid interference with other reinforcement steel, conduits, or embedded items. If bars are moved more than one (1) bar diameter or enough to exceed the specified tolerances, the resulting arrangement of bars shall be as acceptable to City of Richmond.

F. Welded wire fabric reinforcement placed over horizontal forms shall be supported on slab bolsters. Slab bolsters shall be spaced not more than thirty (30) inches on centers, shall extend continuously across the entire width of the reinforcement mat, and shall support the reinforcement mat in the plane indicated.

G. Welded wire fabric placed over the ground shall be supported on wired concrete blocks (dobies) spaced not more than three (3) feet on centers in any direction. The practice of placing welded wire fabric on the ground and hooking into place in the freshly placed concrete shall not be used.

H. Epoxy-coated reinforcing bars shall be stored, transported, and placed in such a manner as to avoid chipping of the epoxy coating. Non-abrasive slings made of nylon and similar materials shall be used.

Specially coated bar supports shall be used. All chips or cracks in the epoxy coating shall be repaired with a compatible epoxy repair material prior to placing concrete.

I. Accessories supporting reinforcing bars shall be spaced such that there is no deflection of the accessory from the weight of the supported bars. When used to space the reinforcing bars from wall forms, the forms and bars shall be located so that there is no deflection of the accessory when the forms are tightened into position.

SPACING OF BARS
A. The clear distance between parallel bars not including bundled bars (except in columns and between multiple layers of bars in beams) shall not be less than the nominal diameter of the bars, not less than one and one-half (1-1/2) times the maximum size of the coarse aggregate, nor less than one (1) inch. The clear distance between bars shall also apply to the distance between a contact splice and adjacent splices or bars.

SPLICING
A. Reinforcement bar splices shall only be used at locations shown. When it is necessary to splice reinforcement at points other than where shown, the character of the splice shall be as acceptable to City of Richmond.

B. Splices of Reinforcement:

1. The length of lap for reinforcement bars, unless otherwise shown, shall be in accordance with ACI 318.

2. Laps of welded wire fabric shall be in accordance with ACI 318. Adjoining sheets shall be securely tied together with No. 14 tie wire, one (1) tie for each two (2) running feet. Wires shall be staggered and tied in such a manner that they cannot slip.

3. Splices in column spiral reinforcement, when necessary, shall be made by a lap of one and one-half (1-1/2) turns.
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3.6 CLEANING AND PROTECTION
A. Reinforcement steel shall be protected at all times from conditions conducive to corrosion until concrete is placed around it.

B. The surfaces of all reinforcement steel and other metal work to be in contact with concrete shall be thoroughly cleaned of all dirt, grease, loose scale, rust, grout, mortar and other foreign substances immediately before the concrete is placed. Where there is delay in depositing concrete, reinforcement shall be re-inspected and, if necessary, re-cleaned.

EMBEDMENT OF DRILLED, REINFORCING-STEEL DOWELS
A. Hole Preparation:

1. The hole diameter shall be as recommended by the epoxy manufacturer but shall be no larger than one-quarter (1/4) inch greater than the diameter of the outer surface of the reinforcing bar deformations.

2. The depth of the hole shall be as recommended by the epoxy manufacturer to fully develop the bar but shall not be less than twelve (12) bar diameters, unless noted otherwise.

3. The hole shall be drilled by methods that do not interfere with the proper bonding of epoxy.

4. Existing reinforcing steel in the vicinity of proposed holes shall be located prior to drilling. The location of holes to be drilled shall be adjusted to avoid drilling through or nicking any existing reinforcing bars.

5. The hole shall be blown clean with clean, dry compressed air to remove all dust and loose particles.

B. Epoxy shall be injected into the hole through a tube placed to the bottom of the hole. The tube shall be withdrawn as epoxy is placed but kept immersed to prevent formation of air pockets. The hole shall be filled to a depth that ensures that excess material will be expelled from the hole during dowel placement.

C. Dowels shall be coated with epoxy and twisted during insertion into the partially filled hole so as to guarantee full wetting of the bar surface with epoxy. The bar shall be inserted slowly enough to avoid developing air pockets.

SAFETY
A. No employee shall be permitted to work above vertically protruding reinforcing steel until the steel has been so protected that the employee cannot fall or be impaled on the steel.

B. Employees working more than six (6) feet above any adjacent working surface placing and tying reinforcing steel in walls, piers, columns, etc., shall be provided with and required to use a safety belt or other device affording equivalent protection for the hazard of falls from elevated surfaces.

C. Reinforcing steel for walls, piers, columns, and similar vertical structures shall be guyed and supported to prevent collapse.

