Redding City Council
March 7, 2023

Agenda
Regular Meeting
Redding City Council
Council Chambers (Doors open 30 minutes prior)
777 Cypress Avenue, Redding, CA
March 7, 2023
6:00 PM
This meeting will include teleconference participation by Vice Mayor Mark Mezzano and Mayor Pro Tempore Tenessa Audette (Government Code Section 54953). In addition to the meeting location above, members of the public may participate in the meeting from the following teleconference location:

Marriott Riverside at the Convention Center
Main Lobby – Mayor Pro Tempore Audette
Library – Vice Mayor Mark Mezzano
3400 Market Street
Riverside, CA 92501

1. CALL TO ORDER - MAYOR MICHAEL DACQUISTO
A. Pledge of Allegiance
B. Invocation - Lynda Manoli, Redding Police and Fire Departments' Chaplain C. Roll Call

2. PRESENTATIONS
2A. Mayor’s Proclamation declaring March 2023 as Adverse Childhood Experiences, Resilience, and Hope Awareness Month in the City of Redding, presented to the Strengthening Families Collaborative (Far Northern Regional Center, First 5 Shasta, Pathways to Hope for Children, Northern Valley Catholic Social Service, One Safe Place, Shasta County Office of Education, Shasta County Probation, Shasta County Health and Human Services Public Health, Shasta County Health and Human Services Behavioral Health and Social Services, Shasta Headstart and Youth Options Shasta).
2B. Mayor’s Proclamation declaring March 2023 as American Red Cross Month in the City of Redding.

If anyone wishes to address the City Council on any item considered at this meeting before or during Council’s consideration of that item, please fill out a blue Speaker Request Form, located in the lighted alcoves at the back of the Council Chambers, and submit it to the City Clerk. The City Council will allocate up to a maximum of three minutes per speaker for each agenda item. Staff reports are available on-line at the City’s web site at www.cityofredding.org or in the Public View binder located on the podium at the north side of the Chambers.

PLEASE SILENCE YOUR CELL PHONES. THANK YOU.

Redding City Council March 7, 2023

3. PUBLIC COMMENT - for non-agendized matters within the city’s jurisdiction.

4. CONSENT CALENDAR
The Consent Calendar contains items considered routine and/or which have been individually scrutinized by City Council Members and are anticipated to require no further deliberation. If a member of the public wishes to address an item on the Consent Calendar, please fill out a Speaker Request Form and submit it to the City Clerk before the Consent Calendar is considered. It shall be the prerogative of any Council Member, before the Consent Calendar is acted upon, to: (1) comment on an item; (2) respond to any public comment on an item; (3) request the record reflect an abstention or nay vote on an item; or (4) remove an item and place it on the Regular portion of the agenda for delivery of a staff report and/or an extended discussion or deliberation. 4(b). Accept City of Redding Accounts Payable Register No. 15; and Payroll Register No. 16.
4(c). Accept the City of Redding Treasurer’s Report for January 2023. 4(d). Accept City of Redding Proof of Cash reconciliation and ACR133 report for the months of November 2022, December 2022, and January 2023.

4.2(a). Authorize the City Manager, or designee, to submit an application and any other documents necessary to apply for the Homeless Housing, Assistance and Prevention Program Round 3 Grant through Shasta County as lead agency for the NorCal Continuum of Care; and find that applying for funding is not a project under the California Environmental Quality Act.

4.2(b). Adopt Resolution declaring April 2023 as Fair Housing Month in the City of Redding.

4.2(c). Authorize the following:
(1) Adopt Resolution authorizing the City of Redding to submit an application to the California Department of Forestry and Fire Protection’s (CAL FIRE) Wildfire Prevention Grants Program in the amount of $5 million; and
(2) Authorize the City Manager to execute all documents necessary to apply for the grant, appropriate funds should the grant be awarded, and execute any agreements necessary to implement the project.

PURSUANT TO THE BROWN ACT, CITY COUNCIL CANNOT TAKE ACTION ON PUBLIC

COMMENT ITEMS
The City Council will allocate up to a maximum of three minutes per speaker for 30 minutes total, at the beginning of the meeting for Public Comment for non-agendized matters within the City’s jurisdiction.

The Mayor will determine the order of the speakers. If 30 minutes is not adequate to accommodate all of the individuals who have submitted a Speaker Request Form to the City Clerk, the Council will trail this item to the end of the open session agenda. The remaining speakers will address the City Council at that time.

Redding City Council March 7, 2023

4.6(a). Adopt Resolution approving and adopting the 83rd Amendment to City Budget Resolution No. 2021-078 appropriating $125,000 from the General Fund to replace the Sundial Bridge LED lighting system; and to convert a part-time Accounting Specialist position to a full-time position.

4.8(a). Authorize the sole source purchase of one Type III wildland engine from Golden State Fire Apparatus, Inc., for a price not to exceed $475,000, which includes inspection trips, delivery, sales tax, and a pre-payment discount for the City of Redding Fire Department.

4.10(a). Approve forgiveness of the Redding Electric Utility Soccer Park turf replacement loan of $3,206,743, including accrued interest, thereby directing removal of interfund receivable and payable respectively for accounting recognition as directed during the February 16, 2023, City Council Biennial Budget Workshop.

4.11(a). Authorize the following actions relative to Request for Proposals (Schedule No. 5334), Construction Management and Inspection Services for the Lake Boulevard Transmission Water Main Project (Project):
(1) Award RFP to Ghirardelli Associates, Inc.,
(2) Authorize the Mayor to execute a Consulting and Professional Services Contract for a not-to-exceed fee of $598,261.08 with Ghirardelli Associates, Inc., to provide Construction Management and Inspection Services for the Lake Boulevard Transmission Water Main Project; and (3) Authorize the City Manager to approve contract amendments not to exceed $50,000.

4.11(b). Authorize staff to reduce the retention that was withheld to two- and one-half percent, thereby releasing $102,243.38, to Tullis, Inc., the contractor for Bid Schedule No. 5221 (Job No. 2644) Bechelli Lane Roundabout Project.

RECOMMENDATION: ACCEPT, ACKNOWLEDGE, ADOPT, APPROVE,
AND/OR AUTHORIZE ALL ITEMS ON THE CONSENT CALENDAR.

Redding City Council March 7, 2023

9. REGULAR CALENDAR: REPORTS & COMMUNICATIONS OF DEPARTMENTS,

BOARDS, COMMISSIONS AND COMMITTEES
Public Works

9.11(c). Consider Fifth Amendment to Consulting and Professional Services Contract (C8541) for the Pump House 1 Replacement Project.

Recommendation:

Authorize and approve the following actions relative to Consulting and Professional Services Contract (C-8541) for the Pump House 1 Replacement Project (Project):
(1) Authorize the City Manager to execute the Fifth Amendment to Consultant and Professional Services Contract with Jacobs Engineering Group, Inc., (Jacobs) for Phase 2 design services, including environmental permitting, project funding assistance, surveying and mapping, right of way support, final design services, bid phase services, and engineering services during construction for an amount of $5,495,518, increasing the total contract amount to $6,584,764, and extending the term of the contract through 2027; (2) Authorize the City Manager to approve additional contract amendments not to exceed $500,000; and
(3) Adopt Resolution approving and adopting the 82nd Amendment to Budget Resolution No. 2021-078 allocating $5,400,000 from the Water Utilities (Fund 143) beginning cash balance into distribution account 143-869-3020-04 for the project.

11. COUNCIL TRAVEL REPORT(S)
City Council Member attendance at conference/meetings reimbursed at City expense. {Requirement of Assembly Bill 1234}
[A-050-060]
Information Only

12. SUGGESTIONS FROM COUNCIL MEMBERS RELATIVE TO POTENTIAL TOPICS

FOR FUTURE CITY COUNCIL MEETINGS

13. ADJOURNMENT
Redding City Council March 7, 2023

Pursuant to the Brown Act, non-confidential materials related to an item on this agenda submitted to the City Council after distribution of the agenda packet are available for inspection during normal business hours at the Office of the City Clerk, 3rd Floor, City Hall, 777 Cypress Avenue, Redding, California.

City Council Meetings will be televised live on Shasta Community Access Channels via Charter/Spectrum Cable channel 181, and will be rerun on Thursday at 12:30 p.m. during the week in which the meeting is held. Additionally, the meeting can be viewed online at the following: http://scac.cablecast.tv:8080/CablecastPublicSite/watch/4?channel=1. Video of the City Council meetings can also be viewed on the City’s web site at http://www.cityofredding.org/. Open the City’s meetings and agendas portal; Click on tab named "Meetings Videos" and select Redding City Council under “Available Archives 2023” select the desired date, then click on “video” to view the meeting.

In compliance with Title II of the Americans with Disabilities Act, the City of Redding will make available to persons with disabilities modifications or accommodations including auxiliary aids or services necessary to participate in public meetings. A person needing assistance should contact the Redding City Clerk by telephone at (530) 225-4447 or in person, or by mail at 777 Cypress Avenue, 3rd Floor, Redding, California 96001 at least three (3) working days in advance.

The City of Redding will ensure that no person shall be excluded from participation in, denied the benefits of, or otherwise be subjected to discrimination under any of its projects, activities, services, or business opportunities on the basis of race, color, national origin, age, sex, or disability, as afforded by Title VI of the Civil Rights Act of 1964 and related statutes as amended. All persons, regardless of their citizenship status, are covered under this regulation.

Questions, complaints, or requests for accommodations or additional information may be forwarded to the ADA & Title VI Coordinator at 777 Cypress Avenue, Attn: Personnel Dept., Redding, California 96001, Phone (530) 225-4065.

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Mayor’s Proclamation declaring March 2023 as Adverse Childhood Experiences, Resilience, and Hope Awareness Month in the City of Redding, presented to the Strengthening Families Collaborative (Far Northern Regional Center, First 5 Shasta, Pathways to Hope for Children, Northern Valley Catholic Social Service, One Safe Place, Shasta County Office of Education, Shasta County Probation, Shasta County Health and Human Services Public Health, Shasta County Health and Human Services Behavioral Health and Social Services, Shasta Headstart and Youth Options Shasta).

Attachments
^Proclamation
MEETING DATE: March 7, 2023
ITEM NO. 2A
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 2A--Mayor's Proclamation proclaiming March 2023 as ACEs, Resilience, and Hope Awareness Month.

Sharlene Tipton, Interim City
Clerk
Packet Pg. 6
Packet Pg. 7
Attachment: ^Proclamation (2A--Mayor's Proclamation to the Strengthening Families Collaborative regarding ACE's)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Mayor’s Proclamation declaring March 2023 as American Red Cross Month in the City of Redding.

Attachments
^Proclamation
MEETING DATE: March 7, 2023
ITEM NO. 2B
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 2B--Mayor's Proclamation declaring March 2023 as American Red Cross Month.

Sharlene Tipton, Interim City
Clerk
Packet Pg. 8
Packet Pg. 9
Attachment: ^Proclamation (2B--Mayor's Proclamation regarding Red Cross Month)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Accept City of Redding Accounts Payable Register No. 15; and Payroll Register No. 16.

Fiscal Impact
There is no fiscal impact to accepting the registers.

Alternative Action
The City Council could choose to not accept the registers and provide direction to staff.

Background/Analysis
Attached are the Accounts Payable and Payroll Registers as follows:

Accounts Payable:
(1) Register Number 15 for the period February 1, 2023 – February 17, 2023, in the amount of $13,268,093.75.

Payroll:
(1) Register Number 16 for the period January 22, 2023 – February 4, 2023, in the amount of $4,087,094.63.

Environmental Review
This is not a project defined under the California Environmental Quality Act, and no further action is required.

Council Priority/City Manager Goals
• This agenda item is a routine operational item.

MEETING DATE: March 7, 2023
ITEM NO. 4(b)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4(b)--City of Redding Accounts Payable and Payroll Registers.

Greg Robinett, Director of
Finance/City Treasurer
Packet Pg. 10
Report to Redding City Council February 24, 2023
Re: 4(b)--Accounts Payable and Payroll Registers Page 2 Attachments
Accounts Payable Register No. 15 and Payroll Register No. 16 Packet Pg. 11
Packet Pg. 12
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 13
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 14
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 15
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 16
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 17
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 18
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 19
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 20
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 21
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 22
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 23
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 24
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 25
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 26
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 27
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 28
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 29
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 30
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 31
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 32
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 33
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 34
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 35
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 36
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 37
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers) Packet Pg. 38
Attachment: Accounts Payable Register No. 15 and Payroll Register No. 16 (4(b)--Accounts Payable and Payroll Registers)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Accept the City of Redding Treasurer’s Report for January 2023.

Fiscal Impact
There is no fiscal impact to accepting the report.

Alternative Action
The City Council (Council) could choose to not accept the report and provide direction to staff.

Background/Analysis
Attached is the Treasurer’s Report for the month ended January 31, 2023, the January 2023 Portfolio Management Report, and a summary of the City of Redding’s (City) portfolio. For comparative purposes, prior month information is also reported.

The City’s portfolio meets the requirements of Investment Policy No. 408. Market values for securities are obtained from US Bank Institutional Trust and Custody Department. The Treasurer’s accountability total may be measured against the Finance Department ACR 133 cash reconciliation report for January 2023.

The effective monthly rate of return for City Treasurer-managed funds during January 2023 was

1.97 percent, a gain of 14 basis points from December 2022. The Fiscal Year 2022-23 rate of return was 1.63 percent, a gain of seven basis points from December 2022. A basis point equals one one-hundredth of one percent, or 0.01 percent.

Investment activity in the portfolio during January 2023 included the call of one Federal Agency Coupon bond, the purchase of one Federal Agency Coupon bond, and the maturity of one Certificate of Deposit. In addition, there were adjustments made in the Local Agency Investment Fund (LAIF) to accommodate cash flow.

MEETING DATE: March 7, 2023
ITEM NO. 4(c)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4(c)--City of Redding Treasurer's Report for January 2023.

Greg Robinett, Director of
Finance/City Treasurer
Packet Pg. 39
Report to Redding City Council February 24, 2023
Re: 4(c)--Treasurer's Report - January 2023 Page 2
The Treasurer’s Accountability changed from $268,139,960 to $289,823,375, an increase of $21,683,415. During January, the City received $15,768,120 in property taxes from Shasta County. Additional notable deposits include grant funds received for housing and community development projects.

The City Treasurer respectfully recommends the Council accept the attached Treasurer’s Report for January 2023 noting a Total Treasurer’s Accountability of $289,823,375 and an organizational total of $304,579,898, which includes assets held by the City as Successor Agency to the Redding Redevelopment Agency, as well as Entity and Trustee accounts.

Environmental Review
This is not a project defined under the California Environmental Quality Act, and no further action is required.

Council Priority/City Manager Goals
• This is a routine operational item.

Attachments
Treasurer's Report January 2023
Packet Pg. 40
Packet Pg. 41
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 42
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 43
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) January 31, 2023
*Inclusive of Demand Deposit Accounts
$0
$90,000,000
$80,000,000
$70,000,000
$60,000,000
$50,000,000
$40,000,000
$30,000,000
$20,000,000
$10,000,000
$100,000,000
2022/23 2023/24 2024/25 2025/26 2026/27 2027/28

33.61%

10.15% 13.07%

24.95%

15.82%

2.40%
Maturities by Fiscal Year
at January 31, 2023

4.500

4.250

4.000

3.750

3.500

3.250

3.000

2.750

2.500

2.250

2.000

1.750

1.500

1.250

1.000

0.750

0.500

0.250

0.000

FEB MAR APR MAY JUN JUL AUG SEP OCT NOV DEC JAN
YIELD %
Monthly Yield Comparisons Year Ended January 31, 2023
Monthly Rate of Return Fiscal Yr Rate of Return 2-Yr Treasury 5-Yr Treasury LAIF C.D.s

1.03%
Federal
Agency
Coupons

45.64%
LAIF

20.46%
Treasury
Coupon
Securities

10.24%
Medium Term
Notes

8.83%
Money Market

1.43%
Municipal
Bonds

0.65%
DDA Account

11.72%
Investments by Type at January 31, 2023
Investment activity during the month of January 2023 included the call of one Federal Agency Coupon bond, the purchase of one Federal Agency Coupon bond, and the maturity of one CD. In addition, there were adjustments made in the LAIF to accommodate cash flow.

Portfolio Diversification shifted as a result of the investment activity. As noted in the pie chart, Federal Agency Coupons decreased by approximately three points, CDs decreased two points, Treasury Coupons decreased .76 points and Medium Term notes decreased .68 points. The decreases were primarily offset by a two point increase in LAIF and a five point increase in DDA Accounts.

Portfolio liquidity shifted the majority of maturity to the current year. As depicted in the bar graph, the current year 2022/23 increased five points while 2023/24, 2024/25 and 2025/26 all lost five points.

Portfolio Yield, as reflected in the line graph, shows a consistent increase in both the City’s monthly and year to date yields along with LAIF, while the 2YR and 5YR Treasury Markets are on the decline.

Packet Pg. 44
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 45
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 46
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 47
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 48
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 49
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 50
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 51
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 52
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 53
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 54
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 55
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 56
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 57
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 58
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 59
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 60
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 61
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023) Packet Pg. 62
Attachment: Treasurer's Report January 2023 (4(c)--Treasurer's Report - January 2023)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Accept City of Redding Proof of Cash reconciliation and ACR133 report for the months of November 2022, December 2022, and January 2023.

Fiscal Impact
There is no fiscal impact to accepting the report.

Alternative Action
The City Council could choose to not accept the Proof of Cash reconciliation and ACR133 report and provide alternate direction to staff.

Background/Analysis
The City Council has requested a monthly report on pooled cash. The ACR133 report summarizes, by fund, the month-to-date pooled cash balances and transactions. The Proof of Cash reconciles the ACR133 report to the Treasurer’s monthly report.

Environmental Review
This is not a project defined under the California Environmental Quality Act, and no further action is required.

MEETING DATE: March 7, 2023
ITEM NO. 4(d)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4(d)--ACR133 Report and Cash Reconciliation for the Month of November, December 2022 and January 2023.

Greg Robinett, Director of
Finance/City Treasurer
Packet Pg. 63
Report to Redding City Council February 27, 2023
Re: 4(d)--ACR133 Report and Cash Reconciliation - November & December 2022 and January 2023 Page 2
Council Priority/City Manager Goals
• This is a routine operational item.

Attachments
^ACR133, Current Cash Balance November 2022
^Proof of Cash November 2022
^ACR133, Current Cash Balance December 2022
^Proof of Cash December 2022
^ACR133, Current Cash Balance January 2023
^Proof of Cash January 2023
Packet Pg. 64
ACR133 CITY OF REDDING KINGSSYS 11:54:34 12/07/2022
GENERAL ACCOUNTING DATED 12/07/2022
CURRENT CASH BALANCE - CITY COUNCIL REPORT PAGE 1

ENDINGBALANCE
11/30/2022
111 GENERAL FUND 19,189,753.92120 ASSET SEIZURE FUND 36,956.00121 ENT ANDERSON GROUNDWATER 358,116.64-122 PARKING FUND 574,114.25123 GENERAL SPECIAL REVENUE 127,065.50124 IPSS SPECIAL REVENUE 1,193,213.90125 ROLLING STOCK REPLACEMNT 11,705,039.61126 SPECL GAS TAX ST IMPROVE 7,548,722.13127 LOCAL TRANSPORTATION 3,482,763.08128 DEVELOPMENT FUND 5,570,844.62129 LIBRARY 165,422.15130 BRANCH LIBRARIES 49,423.62134 MUNICIPAL AIRPORT FUND 4,194,362.71-140 TOURISM/CONVENTION FUND 444,030.16-142 ELECTRIC UTILITY FUND 53,923,204.61143 WATER UTILITY FUND 58,854,106.60145 WASTEWATER UTILITY FUND 45,136,509.97147 STORM DRAIN UTILITY FUND 7,514,906.14148 WEST CENTRAL LANDFILL 11,594,847.94149 SOLID WASTE COLLECTION 15,164,968.48150 MEDIA, COMMS & PR 62,546.00151 INFORMATION TECHNOLOGY 2,034,014.68153 FLEET MAINTENANCE 150,142.99154 BUILDING MAINT & CONSTR 1,314,259.81158 RECORDS MANAGEMENT 96,590.57160 EMPLOYER SERVICES 54,289.37-162 RMU ADMINISTRATION 1,351,892.92165 GEOGRAPHIC INFO SERVICES 594,185.91166 COMMUNICATIONS 204,291.26168 REPROGRAPHICS 73,871.51169 VOLUNTEER SERVICES 20,290.92-171 SPECIAL DEPOSITS FUND 10,054,556.02172 RISK MANAGEMENT 7,550,912.67173 EMPLOYEE BENEFITS P/R 1,892,507.77174 EMPLOYEE BENEFIT GRP INS 894,494.45175 GASB 45 TRUST FUND 39,434.96178 CAPITAL PROJECTS FUND 4,617,564.58191 CD BLOCK GRANT FUND 629,373.72193 HOUSING AUTHORITY 109,265.30-194 REDDING REDEVELOPMENT 9,383.07-200 REDDING AREA BUS AUTHOR. 14,166.95-230 LOW/MOD INC HOUS ASSET 628,010.48300 SPECIAL ASSESSMENT DIST. 315,146.58400 LANDSCAPE DISTRICTS 381,221.56 FINAL TOTAL 269,512,975.84
ACR133 11:54:34 12/07/2022
Packet Pg. 65
Attachment: ^ACR133, Current Cash Balance November 2022 (4(d)--ACR133 Report and Cash Sheet "D" November 2022

CITY OF REDDING

PROOF OF CASH
RECONCILIATION BETWEEN TREASURER'S REPORT AND ACR 133
As of November 2022
ACR133 TREASURER
END OF MONTH BALANCE 269,512,975.84 268,430,714.10
LESS OUTSIDE MANAGED FUNDS (181.00)
ACR133 Report
CASH ACCOUNTS NOT ON ACR133
LIBRARY MERCHANT DEPOSIT 100.00

BAD CHECKS -
PAYROLL TIMING DIFFERENCE (393,112.62)
BANK CHARGES (111,757.46)

WIRE TRANSFER TIMING DIFFERENCE
OTHER ADJUSTMENTS (1,040,318.29)
BANK DR/CR (462,845.63)
TOTALS 267,967,787.47 267,967,787.47
Packet Pg. 66
Attachment: ^Proof of Cash November 2022 (4(d)--ACR133 Report and Cash Reconciliation - November & December 2022 and January 2023) ACR133 CITY OF REDDING KINGSSYS 13:12:14 1/09/2023
GENERAL ACCOUNTING DATED 1/09/2023
CURRENT CASH BALANCE - CITY COUNCIL REPORT PAGE 1