D. Wire mesh rolls shall be secured at each end to prevent dangerous recoiling action. 4-1.22 CAST-IN-PLACE CONCRETE

GENERAL

THE REQUIREMENT
The Contractor shall furnish materials, form, mix, place, cure, repair, finish and do all other work required to produce finished concrete in accordance with the provisions of this section. 1072
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RELATED WORK SPECIFIED ELSEWHERE
A. Section 4-1.21 - Reinforcement Steel

REFERENCE SPECIFICATIONS, CODES AND STANDARDS
A. Commercial Standards:

ACI 301 Specifications for Structural Concrete for Buildings ACI 347 Guide to Formwork for Concrete
ASTM C 33 Specification for Concrete Aggregates
ASTM C 94 Specification for Ready-Mixed Concrete
ASTM C 150 Specification for Portland Cement
ASTM C 260 Specification for Air-Entraining Admixtures for Concrete ASTM C 309 Specification for Liquid Membrane-Forming Compounds for Curing Concrete ASTM C 494 Specification for Chemical Admixtures for Concrete ASTM C 618 Specification for Coal Fly Ash and Raw or Calcined Natural Pozzolan for Use in Concrete

CONTRACTOR SUBMITTALS
A. When the Contractor proposes to use a mix design not listed in the City of Richmond Approved Materials List, the proposed mix design including the proportions and gradations of all materials proposed shall be submitted to City of Richmond and shall receive favorable review prior to use. Mix designs shall be tested by an independent testing laboratory for properties specified in this section, and the results shall be submitted with the proposed concrete mix designs.

B. Where ready-mix concrete is used, the Contractor shall furnish certified delivery tickets at the time of delivery of each load of concrete. Each ticket shall show the state certified equipment used for measuring, and the total quantities, by weight, of cement, sand, each class of aggregate, admixtures, and the amounts of water in the aggregate, added at the batching plant, and the amount allowed to be added at the site for the specific design mix. In addition, each certificate shall state the mix number, total yield in cubic yards, and the time of day, to the nearest minute, corresponding to the time when the batch was dispatched, when it left the plant, when it arrived at the job, when unloading began, and when unloading was finished.

C. When a water-reducing admixture is proposed, the Contractor shall furnish mix designs for concrete both with and without the admixture.

D. The Contractor shall submit shop bending diagrams, placing lists, and drawings of all reinforcement steel.

PRODUCTS

REINFORCEMENT STEEL
Reinforcement Steel shall satisfy the requirements specified in Section 4-1.21 - Reinforcement Steel.

CONCRETE MATERIALS
A. Materials shall be delivered, stored, and handled so as to prevent damage by water or breakage. Only one (1) brand of cement shall be used.

B. All materials furnished for the work shall comply with the requirements of Sections 201, 203, and 204 of ACI 301, as applicable.

C. Materials for concrete shall conform to the following requirements:

1. Cement shall be standard brand Portland cement conforming to ASTM C 150 for Type II or Type V.

2. Clean potable or recycled water free from objectionable quantities of silty organic matter, alkali, salts and other impurities shall be used.
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3. Aggregates shall be obtained from pits acceptable to City of Richmond, shall be non-reactive, and shall conform to ASTM C 33. Lightweight sand for fine aggregate shall not be permitted.

4. Ready-mix concrete shall conform to the requirements of ASTM C 94.

5. Air-entraining agent shall meet the requirements of ASTM C 260.

6. Fly Ash shall meet the requirements of ASTM C 168.

7. Admixtures may be added at the Contractor's option to control the set, effect water reduction, and increase workability. The use of an admixture shall be subject to acceptance by City of Richmond.

Concrete shall not contain more than one water reducing admixture. Water reducing admixture shall conform to ASTM C 494, Type A or Type D.

8. Calcium chloride shall not be used in concrete. 2.3 CURING MATERIALS

9. Materials for curing concrete shall conform to ASTM C 309. Curing compounds shall be white pigmented and resin based. Sodium silicate compounds shall not be used. Concrete curing compound shall be MB-429 as manufactured by Master Builders; Spartan Cote Cure-Seal Hardener by the Burke Company; Super Rez Seal by Euclid Chemical Company; or equal.

CONCRETE DESIGN REQUIREMENTS
A. General

1. Concrete shall be composed of cement, admixtures, aggregates and water. These materials shall be of the qualities specified. The mix shall be designed to produce a concrete capable of being deposited to obtain maximum density and minimum shrinkage and where deposited in forms to have good consolidation properties and maximum smoothness of surface.

2. The Contractor is cautioned that the limiting parameters specified below are NOT a mix design.

Additional cement or water reducing agent may be required to achieve workability demanded by the Contractor's construction methods.

B. Concrete shall meet the requirements in the following tabulation:

Minimum 28-Day Compressive Strength (psi) 4,000
Maximum Size Aggregate (inches) 1
Minimum Cement per cu yd. (sacks*) 6.0
Slump Range 2" to 4"
Maximum W/C Ratio (by weight) 0.45
*Note: One sack of cement equals 94 lbs.