ENDINGBALANCE
12/31/2022
111 GENERAL FUND 18,852,820.38120 ASSET SEIZURE FUND 32,199.17121 ENT ANDERSON GROUNDWATER 378,824.15-122 PARKING FUND 492,244.85123 GENERAL SPECIAL REVENUE 205,029.64124 IPSS SPECIAL REVENUE 1,121,138.46125 ROLLING STOCK REPLACEMNT 10,883,103.61126 SPECL GAS TAX ST IMPROVE 6,922,835.80127 LOCAL TRANSPORTATION 3,877,972.08128 DEVELOPMENT FUND 2,828,789.09129 LIBRARY 184,073.99130 BRANCH LIBRARIES 49,052.60134 MUNICIPAL AIRPORT FUND 4,418,140.43-140 TOURISM/CONVENTION FUND 539,812.75-142 ELECTRIC UTILITY FUND 55,328,591.51143 WATER UTILITY FUND 59,763,746.01145 WASTEWATER UTILITY FUND 45,983,351.05147 STORM DRAIN UTILITY FUND 7,223,077.70148 WEST CENTRAL LANDFILL 11,929,027.97149 SOLID WASTE COLLECTION 15,130,133.21150 MEDIA, COMMS & PR 69,948.75151 INFORMATION TECHNOLOGY 2,080,985.02153 FLEET MAINTENANCE 102,100.04154 BUILDING MAINT & CONSTR 1,161,050.28158 RECORDS MANAGEMENT 90,497.15160 EMPLOYER SERVICES 76,515.14-162 RMU ADMINISTRATION 1,400,591.45165 GEOGRAPHIC INFO SERVICES 608,341.34166 COMMUNICATIONS 221,115.04168 REPROGRAPHICS 68,189.85169 VOLUNTEER SERVICES 19,014.12-171 SPECIAL DEPOSITS FUND 10,205,509.79172 RISK MANAGEMENT 7,657,696.42173 EMPLOYEE BENEFITS P/R 896,185.67174 EMPLOYEE BENEFIT GRP INS 706,616.02175 GASB 45 TRUST FUND 39,434.96178 CAPITAL PROJECTS FUND 4,410,097.10191 CD BLOCK GRANT FUND 2,779,465.91193 HOUSING AUTHORITY 87,390.47-194 REDDING REDEVELOPMENT 13,504.88-200 REDDING AREA BUS AUTHOR. 82,928.66-230 LOW/MOD INC HOUS ASSET 622,543.61300 SPECIAL ASSESSMENT DIST. 314,660.72400 LANDSCAPE DISTRICTS 298,686.97 FINAL TOTAL 268,924,772.61
ACR133 13:12:14 1/09/2023
Packet Pg. 67
Attachment: ^ACR133, Current Cash Balance December 2022 (4(d)--ACR133 Report and Cash Sheet "D" December 2022

CITY OF REDDING

PROOF OF CASH
RECONCILIATION BETWEEN TREASURER'S REPORT AND ACR 133
As of December 2022
ACR133 TREASURER
END OF MONTH BALANCE 268,924,772.61 268,139,960.13
LESS OUTSIDE MANAGED FUNDS (588.20)
ACR133 Report
CASH ACCOUNTS NOT ON ACR133
LIBRARY MERCHANT DEPOSIT 300.00

BAD CHECKS -
PAYROLL TIMING DIFFERENCE 5,134.14
BANK CHARGES (109,183.77)

WIRE TRANSFER TIMING DIFFERENCE
OTHER ADJUSTMENTS (1,134,569.00)
BANK DR/CR (453,517.95)
TOTALS 267,686,153.98 267,686,153.98
Packet Pg. 68
Attachment: ^Proof of Cash December 2022 (4(d)--ACR133 Report and Cash Reconciliation - November & December 2022 and January 2023) ACR133 CITY OF REDDING KINGSSYS 14:45:57 2/07/2023
GENERAL ACCOUNTING DATED 2/07/2023
CURRENT CASH BALANCE - CITY COUNCIL REPORT PAGE 1
ENDINGBALANCE1/31/2023
111 GENERAL FUND 30,358,096.76120 ASSET SEIZURE FUND 21,425.50121 ENT ANDERSON GROUNDWATER 72,229.81-122 PARKING FUND 456,619.81123 GENERAL SPECIAL REVENUE 270,976.92124 IPSS SPECIAL REVENUE 1,114,668.52125 ROLLING STOCK REPLACEMNT 10,745,597.79126 SPECL GAS TAX ST IMPROVE 9,530,744.34127 LOCAL TRANSPORTATION 4,273,181.08128 DEVELOPMENT FUND 4,040,475.46129 LIBRARY 936,916.77130 BRANCH LIBRARIES 852,331.88134 MUNICIPAL AIRPORT FUND 4,483,807.98-140 TOURISM/CONVENTION FUND 623,765.69-142 ELECTRIC UTILITY FUND 57,331,895.81143 WATER UTILITY FUND 60,045,537.38145 WASTEWATER UTILITY FUND 46,335,311.07147 STORM DRAIN UTILITY FUND 7,922,597.87148 WEST CENTRAL LANDFILL 11,440,943.20149 SOLID WASTE COLLECTION 15,333,825.15150 MEDIA, COMMS & PR 77,468.48151 INFORMATION TECHNOLOGY 1,979,606.52153 FLEET MAINTENANCE 67,622.30154 BUILDING MAINT & CONSTR 1,120,664.36158 RECORDS MANAGEMENT 87,545.78160 EMPLOYER SERVICES 49,344.82-162 RMU ADMINISTRATION 1,439,574.44165 GEOGRAPHIC INFO SERVICES 621,245.54166 COMMUNICATIONS 238,341.09168 REPROGRAPHICS 69,050.48169 VOLUNTEER SERVICES 17,843.37-171 SPECIAL DEPOSITS FUND 10,380,342.11172 RISK MANAGEMENT 7,792,366.79173 EMPLOYEE BENEFITS P/R 226,715.62174 EMPLOYEE BENEFIT GRP INS 478,709.60175 GASB 45 TRUST FUND 39,508.73178 CAPITAL PROJECTS FUND 4,407,088.48191 CD BLOCK GRANT FUND 3,965,646.57193 HOUSING AUTHORITY 102,311.93-194 REDDING REDEVELOPMENT 18,877.53-200 REDDING AREA BUS AUTHOR. 82,621.05-230 LOW/MOD INC HOUS ASSET 736,415.60300 SPECIAL ASSESSMENT DIST. 320,148.85400 LANDSCAPE DISTRICTS 833,234.39 FINAL TOTAL 290,441,638.86
ACR133 14:45:57 2/07/2023
Packet Pg. 69
Attachment: ^ACR133, Current Cash Balance January 2023 (4(d)--ACR133 Report and Cash Sheet "D" January 2023

CITY OF REDDING

PROOF OF CASH
RECONCILIATION BETWEEN TREASURER'S REPORT AND ACR 133
As of January 2023
ACR133 TREASURER
END OF MONTH BALANCE 290,441,638.86 289,814,774.86
LESS OUTSIDE MANAGED FUNDS (300.00)
ACR133 Report
CASH ACCOUNTS NOT ON ACR133
LIBRARY MERCHANT DEPOSIT 300.00
BAD CHECKS 158.00
PAYROLL TIMING DIFFERENCE 5,134.14
BANK CHARGES (76,862.53)

WIRE TRANSFER TIMING DIFFERENCE
OTHER ADJUSTMENTS (1,055,868.30)
BANK DR/CR (500,890.69)
TOTALS 289,314,042.17 289,314,042.17
Packet Pg. 70
Attachment: ^Proof of Cash January 2023 (4(d)--ACR133 Report and Cash Reconciliation - November & December 2022 and January 2023)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize the City Manager, or designee, to submit an application and any other documents necessary to apply for the Homeless Housing, Assistance and Prevention Program Round 3 Grant through Shasta County as lead agency for the NorCal Continuum of Care; and find that applying for funding is not a project under the California Environmental Quality Act.

Fiscal Impact
Homeless Housing, Assistance and Prevention Program Round 3 Grant (HHAP3) funds have no match obligation. There is no impact to the General Fund.

Alternative Action
Should the City Council decline to authorize the submission of the HHAP3 application, including the required authorizing resolutions, the City of Redding (City) would be unable to compete for this grant funding opportunity.

Background/Analysis
Shasta County as the lead agency for the NorCal Continuum of Care (Lead Agency) received an HHAP3 allocation of $2,019,036 for the seven-county continuum. HHAP3 is a $1 billion blockgrant program designed to support regional coordination and expand or develop local capacity to address immediate homelessness challenges throughout the State of California. HHAP3 funds are encouraged to be used for continual regional coordination and a unified regional response to the reduction of homelessness by a framework focused on moving homeless individuals and families into permanent housing and supporting the efforts of those individuals and families to maintain their permanent housing. Eligible HHAP3 activities include, but are not limited to, street outreach, services coordination, and delivery of permanent housing solutions such as motels and interim sheltering.

MEETING DATE: March 7, 2023
ITEM NO. 4.2(a)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.2(a)--Authorize City Manager, or his designee, to apply for Homeless Housing Assistance and Prevention Program (Round 3) Grant
Steve Bade, Assistant City
Manager
Packet Pg. 71
Report to Redding City Council February 28, 2023
Re: 4.2(a)--Authorize City Manager or designee to apply for HHAP 3 Grant Page 2 The Lead Agency published a Notice of Funding Availability, making available $986,232 in HHAP3 funds for application by participating Shasta Advisory Board Member Agencies for eligible activities. Staff wishes to submit an HHAP3 application, requesting funding for three specific projects:

1. Support service coordination at the Mark Street Micro-shelter project.

2. Match for a Homekey Program application in the spring of 2023. The Homekey Program is a grant opportunity for local public entities to develop a broad range of housing types for individuals and families experiencing homelessness.

3. Activity delivery costs for the Shasta Advisory Board Continuum of Care Coordinator project.

The grant application is due to the Lead Agency by March 17, 2023. Should the project(s) be chosen for funding, staff will return to the City Council to consider project funding amounts and scope of work details.

Environmental Review
Applying for grant funding is not considered a project under the California Environmental Quality Act (CEQA). Any project that is developed will be reviewed for CEQA compliance once the details are known.

Under the National Environmental Policy Act (NEPA), administrative and management activities such as applying for grant funding are considered exempt activities and no further action is required. Any construction projects will be reviewed for NEPA requirements if awarded funding by the State.

Council Priority/City Manager Goals
• Government of the 21st Century - “Be relevant and proactive to the opportunities and challenges of today’s residents and workforce. Anticipate the future to make better decisions today.”
• Economic Development- “Facilitate and become a catalyst for economic development in Redding to create jobs, retain current businesses and attract new ones, and encourage investment in the community.”
Packet Pg. 72

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Adopt Resolution declaring April 2023 as Fair Housing Month in the City of Redding.

Fiscal Impact
There is no fiscal impact.

Alternative Action
The City Council could decline to adopt a resolution declaring April as Fair Housing Month.

Background/Analysis
The City of Redding has historically recognized April as Fair Housing Month. The purpose of Fair Housing month is to further educate tenants and landlords about their rights and responsibilities with respect to discrimination based on race, color, ancestry, national origin, religion, actual or perceived sexual orientation, physical disabilities (including AIDS), gender identity, age, and marital/familial status. Informational brochures and letters with current regulations are distributed annually to landlords and real estate agents. This information is also available throughout the year to tenants through the Housing Division.

The City of Redding and Legal Services of Northern California, along with other Shasta Fair Housing Alliance partners, sponsor an annual Fair Housing Workshop to educate the community about fair housing laws. This year’s workshop is scheduled for April 27, 2023, and will be held in the Redding City Council chambers. Presently, the meeting agenda and hours of the workshop are being confirmed. Once available, the workshop details will be communicated to the community.

MEETING DATE: March 7, 2023
ITEM NO. 4.2(b)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.2(b)--Resolution Declaring April as Fair Housing Month Steve Bade, Assistant City
Manager
Packet Pg. 73
Report to Redding City Council February 28, 2023
Re: 4.2(b)--Resolution Declaring April as Fair Housing Month Page 2 Environmental Review
Declaring April as Fair Housing Month is not a project as defined under the California Environmental Quality Act and requires no further action.

Under the National Environmental Policy Act, administrative and management activities are considered exempt activities that require no further action.

Council Priority/City Manager Goals
• Communication and Transparency – “Improve the quality of communication with the public and City employees to enhance knowledge and increase transparency to improve public trust.”
• Government of the 21st Century - “Be relevant and proactive to the opportunities and challenges of today’s residents and workforce. Anticipate the future to make better decisions today.”
Attachments
^Resolution
Packet Pg. 74
RESOLUTION NO. 2023-____

A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF REDDING DECLARING APRIL AS “FAIR HOUSING MONTH”
WHEREAS, Title VIII of the 1968 Civil Rights Act (Federal Housing Law) prohibits discrimination in the sale, rental, leasing and financing of housing or land to be used for the construction of housing or in the provision of brokerage services because of race, color, ancestry, national origin, religion, actual or perceived sexual orientation, gender identity, physical disabilities (including AIDS), gender, age, and marital/familial status; and WHEREAS, it is the policy of the City of Redding to implement programs to ensure equal opportunity in housing for all persons regardless of race, color, ancestry, national origin, religion, actual or perceived sexual orientation, gender identity, physical disabilities (including AIDS), gender, age, and marital/familial status; and
WHEREAS, the City of Redding will assist all persons, who feel they have been discriminated against because of race, color, ancestry, national origin, religion, actual or perceived sexual orientation, gender identity, physical disabilities (including AIDS), gender, age, and marital/familial status to seek equity under Federal and State laws by providing informational material and the necessary forms to file a complaint with the California Department of Fair Housing or the U.S. Department of Housing and Urban Development; and
WHEREAS, the City of Redding annually distributes informational brochures and letters with current regulations to landlords and real estate agents to make them aware of their respective responsibilities and rights; and
WHEREAS, the City of Redding, in conjunction with various federal, state, and local entities, has selected April as an opportunity to educate the community on its rights and responsibilities as tenants and landlords;
NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of Redding hereby declares April as “Fair Housing Month” in the City of Redding as part of the national effort to educate tenants and landlords on their rights and responsibilities under the Federal Fair Housing Law.

I HEREBY CERTIFY that the foregoing resolution was introduced at a regular meeting of the City Council of the City of Redding on the 7th day of March, 2023, and was duly adopted at said meeting by the following vote:

AYES: COUNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

ABSTAIN: COUNCIL MEMBERS:
____________________________________
MICHAEL DACQUISTO, Mayor
ATTEST: APPROVED AS TO FORM:
________________________________ ____________________________________ PAMELA MIZE, City Clerk BARRY E. DeWALT, City Attorney
Packet Pg. 75
Attachment: ^Resolution (4.2(b)--Resolution Declaring April as Fair Housing Month)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize the following:
(1) Adopt Resolution authorizing the City of Redding to submit an application to the California Department of Forestry and Fire Protection’s (CAL FIRE) Wildfire Prevention Grants Program in the amount of $5 million; and
(2) Authorize the City Manager to execute all documents necessary to apply for the grant, appropriate funds should the grant be awarded, and execute any agreements necessary to implement the project.

Fiscal Impact
The grant application will request up to $5 million for vegetation management and reduction of fuel loads on City of Redding (City)-owned properties for a project entitled the City of Redding Priority Hazardous Fuel Management Project (Project). No match is required for this grant program. The project would potentially span over the next three to four years.

Alternative Action
The City Council could decline to apply for the funds under this grant opportunity or provide staff with alternative direction. Due to staff workloads and expense, these sites would not be able to be cleared without the funding this grant could provide.

Background/Analysis
CAL FIRE’s Wildfire Prevention Grants Program provides funding for wildfire prevention projects and activities in and near fire threatened communities that focus on increasing the protection of people, structures, and communities. Funded activities include hazardous fuel reduction, wildfire prevention planning, and wildfire prevention education with an emphasis on improving public health and safety while reducing greenhouse gas emissions.

MEETING DATE: March 7, 2023
ITEM NO. 4.2(c)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.2(c)--Resolution Authorizing Submittal of Application for CAL FIRE Wildfire Prevention Grant Program
Steve Bade, Assistant City
Manager
Packet Pg. 76
Report to Redding City Council February 28, 2023
Re: 4.2(c)--Resolution re Application for CalFire Wildfire Prevention Grant Program Page 2 The funding, if awarded, will allow the City to remove fuels on City-owned property previously identified as having high fuel loads. There are 15 identified areas (approximately 946 acres) that require work to remove vegetation and prevent undesired re-sprouting of invasive vegetation.

The multi-step approach to the project would combine funding with previously allocated funds from Redding Electric Utility ($80,000 per year) to clear spaces of vegetation, hire a private contractor to work alongside Parks Division staff to target these sites for grazing and clearing, and apply herbicide as necessary to prevent future overgrowth.

The proposed activities are consistent with the Wildfire Prevention Grants Program’s mission to avoid or reduce the severity of potential wildfires, thereby limiting greenhouse gas emissions.

The funds from this grant, if awarded, would allow the identified sites to be cleared such that City staff would be able to adequately maintain the locations upon completion of the project.

Council Priority/City Manager Goals
• Government of the 21st Century – “Be relevant and proactive to the opportunities and challenges of today’s residents and workforce. Anticipate the future to make better decisions today.”
Attachments
^Resolution
Packet Pg. 77
RESOLUTION NO. 2023-_____

RESOLUTION OF THE CITY COUNCIL OF THE CITY OF REDDING

APPROVING THE APPLICATION FOR GRANT FUNDS FOR

CALIFORNIA DEPARTMENT OF FORESTRY AND FIRE PROTECTION
(CAL FIRE) WILDFIRE PREVENTION GRANTS PROGRAM
WHEREAS, the Governor of the State of California, in cooperation with the State Legislature, has enacted State of California Climate Investment, which provides funds to the State of California and its political subdivision for fire prevention programs; and WHEREAS, the State Department of Forestry and Fire Protection (CAL FIRE) has been delegated the responsibility for the administration of the program within the State, setting up necessary procedures governing the application by local agencies, non-profit organizations, and others under the program; and
WHEREAS, the applicant will enter into an agreement with the State of California to carry out the City of Redding Priority Hazardous Fuel Management Project; NOW, THEREFORE, BE IT RESOLVED that the City Council of the City of Redding hereby:

1. Approves the filing of an application for the “California Climate Investment Fire Prevention Grant Program;”

2. Certifies that said applicant has or will have sufficient funds to operate and maintain the project;

3. Certifies that funds under the jurisdiction of the City Council of the City of Redding are available to begin the project;

4. Certifies that said applicant will expend grant funds prior to March 15, 2029; and

5. Appoints the City Manager, or designee, to conduct all negotiations, execute and submit all documents including, but not limited to, applications, agreements, amendments, payment requests, and so on, which may be necessary for the completion of the aforementioned project.

Packet Pg. 78
Attachment: ^Resolution (4.2(c)--Resolution re Application for CalFire Wildfire Prevention Grant Program) I HEREBY CERTIFY that the foregoing resolution was introduced at a regular meeting of the City Council of the City of Redding on the 7th day of March, 2023, and was duly adopted by the following vote:

AYES: COUNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

ABSTAIN: COUNCIL MEMBERS:

MICHAEL DACQUISTO, Mayor
ATTEST: APPROVED AS TO FORM:

PAMELA MIZE, City Clerk BARRY E. DeWALT, City Attorney
Packet Pg. 79
Attachment: ^Resolution (4.2(c)--Resolution re Application for CalFire Wildfire Prevention Grant Program)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Adopt Resolution approving and adopting the 83rd Amendment to City Budget Resolution No. 2021-078 appropriating $125,000 from the General Fund to replace the Sundial Bridge LED lighting system; and to convert a part-time Accounting Specialist position to a full-time position.

Fiscal Impact
The General Fund fiscal impact is $125,000 for the lighting project.

The cost of upgrading the part-time, Accounting Specialist position to a full-time position will be covered with existing resources in the Parks Division from salary savings. In the next budget, the increased cost will be funded through existing cross charges, primarily Landscape Maintenance Districts (LMD), for a total cost of $88,960.

Alternative Action
The City Council could choose not to approve funding for one or both requests and provide alternative direction to staff.

Background/Analysis
Sundial Bridge LED Light Replacement
The Sundial Bridge opened on July 4, 2004, and has become an iconic landmark for the City of Redding (City). The Sundial Bridge is a gateway to the Turtle Bay Exploration Park (Turtle Bay) and the Sacramento River Trail network. The City owns the Sundial Bridge and is responsible for its structural maintenance.

MEETING DATE: March 7, 2023
ITEM NO. 4.6(a)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.6(a)--Adopt Resolution Approving and Adopting the 83rd Amendment to the City Budget Resolution for purchase of a new Sundial Bridge lighting system and to increase hours for Accounting Specialist from part-time to full-time position Kim Niemer, Community
Services Director
Packet Pg. 80
Report to Redding City Council February 28, 2023
Re: 4.6(a)--Adopt Resolution to fund Sundial Bridge Lights & Accounting Specialist Page 2 In 2014, the City upgraded the lighting system to LED fixtures and installed a new control board.

LED lights simplify the control and operation of lights while increasing the intensity and span of colors available. There are 16 light fixtures installed in 9 locations under the bridge deck.

Over the last year, the frequency of malfunctions increased significantly. One notable event, the Think Pink event, experienced a major lighting failure where more than 40 percent of the lights were inoperable this past winter, causing safety issues for bridge visitors. The City provided additional auxiliary lighting during the Garden of Lights season. The fixtures cannot be repaired; a system replacement is necessary.

The Sundial Bridge, the Sacramento River Trail, the Redding Civic Auditorium, and Turtle Bay Exploration Park are destinations for residents and visitors alike. Ensuring that the Sundial Bridge and the surrounding plazas are well-maintained and safe is an important investment for the community and its reputation as a tourist destination.

LMD Accounting Specialist
In 2015, the Parks Division took over the administration of the LMD financials from the Public Works Department and hired a part-time Accounting Specialist. This position is limited to 1,000 hours per fiscal year and works an average of 20 hours per week. At that time, there were 37 districts, and the annual maintenance contract was $182,052. Currently, the City has 51 districts with 77 improvement areas, with an additional two districts enrolling next year. The yearly contract for maintenance in 2023 is $431,652, which is a 38 percent increase in districts and a 137 percent increase in the maintenance contract. Many of the newer districts are substantially larger than older districts, with more complex landscapes and benefit units.

The Accounting Specialist is responsible for the monthly landscape inspections of all 77 LMDs, administering the maintenance contract, troubleshooting problems, handling resident complaints and questions, and planning non-routine maintenance work and improvements within the districts. A very important responsibility of the position is to complete the accounting necessary to complete the annual Engineering Reports and set the yearly levy for each LMD. This process is complex, with hard deadlines to meet the County of Shasta’s timeline for inclusion in the annual property tax assessments. If the annual levee is not assessed, funds cannot be captured until the following annual process. There are over 5,000 residents that are assessed on a yearly basis for LMDs.

Due to the growth and complexity of the assignment, the part-time position is no longer sufficient to manage the LMD program and complete the required documentation for the County Tax Assessor. Converting this position from part-time to full-time will allow adequate time to complete the necessary duties to manage LMDs and provide limited assistance with other tasks, such as timekeeping and procurement, to support the Parks and Building Maintenance operations.

Environmental Review
For purposes of the California Environmental Quality Act (CEQA), the Sundial Bridge LED Light project is properly characterized as a repair and maintenance of an existing facility within the meaning of 14 CCR 15301. No further action is required.

Packet Pg. 81
Report to Redding City Council February 28, 2023
Re: 4.6(a)--Adopt Resolution to fund Sundial Bridge Lights & Accounting Specialist Page 3 Converting the part-time Accounting Specialist to a full-time position is not a project defined under the California Environmental Quality Act, and no further action is required.

Council Priority/City Manager Goals
• Budget and Financial Management – “Achieve balanced and stable 10-year Financial Plans for all funds.”
• Public Safety – “Work to improve all aspects of public safety to help people feel secure and safe where they live, work, and play in the City of Redding. • Communication and Transparency – “Improve the quality of communication with the public and City employees to enhance knowledge and increase transparency to improve public trust.”
• Economic Development – “Facilitate and become a catalyst for economic development in Redding to create jobs, retain current businesses and attract new ones, and encourage investment in the community.”
Attachments
^Resolution
Packet Pg. 82
RESOLUTION NO. 2023-____

A RESOLUTION OF THE CITY OF REDDING APPROVING AND ADOPTING THE 83 rd AMENDMENT TO CITY BUDGET RESOLUTION NO. 2021-078 APPROPRIATING $125,000 FOR THE REPLACEMENT OF THE SUNDIAL BRIDGE LIGHTING SYSTEM FOR FISCAL YEAR 2022-23; AND FOR THE CONVERSION OF 1 PART-TIME ACCOUNTING SPECIALIST POSITION TO 1 FULL-TIME POSITION FOR FISCAL YEAR 2022-23

BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF REDDING THAT Budget Resolution No. 2021-078 be and is hereby amended as follows:

FUND DIVISION DESCRIPTION INCREASE DECREASE
111 610 Parks $125,000
THAT account titles and numbers requiring adjustments by this Resolution are as follows:
111-427-01-0001-01 Beginning Balance $ 125,000
Increase(Decrease) Expenditures
111-610-4796-70 Sundial Bridge Lighting $ 125,000
Total $ 125,000 $ 125,000
PERSONNEL FY 2022-23
Accounting Specialist (Part Time) (.5 FTE)
Accounting Specialist (Full Time) 1 FTE
THAT the purpose is to appropriate $125,000 for the replacement of the sundial bridge lighting system for fiscal year 2022-23; and for the conversion of 1 part-time Accounting Specialist position to full-time for fiscal year 2022-23.

I HEREBY CERTIFY that the foregoing resolution was introduced at a regular meeting of the City Council of the City of Redding on the 7th day of March, 2023, and was duly adopted at said meeting by the following vote:

AYES: COUNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

ABSTAIN: COUNCIL MEMBERS:

MICHAEL DACQUISTO, Mayor
ATTEST: FORM APPROVAL:

PAMELA MIZE, City Clerk BARRY E. DeWALT, City Attorney
Packet Pg. 83
Attachment: ^Resolution (4.6(a)--Adopt Resolution to fund Sundial Bridge Lights & Accounting Specialist)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize the sole source purchase of one Type III wildland engine from Golden State Fire Apparatus, Inc., for a price not to exceed $475,000, which includes inspection trips, delivery, sales tax, and a pre-payment discount for the City of Redding Fire Department.

Fiscal Impact
The Type III wildland fire engine purchase involves an expenditure not to exceed $475,000 from the Fire Department's rolling stock account. There will be no new fiscal impact as a result of this purchase.

Alternative Action
The City Council could opt to not approve the request for this purchase and direct the Fire Department to purchase a custom Type III fire engine at an approximate additional cost of $110,000-120,000 and a thirty-month build time.

Background/Analysis
On February 14, 2023, the Fire Department received a Golden State Fire Apparatus proposal for one Type III wildland fire engine. The Type III fire engine is a "stock-build engine," meaning it has no specific modifications made for the Fire Department; it is built ready-made for delivery. It is a rare opportunity to purchase stock-built fire apparatus instead of the typical custom build.

The proposal represents a valuable opportunity to purchase the stock engine immediately, saving approximately $110,000 to $120,000 compared to a custom build. The Fire Department has been advised that the build time for a custom Type III engine is thirty months from the time of order.

At the December 20, 2022, Council Meeting a similar request for a stock build Type III was approved, and it will be arriving in early March. If approved, the requested new Type III MEETING DATE: March 7, 2023
ITEM NO. 4.8(a)
FROM:
***APPROVED BY***
[email protected] [email protected] SUBJECT: 4.8(a)--Authorize Purchase of Type III Wildland Fire Engine Jerrod Vanlandingham, Fire
Chief
Packet Pg. 84
Report to Redding City Council March 1, 2023
Re: 4.8(a)--Authorize Purchase of Type III Wildland Fire Engine Page 2 wildland engine will be available to fight fires in the 2023 fire season; a custom-build purchase would not be available until the end of the 2025 fire season.

The stock Type III fire engine the Fire Department is requesting to purchase mirrors the apparatus used by California Department of Forestry and Fire Protection (Cal Fire). Having the same equipment as Cal Fire is advantageous when Redding Fire Department is deployed, because Cal-Fire mechanics can fix and replace parts on-site. It is the recommendation of the Fire Department going forward to only purchase stock Type III fire engines for the above reasons.

Upon delivery and placement in service, the Type III fire engine will replace a 2000 Type III wildland fire engine. Fire engines of this age are increasingly unreliable and are recommended for surplus.

Environmental Review
This is not a project defined under the California Environmental Quality Act, and no further action is required.

Council Priority/City Manager Goals
• Public Safety – "Work to improve all aspects of public safety to help people feel secure and safe where they live, work, and play in the City of Redding." • Budget and Financial Management – "Achieve balanced and stable 10—year Financial Plans for all funds."
• Government of the 21st Century – "Be relevant and proactive to the opportunities and challenges of today's residents and workforce. Anticipate the future to make better decisions today."
Packet Pg. 85

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Approve forgiveness of the Redding Electric Utility Soccer Park turf replacement loan of $3,206,743, including accrued interest, thereby directing removal of interfund receivable and payable respectively for accounting recognition as directed during the February 16, 2023, City Council Biennial Budget Workshop.

Fiscal Impact
Currently, the City of Redding General Fund (General Fund) has a loan obligation of $3,725,184, which includes interest, owed to Redding Electric Utility (REU). By forgiving the portion of the loan associated with the settlement proceeds, the General Fund would realize a reduction of the interfund payable of $3,206,743, which brings the new total owed to $518,441. Additionally, the General Fund would reduce the estimate payment from approximately $400,000 per year to $72,000 per year.

REU would receive $72,000 per year instead of the approximately $400,000 per year from the General Fund and the interfund receivable would be removed from the balance sheet.

Alternative Action
The City Council (Council) could choose to maintain the $3,725,184 loan between REU and the General Fund. This would require the General fund to budget to repay these funds at $400,000 per year over the next eleven years.

MEETING DATE: March 7, 2023
ITEM NO. 4.10(a)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.10(a)--Forgive Loan from REU to General Fund for Soccer Park Turf Greg Robinett, Director of
Finance/City Treasurer
Packet Pg. 86
Report to Redding City Council February 28, 2023
Re: 4.10(a)--Forgive Loan from REU to General Fund for Soccer Park Turf Page 2 Background/Analysis
On March 5, 2019, the Council approved a Soccer Park turf replacement loan of $3,621,500 from REU with payments commencing as the General Fund could afford. The final approval with budget resolution approving the transfer from REU to the General Fund was approved by the Council on September 30, 2019. At that time, no payments were scheduled and decisions on the repayment terms were deferred to a future Council’s direction and budget development.

During the biennial budget development for Fiscal Year 2021-22 and Fiscal Year 2022-23 the Council directed staff to plan for repayment of the loan beginning in Fiscal Year 2023-24. The annual payment was projected to be approximately $400,000 per year for 8 years.

The funds used to issue the loan were mostly the result of settlement litigation proceeds. REU received $3,131,137 on July 12, 2018 as settlement to outstanding litigation regarding wholesale power sales. These funds were not anticipated at that time and were not programmed into the fiscal management plan.

During the Biennial Budget Workshop on February 16, 2023, the Council voted to forgive the loan between REU and the General Fund.

Since issuance, the loan has accrued annual interest in the amount of $103,684; including interest, the loan balance as of June 30, 2022, was $3,725,184. Staff is recommending reducing the loan to $518,441. This reduction accounts for the proceeds of the settlement and interest associated to the proceeds thereby reducing the loan by $3,206,743. Based on the intent of the Council to forgive the loan, staff performed a recalculation of interest and reduced the principal balance to $490,363. The corrected interest accrual from the date of the loan to June 30, 2022, is $28,078, which results in a total loan of $518,441.

The General Fund will receive rent revenues of $6,000 per month from the Shasta Regional Soccer Association. This will provide a source of revenue to make the payments due on the remaining balance of the loan. The $72,000 per year will be used to pay the loan until the loan is paid off.

Environmental Review
This is not a project defined under the California Environmental Quality Act, and no further action is required.

Council Priority/City Manager Goals
• Budget and Financial Management – “Achieve balanced and stable 10-year Financial Plans for all funds.”
• Communication and Transparency – “Improve the quality of communication with the public and City employees to enhance knowledge and increase transparency to improve public trust.”
Packet Pg. 87

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize the following actions relative to Request for Proposals (Schedule No. 5334), Construction Management and Inspection Services for the Lake Boulevard Transmission Water Main Project (Project):
(1) Award RFP to Ghirardelli Associates, Inc.,
(2) Authorize the Mayor to execute a Consulting and Professional Services Contract for a not-to-exceed fee of $598,261.08 with Ghirardelli Associates, Inc., to provide Construction Management and Inspection Services for the Lake Boulevard Transmission Water Main Project; and
(3) Authorize the City Manager to approve contract amendments not to exceed $50,000.

Fiscal Impact
The requested services will be funded with Water Utility Funds budgeted for FY 2022-23.

Alternative Action
The City Council (Council) could choose not to award this agreement; in which case, City of Redding (City) staff would be required to manage construction management and inspection. This would require either consultant services to be solicited for other capital work or reduction in the City’s capital program delivery. The Council could also choose to award to GHD, the second ranked firm.

MEETING DATE: March 7, 2023
ITEM NO. 4.11(a)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.11(a)--Award Request for Proposal No. 5334 and Authorize Execution of Consulting and Professional Services Contract for Construction Management and Inspection Services for the Lake Boulevard Transmission Water Main Project Chuck Aukland, Public
Works Director
Packet Pg. 88
Report to Redding City Council February 28, 2023
Re: 4.11(a)--Request for Proposals No. 5334 Construction Management Services Page 2 Background/Analysis
The proposed capital project includes:

1. Installation of approximately 9,400 feet of 24-inch ductile iron water main in Lake Boulevard from Keswick Dam Road to Masonic Avenue.

2. Installation of approximately 1,240 feet of 8-inch PVC water main in Northpointe Road and Redwood Boulevard.

3. Installation of approximately 730 feet of 8-inch PVC in Yuletide Avenue and July Way.

4. The replacement of approximately 300 feet of storm drain pipe in Keswick Dam Road.

The design phase of this project is nearly complete and the project is anticipated to be advertised for bid in March 2023. Due to the City’s engineering staff’s oversight of approximately 15 projects this upcoming construction season, there is insufficient staff to manage a project of this magnitude and complexity without affecting the delivery of other projects. As such, consultant support is required.

CONSULTANT SELECTION PROCESS
In November 2022, a formal Request for Proposals (No. 5334), outlining the specific scope of work, was advertised. Proposals were required to include a scope of work and proposed fee.

Proposals and fee schedules were received from two firms on December 13, 2022. A review and selection panel was formed consisting of members from the Public Works Department. Based upon the stated criteria for review of the proposals and the experience of each firm, the panel ranked the firms as follows:

FIRM RANK
Ghirardelli Associates
GHD
1 2
Proposals were evaluated based on the understanding of the scope of work, ability to meet the proposed schedule and maintain the project budget, experience and qualifications of the proposed staff, ability to work with City staff, project approach, familiarity with state and City of Redding procedures, and geographic location of the team. Applying the criteria to the proposals, the selection panel determined that Ghirardelli Associates, Inc., was the best qualified firm to provide the required services for this project.

Following the evaluation and ranking, Ghirardelli Associates, Inc.’s, proposed fees were opened, evaluated, and negotiated to include reasonable costs based on the scope of services as well as previous similar project cost comparisons.

The consultant fee is estimated and payments will be for actual work performed on a time and materials basis within the not-to-exceed contract limits. However, staff recommends the approval of an additional $50,000 in contingency reserve. Contingency funds may be necessary due to unforeseen project issues. If this reserve needs to be utilized, an amendment would be negotiated with the consultant and the contract would be modified with approval of the City Manager. The attached professional services agreement with Ghirardelli Associates, Inc., is approved as to form by the City Attorney.

Packet Pg. 89
Report to Redding City Council February 28, 2023
Re: 4.11(a)--Request for Proposals No. 5334 Construction Management Services Page 3 Environmental Review
This action is not a project as defined by the California Environmental Quality Act (CEQA), and no further action is required. Upon design completion, the Lake Boulevard Transmission Water Main Project will be advertised for construction bids. Staff will return to the Council for award of the construction contract, and CEQA findings will be made at that time.

Council Priority/City Manager Goals
This agenda item is a routine operational item.
c: Nick Visconti, Construction Manager
Amber Edenburn, Purchasing Officer
Attachments
Consultant Agreement
Packet Pg. 90
Packet Pg. 91
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 92
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 93
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 94
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 95
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 96
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 97
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 98
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 99
Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 100 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 101 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 102 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 103 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 104 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 105 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 106 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 107 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 108 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services) Packet Pg. 109 Attachment: Consultant Agreement (4.11(a)--Request for Proposals No. 5334 Construction Management Services)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize staff to reduce the retention that was withheld to two- and one-half percent, thereby releasing $102,243.38, to Tullis, Inc., the contractor for Bid Schedule No. 5221 (Job No. 2644) Bechelli Lane Roundabout Project.

Fiscal Impact
There will be no fiscal impact to the project as release of these retention funds will be used to pay subcontractors for work that was already completed. Retention is withheld from progress payments for numerous reasons, one of which being to cover claims that arise from underpayment to subcontractors. The release of these withheld funds will satisfy this condition.

Alternative Action
The City Council (Council) may choose not to reduce the retention to Tullis, Inc., and provide staff with alternate direction. Without this release, the City of Redding (City) would continue to withhold five percent retention on previous and forthcoming project progress payments until project completion which is currently unknown. This would cause Tullis, Inc., and its subcontractors, to continue carrying the burden of covering costs without compensation.

Background/Analysis
At its regular meeting on January 18, 2022, the Council awarded the construction contract for the South Bonnyview Road/I-5 Phase II Improvements Bechelli Lane Roundabout (Bechelli Lane Roundabout) Project to the low bidder, Tullis, Inc., of Redding, California, in the amount of $4,089,735. Tullis, Inc., began work in May 2022, and was substantially complete in September 2022.

MEETING DATE: March 7, 2023
ITEM NO. 4.11(b)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.11(b)--Approve a Partial Retention Release for Bid Schedule No. 5221 (Job No. 2644) S. Bonnyview Road / I-5 Phase II Improvements Bechelli Lane Roundabout Project (Bechelli Lane Roundabout)
Chuck Aukland, Public
Works Director
Packet Pg. 110
Report to Redding City Council February 24, 2023
Re: 4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj Page 2 Since September 2022, the only remaining work includes installation of three light poles along the south side of South Bonnyview between Bechelli Lane and the Interstate 5 interchange.

These light poles cannot be installed until REU removes the existing overhead power lines.

Removal of the overhead power lines is dependent upon completion of the intersection work being constructed as part of the City’s adjacent South Bonnyview/I-5 Ramp Improvement Project. As such, Tullis, Inc., has formally requested, in the attached letter, a partial release of retention that would reduce monies withheld to one percent. Per Public Contract Code (PCC) section 9203, “at any time after 50 percent of the work has been completed, if the legislative body finds that satisfactory progress is being made, it may make any of the remaining progress payments in full for actual work completed.” As 95 percent of the contract has been completed to date, staff is requesting, in accordance with PCC and long-standing City practices to release partial retention when the work is affected outside the contractor’s control, that retention withheld be reduced to two- and one-half percent and all other monies withheld be released to the contractor.

Environmental Review
This action is not a project as defined by the California Environmental Quality Act (CEQA), and no further action is required. On May 28, 2021, the Council found the Bechelli Lane Roundabout Project to be categorically exempt from review under the CEQA Guidelines, per Section 15301(c) – Existing Facilities and Section 15302(c) – Replacement or Reconstruction.

Council Priority/City Manager Goals
This is a routine operational item.

Attachments
^Request Reduction Retention_COR Roundabout_02-02-23
^Location Map
^NOE S. Bonnyview - Bechelli Roundabout
Previous Staff Report 1-18-22 4-11a
Packet Pg. 111
Packet Pg. 112
Attachment: ^Request Reduction Retention_COR Roundabout_02-02-23 (4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj) Packet Pg. 113 Attachment: ^Location Map (4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj) Packet Pg. 114
Attachment: ^NOE S. Bonnyview - Bechelli Roundabout (4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize the following actions relative to Bid Schedule No. 5221 (Job No. 2644) South Bonnyview Road/I-5 Phase II Improvements Bechelli Lane Roundabout Project:
(1) Award to Tullis Inc. in the amount of $4,089,735;
(2) Approve an additional $400,000 to cover the cost of administration and inspection fees; and $700,000 for project development costs;
(3) Approve $410,000 to provide construction contingency funding; (4) Authorize the City Manager to approve additional increases in either the construction management or construction contingency amounts up to a total of $100,000; (5) Adopt Resolution approving and adopting the 23rd Amendment to City Budget Resolution No. 2021-078 appropriating an additional $3,150,000 in funding for the project; and
(6) Find that the Project is categorically exempt from the California Environmental Quality Act per Section 15301(c) – Existing Facilities and Section 15302(c) – Replacement or Reconstruction.

Fiscal Impact
At its regular meeting on October 20, 2020, the City Council (Council) approved the Transportation Infrastructure Agreement (TA) with Costco Wholesale Corporation (Costco) and Rich Development Enterprises (Rich) for the I-5/South Bonnyview interchange, South Bonnyview Road and Bechelli Lane improvements. The TA laid the framework for regional transportation improvements in and around South Bonnyview Road, I-5, and Bechelli Lane. The City of Redding (City) has developed three capital projects to meet the conditions of the TA. The projects are referred to as the South Bonnyview Road/I-5 Phase II Improvements and include the Bechelli Roundabout Project (Project), the South Bonnyview/I-5 Interchange Ramps Project (Ramps) and the Bechelli/Loma Vista Signal Project (Loma Vista). These projects are being funded by the Citywide Transportation Impact Fees (TIF), Developer-paid TIF, and California MEETING DATE: January 18, 2022
ITEM NO. 4.11(a)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 4.11(a)--Award Bid Schedule No. 5221 (Job Order No. 2644) South Bonnyview Road/I-5 Phase II Improvements Bechelli Lane Roundabout Project and Approve Budget Resolution
Chuck Aukland, Public
Works Director
Packet Pg. 115 Attachment: Previous Staff Report 1-18-22 4-11a (4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj) Report to Redding City Council January 11, 2022
Re: 4.11(a)--Award Bid No. 5221; S. Bonnyview Rd/I-5 Phase II Improvem Page 2 Department of Transportation (Caltrans) State Highway Operation Protection Program (SHOPP) Minor A.

The estimated project budget for this Project is $5,700,000 (see table below). The Ramps project, which was awarded by the Council on December 7, 2021, is estimated at $5,250,000 and the Loma Vista project is approximately $800,000. The combined total regional projects’ estimated budget is $11,750,000. There is currently $8,600,000 budgeted for the projects. The increased costs are primarily due to escalated construction and materials costs. The attached budget resolution in the amount of $3,150,000 will provide the additional funding to award the Bechelli Roundabout Project and complete the Loma Vista project. It should be noted that project costs presented at this time are approximately $2,000,000 more than anticipated at the time of the 2019 Bond Sale to fund these improvements. This may delay other projects within the City’s TIF program further into the future depending on impact fee revenues received.

Cost Summary
Item Estimated
Project Development Costs $700,000
Construction Contract + Contingency $4,499,735
Contract Administration, Inspection, Testing $400,000
Additional City Manager Authority $100,000
Total Project Costs $5,699,735
Project Budget $5,700,000
Project cost components are estimates and some shifting of the project development, construction management, and construction contingency funds may be necessary to balance the project within the approved budget.

Alternative Action
The City Council could choose not to award the bid for the Project and provide staff with alternate direction. If the Project is not awarded, the proposed improvements will not be constructed which are required Conditions of Approval for the regional development of the Rivercrossing Marketplace and also provide for acceptable traffic operations for the I-5 Interchange. This will impact the ability for Costco and Rich to gain occupancy on the development currently under construction on the northwest side of the interchange.

Background/Analysis
Attached is a tabulation of bids received and opened on December 16, 2021, for the Project. The low bid in the amount of $4,089,735 was received from Tullis Inc. of Redding, California. The engineer's estimate was $3,000,000. Total project development costs for the Project are estimated to be $700,000. Project development costs include engineering, surveying, right-of-way, environmental, consultant services, and permit fees.

As a part of the TA, the City is responsible for designing and constructing a two-lane roundabout at the South Bonnyview Road and Bechelli Lane intersection. This work includes temporary traffic control, construction of a roundabout island, earthwork, asphalt concrete paving, curb, gutter, sidewalk, storm drainage, landscaping, street lighting, signing, striping and other miscellaneous items of work.

Packet Pg. 116 Attachment: Previous Staff Report 1-18-22 4-11a (4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj) Report to Redding City Council January 11, 2022
Re: 4.11(a)--Award Bid No. 5221; S. Bonnyview Rd/I-5 Phase II Improvem Page 3 Staff has determined that the project qualifies as Categorically Exempt from environmental review under California Environmental Quality Act Guidelines Sections 15301(c) – Existing Facilities and 15302(c) – Replacement or Reconstruction. The project area does not have significant values for wildlife habitat or other environmental resources, and the project has no potential to have a significant effect on the environment.

Council Priority/City Manager Goals
• Public Safety – “Work to improve all aspects of public safety to help people feel secure and safe where they live, work, and play in the City of Redding.” • Government of the 21st Century – “Be relevant and proactive to the opportunities and challenges of today’s residents and workforce. Anticipate the future to make better decisions today.”
• Economic Development – “Facilitate and become a catalyst for economic development in Redding to create jobs, retain current businesses and attract new ones, and encourage investment in the community.”
Attachments
Resolution
Location Map
Bid Tabulation
Notice of Exemption
102020 Staff Report (available online)
Packet Pg. 117 Attachment: Previous Staff Report 1-18-22 4-11a (4.11(b)--Retention Reduction BS 5221 Bechelli Lane Roundabout Proj)

CITY OF REDDING

REPORT TO THE CITY COUNCIL
Recommendation
Authorize the following actions relative to Consulting and Professional Services Contract (C8541) for the Pump House 1 Replacement Project (Project):
(1) Authorize the City Manager to execute the Fifth Amendment to Consultant and Professional Services Contract with Jacobs Engineering Group, Inc., (Jacobs) for Phase 2 design services, including environmental permitting, project funding assistance, surveying and mapping, right of way support, final design services, bid phase services, and engineering services during construction for an amount of $5,495,518, increasing the total contract amount to $6,584,764, and extending the term of the contract through 2027; (2) Authorize the City Manager to approve additional contract amendments not to exceed $500,000; and
(3) Adopt Resolution approving and adopting the 82nd Amendment to Budget Resolution No. 2021-078 allocating $5,400,000 from the Water Utilities (Fund 143) beginning cash balance into distribution account 143-869-3020-04 for the project.

Fiscal Impact
The total project costs are expected to be approximately $40 million. Funding will come from the Water Utility (Utility) Fund and the project is included in the current Capital Improvement Program. The City of Redding (City) staff intends to obtain State or Federal loans and/or grants to fund a portion of the construction costs for the project, if authorized by the City Council (Council). The Utility has been setting aside six percent of annual revenues for several years and accumulated a balance of $15,102,572 as of the fiscal year ending 2022.

MEETING DATE: March 7, 2023
ITEM NO. 9.11(c)
FROM:
***APPROVED BY***
[email protected] [email protected]
SUBJECT: 9.11(c)--Consider Fifth Amendment to Consulting and Professional Services Contract (C-8541) for the Pump House 1 Replacement Project.