MEASUREMENT OF CEMENT AND AGGREGATE
The amount of cement and of each separate size of aggregate entering into each batch of concrete shall be determined by direct weighing equipment acceptable to City of Richmond.

MEASUREMENT OF WATER
The quantity of water entering the mixer shall be measured by a suitable water meter or other measuring device acceptable to City of Richmond and capable of measuring the water in variable amounts within a tolerance of one percent (1%).

READY-MIXED CONCRETE
A. Ready-mixed concrete shall be delivered to the site of the work, and discharge shall be completed within one (1) hour after the addition of the cement to the aggregates or before the drum has been revolved two hundred and fifty (250) revolutions, whichever occurs first. In hot weather, or under conditions contributing to quick stiffening of the concrete, or when the temperature of the concrete is eighty-five degrees Fahrenheit (85°F) or above, the time between the introduction of the cement to the aggregates and discharge shall not exceed forty-five (45) minutes.

B. Truck mixers shall be equipped with electrically-actuated counters by which the number of revolutions of 1074
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the drum or blades may be readily verified. The counter shall be of the resettable, recording type, and shall be mounted in the driver's cab. The counters shall be actuated at the time of starting mixers at mixing speeds.

C. Each batch of concrete shall be mixed in a truck mixer for not less than seventy (70) revolutions of the drum or blades at the rate of rotation designated by the manufacturer of equipment. Additional mixing, if any, shall be at the speed designated by the manufacturer of the equipment as agitating speed. All materials including mixing water shall be in the mixer drum before actuating the revolution counter for determining the number of revolution of mixing.

D. Each batch of ready-mixed concrete delivered at the jobsite shall be accompanied by a certified delivery ticket furnished to City of Richmond’s Inspector.

E. The use of non-agitating equipment for transporting ready-mixed concrete will not be permitted only if the pour can be made with continuous placement and within thirty (30) minutes of batching at the plant. The quality and quantity of materials used in ready-mixed concrete and in batch aggregates shall be subject to continuous inspection at the batching plant by City of Richmond.

EXECUTION

FORMWORK REQUIREMENTS
A. Forms to confine the concrete and shape it to the required lines shall be used wherever necessary. The Contractor shall assume full responsibility for the adequate design of all forms, and any forms that are unsafe or inadequate in any respect shall promptly be removed from the jobsite and replaced. The design and inspection of concrete forms, false work, and shoring shall comply with applicable local, state and federal regulations. All design, construction, maintenance, preparation, and removal of forms shall be in accordance with ACI 347 and the requirements specified herein.

B. All vertical surfaces of concrete members shall be formed, except where placement of the concrete against the ground is called for on the plans.

C. Forms may be reused only if in good condition and acceptable to City of Richmond.

REINFORCEMENT REQUIREMENTS
A. All reinforcement steel and appurtenances shall be fabricated, and placed in accordance with Section 4-

1.21 - Reinforcement Steel.

B. Reinforcement shall not be straightened or re-bent. Bars with kinks or bends not shown shall not be used.

All bars shall be bent cold.

C. Reinforcement steel shall be accurately positioned as shown, and shall be supported and wired together to prevent displacement, using annealed iron wire ties or suitable clips at intersections. Where concrete is to be placed on the ground, supporting concrete blocks (or dobies) shall be used, in sufficient numbers to support the bars without settlement, but in no case shall such support be continuous. All concrete blocks used to support reinforcement steel shall be tied to the steel with wire ties that are embedded in the blocks.

D. Tie wires shall be bent away from the forms in order to provide the specified concrete coverage.

E. Reinforcement steel shall at all times be protected from conditions conducive to corrosion until concrete is 1075
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placed around it.

PROPORTIONING AND MIXING
A. Proportioning of the concrete mix shall conform to the requirements of Chapter 3 of ACI 301.

B. Mixing of concrete shall conform to the requirements of Chapter 7 of ACI 301.

C. Retempering of concrete that has partially hardened shall not be permitted.

PREPARATION OF SURFACES FOR CONCRETING
A. Earth surfaces shall be thoroughly wetted by sprinkling, prior to the placing of any concrete, and these surfaces shall be kept moist by frequent sprinkling up to the time of placing concrete thereon. The surface shall be free from standing water, mud, and debris at the time of placing concrete.

B. All water entering the space to be filled with concrete shall be cut off or diverted prior to placement of concrete. No concrete shall be deposited underwater nor shall the Contractor allow still water to rise on any concrete until the concrete has attained its initial set. Water shall not be permitted to flow over the surface of any concrete in such manner and at such velocity as will injure the surface finish of the concrete.

Richmond City CouncilJuly 7, 2026

Richmond City Council
July 7, 2026