Chuck Aukland, Public
Works Director
Packet Pg. 118
Report to Redding City Council March 2, 2023
Re: 9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C8541 Page 2 The proposed Fifth Amendment (Amendment) to the Consulting and Professional Services Contract – C8541 (Agreement) to fulfill the Pump House 1 Replacement Project (Project) includes services to assist the City with preparing and applying for grants and loans for the project, including but not limited to California State Water Resources Control Board Clean Water State Revolving Fund and U.S. Environmental Protection Agency Water Infrastructure Finance and Innovation Act loans. Should funding from loans or grants not materialize, then the City may need to issue municipal bonds.

The attached budget resolution will add $5,400,000 to the current year Utility budget and is needed to fully fund the proposed amendment to the agreement with Jacobs Engineering Group, Inc. (Jacobs).

Alternative Action
The Council may choose not to approve the amendment to the agreement with Jacobs and consider one of the following alternatives:

1. Issue a new request for proposals (RFP) to obtain Phase 2 design services from a different consultant. The associated RFP, consultant selection process, contract award, and learning curve for a new design team would likely add costs and delay the project development. This may subject the City’s water system to vulnerabilities by extending the service life of the existing pump house that may include regulatory action or unmet system demand needs.

2. Eliminate the proposed project from the Water Utility CIP. This alternative would subject the City’s water system to significant vulnerabilities and potential regulatory action as well as not meet projected water system demands with surface water contract allocations.

3. Provide staff with an alternative direction.

Background
The City’s Pump House 1 (PH1) is located on the south bank of the Sacramento River, along the Sacramento River Trail and approximately one-quarter mile west and upriver from the Diestelhorst and Lake Redding Bridges. It pumps water from the Sacramento River to the City’s Foothill Water Treatment Plant (FWTP). It is the City’s largest and primary water supply, providing more than half of the City’s drinking water during average and peak demands. PH1 is the only source of raw water to the FWTP, which makes it a critical component of the City’s water supply system.

PH1 was constructed in 1937, and has been in continual service since that time. Major modifications were performed in 1968, 1981, and 1989, to replace aging pumps and add new pumps to increase the station’s capacity. It currently has five vertical turbine pumps and its firm capacity is approximately 29 million gallons per day. City staff plans to completely replace PH1 because of the following general deficiencies:
• Its intake is located in a shallow area of the river that impacts its pumping capacity depending on the status of the Anderson Cottonwood Irrigation District (ACID) dam which is downriver.
• The existing intake and screens may not meet long term State and Federal criteria regarding protection of endangered fish species.
• Pumping capacity will need to be increased to meet the future demands of the FWTP.

Packet Pg. 119
Report to Redding City Council March 2, 2023
Re: 9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C8541 Page 3 • Based on the City’s General Plan seismic hazard map, it is located in an area of high seismic liquefaction potential and may not be adequate to withstand critical damage during an earthquake.

Design services for the PH1 replacement have been separated into two phases. Phase 1 includes preliminary design services and preparation of a preliminary design report, and Phase 2 includes environmental permitting, project funding assistance, right-of-way acquisition, final design, and engineering services during bidding and construction.

On May 5, 2020, the Council authorized execution of Consulting and Professional Services Contract (C-8541) for $488,829 with Jacobs for Phase 1 of the design. As was noted in the May 5, 2020, staff report, Phase 2 design services were included in the competitive proposal but were not included in the original agreement. The intent was to award Phase 2 design services with an amendment to Jacobs’s contract, if the City was satisfied with the services through Phase 1.

Jacobs’s Phase 1 design services included preparation of a preliminary design report evaluating project alternatives for the PH 1 replacement, including the following:

1. Replacement at the existing PH 1 location;

2. Replacement at a new river trail location, approximately 1,600 feet west and upriver;

3. Replacement with a riverbank filtration collector well system; and

4. Combinations of Alternatives
Since May 2020, four amendments to the original contract with Jacobs were executed to provide more extensive investigation associated with a riverbank filtration collector well system alternative (Alternative 3), and to extend the term of the contract. The first three amendments provided for a three-step approach to narrow potential collector well sites and evaluate geotechnical conditions with geophysical surveys, geotechnical borings and small-scale pump tests, and a large-capacity pump testing with monitoring wells. On July 20, 2021, the Council authorized the City Manager to execute the Third Amendment, thereby increasing the contract amount to $1,089,246, to allow for installation of monitoring wells and large-capacity pump testing at the City’s future bike park, located east of the Market Street Bridge.

In July of 2022, Jacobs completed its Preliminary Design Report. The extensive geotechnical investigation and testing associated with Alternative 3 determined that a riverbank collector well system would not provide enough capacity to replace PH 1. Given the limited capacity of Alternative 3 and lengthy delays with boring equipment availability to complete the borings and pump testing, the City and Jacobs elected to separate the detailed evaluation for Alternative 3 into a standalone report. The Preliminary Design Report then focused on project alternatives to replace PH1 at its existing location or to install the replacement station 1,600 feet up river (Alternatives 1 and 2).

Based on the Preliminary Design Report and Jacobs’s recommendations, staff intends to proceed with Alternative 2, to replace PH1 with a new station approximately 1,600 feet upriver from its existing location. This is the preferred project alternative for the following reasons:
• It is a location with deeper water depth in the Sacramento River, thereby a replacement pump station at this location can meet peak demands with or without the ACID dam in place;
Packet Pg. 120
Report to Redding City Council March 2, 2023
Re: 9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C8541 Page 4 • It will allow for use of a screen material that will simplify future operation and maintenance;
• Better access to this location can be provided from Overhill Drive, which will also benefit the public by providing additional access to the Sacramento River Trail; • It will include restoration of Jenny Creek, a need that State regulating agencies previously indicated the City will need to perform at some point; and • It is less expensive than Alterative 1.

Jacobs also submitted a draft collector well feasibility report in November 2022 and is preparing the final report. The City could consider installing a collector well at the City’s future bike park at some point in the future, but it would be a separate project and it would only supply approximately 10 percent of the flows that will be required from the replacement Pump House 1 during peak demands.

Jacobs has completed its contracted services through Phase 1 of the design for the project and staff is satisfied with the services provided to date. There have been some project delays because of COVID 19 and availability of geotechnical equipment, but staff believes that these delays were mostly beyond Jacobs’ control. The proposed Fifth Amendment will provide Phase 2 design services for the project, in line with staff’s expectations since the RFP development in 2019. Staff has negotiated the proposed scope and fee with Jacobs and determined the fee to be fair and reasonable, given the size and complexity of the environmental and design services required. The attached amendment has been approved as to form by the City Attorney.

Environmental Review
This action is not a project as defined by the California Environmental Quality Act (CEQA), and no further action is required. Contract amendment would allow the consultant to perform the technical environmental studies necessary for compliance with CEQA and the National Environmental Policy Act should federal resources be obtained.

Council Priority/City Manager Goals
• This agenda item is a routine operational item.

Attachments
^Resolution
^Location Map
Fifth Amendment
First Amendment
Second Amendment
Third Amendment
Fourth Amendment
Consulting and Professional Services C-8541
Preliminary Design Report
Draft Collector Well Feasibility Report
Previous Staff Report- 5/5/2020
Previous Staff Report- 7/20/2021
Packet Pg. 121
Resolution No. 2023 - ____________
A RESOLUTION OF THE CITY OF REDDING APPROVING AND ADOPTING THE 82 nd
AMENDMENT TO CITY BUDGET RESOLUTION NO. 2021-078 APPROPRIATING $5,400,000 FOR THE PUMP HOUSE 1 REPLACEMENT PROJECT FOR FISCAL YEAR 2022-23.

BE IT RESOLVED BY THE CITY COUNCIL OF THE CITY OF REDDING THAT Budget Resolution No. 2021-078 be and is hereby amended as follows:

FUND DIVISION DESCRIPTION INCREASE DECREASE
143 869 Water – Capital Outlay $5,400,000
THAT account titles and numbers requiring adjustments by this Resolution are as follows:

USE SOURCE

OF FUNDS OF FUNDS
Increase Revenue
143-869-1-0001-01 Water Utility Capital Outlday Division Balance. $ 5,400,000 Increase(Decrease) Expenditures
143-869-3020-04 Pump House 1 Replacement $ 5,400,000
Total $ 5,400,000 $ 5,400,000
THAT the purpose is to appropriate $5,400,000 for the Pump House 1 replacement project for fiscal year 2022-23.

I HEREBY CERTIFY that the foregoing Resolution was introduced at a regular meeting of the City Council of the City of Redding on the ______ day of _______, 2023 and was duly adopted at said meeting by the following vote:

AYES: COUNCIL MEMBERS:

NOES: COUNCIL MEMBERS:

ABSENT: COUNCIL MEMBERS:

ABSTAIN: COUNCIL MEMBERS:

MICHAEL DACQUISTO, Mayor
ATTEST: FORM APPROVAL:

PAMELA MIZE, City Clerk BARRY E. DeWALT, City Attorney
Packet Pg. 122 Attachment: ^Resolution (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 123
Attachment: ^Location Map (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 124
Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 125
Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 1 City of Redding
and
Jacobs Engineering Group Inc.

Pump House 1 Replacement Project -Amendment No. 5
Exhibit A-4
Jacobs Engineering Group Inc. (Jacobs) proposed Scope of Engineering Services Amendment No. 5 (Exhibit A) for the Pump House 1 (PS1) Replacement Project (Project) assigned to the City of Redding (City) Consulting and Professional Services Contract C-8541. Jacobs will perform the work on a not-toexceed time and materials basis per the rate schedule (Exhibit B-1).

Per Request for Proposal (RFP) No. 5094, the effort associated with this Project requires two separate phases. Phase 1 involved preliminary design (alternatives evaluation) services and preparation of a Preliminary Design Report (PDR) with recommendations and is considered complete. This Amendment No. 5 is for Phase 2 of the RFP and involves the detailed engineering and design, environmental compliance documentation, permitting, project funding assistance, right-of-way acquisition support, and preparation of construction contract documents, as well as services during the bid and construction phase of the Project.

The following table of contents outlines the tasks to be performed with this Project:

Table of Contents
Phase 2: Final Design, Bid Phase Services, and Construction Period Services Task 1 – Project Management and Meetings..................................................................... 3 Task 2 – Environmental Compliance and Permitting.......................................................... 4 Task 3 – Project Funding Assistance ................................................................................... 9 Task 4 – Survey and Mapping ........................................................................................... 12 Task 5 – Geotechnical Investigation ................................................................................. 14 Task 6 – Right of Way Support.......................................................................................... 15 Task 7 – Final Design Services – Drawings, Specifications and Engineers Estimate ......... 16 Task 8 – Supplemental Services........................................................................................ 19 Task 9 – Bid Phase Services............................................................................................... 23 Task 10 – Engineering Services During Construction........................................................ 24 The Final Preliminary Design Report for the City of Redding Pump House 1 Replacement Project, dated July 2022 recommends the City proceed with plans to implement Alternative 2, New River Trail Location.

The Project is anticipated to consist of the following main components:
• Demolition of the existing intake and pump station building and restoration of the Site. • A new 42-million-gallon-per-day (mgd) intake structure located on the right bank (south) of the river approximately 1,600 feet upstream of the existing pump station (Site). • Intakes Screen, Inc (ISI) cylindrical tee screen units (two) with integral brush cleaning system and retrieval system.

Packet Pg. 126 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 2 • Raw water supply pumps (four duty plus one spare); initial capacity of 36 mgd at reduced speed and 42 mgd at full speed.
• A new pump station building that will house the pump units and related mechanical and electrical equipment along with sewer pump for private bathroom.
• Ancillary facilities, including seal water supply system with booster pumps, flowmeter, hoisting equipment, heating and air conditioning, and surge tank. • Electrical system and instrumentation and control (I&C), including a 5-kilovolt (kV) switchgear, a 5-kV variable frequency drive, a 208/120-volt transformer/distribution, utility meter, utility transformer, main programmable logic controller (PLC), fiber optics, and ethernet radio. • A SCADA tower will be designed.
• A new 42-inch-diameter pipeline to connect the new pump station to the existing 30-inch-diameter pipelines immediately east of the Site.
• A new 16-foot-wide paved access road from Overhill Drive to the Site. The access road maximum grade will be 10 percent and designed for 15-mph vertical curves. • Utilities, including potable water, sewer, electric service, and fiber optics, that will be tied into existing utilities at Overhill Drive and routed underground along the new access road to the Site. It is assumed a separate electrical feed will be extended underground from the existing pump station. It is assumed the sewer will need to be pumped to Overhill Drive. • Jenny Creek fish passage improvements, including replacement of the culverts in accordance with modern fish passage criteria, an engineered fishway, and a clear-span bridge or other means for providing safe and effective fish passage.
• Site civil improvements, including restoration of the River Trail within the Project to pre-project conditions.

Assumptions:
• The City’s equipment tagging convention will be used. • The City’s standby generator will remain at the existing Site. • Utilities (water, sewer, fiber optics, and electrical) will be sourced from Overhill Drive. • The collector well design will be a separate design and contract. • The City will work with Contractor to facilitate short duration closures near the construction action area during pile driving and significant overhead/ crane activities that may require safety exclusions for noise or falling objects. It is assumed the Contractor will develop a pedestrian routing plan to provide for safe pedestrian and bicycle routing alternatives during construction at all other times. • The City or Contractor will apply and pay for construction permits. • The City will pay for permit application fees.
• The City will prepare the front end legal documents.
• Jacobs will prepare technical specifications.
• The City will pay for cost to acquire property necessary for the Project. • The City will perform SCADA programing. Jacobs will provide functional descriptions. • Additional assumptions are provided through the scope of services.

Packet Pg. 127 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 3 Scope of Additional Engineering Services in Amendment 5 Phase 2: Final Design and Bid & Construction Period Services The scope of engineering services to provide for the additional Phase 2 services are outlined by the tasks below.

Task 1 – Project Management and Meetings
Subtask 1.1 – Project Management
The purpose of this subtask is to provide for the initiation and overall management of Project activities.

An overall schedule, including preliminary construction milestones, and work plan will be implemented so that work activities are completed in a properly integrated and timely manner. In addition, this task includes those elements necessary to properly manage, lead, and control the Project.

Jacobs will furnish project management services for the Project, as follows:
• Status Reporting, consisting of monthly status reports with the monthly invoices—Monitor budget, progress, and schedule. Monitor work efforts and evaluate actual versus planned progress. Update schedules for all tasks and subtasks. Changes in scope will be communicated and approved by the City. Prepare monthly invoices and Project status reports. • Administration—Maintain Project records, manage and process Project communications, and coordinate Project administrative matters.
• Coordination—Coordinate tasks/subtasks and staff, including coordination with the City, to complete authorized work on schedule and within budget. Coordinate with the City to support environmental documentation and permits for construction. • Staff Management—Supervise and control activities of staff assigned to the Project. Coordinate and schedule appropriate staffing to meet Project requirements in a timely manner.

Jacobs will manage the health, safety, and environmental activities of its staff. Jacobs will prepare a project-specific Health and Safety Plan. Jacobs will address safety in the office and during site visits.

Jacobs is not responsible for the health and safety of other Project participants.

Deliverables: Monthly invoices and progress reports. Schedule updates.

Subtask 1.2 – Meetings
The purpose of this subtask is to provide coordination of Project activities.

Jacobs anticipates the following meetings will be required during the Project:
• Design kickoff meeting (assumed 2 hours) with City staff in Redding to reinforce the Project objectives, critical milestones, budget, critical success factors, and team roles and responsibilities (assume Project Manager, Design Manager, and three key design team members). • Three design review meetings (assumed 2 hours each review meeting) with City staff in Redding (assume Project Manager, Design Manager, and three key design team members). • Monthly status conference calls (assumed 1 hour) or meetings at City Hall between City and Jacobs.

Jacobs will prepare monthly agendas and summary minutes, including ongoing work, action items, and status of coordination items (assume Project Manager, Design Manager, and other design members, as necessary).

Packet Pg. 128 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 4 Jacobs assumes an average of 1.5 person-days per meeting, plus miscellaneous minor technician and office support (total of 3 person-days per meeting), will be needed to meet the requirements of this task. Notes for each meeting sponsored by Jacobs will be prepared and distributed to attendees. When practical, meetings will be consolidated to occur on the same day. It is assumed that comments from regulatory agencies will be relatively minor and will not significantly impact the previously developed design or the design delivery schedule.

Deliverables: Meeting agendas and meeting minutes.

Task 2 – Environmental Compliance and Permitting
This task identifies necessary technical evaluations and supporting documentation needed to support obtaining the permits and authorizations identified below to construct the Project. This task assumes USACE will remain the National Environmental Policy Act (NEPA) and overall lead federal agency. The Bureau of Reclamation (Reclamation) is assumed to be Categorically Excluded from the NEPA process but will provide input under Task 3 (Project Funding Assistance). The City will serve as the California Environmental Quality Act (CEQA) and lead state agency in support of obtaining the necessary environmental approvals identified below. It is assumed CEQA documentation will be required and prepared under a subsequent Subtask.

Assumptions: The City will pay all permit application fees.

Subtask 2.1 –Environmental Permit Applications
Subtask 2.1.1 Environmental Permitting Agency Coordination Jacobs will initiate telephone calls and coordinate, as needed, with the applicable permitting agencies, USACE, Reclamation, and the City. Calls, public meetings, and coordination will be conducted to discuss Project status and progress, permit application requirements, review and approval schedules, and Project issues.

Deliverables: Notes from the phone calls and internal meetings prepared and distributed, as appropriate.

Subtask 2.1.2 USACE – Section 404/Section 10 Permit
This subtask includes the preparation of an application for a Clean Water Act (CWA) Section 404 Department of the Army Nationwide Permit and Pre-Construction Notification (PCN) based on the PDR.

The PCN will include reference of the need for the Project to comply with Section 10 of the Rivers and Harbor Act, An Aquatic Resources Delineation Report documenting impacts of the U.S., including wetlands, and an assessment of impacts to federally-listed species.

Assumptions:
• One site survey will be conducted by a qualified biologist. • Up to three Jacobs staff will participate in one pre-application meeting with USACE in Redding. • The Project will be covered under a Nationwide Permit and will not require an Individual Permit. • Jacobs will submit the compiled Section 404 PCN application package to USACE; City will pay application fees.

Deliverables:
• Aquatic Resources Delineation Report in electronic PDF format. • Biological Resources and Habitat Assessment.
• Compiled Section 404 PCN application package.

Packet Pg. 129 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 5 Subtask 2.1.3 Central Valley Regional Water Quality Control Board (RWQCB) – Section 401 Water Quality Certification
Given the Project requires a Section 404 authorization from USACE, a Water Quality Certification (WQC) per Section 401 of the CWA must be obtained. A request for WQC for the Project will be prepared.

Assumptions:
• Up to two Jacobs staff will participate in one in-person meeting with the Central Valley RWQCB in Redding.
• Jacobs will submit the compiled Section 401 WQC application package to the Central Valley RWQCB; City will pay application fees.

Deliverables: Compiled Section 401 WQC application package.

Subtask 2.1.4 Central Valley RWQCB – NPDES Dewatering Permit and Fish Rescue This subtask includes preparation of an application to obtain a National Pollution Discharge Elimination System (NPDES) discharge permit.

Assumptions:
• Jacobs will submit application on SMARTs application using the City’s login information or a new account created on behalf of the City; City will pay application fees. • Up to two JACOBS fisheries biologists will participate in one one-day fish salvage and recovery event.

Deliverables:
• Compiled NPDES discharge permit application package.
• Completed 10A.1.A fish rescue documentation.

Subtask 2.1.5 CDFW – Section 1602 Streambed Alteration Agreement and Section 2080.1 Incidental Take Permit Authorization
A Lake and Streambed Alteration Agreement (LSAA) application on behalf of the City for submittal to the CDFW (Region 1) will be prepared. It is anticipated that identification of appropriate permit conditions for terrestrial and aquatic species will require coordination related percussive impacts, monitoring during pile driving, and water quality protection. Jacobs will also prepare and submit an application for Incidental Take Authorization under Section 2080.1, if required. It may be possible for CDFW to issue a Consistency Determination (CD) with the Federal Incidental Take Authorization from USFWS and NMFS.

Jacobs will apply for and obtain take coverage for the City relative to State of California listed species through one of these mechanisms under this task.

Assumptions:
• One meeting with a CDFW representative at the Project Site to provide Project information and to discuss likely CDFW requirements for the Project will be required. • One additional meeting in Redding (two Jacobs team attendees) may be required. • Jacobs will submit the compiled Section 1602 LSAA and Incidental Take Authorization applications/ packages to CDFW; City will pay application fees.

Deliverables:
• Compiled Section 1602 LSAA application package.
• Compiled ITP package (or CD request) as preferred by CDFW.

Packet Pg. 130 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 6 Subtask 2.1.6 State Lands Commission – Land Lease
The State of California maintains ownership of the bed of the Sacramento River, and placement of any structure within their jurisdiction requires a public agency lease issued by the State Lands Commission. It is assumed that Public Resource Code 6327 will apply, and a State Lands Commission Land Lease will not be required for the fish screen but that a lease will be required to construct the fish ladder. This task will provide for coordination with the State Lands Commission to obtain the lease.

Assumptions:
• No in-person meetings will be required.
• A State Lands Commission Land Lease will not be required for the fish screen, but a lease will be required for the fish ladder.
• Jacobs will submit the compiled Land Lease application package to the State Lands Commission; City will pay application fees.

Deliverables: Compiled Land Lease Application package.

Subtask 2.1.7 CVFPB – Encroachment Permit
The placement of any structures within the designated floodway of the Sacramento River, which is under the jurisdiction of the CVFPB, requires the issuance of a Floodplain Encroachment Permit. A Floodplain Encroachment Permit application will be prepared for submittal to the CVFPB.

Assumptions:
• It is assumed that USACE has no Section 408 jurisdiction at this location. • One virtual meeting (two Jacobs team attendees) is assumed as part of this task. • Jacobs will submit the compiled Encroachment Permit application package to CVFPB; City will pay application fees.

Deliverables:
• Compiled CVFPB Encroachment Permit application package, including final TM prepared under Task

8.1. Subtask 2.1.8 City – Encroachment Permit
This task will include the preparation of the City encroachment permit application. This permit is required to complete work within the City right-of-way areas during the design phase.

Assumptions:
• No in-person meetings will be required.
• Jacobs will submit the compiled Encroachment Permit application package to the City; City will pay application fees if not waived.

Deliverables: Compiled City Encroachment Permit application package.

Subtask 2.1.9 State Water Resources Control Board (SWRCB) – Change in Point of Diversion This Project includes moving an existing diversion structure, which requires a Change in Point of Diversion (CPOD), per California Water Code Section 1700. This task will include preparation of the application and associated coordination with SWRCB.

Packet Pg. 131 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 7 Assumptions:
• Up to three virtual pre-application meetings (2 JACOBS team attendees) with SWRCB are assumed as part of this task.
• This subtask will be completed by a Subconsultant.
• Jacobs will submit online application using the City’s login information or a new account created on behalf of the City; City will pay application fees.
• Review of existing CalSim run published by DWR or Reclamation will be sufficient to verify impacts on downstream diversions.
• No more than two opposition letters will be provided to the City by SWRCB following the public comment period.
• Preparation for and participation in one in-person public hearing with the SWRCB is assumed as part of this task.
• Application will be submitted no earlier than three months after the close of public comment period on the Draft EIR.

Deliverables: Compiled CPOD application package.

Subtask 2.1.10 Construction Permits
This task includes the preparation of applications and approvals for required non-discretionary construction permit.

Assumptions:
• No in-person meetings will be required.
• Jacobs will submit the compiled Building Permit application package to the City; City will pay application fees if not waived.

Deliverables:
• Compiled City Building Permit application package. Including two (2) full size sets of applicable plans.

Subtask 2.2 – CEQA/NEPA
Subtask 2.2.1 Preliminary CEQA Analyses
To determine the level of CEQA compliance that will be required to implement the Project, some preliminary analyses will need to be conducted. This subtask will include the analyses that will not be delivered under Subtask 2.1, including preliminary noise modeling with results captured in a TM and the preparation of a CEQA Appendix G Environmental Checklist, which will be used as the foundation of subsequent CEQA documentation, either in the form of an Initial Study and Mitigated Negative Declaration (IS/MND) or an Environmental Impact Report (EIR).

Assumptions: No in-person meetings or field surveys will be required.

Deliverables:
• Noise TM, documenting noise modeling results.
• Completed CEQA Appendix G Environmental Checklist.

Packet Pg. 132 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 8 Subtask 2.2.2 CEQA/NEPA Documentation
The level of CEQA compliance required for the Project will not be determined until after the biological and cultural resources surveys conducted under Subtasks 2.1.2 and 2.3.3, respectively, are completed, and the analyses under Subtask 2.2.1 are conducted. However, it is anticipated that the Project will require the development of an EIR. This subtask therefore estimates the level of work required to develop an Administrative Draft EIR (ADEIR) and Final EIR. Should it be determined that an IS/MND or Categorical Exemption is sufficient, the scope of work and level of effort associated with this subtask will be reduced accordingly.

Assumptions:
• The ADEIR will include evaluation of all resource areas identified in Appendix G of the CEQA Guidelines.
• Each environmental resource chapter will include a description of the environmental setting, the regulatory setting, significance criteria that are used to determine the resource impacts, analysis methodology and assumptions, issues or potential impacts not discussed further, and detailed discussion of the potential environmental effects of the Project. • Impact conclusions will be based on substantial evidence, and mitigation measures will be recommended for impacts identified as significant.
• The supporting technical studies prepared by Jacobs under Subtasks 2.1 and 2.2.1 will be cited, as necessary, and included as appendices to the EIR.
• The Project is assumed to be Categorically Excluded from the NEPA process, but if NEPA is determined to be required, this subtask will include development of a joint EIR/Environmental Impact Study (EIS) document.
• Jacobs will lead all public outreach efforts related to the EIR (and EIS, if required). City will review meeting materials and participate as needed.
• CEQA-Plus documentation is assumed to satisfy State Revolving Fund (SRF) requirements.

Deliverables:
• Notice of Preparation (NOP).
• Administrative Draft EIR and Final EIR.
• Responses to comments received during the public review process.

Subtask 2.3 – Additional Environmental Clearance Support Subtask 2.3.1 NMFS– Endangered Species Act (ESA) Section 7 Consultation Support for Fisheries This subtask includes coordination and assistance (including with USACE, the federal lead agency) to obtain necessary federal ESA approvals related to potential impacts to federally-listed aquatic species.

Federal species anticipated to be addressed are federally-listed salmonids. This task assumes preparation of a draft and final Biological Assessment (BA) in close coordination with USACE based on an approved format assumed to be provided by USACE.

Assumptions:
• Site survey will be conducted under Subtask 2.1.2; no additional field surveys will be required. • One meeting in Redding with NMFS, USACE, and City (two Jacobs team attendees) will be required. • City will pay fees associated with consultation.

Packet Pg. 133 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 9 Deliverables: Biological Assessment for fisheries.

Subtask 2.3.2 USFWS – ESA Section 7 Consultation Support for Terrestrial Species Jacobs will assist the City (and the USACE, the federal lead agency) in completing the USFWS consultation process for terrestrial species. Federal species anticipated to be addressed are assumed to be limited to Valley elderberry longhorn beetle (VELB). This task assumes preparation of a draft and final BA in close coordination with USACE based on an approved format assumed to be provided by USACE.

Assumptions:
• Site survey will be conducted under Subtask 2.1.2; no additional field surveys will be required. • One meeting in Redding with USFWS, USACE, and City (two Jacobs team attendees) will be required. • City will pay fees associated with consultation.

Deliverables: Biological Assessment for terrestrial species.

Subtask 2.3.3 State Historic Preservation Office (SHPO) – Section 106 Consultation This subtask provides for the preparation of an Archaeological Reconnaissance Report (ARR), which is assumed to be required by USACE and SHPO for Section 106 consultation. The ARR will require a desktop level review through the California Historical Resources Information System (CHRIS) as well as a field survey.

Assumptions:
• One site survey will be conducted by a Registered Professional Archaeologist (RPA). • No in-person meetings will be required.
• City will provide expense reimbursement for CHRIS search fees and pay fees associated with consultation.

Deliverables: Archaeological Reconnaissance Report.

Subtask 2.3.4 Assembly Bill 52 (AB-52) – Tribal Consultation Jacobs will assist with the tribal consultation process required by AB-52 by preparing Draft Tribal consultation letter.

Assumptions:
• City will request list of Tribes for consideration from the Native American Heritage Commission. • City will circulate Tribal consultation letters.
• One meeting in Redding with USACE, Reclamation, and City (two Jacobs team attendees) will be required.

Deliverables: Draft Tribal consultation letter.

Task 3 – Project Funding Assistance
This task will provide Project Funding Assistance to the City of Redding.

Subtask 3.1 Funding Strategy
Jacobs will continue to identify potential outside funding opportunities for the Project and update such opportunities as shown in the PDR. This will include monitoring changes in the EPA, State, and other Federal agency opportunities. Funding opportunities change from year to year pending the scope and Packet Pg. 134 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 10 size of a project. Jacobs will work with the City to understand the City’s demographic and financial context relevant to assessing opportunities to secure funding for this Project.

Jacobs will identify funding programs that align with the Project and City financing goals, City’s Capital Improvement Program (CIP), and to prioritize opportunities for the Outside Funding Strategy for this Project.

Assumptions:
• The City will provide information that relates to funding, financing, and demographic context to aid in understanding future opportunities for the City to qualify for principal forgiveness loans and other favorable elements of available funding programs. Examples would include the following:
– Any information on the demographics of the City’s service area (income, percent minority population) that can help identify if the City might qualify to be categorized as a disadvantaged community (either as a whole or for neighborhoods within the City’s service area) – Any previous financial plans, summaries of financial context, or financial policies the City may have adopted, which would help assess how competitive the City might be for grant and loan programs that include reviews of the City’s financial strength (for example, information on bond rating or levels of debt service coverage that the City could target and achieve) – Any other general economic information on the City’s service area (rate of growth, state of the local economy)
• Redding is assumed to be a disadvantaged community.
• Meeting will be held via Microsoft Teams or in Redding. • Jacobs will present the key attributes of the grant and loan programs, including application cycles, level of effort to apply, likely competitiveness for the available funds, reporting and compliance requirements, and specific benefits/financing flexibilities available through the various programs. • Jacobs will develop recommended follow-up actions for the City, which may include the following:
– Prioritization of the identified funding programs to pursue. – Research and technical analysis that may be needed to improve the City’s opportunity for success in project funding program applications.
– Recommendations for completion of Project development milestones to submit funding applications.
– Preliminary recommendation of when to submit applications for the Project based on competitiveness, readiness assessment, and other factors. – High-level assessment of financial and rate impacts for any recommended loans that need to be repaid and grants that require local matching shares by the City. • A separate TM or other documents will not be prepared for the findings of the workshops.

Deliverables: Meeting agendas, handouts, and minutes, as applicable. Work products to be incorporated into the Project Design Report.

Subtask 3.2 Prepare Drinking Water SRF Planning Funding Applications Jacobs will support the City with each of the four packages in the California Drinking Water SRF Planning Financing Application:
• General Information Package: This package includes basic Applicant and project information.

Packet Pg. 135 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 11 • Technical Package: This package includes project report that the applicant must submit an engineering report.
• Environmental Package: This package includes information and documentation necessary to evaluate applicable state and federal environmental requirements. • Financial Security Package: This package includes information and certifications necessary to evaluate the financial security of the Applicant and the proposed Financing Agreement.

Assumptions:
• City will review documents within 2 weeks of receiving applications. • City will pay for any application fees and is not included in this scope of work. • City will provide budget information and other financing plans and documents of debt and other requirements necessary for the Financial Security Package.

Deliverables: Jacobs will submit electronic application and supporting documents to the Agency.

Subtask 3.3 Prepare Drinking Water SRF Construction Funding Applications Jacobs will support the City with each of the four packages in the California Drinking Water SRF Construction Financing Application:
• General Information Package: This package includes basic Applicant and project information. • Technical Package: This package includes project report that the applicant must submit an engineering report.
• Environmental Package: This package includes information and documentation necessary to evaluate applicable state and federal environmental requirements. • Financial Security Package: This package includes information and certifications necessary to evaluate the financial security of the Applicant and the proposed Financing Agreement.

Assumptions:
• City will review documents within 2 weeks of receiving applications. • CEQA Plus will be required for this application and will be provided in Task 2. • City will pay for any application fees and is not included in this scope of work. • City will provide budget information and other financing plans and documents of debt and other requirements necessary for the Financial Security Package.

Deliverables: Jacobs will submit electronic application and supporting documents to the Agency.

Subtask 3.3 WIFIA Letter of Interest Funding Application Jacobs will assist the City in the development of a letter of interest (LOI) to the EPA WIFIA Loan Program administered by the United States Environmental Protection Agency (EPA). The LOI phase of the WIFIA loan application process is the first, competitive part of the process. If the City is successful in being invited to submit a full WIFIA loan application, the second part of the application process, Jacobs will develop and submit a scope of work and fee estimate to support the City in that part of the process.

Subtasks are included below for the primary elements of the WIFIA LOI. Based on discussion with the City and the timing of most recent rating reports, it is assumed that the City will need to submit a pro forma financial model as part of the LOI process. The letter of interest is defined into the following sections:

Packet Pg. 136 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 12 • LOI Section A – Key Loan Information
• LOI Section B – Engineering and Credit
• LOI Section C - Selection Criteria
• LOI Sections D and E - Contact Information and Certifications Assumptions:
• City will review documents within 2 weeks of receiving applications. • City will pay for any application fees and is not included in this scope of work. • One hour pre-application meeting with EPA that is permitted by WIFIA process that provides both an opportunity to ask questions but also to give the EPA WIFIA team an early opportunity to hear about the projects and City of Redding context ahead of their review of the LOI. • City will be available to respond to questions and help provide supporting information it may have related to the topics within the Selection Criteria Responses for Section C. • Jacobs will develop a Financing Plan, with the assistance of the City, for funding of improvements that will be partially financed or funded through the WIFIA loan program, for review by City, including the pro forma financial model that will need to be uploaded to the SharePoint site that EPA will provide to the City.
• City will provide historical budget and financial information and input on financial assumptions for the projection of the pro forma financial model.
• City staff will assist in coordinating obtaining certifications from City decision makers and City’s contractors for Section E.
• Phases beyond the WIFIA letter of interest are not included in the scope and fee.

Deliverables: Jacobs will upload electronic application and supporting documents to the EPA SharePoint site for the WIFIA applicants.

Task 4 – Survey and Mapping
The following surveying and mapping tasks will be performed to support design activities for the Project:
• Control surveys to tie the Project design surveys to past City control, the Northwest Hydraulic Consultants (NHC) survey, and to the U.S. Geological Survey (USGS) LiDAR data. A total of six semipermanent onsite control monuments will be established. • A bathymetry survey to collect and develop 1”=20’, 1-foot contour interval contours and an INROADS DTM for the 1.1-acre area Pump Station Design Bathymetry Area shown on Figure 1 to support design activities for the pump house design. The bathymetry survey will include land side point data ties to the River Trail Area.
• Up to six additional bathymetry cross sections across the Sacramento River to support hydraulic modeling.
• A survey to collect and develop 1”=20’, 1-foot contour interval planimetric and topographic base mapping and an INROADS DTM for the 0.9-acre River Trail Area shown on Figure 1. The DTM for this area will be primarily based on new field surveyed break line and spot elevation point data rather than the USGS LiDAR data. In addition to other planimetric features, special care will be taken to document the stairs and the location of the earthen carving wall in this area. Additionally, visible above ground utilities, and trees greater than 6” diameter will also be located.

Packet Pg. 137 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 13 • A survey to collect and develop 1”=20’, 1-foot contour interval planimetric and topographic base mapping and an INROADS DTM for the 2.3-acre Roadway Area shown on Figure 1. The DTM for this area will be a fusion of new break line and spot elevation data supplemented by ground data points from the 2018 USGS Class 2 LiDAR point data where the topography has not changed. In addition to planimetric features, visible above ground utilities, and trees greater than 6” diameter will also be located.
• A survey for Jenny Creek to determine the thalweg profile (x, y, z point/line data) for 320 feet upstream from the upstream end of the existing Jenny Creek culvert. The hydraulic survey will also include nine 100-foot-wide cross-sections centered along the Jenny Creek thalweg at 40-foot intervals from the upstream end of the culvert.
• To facilitate repair of the river trail after construction has been completed, a survey will be performed to capture edge of pavement observations, and observations five feet outside of the edge of pavement, on both sides of the river trail at 50-foot intervals from the east end of the River Trail Area survey to Court Street. The length of River Trail for this area is approximately 2,675 feet.

A total of six semi-permanent onsite project control monuments will be established, three along the River Trail Area and three along the proposed access road from Overhill Drive. Vertical control will be based on the National Geodetic Survey Benchmark – LU1871 previously used by NHC and published control used for the Carr Fire LiDAR acquisition. That control is based on the North American Datum of 1983 (NAD83), 2011, California State Plan Zone 1 for the horizontal and the North American Vertical Datum of 1988 (NAVD88) Geoid18 for the vertical. These control monuments will also be used for conducting the survey tasks identified above and for confirmation surveys for the mapping conducted by NHC and the USGS Carr Fire LiDAR data (for confirmation of the map content, and the horizontal and vertical accuracy, coordinate system, and horizontal and vertical datum).

The control will also be used during the construction phase of this Project, so they will be placed in areas that will not be disturbed by construction.

Packet Pg. 138 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 14 The Project area includes roughly 725 feet of river length with a river cross section of approximately 500 feet in width. River depth is approximately 14 to 16 feet during low flow (3,250 cubic feet per second [cfs]) condition. The terrestrial topographic and planimetric surveys will be completed concurrently with the bathymetric survey to tie the new bathymetric data to the riverbank area and the terrestrial survey, including the Carr Fire LiDAR mapping within the floodplain. Special care will be taken to capture detail in the vicinity of the intake structure. The bathymetric and terrestrial surveys will utilize RTK GPS and will be based on the onsite control monuments. The final supplemental mapping files, INROADS DTM and CAD contour and planimetric mapping will be delivered as a single continuous mapping area, including the river and the floodplain area together with the proposed access road from Overhill Drive.

A survey report will be provided to document the control monuments found and used as the basis for the survey and the onsite control monuments established. The report will describe the survey methods used, and the horizontal and vertical accuracies attained. Furthermore, the report will document the coordinate system and the horizontal and vertical datum. The report will be stamped, dated, and signed by the California Licensed Land Surveyor in responsible charge. A quality assurance and quality control (QA/QC) statement will be included in the report to describe the QC checks made and procedures followed together with root mean square error (RMSE) accuracy calculations to document the map accuracy at the 95 percent confidence level.

Assumption: Jacobs intends to use a subconsultant for the bathymetry survey.

Deliverables: Results of the surveying and mapping tasks will be provided on the design drawings.

Task 5 – Geotechnical Investigation
Subtask 5.1 – Geotechnical Investigation
Jacobs contracted NorCal Geophysical to conduct a seismic refraction survey at the site of Alternative 2, which was completed in August 2020; this survey revealed that the soil underneath the Site is about 12 to 15 feet deep with Chico Formation bedrock underlying it.

A hand-auger boring was drilled near the Alternative 2 location along the riverbank when the water was low enough to expose the sandstone bedrock. The hand-auger boring was advanced to a depth of 9 feet into the bedrock before meeting refusal, indicating that the bedrock is soft or weathered rock in the upper portion. The bedrock is exposed in the bottom of the Sacramento River, and extends across the river to the north side of the river. The exposures of the bedrock on the north side of the river are similar in characteristics, in regards to rock type and degree of weathering, to the exposures on the south side, and conditions in the river are estimated to also be of similar characteristics.

Additional borings are required to collect information on the hardness of the bedrock to estimate feasibility of predrilling the rock for installation of a sheet pile cofferdam. These borings will be drilled on the Sacramento River trail. The borings will be drilled using rotary drilling methods through the soil.

After reaching bedrock, diamond core drilling will be performed to obtain continuous rock cores of the bedrock for testing and characterization. Two to three borings to a depth of up to 50 feet are proposed along the length of the proposed intake facility. If the first two borings at the upstream and downstream end of the intake facility show identical conditions, the third boring may be eliminated. Boring locations will be approximately recorded with measurements from existing Site features and use of handheld Global Positioning System devices.

Following the completion of the field exploration and preparation of boring logs, the number of lab tests to be performed will be selected by Jacobs in accordance with the materials encountered. The budget includes costs for gradation testing and Atterberg limit testing on the soil, and for uniaxial compressive strength, point load index, and density of the rock core samples.

Packet Pg. 139 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 15 Soil samples will be classified in accordance with the Unified Soil Classification System (USCS) soil classification system, and the boring logs will be updated accordingly following laboratory testing. Rock materials will be classified in general accordance with Caltrans rock classification manual.

The geotechnical data collected should be sufficient to define the characteristics of the geologic subsurface units that would be penetrated by the proposed steel sheet piles at the Site to support the facilities to be constructed.

Assumptions: Shasta County Permit (assumed $800) and City Encroachment permit (fees paid by City) Deliverables: No specific deliverables; work products to be incorporated into the design.

Subtask 5.2 – Geotechnical Data Report
A Geotechnical Data Report (GDR) will be prepared to document sample locations and depths, provide boring logs with geotechnical descriptions of soil and rock, document sample collection and handling methods, summarize the results of geotechnical testing, and provide laboratory reports. Jacobs will submit a draft and final version of the GDR to the City for review.

Deliverables: Geotechnical data report. Deliverables will be provided in electronic PDF format.

Subtask 5.3 – Geotechnical Interpretive Report
A Geotechnical Interpretive Report (GIR) will also be prepared to provide recommendations and design criteria for use by the design team.

Deliverables: Geotechnical Interpretive Report. Deliverables will be provided in electronic PDF format.

Task 6 – Right of Way Support
Subtask 6.1 – Boundary Survey
This subtask includes the following:
• Perform research of the Shasta County public records database for current deeds, parcel maps, tract maps, and records of survey impacting the Project area. • Prepare a preliminary boundary map of the Project area using the public record documents.

Generate search coordinates for boundary monuments and other boundary evidence. • Search for field boundary monuments and other property ownership evidence in the field. • Resolve preliminary boundary map with the found evidence and prepare a final boundary map with survey-accurate property and right-of-way locations.

Deliverables: Preliminary boundary map. Deliverable will be provided in electronic PDF format.

Subtask 6.2 – Legals and Plats
This subtask includes the following:
• Prepare legal descriptions and exhibits (a.k.a. “plats and legals”) for up to six easement and/or property acquisitions.
• Address one set of comments and/or modifications to the legal descriptions and exhibits.

Assumptions:
• Right of entry will be provided to all areas and arranged by the City when necessary. • No boundary monuments will be set.

Packet Pg. 140 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 16 • No record of survey will be filed.
• An outline of the proposed property or easement acquisition areas will be provided in a CAD drawing.

Deliverables: Legal Descriptions. Deliverable will be provided in electronic PDF format.

Subtask 6.3 – Right of Way and Acquisition Services
It is anticipated that six (6) parcels will be impacted: APNs 103-280-028-000, 103-730-027-000, 103-730- 029-000, 103-730-030-000, 103-780-026-000, and one unknown parcel number owned by United States Bureau of Reclamation (USBR). This subtask includes the following:
• Right of way management and coordination services.
• Right of way acquisition cost estimates – review recent sales data and provide an estimate of total acquisition costs based upon the anticipated permanent and temporary impact areas. • Permit to enter documents to perform necessary field investigations. Exhibits will be shown and identify the activities that will take place on the property. • Obtain title reports/title research.
• Appraisal process – notice of intent to appraise letters along with acquisition policy brochures will be provided to all impacted property owners.
• Appraisal review reports – will be completed by a Certified General Real Estate Appraiser. • Negotiation for right of way – prepare offer package and meet with all owners in person to present and explain the offer package details. Negotiate with the property owner to arrive at a mutually agreeable settlement and prepare necessary purchase agreements such as Grant Deeds, Easement Deeds, and Temporary Construction Easement Deeds.
• Escrow coordination – assist in opening escrow.
• Right of Way Certification – supply all required documents for the right of way certification.

Assumptions:
• Any rights on or beyond the river will not be acquired as part of this project. It is assumed City holds the rights of the River.
• All appraisals will be prepared by an appraiser licensed with the State of California and will comply with all laws applicable to the specific appraisal and the Uniform Standards of Professional Practice 49 CFR 24.2(a)(3).
• The offer letter will include the offer letter, written summary of just compensation with supporting appraisal information, property owner exhibit showing property map with right of way take locations, Title VI information, and “Your Property – Your Transportation Project” booklet. • It is anticipated that early contact will be made with USBR to meet all environmental requirements associated with the acquisition of the parcel will be met during the environmental phase.

Deliverables: Documents listed below will be provided electronically. • Right of way acquisition cost estimates
• Permit to Enter documents for up to six (6) parcels and one unknown parcel number • Preliminary title reports for up to six (6) parcels and one unknown parcel number Packet Pg. 141 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 17 • Appraisal reports and Appraisal Review reports for up to six (6) parcels and one unknown parcel number
• Right of way agreements, Grant and Easement Deeds, and any Administrative Settlements with diaries, written summary of acquisitions and any impasse letters for up to six (6) parcels and one unknown parcel number
• Escrow documents and closing statements
• Right of way certification documentation
Task 7 – Final Design Services – Drawings, Specifications and Engineers Estimate Jacobs will follow a four-phase process for delivery of the final design and bid documents for the construction of the Project. This process includes producing design deliverables at four stages of the design (30 percent, 60 percent, 90 percent, and bid-ready). At the 30 percent, 60 percent, and 90 percent design stage, Jacobs will provide information for review and provide for resolution of key issues before proceeding to the next stage. The information collected, and the concepts defined in each consecutive stage will form the basis for subsequent work.

Each phase of design will include specific deliverables, which are identified in the following subtasks.

Submittal review workshops with the City and internal QC reviews will be conducted to monitor the quality of the Project at critical design milestones as identified in the following subtasks. The City staff review comments and resource agency comments are assumed to be consolidated into one comprehensive package and submitted to Jacobs before submittal review workshops identified herein.

The City and the resource agencies will provide comments to Jacobs within 4 weeks of receiving the documents.

Contract documents will be prepared assuming a single successful general contractor that will furnish all equipment, materials, and labor necessary to construct the Project. The contract documents will consist of bidding information and forms, conditions of the contract, general requirements, technical specifications, and drawings.

The technical specification sections will be based on Jacobs master specifications using Construction Specifications Institute (CSI) standards format and customized for the specifics of this Project.

Specifications will be produced using Jacobs standard Microsoft Word software and 8.5- by 11-inch format. Drawings and technical specifications will be stamped in accordance with California law and signed by licensed engineers of the appropriate disciplines.

Jacobs assumes up to 171 drawings are required to show the work (refer to Attachment 1 for preliminary list of drawings). The drawings will show the level of detail deemed necessary by Jacobs to obtain reasonable bidder response and to limit change orders. Drawings will be produced using the Jacobs standard MicroStation software and 22- by 34-inch (C size) drawing format.

Jacobs will prepare construction cost estimates at the 30 percent, 60 percent, and 90 percent submittal stages. Estimates will be prepared to the level of accuracy based on the information available within normal industry standards. Estimates will be formatted in accordance with the Project design CSI specification format and segregated by facility. Where sufficient detailed information is lacking to obtain reasonably accurate prices of materials, a contingency allowance may be applied. Escalation allowances will be used to provide an opinion of the estimated construction costs at the midpoint of construction.

Subtask 7.1 – 30 Percent Design (Design Development)
Jacobs will prepare 30 percent complete design drawings and a table of contents of technical specifications for the Project. A draft Project Design Report will be prepared to document the major Packet Pg. 142 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 18 design criteria used for the various Project components. This report is expected to be an incomplete working document at this stage of design.

Assumptions: The City requested at least two architectural design concepts/renderings for the building.

The City will decide on architectural features early in the project phase and such features will be incorporated into the 30 percent design.

Deliverables: Electronic files (PDF format) and ten (10) hard copy sets of 11- by 17-inch drawings, a table of contents of technical specifications for the Project, construction cost estimate, and a draft Project Design Report.

Jacobs and the City will meet (in-person workshop held in Redding) to discuss review comments on the 30 percent design submittal as outline in meeting subtask. City comments will be incorporated in the 60 percent design submittal.

Subtask 7.2 – 60 Percent Design (Draft Bid/Contract Document Preparation) Jacobs will prepare 60 percent complete design drawings and compile a draft version of technical specifications for the Project. The City will provide its boiler plate front-end specifications for Jacobs review and utilization. To assist with the City’s preparation of front-end specifications, Jacobs will provide a draft bid item list with measurement and payment clauses for all project bid items, as well as an estimate for the working days that will be required for the Construction. The Project Design Report will be revised as necessary to document the major design criteria used for the various Project components.

Deliverables: Electronic files (PDF format) and ten (10) hard copy sets of 11- by 17-inch drawings, a draft version of the technical specifications, construction cost estimate, and draft Project Design Report.

Jacobs and the City will meet (in-person workshop held in Redding) to discuss review comments on the 60 percent design submittal as outline in meeting subtask. City comments will be incorporated in the 90 percent design submittal.

Subtask 7.3 – 90 Percent Design (Draft Bid-Ready Documents) Jacobs will prepare 90 percent complete bid documents for the Project. This will be the final review submittal. The 90 percent submittal will include the technical specifications, drawings, and City provided front-end specifications necessary for bidding the construction contract. The final engineer’s estimate of construction cost will also be included. The 90 percent review submittal is intended to be essentially bidready. The Project Design Report will be finalized to document the major design criteria used for the various Project components.

Deliverables: Electronic files (PDF format) and ten (10) hard copy sets of 11- by 17-inch drawings, project specifications (complete bid documents), final construction cost estimate, and the final Project Design Report. Two (2) full size hard copy sets of 22- by 34-inch drawings to be provided to the City’s Building Department for review.

Jacobs and the City will meet (in-person workshop held in Redding) to discuss review comments on the 90 percent design submittal as outline in meeting subtask. City comments will be incorporated in the bid-ready submittal.

Subtask 7.4 – Bid-Ready Design
This is the final phase of the detailed design delivery approach. City review comments from the 90 percent design submittal will be incorporated. Jacobs will prepare a Bid Document package suitable Packet Pg. 143 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 19 for bidding the Project, consisting of final design drawings, specifications, and details for competitive bidding. Bid Documents will be stamped in accordance with California law and signed by the Jacobs licensed engineers of the appropriate disciplines.

Deliverables: Jacobs will prepare and submit to the City a USB drive containing electronic PDF full size 22- by 34-inch drawings, 8.5- by 11-inch specifications, and all other full-size Bid Documents (provisions and plans) complete with Engineer’s stamps and signatures. An Excel spreadsheet for the cost estimate summarizing unit and total costs for each bid item that will be provided in the project. This will assist the City with preparation of the bid proposal forms and bid evaluation.

Subtask 7.5 – Quality Control Review
The purpose of this subtask is to provide QA/QC for the Project. Upon completion of the 30 percent, 60 percent, and 90 percent design phases, senior members of the Jacobs team will review design and construction methodology, drawings, calculations, Project Design Report, and the overall integrity of the design. Internal reviews by senior staff using quality review forms (QRFs) will be performed on the deliverables.

Comments received from the QC reviewers will be reviewed and adjudicated by the design team, with changes and additions incorporated into the design documents prior to delivery to the City.

Assumptions: Jacobs internal quality control disciplines includes mechanical, electrical, geotechnical, site civil, hydraulics, structural, corrosion, instrumentation and controls, and overall project.

Deliverables: No specific deliverable; work products to be incorporated into the design deliverables.

Task 8 – Supplemental Services
Subtask 8.1 – Sacramento River Hydrology and Hydraulics The Sacramento River Hydrology and Hydraulics will be required for this Project and information will be provided to CVFPB. This subtask includes the following:
• Develop basis of design assumptions and references including regulatory criteria related to flow and stage.
• Obtain existing hydrologic information or develop other estimates of flow rates in the Sacramento River at the Project Site for a range of return interval (annual exceedance percentage) events.

Regulated releases from Shasta Dam hold the 10-year, 50-year, and 100-year flow events to 79,000 cfs.
• Develop site specific frequency duration curves, project rating curve, and related hydrologic design criteria from available local data.
• Obtain effective 1-D HEC-RAS hydraulic model from FEMA or the City for the reach of the Sacramento River adjacent to the Project Site.
• Modify the effective Baseline model to reflect changes to the river cross section associated with the proposed Project, based on the latest design drawings. Quantify any predicted changes in water level associated with Project features.
• Perform scour analysis based on 1D hydraulic model developed for the Project and standard methods.
• Develop draft and final TMs detailing the process and results of the hydraulic analyses.

Assumptions: Multi-dimensional modeling will not be conducted for this Project.

Packet Pg. 144 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 20 Deliverables: Draft and final TMs encompassing evaluations of river hydrology, hydraulics, and scour potential at the Site. Deliverables will be provided in electronic PDF format.

Subtask 8.2 – Surge Analysis
Jacobs will perform a surge evaluation of the proposed pump station and existing conveyance pipelines to the Foothill Water Treatment Plant. This analysis will consist of various critical events and operational scenarios to determine the potential surge pressures associated with the pipeline system. This analysis will be performed for the maximum flow condition. If the initial analysis indicates that surge conditions may be leading to excessive positive or negative pressures, additional surge analysis will be performed to evaluate potential surge mitigation alternatives.

The following tasks are anticipated to complete the analysis:
• Gather appropriate information on the system including pump station, transmission system alignment and profiles, pipe material, sizes, pump station data and operation modes, air and control valve locations and operation, and existing surge control devices. • Prepare node, pipe, and appurtenance (pump, valve, reservoir) data for input into a pipe network model such as InfoWater to perform a steady-state analysis as the initial conditions for the surge analysis. Existing hydraulic system models can be utilized for developing the steady-state hydraulics model.
• Prepare data such as acoustic wave speed and boundary conditions for input into the transient analysis models.
• Perform a base surge analysis simulating power failure (or other appropriate operating scenarios) with no additional surge protection using our proprietary SURGETM program (hydraulic transient analysis).
• Determine necessary surge control and mitigation alternatives and test them through analysis.

These may include the following:
– Surge chambers (hydropneumatic tank)
– Surge relief valves
– Air admission/air release valves
– Surge arrestor valves
– Surge tanks (open to atmosphere)
– Bypass lines
– Flywheels
• Consider mitigation alternatives related to operational considerations such as pump time delay and soft restarts related to both power failure and normal operation to reduce system wear and tear. • Develop a draft TM describing the system characteristics, boundary conditions, results, and conclusions including the advantages and disadvantages of proposed surge mitigation measures.

This will include valves or device locations, sizes, models, and types. • Refine the analysis based on review comments on the draft TM. • Prepare the final TM with recommendations plus tables and figures showing simulated system response. The final TM will include the following figures:

Packet Pg. 145 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 21 – Envelopes of maximum and minimum hydraulic grade lines and pressures for various alternatives
– Pressure versus time plots at selected locations in the system for various alternatives – A schematic showing system layout with labeled pipes and nodes that define locations described in previous figures
Deliverables: Draft and final TMs. Deliverables will be provided in electronic PDF format.

Subtask 8.3 – Computational Fluid Dynamic Modeling
Jacobs will develop a sequence of computational fluid dynamic (CFD) models to evaluate the hydraulic flow characteristics of the proposed pump station. This information will help minimize risk and improve the design for the approach flow conditions related to pump station performance. This analysis will assist with understanding the approach flow patterns, velocities, identifying potential inefficiencies, and developing proposed improvements for the design. The models will be used to accomplish the following:
• Characterize the hydraulics for pump approach conditions and suction piping layout as compared to the Hydraulic Institute (HI) standards.
• Evaluate the pump intake hydraulics to determine the potential for inefficiencies and poor performance resulting from poor velocity distribution, pump swirl angle, and potential zones of vortex activity.
• Identify potential improvements to the design configuration.

The following tasks are anticipated to complete the analysis:
• Review data, generate model geometry and mesh.
– Create a three-dimensional model of the overall model domain of the pump station. This will include key hydraulic features such as the suction piping, header, cans, and pumps. Specific boundaries and size of flow domain will be refined during the modeling effort. – Develop the CFD model, including appropriate mesh to capture overall hydraulic performance and spatial variation within the model and appropriate boundaries based on the agreed scenarios.
• Model initial configuration scenario, generate results, review, and discussion. – The initial model will be evaluated at the maximum flow to determine level of convergence of the solution and overall hydraulics. The mesh will be updated and refined to ensure accuracy of results appropriate to describe the hydraulic features. – The pump hydraulic investigation will focus on analyzing swirl angles and average velocity distribution in the pump bell as defined by the HI standards. General flow distribution in the suction piping will also be reviewed to identify areas of poor approach flow conditions that may lead to solids deposition, and development of free surface and submerged vortices. The results will include graphical representations of the flow patterns along with distributions of velocity.

The pump station performance will be compared against the HI acceptance criteria to identify undesirable pump approach flow conditions.
• Model alternative pump station configurations, generate results, review, and discussion. – The initial model results will be used to identify proposed improvements to the standard design.

The performance can be compared against parameters consistent with HI standards evaluations.

Packet Pg. 146 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 22 – The pump station investigation will focus on improving swirl angles and average velocity distribution in the pump bell as defined by the HI standards. This includes modifications of piping arrangement related to approach conditions. The results will include similar graphical representations of the flow patterns along with distributions of velocity. The pump station performance will be compared against the HI acceptance criteria to identify undesirable pump approach flow conditions.
– This portion of the work includes evaluation of up to three pump station modifications.

Note: in order to maintain efficient scope and schedule, all combinations of flow scenarios and configurations may not be modeled.
• Develop a TM summarizing the analysis, results, and conclusions. This will include description, figures, graphs, and discussion related to the analysis.

Assumptions:
• The pump station flow rates will be evaluated as a steady inlet and outlet condition. • Small features that do not significantly impact the analysis will not be included. • Moving mechanical parts may be simplified or omitted from the model.

Deliverables: Draft and final TMs. Deliverables will be provided in electronic PDF format.

Subtask 8.4 – Physical Modeling
Jacobs will subcontract physical hydraulic modeling services for the pump inlet conditions to Clemson Engineering Hydraulics, Inc. A summary of of the Physical Hydraulic Modeling work to be performed is as follows:
• Initial model proposal and approval
• Creation of physical model geometry
• A series of tests, observations, data collection, and alternatives evaluation • Comparison to acceptance criteria (HI standards)
• Presentation and reporting of relevant information
• Witness testing to demonstrate physical model performance and results, attended virtually via video conference
Assumptions:
• The physical modeling will be conducted after the 30% design and results will be incorporated into subsequent design phases.

Subtask 8.5 – Utility Investigation and Coordination
Jacobs will coordinate with utility companies during the design of the Project. Jacobs will request asbuilt drawings indicating the approximate location of existing utilities in the vicinity of the proposed Project. Digital files on parcels, rights of way, water, sewers, and storm drains will be requested from the City. In addition, Jacobs will locate the existing utility lines and structures on the drawings based on site visits and information received by the utility owners and available as-built drawings. Visible utility features such as manholes, drain inlets, valves, and meter boxes will be identified on the plans.

Jacobs will attempt to design the Project to have minimal disruption to existing utilities; however, some conflicts may be inevitable. Jacobs will submit one set of 60 percent drawings to each known utility Packet Pg. 147 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 23 owning facilities within the Project limits. It is assumed that each utility will provide review comments within 2 weeks of receiving the drawings.

It is assumed that relocation and design of the utilities in conflict with the Project (i.e., water, sewer, storm drain, telephone, electrical, cable, fiber optic, or gas lines) will be completed by the owners of the utility.

Jacobs will develop and maintain a utility log documenting the delivery and receipt of information from the utility companies. The utilities that may be contacted include gas, electric, water, sewer, storm drain, telephone, and fiber optics.

Assumptions:
• Jacobs will use the City’s GIS system and Record Drawing Manager to obtain existing City Utilities. • Assumes up to 60 hours for this subtask.
• Utility investigations such as potholing or ground penetrating radar are not included. • If pothole information is necessary, it is assumed that the City will perform task and Jacobs will provide pothole list and map of requested potholes.

Deliverables: Utility log; utility information will be incorporated into the design.

Subtask 8.6 – Public Outreach Technical Assistance
Assist City by providing technical information related to the Project. This information will be used by the City, in discussions with stakeholders, property owners, and general public impacted by the Project.

Jacobs will attend public meetings as requested by the City. Jacobs has assumed attendance at up to six public meetings (1 hour each) and four City of Council Board Meetings (2 hours each). It is assumed that these meetings will be attended in Redding.

Assumptions: Assumes up to 60 hours for this subtask.

Deliverables: Technical materials and drawings as needed.

Task 9 – Bid Phase Services
Jacobs will provide services to assist the City during the bidding phase. These services will consist of the following:
• Coordinate and as directed by the City to respond to bidders' technical questions and requests for additional information. Jacobs will furnish technical interpretation of the Bid Documents and provide revised drawings and/or specifications, modifications, and clarifications, as needed. Jacobs has assumed 80 hours for technical review.
• Jacobs will attend a pre-bid conference (assumes 2 hours) with the City and potential contractors (assumed Project Manager and Design Manager). It is assumed the City will lead and prepare the agenda, materials, and meeting minutes for the pre-bid conference. • Jacobs will provide Conformed Documents for use during construction of the Project. Technical specifications, standard details, and drawings changed by addenda will be updated. Jacobs has assumed 80 hours for the conformed documents.

Assumptions: City will distribute bid documents for advertising bids, conduct and develop the agenda and contents of the pre-bid conference, incorporate changes made by addendum during the bid period into the contract documents, and evaluate the bids.

Packet Pg. 148 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 24 Deliverables: Technical assistance as needed. Ten (10) half-size copies of the Conformed Documents (plans and specifications) and an electronic PDF for record purposes.

Task 10 – Engineering Services During Construction
Jacobs will provide engineering services during construction (SDC) in support of City during the construction of the Project. As described below, office SDC will generally include providing the engineering support required to administer the construction contract between City and the Contractor.

Subtask 10.1 – Pre-Construction Conference
Jacobs will participate in a pre-construction conference with City and Contractor to review the Project communication, coordination, and other procedures; discuss the Contractor’s work plan and requirements of the Contract Documents; and discuss the Contractor’s schedule. It is assumed the City will lead the pre-construction conference as the Construction Manager and prepare the agenda, materials, and meeting minutes.

Subtask 10.2 – Review of Shop Drawing, Samples, and Submittals Submittal Schedule: Jacobs will review Contractor’s construction submittal schedule, which should identify all shop drawings, samples, and submittals required by the Contract Documents, along with anticipated dates for submission. Upon receipt, Jacobs will provide timely reviews of submittals to assist with maintaining the approved schedule, when feasible.

Coordination and Tracking: Coordination services for construction shop drawings, samples, and submittals, including preparation of a tracking system, which cross-references submittal status to the Contract Document requirements, will be performed by the Contractor. Jacobs will establish a separate internal system and set of procedures for managing, tracking status, and storing all submittals transmitted by Contractor.

Review: As requested by the City, Jacobs will review technicalsubmittals transmitted by the Contractor as part of the Contract Documents requirements. Jacobs’ review will be for conformance with the design concept and compliance with the requirements of the Contract Documents. Such review will not relieve the Contractor from its responsibility for performance in accordance with the Contract Documents, nor is such review a guarantee that the Contractor performed work covered by the shop drawings, samples, or submittalsis free of errors, inconsistencies, or omissions.

The budgetary amount established for submittal review assumes the processing of approximately 150 submittals (total includes re-submittals).

Deliverables: Jacobs will review and process technical submittals transmitted by the Contractor and provide review comments/markups and statuses for each submittal to the City, in conformance with the Construction Contract Document requirements.

Subtask 10.3 – Construction Contract Requests for Information Jacobs will review and provide responses for Contractor’s requestsfor information (RFIs) or clarification of technical requirements of the Contract Documents. Jacobs will log and track RFIs received from the Contractor. When necessary, Jacobs will provide design clarifications and/or revised drawings to clarify the design intent.

The budgetary amount established for RFI review assumes the processing of approximately 100 RFIs, each requiring an average of about 4.5 hours of review and processing time.

Deliverables: Jacobs will prepare responses to RFIs for issuance by the City.

Packet Pg. 149 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 25 Subtask 10.4 – Change Requests
Jacobs will review and evaluate Contractor-requested changes to the contract documents. Jacobs will make recommendations to City regarding the acceptability of the Contractor’s request and, upon approval of City, assist with preparing information to negotiate the requested change. Upon agreement and approval, Jacobs will prepare final change order documents for issuance by City.

The budgetary amount established for evaluating these requests assumes 150 hours of evaluation and processing.

Deliverables: Jacobs will prepare change order documents for issuance by the City.

Subtask 10.5 – Progress Meetings
Jacobs’ project engineer will periodically participate in weekly construction progress meetings by conference call (assume 1 hour each and 1 hour to prepare), as requested by City, to provide technical input and support related to construction activities.

The budgetary amount established for progress meetings assumes Jacobs’ project engineer will be required to participate in up to 76 construction progress meetings.

Subtask 10.6 – Periodic Engineering Field Inspection
Construction Observation: During the course of construction, Jacobs’ project engineer will make up to 20 onsite visits. Each onsite visit will include 1/2 day of construction observation during regular working hours including start-up of major equipment, commissioning of equipment, and final inspection at substantial completion. Observation of the Contractor’s work is intended to review the general conformance of the work with the design intent and the requirements of the contract documents. These periodic onsite observations will supplement onsite inspection performed by City construction management.

Documentation and Reporting: Jacobs will provide the City with a report of onsite field observations, including but not limited to a summary of the Contractor’s execution and progress of the work, work deficiencies identified, and other matters not in conformance with the Contract Documents.

Scheduling: The City will coordinate with Jacobs to determine the appropriate timing and schedule for the onsite field visits based on the Contractor’s approved construction schedule.

Deliverables: Jacobs’ project engineer will document and submit to the City reports of onsite field observations.

Subtask 10.7 – Record Drawings
Jacobs will revise the Conformed Drawingsto reflect available as-built record drawing information provided by the Contractor. The City will provide Jacobs with a single marked-up set of drawings showing all record information. Such marked-up drawings will be prepared using a color coded insert/delete/explanation code to facilitate Jacobs revisions. Jacobs will only make the revisions shown on the markup. Contractor and City will be responsible for reviewing the information for accuracy and completeness prior to delivering to Jacobs. Jacobs will not be responsible for any errors or omissions in the information provided and incorporated into the record drawings.

The budgetary amount established for record drawings assumes minimal changes and anticipating 2 hours of CAD technician time and ½ hour of engineering time per sheet.

Deliverables: Jacobs will prepare and submit one electronic PDF of the Record Drawings to the City within 1 month after receipt of markups.

Packet Pg. 150 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 26 Schedule
The Scope of Engineering Services and activities are anticipated to commence in January 2023 and will be completed no later than December 2027. The Scope of Engineering Services and activities associated with this Project will be completed in accordance with the following estimated durations for the milestones:
• Project Authorized and Notice to Proceed (NTP) by the City • Complete 30% Design – 8 months after NTP
• Complete 60% Design –8 months after receive agency comments • Complete Environmental Compliance and Permitting – 18 months after 30 Percent Design • Complete 90% Design – 8 months after receive agency comments • Complete Final Design – 4 months after receive agency comments • Complete Bid Services – 3 months
• Complete Services during Construction – 18 to 36 months The Scope of Engineering Services will be considered complete when final deliverables are deemed acceptable by the City. Jacobs will exercise diligence in the performance of its services, consistent with this schedule and the generally accepted standard of care for performing such services. It is agreed that Jacobs cannot be responsible for delays occasioned by factors beyond Jacobs’ control, or factors which would not reasonably have been foreseen at the time this Scope of Engineering Services was executed.

Modifications to the schedule may be made to accommodate changing project demands, so long as they are agreed to by both parties. Jacobs will modify the schedule to account for schedule delays due to influences outside of its control and report the modified schedule to the City.

Budget
The budgetary not-to-exceed amount for professional services and expenses is provided in Exhibit B-1.

Jacobs will make reasonable efforts to complete the work within the budget. Jacobs is not obligated to incur costs beyond the indicated budget, as may be adjusted, and the City is not obligated to pay Jacobs beyond these limits.

The rates as shown in Exhibit B-1 will be escalated for subsequent years, while not exceeding the authorized total amount.

In the event that a task or subtask is complete and the task or subtask budget is not fully spent, upon City approval, remaining funds may be transferred to other tasks that might require additional budget, while not exceeding the authorized total amount.

Additional Services Not Included
The services described below are not included in this Scope of Engineering Services but can be performed if requested and approved by the City and Jacobs. Time, scope, and fee have not been budgeted for the tasks listed hereunder. Authorization to proceed will be in the form of an amendment to this Scope of Engineering Services specifying the work to be performed and the additional payment for such services rendered.
• Design services for environmental mitigation exceeding those restoration listed above • Design services for landscaping
Packet Pg. 151 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 27 • Construction permitting support required from Contractor (SWPPP, preconstruction surveys, etc.) • Environmental mitigation support (including construction monitoring as determined necessary) • Environmental permitting support exceeding those listed above • Support or participation in Value Engineering Studies or analysis for the Project • Procurement of materials or equipment
• More than one construction contract
• Operations assistance and performance monitoring services • Survey and mapping exceeding those listed above
• Printing of deliverables beyond the quantity listed
• Investigation and analysis of water rights and fishery issues • Preparation of additive, deductive, or alternate design and construction scope • Potholing utilities
• Operations and Maintenance Manuals
• Commissioning and/or start-up of the equipment
• Additional workshops not listed above
• Construction management services
• Materials testing or special inspection services
• Litigation or construction claims support
• Additional items noted to be excluded within the Scope of Engineering Services If you have any questions or require further information do not hesitate to contact Kimberly Hein at 530.355.8488.

Sincerely,
Kimberly Hein, P.E. John Schoonover
Project Manager Manager of Projects
Packet Pg. 152 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Pump Station 1
12/20/22 EXHIBIT B-1
Task Number and Name Labor Fee
Subcontractor
Fee Expenses Fee Task Totals
Subtask 1.1 - Project management $252,095 $0 $2,100 $254,195 Subtask 1.2 - Meetings $126,253 $0 $0 $126,253
Subtask 2.1 - Environmental Permit
Application $232,389 $105,000 $9,975 $347,364
Subtask 2.2 - CEQA/NEPA $873,640 $0 $0 $873,640
Subtask 3.1 - Funding Strategy $31,240 $0 $6,300 $37,540 Subtask 3.2 - Prepare Drinking Water SRF
Planning Funding Application $34,304 $0 $0 $34,304
Subtask 3.3 - Prepare Drinking Water SRF
Construction Funding Application $73,634 $0 $0 $73,634
Subtask 3.4 - Prepare WIFIA Leter of
Interest Funding Application $68,354 $0 $0 $68,354
Task 4 - Survey and Mapping $77,628 $15,750 $11,025 $104,403 Subtask 5.1 - Geotechnical Investigation $23,320 $63,000 $6,773 $93,093 Subtask 5.2 - Geotechnical Data Report $18,194 $0 $0 $18,194 Subtask 5.3 - Geotechnical Interpretive
Report $18,194 $0 $0 $18,194
Subtask 6.1 - Boundary Survey $34,092 $0 $0 $34,092
Subtask 6.2 - Legal and Plats $17,407 $0 $0 $17,407
Subtask 6.3 - Right of Way and Acquistion
Services $14,700 $164,378 $0 $179,078
Subtask 7.1 - 30 Percent Design $414,914 $0 $3,938 $418,851 Subtask 7.2 - 60 Percent Design $883,769 $0 $3,938 $887,706 Subtask 7.3 - 90 Percent Design $735,101 $0 $3,938 $739,039 Subtask 7.4 - Bid Ready Design $280,292 $0 $3,938 $284,229 Subtask 7.5 - Quality Control Review $155,173 $0 $0 $155,173 Task 4 SubTotal
Task 3 SubTotal
Task 2 SubTotal
$380,448
$1,221,003
$213,832
$104,403
$129,481
Task 5 - Geotechnical Investigation
Task 7 SubTotal
Task 6 SubTotal
Task 5 SubTotal
Task 1 SubTotal
Task 1 - Project Management and Meetings
Task 2 - Environmental Compliance and Permitting
Task 3 - Project Funding Assistance
Task 4 - Survey and Mapping
Task 6 - Right of Way Support
Task 7 - Final Design Services - Drawings, Specifications, and Engineers Estimate $230,577
$2,484,998
Packet Pg. 153 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Pump Station 1
12/20/22 EXHIBIT B-1
Task Number and Name Labor Fee
Subcontractor
Fee Expenses Fee Task Totals
Subtask 8.1 - Sacramento River Hydrology
and Hydraulics $33,052 $0 $0 $33,052
Subtask 8.2 - Surge Analysis $29,540 $0 $0 $29,540
Subtask 8.3 - Computational Fluid Dynamic
Modeling $51,232 $0 $5,250 $56,482
Subtask 8.4 - Physical Modeling $21,812 $89,250 $0 $111,062 Subtask 8.5 - Utility Investigation and
Coordination $10,148 $0 $0 $10,148
Subtask 8.6 - Public Outreach Assistance $14,605 $0 $0 $14,605 Task 9 - Bid Phase Services $31,868 $0 $10,500 $42,368
Subtask 10.1 - Pre-Construction
Conference $5,630 $0 $0 $5,630
Subtask 10.2 - Review of Shop Drawings,
Samples, and Submittals $163,156 $0 $0 $163,156
Subtask 10.3 - Construction Contract
Request for Information $93,831 $0 $0 $93,831
Subtask 10.4 - Change Requests $31,574 $0 $0 $31,574
Subtask 10.5 - Progress Meetings $35,655 $0 $0 $35,655
Subtask 10.6 - Periodic Engineering Field
Inspections $16,386 $0 $0 $16,386
Subtask 10.7 - Record Drawings $76,787 $0 $10,500 $87,287 TOTAL $4,979,968 $437,378 $78,173 $5,495,518 $5,495,518 $433,519
Task 9 SubTotal
Task 8 SubTotal
Task 10 SubTotal
Task 8 - Supplemental Services
Task 9 - Bid Phase Services
Task 10 - Office Services During Construction
$254,888
$42,368
Packet Pg. 154 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Pump Station 1
Estimated Labor Hours
12/20/22
Total Labor Hours
Principal/
Hydrologist Principal
Project Manager
Sr.

Technologist/
Sr. Project
Manager
Engineer
Specialist/
Project
Manager
Project
Engineer/ Staff
Engineer 4
Staff
Engineer 3
Staff
Engineer 2
Staff
Engineer 1
Senior-Level
Technician
Mid-Level
Technician
Junior-Level
Technician
Office/Clerical/
Accounting
Subtask 1.1 - Project management 1,150 - - 1036 - - - - - - - 114 Subtask 1.2 - Meetings 541 - 47 447 47 - - - - - - -
Subtask 2.1 - Environmental Permit
Application 1,212 8 134 114 296 496 - 88 - 64 - 12
Subtask 2.2 - CEQA/NEPA 4,638 8 486 382 864 2350 - 316 - 232 - - Subtask 3.1 - Funding Strategy 136 - 24 112 - - - - - - - - Subtask 3.2 - Prepare Drinking
Water SRF Planning Funding
Application 152 - 24 104 24 - - - - - - -
Subtask 3.3 - Prepare Drinking
Water SRF Construction Funding
Application 338 - 48 216 48 - - 8 - 10 - 8
Subtask 3.4 - Prepare WIFIA Leter
of Interest Funding Application 314 - 48 192 48 - - 8 - 10 - 8 Task 4 - Survey and Mapping 424 12 32 40 138 16 186 - - - - - Subtask 5.1 - Geotechnical
Investigation 104 - 8 96 - - - - - - - -
Subtask 5.2 - Geotechnical Data
Report 90 - 8 60 - - - 4 - 12 - 6
Subtask 5.3 - Geotechnical
Interpretive Report 90 - 8 60 - - - 4 - 12 - 6
Subtask 6.1 - Boundary Survey 152 28 - 88 18 - 18 - - - - - Subtask 6.2 - Legal and Plats 80 28 - 12 - - 40 - - - - - Subtask 6.3 - Right of Way and
Acquistion Services 56 28 - 28 - - - - - - - -
Subtask 7.1 - 30 Percent Design 2,355 - 28 493 181 142 121 378 730 165 88 29 Subtask 7.2 - 60 Percent Design 4,942 - 74 1046 305 321 194 817 1602 271 230 84 Subtask 7.3 - 90 Percent Design 4,002 - 56 1027 203 198 97 707 1284 162 172 96 Subtask 7.4 - Bid Ready Design 1,527 - 28 304 92 40 40 278 517 106 86 36 Subtask 7.5 - Quality Control
Review 560 300 60 200 - - - - - - - -
Packet Pg. 155 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Pump Station 1
Estimated Labor Hours
12/20/22
Total Labor Hours
Principal/
Hydrologist Principal
Project Manager
Sr.

Technologist/
Sr. Project
Manager
Engineer
Specialist/
Project
Manager
Project
Engineer/ Staff
Engineer 4
Staff
Engineer 3
Staff
Engineer 2
Staff
Engineer 1
Senior-Level
Technician
Mid-Level
Technician
Junior-Level
Technician
Office/Clerical/
Accounting
Subtask 8.1 - Sacramento River
Hydrology and Hydraulics 184 - 32 20 - 80 - 44 - 8 - -
Subtask 8.2 - Surge Analysis 148 16 - 32 60 8 8 4 - 16 - 4 Subtask 8.3 - Computational Fluid
Dynamic Modeling 256 24 - 48 112 40 8 4 - 16 - 4
Subtask 8.4 - Physical Modeling 100 12 - 48 24 - 16 - - - - - Subtask 8.5 - Utility Investigation
and Coordination 60 - - 24 - - - 36 - - - -
Subtask 8.6 - Public Outreach
Assistance 60 - 14 46 - - - - - - - -
Task 9 - Bid Phase Services 164 - 8 76 0 8 - 16 36 - 20 - Subtask 10.1 - Pre-Construction
Conference 24 - - 24 - - - - - - - -
Subtask 10.2 - Review of Shop
Drawings, Samples, and Submittals 860 24 60 256 40 60 40 280 24 16 - 60 Subtask 10.3 - Construction
Contract Request for Information 450 24 40 184 12 30 20 80 20 20 - 20 Subtask 10.4 - Change Requests 158 2 2 70 - 24 - 8 28 8 8 8 Subtask 10.5 - Progress Meetings 152 - - 152 - - - - - - - - Subtask 10.6 - Periodic Engineering
Field Inspections 80 - - 56 - - - 24 - - - -
Subtask 10.7 - Record Drawings 430 4 - 88 16 8 8 40 160 12 90 4 25,989 518 1,269 7,181 2,529 3,820 796 3,144 4,400 1,139 695 498 Packet Pg. 156 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Classification 2023 Rate
Principal/HydrologistPrincipal Project Manager 305
Sr. Technologist/Sr. Project Manager 275
Engineer Specialist/Project Manager 220
Project Engineer/Staff Engineer 4 201
Staff Engineer 3 165
Staff Engineer 2 143
Staff Engineer 1 127
Senior-Level Technician 193
Mid-Level Technician 133
Junior-Level Technician 86
Office/Clerical/Accounting 115
* Includes Engineering, Consultants, Planners, Scientist, Surveyors, etc.

Notes:
1) A markup of 5 percent will be applied to all Other Direct Costs and Expenses. 2) Direct expenses are those necessary costs and charges incurred for the PROJECT including, but not limited to:
a) The direct costs of transportation, meals and lodging, mail, subcontracts, outside services, and equipment and supplies. b) Consultant’s current standard rate charges for direct use of Consultant’s vehicles, laboratory test and analysis, printing and reproduction services, and certain field equipment; and c) Consultant’s standard project charges for special health and safety requirements of Occupational Safety and Health Administration.
3) Consultant’s current standard rates for direct expenses shall be used. These rates are subject to change following internal audits and reviews.
4) These rates are effective January 1, 2023, through December 31, 2023. Rate schedule is subject to annual revision to reflect current rates and not to exceed 4 percent per year for subsequent years of the contract.

City of Redding Pump House 1
2023 Billing Rates
Professionals and Technicians*
Packet Pg. 157 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541)

DRAWING LIST
Count Drawing Title
1 COVER, LOCATION MAP, AND VICINITY MAP
2 INDEX TO DRAWINGS
3 ABBREVIATIONS
4 SYMBOLS LEGEND
5 GENERAL NOTES
6 CIVIL LEGEND
7 ARCHITECTURAL GENERAL NOTES, MATERIAL SYMBOLS, AND LEGEND 8 PUMP STATION BUILDING LIFE SAFETY PLAN AND CODE DATA
9 STRUCTURAL NOTES 1
10 STRUCTURAL NOTES 2
11 SPECIAL INSPECTION PLAN 1
12 SPECIAL INSPECTION PLAN 2
13 SPECIAL INSPECTION PLAN 3
14 PROCESS MECHANICAL LEGEND
15 PIPING SCHEDULE
16 HVAC LEGEND
17 PLUMBING LEGEND
18 HVAC AND PLUMBING SCHEDULE
19 INSTRUMENTATION AND CONTROL LEGEND 1
20 INSTRUMENTATION AND CONTROL LEGEND 2
21 ELECTRICAL LEGEND 1
22 ELECTRICAL LEGEND 2
23 SECURITY LEGEND
24 HYDRUALIC PROFILE
25 BORING SITE MAP
26 BORING LOGS 1
27 BORING LOGS 2
28 OVERALL DEMOLITION PLAN
29 EXST INTAKE DEMOLITION PLAN
30 EXST INTAKE DEMOLITION SECTION
31 EXST PUMP STATION BUILDING DEMOLITION PLAN
32 EXST PUMP STATION BUILDING DEMOLITION SECTION
33 SITE DEMOLITION PLAN (CONC STRUCT & JENNY CRK CULVERTS) 34 TREE REMOVAL PLAN
35 DEMOLITION PHOTOGRAPHS
36 DEMOLITION PHOTOGRAPHS
37 NETWORK BLOCK DIAGRAM
38 PLC BLOCK DIAGRAM
39 OVERALL P&ID
40 FISH SCREEN P&ID 1
41 FISH SCREEN P&ID 2
42 PUMP STATION P&ID 1
43 PUMP STATION P&ID 2
Attachment 1
Packet Pg. 158 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 44 FIRE PROTECTION SYSTEMS
45 SURGE TANK, FLOW METER
46 OVERALL SITE PLAN AND KEY PLAN
47 SURVEY CONTROL AND LAYOUT DATA
48 CONSTRUCTION ACCESS AND STAGING PLAN
49 SITE PLAN (EXST SITE)
50 GRADING PLAN (EXST SITE)
51 SECTIONS (EXST SITE)
52 DETAILS (EXST SITE)
53 PUMP STATION SITE PLAN 1
54 PUMP STATION SITE PLAN 2
55 PUMP STATION GRADING PLAN 1
56 PUMP STATION GRADING PLAN 2
57 SECTIONS
58 SECTIONS
59 DETAILS
60 YARD PIPING PLAN 1
61 YARD PIPING PLAN 2
62 YARD PIPING PLAN 3
63 YARD PIPING PLAN 4
64 YARD PIPING SECTIONS
65 YARD PIPING DETAILS
66 JENNY CREEK PLAN 1
67 JENNY CREEK PLAN 2
68 JENNY CREEK PROFILE 1
69 JENNY CREEK PROFILE 2
70 JENNY CREEK SECTION
71 JENNY CREEK DETAILS
72 JENNY CREEK PLAN
73 JENNY CREEK SECTIONS
74 JENNY CREEK DETAILS
75 ACCESS ROAD PLAN AND PROFILE 1
76 ACCESS ROAD PLAN AND PROFILE 2
77 ACCESS ROAD ENLARGED PLAN
78 ACCESS ROAD TYPICAL SECTION AND DETAILS
79 ACCESS ROAD SECTIONS 1
80 ACCESS ROAD SECTIONS 2
81 RIVER TRAIL CLOSURE PLAN
82 RIVER TRAIL RESTORATION PLAN 1
83 RIVER TRAIL RESTORATION PLAN 2
Packet Pg. 159 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 84 RIVER TRAIL RESTORATION PLAN 3
85 RIVER TRAIL RESTORATION TYPICAL SECTION AND DETAILS
86 PUMP STATION RENDERING
87 PUMP STATION RENDERING
88 PUMP STATION FLOOR PLAN
89 PUMP STATION ROOF PLAN
90 PUMP STATION ELEVATIONS
91 PUMP STATION SECTIONS
92 PUMP STATION SCHEDULES
93 PUMP STATION FOUNDATION PLAN
94 PUMP STATION ROOF PLAN
95 PUMP STATION BRIDGE CRANE PLAN
96 PUMP STATION SECTIONS
97 PUMP STATION SECTIONS
98 PUMP STATION DETAILS
99 PUMP STATION DETAILS
100 INTAKE FOUNDATION KEY PLAN
101 INTAKE FOUNDATION PLAN 1
102 INTAKE FOUNDATION PLAN 2
103 INTAKE DECK KEY PLAN
104 INTAKE DECK PLAN 1
105 INTAKE DECK PLAN 2
106 INTAKE SECTIONS
107 INTAKE SECTIONS
108 INTAKE DETAILS
109 INTAKE EAST TRAINING WALL PLAN
110 INTAKE WEST TRAINING WALL PLAN
111 INTAKE EAST TRAINING WALL ELEVATION
112 INTAKE WEST TRAINING WALL ELEVATION
113 TRAINING WALL SECTIONS
114 TRAINING WALL DETAILS
115 FLOWMETER VAULT PLAN
116 FLOWMETER VAULT SECTIONS AND DETAILS
117 SURGE TANK PLAN, SECTION, AND DETAILS
118 PUMP STATION FLOOR PLAN
119 PUMP STATION SECTIONS
120 PUMP STATION DETAILS
121 INTAKE SUCTION PIPING PLAN 1
122 INTAKE SUCTION PIPING PLAN 2
123 INTAKE DECK PLAN 1
124 INTAKE DECK PLAN 2
125 INTAKE SECTIONS
126 INTAKE SECTIONS
127 INTAKE DETAILS
128 FLOWMETER VAULT PLAN
129 FLOWMETER VAULT SECTIONS
Packet Pg. 160 Attachment: Fifth Amendment (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 130 SURGE TANK PLAN, SECTION, AND DETAILS
131 PUMP STATION FLOOR PLAN
132 PUMP STATION SECTIONS AND DETAILS
133 PUMP STATION PLAN
134 PUMP STATION SECTION
135 PUMP STATION HVAC AIRFLOW AND CONTROL SCHEMATICS
136 ONE-LINE DIAGRAM
137 ONE-LINE DIAGRAM
138 SITE PLAN
139 SITE PLAN
140 SITE PLAN
141 SITE PLAN
142 EXISTING GENERATOR
143 SITE LIGHTING PLAN
144 PUMP STATION POWER PLAN
145 PUMP STATION LIGHTING PLAN
146 CABLE BLOCK DIAGRAMS 1
147 CABLE BLOCK DIAGRAMS 2
148 SWITCHGEAR POWER PLAN
149 SWITCHGEAR ELEVATIONS
150 MOTOR CONTROL DIAGRAM
151 LUMINAIRE AND PANEL SCHEDULE
152 RACEWAY SCHEDULE
153 STANDARD DETAILS
154 STANDARD DETAILS
155 STANDARD DETAILS
156 STANDARD DETAILS
157 STANDARD DETAILS
158 STANDARD DETAILS
159 STANDARD DETAILS
160 STANDARD DETAILS
161 STANDARD DETAILS
162 STANDARD DETAILS
163 STANDARD DETAILS
164 STANDARD DETAILS
165 STANDARD DETAILS
166 STANDARD DETAILS
167 STANDARD DETAILS
168 STANDARD DETAILS
169 STANDARD DETAILS
170 STANDARD DETAILS
171 STANDARD DETAILS
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Attachment: Consulting and Professional Services C-8541 (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Final Preliminary Design Report
City of Redding Pump House No. 1 Replacement Project
City of Redding Department of Public Works – Water Utility

Document no: PPS0126221137RDD
July 2022
July 13, 2022 Packet Pg. 237 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
Client name: City of Redding Department of Public Works – Water Utility Project name: City of Redding Pump House No. 1 Replacement Project Client reference: City of Redding Project no: W8Y06200
Document no: PPS0126221137RDD Project manager: Kim Hein, PE Revision no: Final Prepared by: Jacobs Engineering Group Inc.

Date: July 2022
Document History and Status
Revision Date Description
Draft 2/10/2022 Draft PDR
Pre-Final 5/11/2022 Pre-Final PDR
Jacobs Engineering Group Inc.
2525 Airpark Drive
Redding, CA 96001-2443
United States
T +1.530.243.5831
F +1.530.243.1654
www.jacobs.com
Copyright Jacobs Engineering Group Inc. © 2022.

All rights reserved. Reproduction and redistribution without written permission is prohibited. Jacobs, the Jacobs logo, and all other Jacobs trademarks are the property of Jacobs Engineering Group Inc.

NOTICE: This document has been prepared exclusively for the use and benefit of Jacobs’ client. Jacobs accepts no liability or responsibility for any use or reliance upon this document by any third party.

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Contents
Acronyms and Abbreviations......................................................................................................................................... iv

1. Introduction ........................................................................................................................................................1-1

1.1 Background and Purpose of Study.................................................................................................................1-1

1.2 Project Setting........................................................................................................................................................1-2

1.3 Overview of the Project Alternatives .............................................................................................................1-2

1.4 Alternatives Summary.........................................................................................................................................1-3

2. Survey and Mapping .........................................................................................................................................2-1

3. River Hydrology..................................................................................................................................................3-1

3.1 Flood Flows, Stage, and Frequency Data.....................................................................................................3-1

3.2 Flow-Duration Analysis.......................................................................................................................................3-1

3.3 Low River Stage......................................................................................................................................................3-3

4. Fish Protection and Criteria.............................................................................................................................4-1

4.1 Fish Protection .......................................................................................................................................................4-1

4.2 Facility Criteria and Assumptions ...................................................................................................................4-2

4.3 Pumping System Design Criteria and Assumptions ................................................................................4-2

5. Intake Alternatives Evaluation .......................................................................................................................5-1

5.1 Basic Methodology ...............................................................................................................................................5-1

5.2 Identification of Alternative Structural Configurations and Fish Screen Types............................5-1

5.3 Description of Alternative Structural Configurations and Fish Screen Types ...............................5-1

5.4 Evaluation of Alternative Structural Configuration and Fish Screen Types ...................................5-7

6. Alternative 1: Existing PS1 Location.............................................................................................................6-1

6.1 Overview ...................................................................................................................................................................6-1

6.2 Intake Structure .....................................................................................................................................................6-2

6.3 Pump Station Building ........................................................................................................................................6-3

6.4 Mechanical Equipment .......................................................................................................................................6-3

6.5 Electrical Equipment............................................................................................................................................6-5

6.6 Civil Features...........................................................................................................................................................6-6

6.7 Geotechnical ...........................................................................................................................................................6-7

6.8 Constructability......................................................................................................................................................6-7

7. Alternative 2: New River Trail Location ........................................................................................................7-1

7.1 Overview ...................................................................................................................................................................7-1

7.2 Intake Structure .....................................................................................................................................................7-2

7.3 Pump Station Building ........................................................................................................................................7-2

7.4 Mechanical Equipment .......................................................................................................................................7-3

7.5 Electrical Equipment............................................................................................................................................7-5

7.6 Civil Features...........................................................................................................................................................7-6

7.7 Geotechnical ...........................................................................................................................................................7-9 Packet Pg. 239 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
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7.8 Constructability......................................................................................................................................................7-9

7.9 Conveyance to Foothill Water Treatment Plant.....................................................................................7-10

7.10 Utilities ...................................................................................................................................................................7-10

7.11 Potential Jenny Creek Restoration..............................................................................................................7-11

8. Alternative 3: Horizontal Collector Wells ....................................................................................................8-1

8.1 Overview ...................................................................................................................................................................8-1

8.2 Potential Locations...............................................................................................................................................8-1

8.3 Horizontal Collector Well Investigations .....................................................................................................8-1

9. Alternative 4: Combination of Alternatives.................................................................................................9-1

10. Environmental Compliance and Permitting............................................................................................. 10-1

10.1 Environmental Compliance............................................................................................................................10-1

10.2 Permits and Approvals.....................................................................................................................................10-1

11. Construction Funding Evaluation ............................................................................................................... 11-1

11.1 Loan Programs ....................................................................................................................................................11-1

11.2 Grant Programs...................................................................................................................................................11-2

11.3 Infrastructure Bill Impacts ..............................................................................................................................11-3

11.4 Funding Strategy................................................................................................................................................11-4

12. Capital Cost Estimates................................................................................................................................... 12-1

12.1 Contract Cost .......................................................................................................................................................12-1

12.2 Non-contract Cost..............................................................................................................................................12-1

12.3 Definition of Estimate Class ...........................................................................................................................12-1

12.4 Total Capital Cost...............................................................................................................................................12-2

12.5 Capital Cost Estimate Summary...................................................................................................................12-2

13. Operation and Maintenance......................................................................................................................... 13-1

14. Comparison and Summary of Alternatives .............................................................................................. 14-1

15. Recommendations and Next Steps ............................................................................................................ 15-1

16. Implementation Schedule............................................................................................................................ 16-1

17. References ........................................................................................................................................................ 17-1 Appendices
A Pump Curves
B City of Redding Surface Geophysical Survey Investigations Summary and Recommendations Technical Memorandum
C City of Redding Horizontal Collector Well Borehole Investigations Summary and Recommendations Technical Memorandum
D Construction Cost Estimate
E Preliminary Implementation Schedule
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Tables
3-1 U.S. Geological Survey 11370500 (SACRAMENTO R A KESWICK CA) Flow Exceedance by Month 3-2 River Stage Data at Alternative 1, Existing PS1 Location 3-3 River Stage Data at Alternative 2, New River Trail Location 4-1 Approximate Water Surface Elevations at Project Alternative Sites 5-1 Intake Structural Configuration and Fish Screen Type Matrix 5-2 Comparison of Vertical Flat Plate and Cylindrical Tee Screens Characteristics in an On-bank Structural Configuration
7-1 Jenny Creek Issues and California Department of Fish and Wildlife Conclusions 10-1 Potentially Applicable Federal, State, Regional, and Local Permits and Approvals 11-1 Loan Programs Description
11-2 Loan Programs Financing Details
11-3 2021/2022 Grant Opportunities
12-1 Capital Cost Estimate Summary
14-1 Summary of Alternatives
Figures
1-1 Project Location
1-2 Alternative 1 and Alternative 2 Location
5-1 City of Sacramento In-river Intake Structure
5-2 Freeport Regional Water Authority On-bank Intake Structure 5-3 Typical Vertical Flat Plate Screen
5-4 Inclined Flat Plate Screen System at Buckman Diversion 5-5 Cylindrical Tee Screen Isometric
5-6 Conical Screen at Red Bluff Diversion Dam
6-1 Alternative 1 Existing PS1 Location Site Plan
6-2 Alternative 1 Existing PS1 Location Section
6-3 Alternative 1, Existing PS1 Location – Channel Cross Section 7-1 Alternative 2 New River Trail Location Site Plan
7-2 Alternative 2 New River Trail Location Section
7-3 Alternative 2, New River Trail Location – Channel Cross Section 7-4 Alternative 2 Overall Access Plan
7-5 Alternative 2 Overhill Access Road
7-6 Overall Utilities Plan
7-7 Jenny Creek Culverts – Outlet at Sacramento River
7-8 Jenny Creek Culverts – Inlet and Upstream Habitat
7-9 Jenny Creek Restoration
8-1 Collector Well Locations
8-2 Alternative 3 Horizontal Collector Well Location (Location 3 – Bike Park) Packet Pg. 241 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
iv PPS0126221137RDD
Acronyms and Abbreviations
ACID Anderson-Cottonwood Irrigation District
AOR allowable operating region
ASCE American Society of Civil Engineers
ATS automatic transfer switch
CC contract cost
CDFW California Department of Fish and Wildlife
CEQA California Environmental Quality Act
cfs cubic feet per second
City City of Redding
CMU concrete masonry unit
dam Diversion Dam
FC field cost
FEMA Federal Emergency Management Agency
FIS Flood Insurance Study
fps foot per second
FWTP Foothill Water Treatment Plant
HCW horizontal collector well
hp horsepower
ISRF Infrastructure State Revolving Fund
kV kilovolt
LiDAR light detection and ranging
mgd million gallon(s) per day
NAD83 North American Datum of 1983
NAVD88 North American Vertical Datum of 1988
NEPA National Environmental Policy Act
NHC Northwest Hydraulic Consultants Inc.

NMFS National Marine Fisheries Service
NOAA National Oceanic and Atmospheric Administration
O&M operation and maintenance
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POR preferred operating region
project Pump House No. 1 Replacement Project
PS1 Pump House (Pump Station) No. 1
PVC polyvinyl chloride
Reclamation Bureau of Reclamation
SCADA supervisory control and data acquistion
SFR State Revolving Fund
TBD to be determined
TDH total dynamic head
USGS U.S. Geological Survey
WIFIA Water Infrastructure and Innovation Act
WSE water surface elevation
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1. Introduction

1.1 Background and Purpose of Study
The City of Redding (City) Pump House (or Pump Station) No. 1 (PS1) was constructed in 1937. PS1 draws raw water from the Sacramento River and pumps to Foothill Water Treatment Plant (FWTP) for treatment.

FWTP is the City’s largest and primary water supply, providing more than half its water supply demands. PS1 supplies approximately 28.9 million gallons per day (mgd), or 44.7 cubic feet per second (cfs), of raw water to FWTP through two 30-inch-diameter pipelines (installed circa 1976 and 2010). Raw water is diverted under the City’s pre-1914 Sacramento River water rights and its Central Valley Project contract supplies.

PS1 underwent major modifications in 1968 and 1989 to add pumping capacity by replacing aging pumps and adding new pumping units. The existing intake was retrofitted circa 2006 to include six single-cylinder intake screens (drums). The Sacramento River in the Redding area is critical for the Sacramento River fishery resources and has spawning beds used by endangered salmon species.

Both PS1 and FWTP have been identified as critical facilities in the City of Redding’s Local Hazard Mitigation Plan to supply safe drinking water, meet fire suppression demands, and supply the Redding Power Plant. The existing PS1 facility has reliably served the City’s water supply for over 85 years but has significant limitations in terms of continuing to meet the City’s increasing water supply needs in a reliable and environmentally acceptable manner. The City’s water system demands will continue to increase with population growth, and projected demands require a supply of up to 42 mgd (65 cfs) from PS1.

PS1 is located in a shallow area of the Sacramento River, which impacts its operations depending on the status of the Anderson-Cottonwood Irrigation District (ACID) Diversion Dam (dam). The ACID dam is a seasonal dam used to back up the water in the Sacramento River and create an elevated pool to allow diversion into the ACID Canal. The dam is typically installed in April at the beginning of the irrigation season and removed in early November at the end of the season. When the dam is removed, water depths in the area around the pump station are approximately 3 feet or less. Four of the five pump units cannot operate because of cavitation caused by the shallow water depth.

PS1 is scheduled for replacement for the following reasons:
 There is concern the intake does not meet long-term state and federal criteria regarding protection of endangered fish species. Modified fish screens were installed at PS1 in 2006 and are being monitored for effectiveness under a waiver from the National Marine Fisheries Service (NMFS), a division of the National Oceanic and Atmospheric Administration (NOAA) Fisheries, to continue operating the facility.  There is limited intake capacity during low river stages and compounded during minimum river flows when the ACID dam flashboards are not in place.
 The City’s General Plan identified PS1 as being located in an area of high seismic liquefaction potential and recommended that the structure be evaluated for its ability to withstand damage during a design earthquake. This was determined to not be a concern for the proposed alternatives as further discussed in the geotechnical sections.
 The City’s Water Master Plan proposed the FWTP to be expanded up to a capacity of 42 mgd. Current capacity is 28.9 mgd.
 The pump station facility is generally outdated, relative to current design and service standards, and needs numerous minor and significant improvements. The primary electrical supply and controls equipment is relatively old and cannot accommodate any load increases; there is no space on the main intake structure for any new equipment such as pumps or fish screen-related components; and outdoor pumps cause excessive noise and complaints in an area of heavy public recreational use.

Work space for maintenance around the pumps and other equipment is limited.

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CH2M HILL (now Jacobs) prepared a feasibility study for the City of Redding Pump House No. 1 Fish Protection Project in 2002. The study evaluated four alternatives to conceptual level as follows:

Alternative 1 Existing PS1 Location, Alternative 2 New River Trail Location, Alternative 3 ACID Intake Location, and Alternative 4 Keswick Reservoir Location. The City has eliminated Alternative 3 and Alternative 4 from the 2002 Feasibility Study and added the evaluation of horizontal collector wells (HCWs) for this Pump House No. 1 Replacement Project (project).

The City selected Jacobs in 2020 to re-evaluate the Pump House No. 1 Replacement Project, and this preliminary design report highlights the following findings of four alternatives for the City to consider for final design of PS1:
 Develop up to four alternatives to a conceptual level. Key information to be addressed include layout, sizing, features, and operations of each facility, including river and fish screen hydraulics.  Estimate the scope and type of the anticipated environmental studies.  Identify the permitting requirements.
 Develop concept drawings for the recommended alternative.  Develop funding opportunities for this project.

1.2 Project Setting
PS1 is located on the south bank of the Sacramento River, approximately 0.25 mile upstream of the Diestelhorst Bridge and about 1 mile upstream of the ACID dam. The scope for the project includes the reach of the Sacramento River from the Sundial Bridge to approximately 1,600 feet upstream of the existing PS1 location (Figure 1-1). This river reach is critical for the Sacramento River fishery resources and has spawning beds used by endangered salmon species.

The project reach is underlain by a layer of Quaternary alluvial or Pleistocene deposits of sand, gravel, silt, and clay. The thickness of the soil deposits varies from zero up to approximately 40 feet beneath the proposed project alternative facilities. Bedrock consists of sandstone and siltstone of the Chico Formation and is exposed within the Sacramento River channel upstream of the existing pump station. The top of bedrock varies from approximate elevation 488 feet on the upstream end of the project to 470 feet on the downstream end of the project study area, with some low spots between that are as low as 446 feet.

1.3 Overview of the Project Alternatives

1.3.1 Alternative 1: Existing PS1 Location
Alternative 1, Existing PS1 Location, would include constructing a new intake structure, fish screen, and pump station adjacent to the existing PS1 facility. This alternative would seek to maintain use of an existing diversion site. This alternative is referred to as the “Existing PS1 Location” or “Alternative 1.”

1.3.2 Alternative 2: New River Trail Location
Alternative 2, New River Trail Location, would include constructing a new intake structure, fish screen, and pump station at a more favorable location in the river approximately 1,600 feet upstream (west of Jenny Creek) of the existing PS1. This alternative is intended to locate the intake and pump station in a section of the river with reliable depths and sweeping flows under all river conditions, to ensure long-term, reliable operation of the new water supply intake. A new short pipeline section would be constructed to connect to the existing pipeline(s) along with rehabilitating the Jenny Creek culverts. This alternative is referred to as the “New River Trail Location” or “Alternative 2.”
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1.3.3 Alternative 3: Horizontal Collector Wells
Alternative 3, Horizontal Collector Wells, would include constructing a new HCW and pump station in a favorable location along the river between Turtle Bay and existing PS1 location. This alternative is not anticipated to produce the full buildout capacity of 42 mgd but rather a capacity between 5 to 10 mgd.

Engineering investigations are currently taking place to determine the potential HCW yield in the most beneficial location along the river. This alternative would supplement PS1 raw water deliveries (Alternative 1 or Alternative 2) to FWTP. It would also provide a suitable water source to FWTP during the winter months when river turbidity is a concern. This alternative is referred to as the “Horizontal Collector Wells” or “Alternative 3.”

1.3.4 Alternative 4: Combination of Alternatives
Alternative 4, Combination of Alternatives, is a combination, or hybrid, of an intake structure along with HCWs. This alternative is referred to as the “Combination of Alternatives” or “Alternative 4.” Since the Alternative 3, Horizontal Collector Wells, geotechnical phase has not been completed and capacity has not been determined, this alternative, if desired by the City, can be considered prior to final design of the intake facility.

1.4 Alternatives Summary
Alternatives 1 and 2 will be evaluated and compared against each other for a full buildout of 42 mgd as shown on Figure 1-2. Some of the sections within this preliminary design report will only apply to Alternatives 1 and 2, such as the fish screen protection and criteria. Some of the subsections in Alternatives 1 and 2 will repeat themselves so that the reader does not need to flip back to a previous section.

Alternative 3 has been deemed not feasible to provide full buildout capacity of 42 mgd, and investigations and analyses for potential yield will continue, as discussed in a later section showing the steps that have been taken thus far.

As discussed with the City, Alternatives 1 and 2 will be compared for full buildout, and Alternative 3 will be a stand-alone project and will be presented in a separate report once investigations and analyses are completed. Therefore, Alternative 4 may be considered by the City at some later date, after the Alternative 3 investigations and analyses are completed.

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Alternative1: Existing Pump
Station 1 Location Benton Drive
N. Court Street
West Street
Eureka Way/State Route 299
State Route 44
N. Market Street/State Route 273
Sacramento River
Alternative 2: New
River Trail Location
Alternative 3: Horizontal
Collector Wells
Foothill Water
Treatment Plant
ACID Diversion Dam
Diestelhorst Bridge
Sundial Bridge
Turtle Bay
Jenny Creek
River Trail
Overhill Drive
North
0 800 1,600
Approximate scale in feet
Flow Direction of River Figure 1-1. Project Location
Preliminary Design Report
City of Redding Pump House No. 1 Replacement Project
Redding, California
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FILENAME: PLOT DATE:7/8/2022 PLOT TIME:10:01:43 AM
CH2M HILL2020. ALLRIGHTS RESERVED. THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
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2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_1-2_W8Y06200.dgn

PRELIMINARY -NOTFOR CONSTRUCTION

CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
W8Y06200
0 Scale In Feet

SACRAMENTO RIVER
N

PRELIMINARY DESIGN REPORT
1-2
ALT 2 LOCATION

PUMP STATION

BENTON DR
200 400
STATION 1

EXISTING PUMP
ALT 1 LOCATION

PUMP STATION

OVERHILLDR

PARKING LOT

RIVER TRAIL

DIESTELHORST BRIDGE
BRIDGE

COURT STREET
ALTERNATIVE 1

LOCATION PLAN
AND ALTERNATIVE 2

RIVER TRAIL
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2. Survey and Mapping
Jacobs contracted with Northwest Hydraulic Consultants Inc. (NHC) to provide bathymetric, ground, and facility survey for the project at the existing PS1 Location (Alternative 1) and at the New River Trail Location (Alternative 2). The survey was completed on July 21, 2020.

The horizontal datum of the survey was the North American Datum of 1983 (NAD83) (2011), California State Plan Zone 1. The vertical datum of the survey was the North American Vertical Datum of 1988 (NAVD88) Geoid18.

The bathymetric survey was tied to local global positioning system and vertical control at the National Geodetic Survey Benchmark – LU1871, approximately 1.5 miles from PS1, along State Highway 299. Two survey measurements using Trimble’s “observed control point” setting (180 epochs each) were collected at LU1871. Following the survey, raw data were exported from the Trimble job file using Trimble Business Center. The survey data were corrected (translated) using the difference between the known location of LU1871 and the average of the two observed control point measurements. The data were then checked for errors and simplified for delivery. A supplemental survey was extracted from Class 2 ground light detection and ranging (LiDAR) from the U.S. Geological Survey (USGS) site. The LiDAR was completed in 2018.

To validate the accuracy of benchmark LU1871, static data were collected at the base station during the duration of the survey. The data from the base were converted to RINEX and processed using NOAA’s Online Positioning User Service. The solution to these results suggests a horizontal and vertical agreement between the survey and benchmark LU1871 to be less than 0.039 and 0.043 foot, respectively.

NHC used an 18-foot jet boat with the following survey equipment: Trimble RTK-GNSS system (R8 and R10 receivers and TSC3 controller) and a CEE ECHO single-beam, single-frequency echo sounder.

NHC completed river cross sections as requested by Jacobs and also provided ground shots including corners of primary existing building, the corner of concrete at the top of the existing intake structure, utility poles, water valves along the River Trail, and the top centerline of one of the intake cylinders in the lowered position. Survey shots of the staff gage, corner of the smaller westerly building, and the fire hydrant were unable to be collected due to overhead obstructions. Limitations of overhead obstruction (i.e., canopy cover) and overgrown blackberry bushes along the cross sections were acknowledged.

An adequate number of survey points were taken to provide the general shape of the bank from the edge of pavement along the River Trail down into the river. Due to dense vegetation, an edge-of-water shot could not be collected at two of the cross sections. A few extra points were collected at the upstream corners of the “unknown” instream concrete structure at the Alternative 2 location and at the culvert tops where Jenny Creek spills into the Sacramento River.

At the ACID dam, points were surveyed along the abutment platform and benchmark “488.” Additional ground survey, using project datum, was completed by the City of Redding survey crew in December 2021 to verify the location and top of culvert at the upstream end of the existing Jenny Creek culverts. Existing top-of-culvert shots at the river from the previous ground survey were used for control points in this supplemental survey. These additional shots were used to create the profile of the existing Jenny Creek culverts.

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3. River Hydrology
To design structures within the river to withstand flood forces, it is necessary to estimate the frequency, magnitude, and duration of flooding at the project site. Normal and low-flow conditions must also be defined to allow proper screen and pump design.

3.1 Flood Flows, Stage, and Frequency Data
The Flood Insurance Study (FIS) for Shasta County, California, dated March 17, 2011, indicates that operations of Shasta Dam regulate the 10-, 50-, and 100-year floods to 79,000 cfs in the Redding area (Keswick to Clear Creek). According to the USGS stream gage 11370500, located 0.8 mile downstream from Keswick Dam, the maximum discharge of record since regulation by Shasta Dam in 1943 was 83,000 cfs, which occurred on February 14, 2017.

The base flood elevation, corresponding to 79,000 cfs, at the Alternative 1 site was taken from Federal Emergency Management Agency (FEMA) Flood Insurance Rate Map Number 06089C1535G at cross-section BS with an elevation of 497.4 feet referenced to NAVD88.

The base flood elevation, corresponding to 79,000 cfs, at the Alternative 2 site was interpolated between FEMA cross-section BT and BU (FEMA Flood Insurance Rate Map Number 06089C1535G) with an elevation of 499.1 feet referenced to NAVD88.

3.2 Flow-Duration Analysis
Daily average flow data from the USGS stream gage 11370500 from water year 1981 through water year 2021 were evaluated for flow-duration statistics.

The Keswick gage is approximately 2.2 miles upstream of PS1. No incremental inflows were included for tributaries between the USGS stream gage and the project site. There are no known diversions between the USGS stream gage and project site.

The period from 1981 through 2021 was used to develop flow-duration data and capture operations and management of the river. The daily river-flow data for the 41-year period were parsed into monthly data sets to develop monthly exceedance flow values.

Table 3-1 shows exceedance flow values for each month. Each exceedance flow value represents a percent of time at which the river is above that flow during the month. These exceedance flow values were used to evaluate critical months (November through March) for low river conditions when the ACID dam flashboards are removed to improve fish passage at the dam.

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Table 3-1. U.S. Geological Survey 11370500 (SACRAMENTO R A KESWICK CA) Flow Exceedance by Month PTE
Flow (cfs)
Jan Feb Mar Apr May Jun July Aug Sep Oct Nov Dec
100 2,850 2,850 2,360 2,510 4,980 4,150 6,990 6,680 3,860 3,160 2,910 2,900 99 3,090 2,921 2,527 2,543 5,576 6,919 7,247 7,177 4,450 3,434 3,190 3,070 95 3,206 3,210 2,946 3,116 6,520 7,430 8,944 7,756 5,300 3,856 3,620 3,286 90 3,270 3,260 3,220 3,310 7,162 8,350 9,720 8,492 6,220 4,260 3,890 3,490 80 3,420 3,370 3,370 4,130 7,720 9,692 10,800 9,380 6,850 5,010 4,270 3,790 50 4,460 4,185 4,690 6,220 9,490 11,200 13,300 11,000 8,000 6,160 5,250 4,980 25 6,280 7,538 11,800 8,830 11,300 13,600 14,800 12,600 9,050 7,100 6,000 6,210 15 13,000 23,715 23,740 11,900 12,900 14,300 15,000 14,000 9,550 7,622 6,994 9,942 10 18,680 34,750 31,700 15,170 14,000 14,600 15,100 14,300 10,100 8,000 7,600 14,500 5 29,940 50,000 45,980 25,445 16,540 15,100 15,300 14,800 11,100 8,514 13,900 19,240 2 46,588 59,492 53,280 36,866 23,408 15,638 15,400 15,056 11,800 8,886 14,800 35,500 1 49,528 70,282 60,100 40,014 27,208 17,069 15,528 15,100 13,100 12,228 18,338 38,312

0.0 77,900 79,000 74,800 50,100 39,100 20,700 16,800 15,300 14,500 12,500 21,400 60,200 Notes:

PTE = percent time exceeded
Flashboards are typically installed in the ACID dam around April 1st (start of irrigation season) and removed around November 1st (end of irrigation season).

Exceedance values are based on average daily flows at USGS stream gage #11370500 for the period 1981 through 2021.

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3.3 Low River Stage
Tables 3-2 and 3-3 summarize river water surface measurements collected at the Alternative 1 and Alternative 2 sites, respectively.

Table 3-2. River Stage Data at Alternative 1, Existing PS1 Location Date/Time
Staff Gage Level
(feet)
WSE
(feet)
Sacramento River Flow
(cfs)
11-05-2021/3:00 p.m. 1.0 483.9 3,990
11-10-2021/1:30 p.m. 0.8 483.7 3,590
02-03-2022/3:30 p.m. 0.6 483.5 3,200
Notes:

Staff gage level zero “0” corresponds to elevation 482.88 feet according to project survey.

Sacramento River flow is approximate and based on USGS stream gage 11370500. Flow is noted by USGS as provisional data subject to revision.

Table 3-3. River Stage Data at Alternative 2, New River Trail Location Date/Time
Measurement from
Reference Point
(feet)
WSE
(feet)
Sacramento River Flow
(cfs)
11-05-2021/2:30 p.m. 5.5 484.3 3,990
11-10-2021/1:45 p.m. 5.8 484.0 3,590
02-03-2022/3:45 p.m. 6.0 483.8 3,200
Notes:

Reference point is northwest corner of existing rectangular concrete structure at elevation 489.78 feet according to project survey.

Sacramento River flow is approximate and based on USGS stream gage 11370500. Flow is noted by USGS as provisional data subject to revision.

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4. Fish Protection and Criteria

4.1 Fish Protection
Fish protection is provided, in part, by using fish screens to exclude fish from being entrained by the intake structure and allowing them to safely move past the facility while swimming in the source water body.

Requirements for salmonid species in the Sacramento River are regulated by NMFS. Salmonids are also regulated on a state level by the California Department of Fish and Wildlife (CDFW). These regulatory agencies have specific requirements and guidelines related to the type of fish screening systems and related structures that can be used to accomplish the fish protection goals. The following information was reviewed relative to potential intake structural configurations and fish screen system types and their characteristics.  Fish Screening Criteria for Anadromous Salmonids, National Oceanic and Atmospheric Administration, National Marine Fisheries Service Southwest Region, January 1997  Fish Screen Criteria, June 19, 2000 version, Appendix S, California Salmonid Stream Habitat Restoration Manual, State of California, The Resources Agency, California Department of Fish and Game, Wildlife and Fisheries Division, Fourth Edition, July 2010  NOAA Technical Memorandum NMFS-NWFSC-1xx, NOAA Fisheries West Coast Region Anadromous Salmonid Passage Design Guidelines, National Oceanic and Atmospheric Administration, National Marine Fisheries Service West Coast Region, Environmental Services Branch, Peer Review Draft, August 16, 2018
Regulatory screen-sizing criteria for salmonid protection limit maximum approach velocity to 0.33 foot per second (fps) according to NMFS and CDFW requirements.

Approach velocity (VA) is defined as the velocity component of the flow being diverted that is perpendicular to the fish screen face. It is normally determined by dividing the diversion flow rate (Q) by the effective wetted screen area (As), or:

VA = Q / As
The actual area of the fish screen panels must be slightly larger than the computed value to facilitate real-time operational compliance with the limiting approach velocity at the design diversion flow rate.

An additional allowance factor (F) of 5% to 10% of the screen (represented by F=1.05 to 1.1) is normally provided to allow for some variation in approach velocity across the screen area and to account for structural members that block portions of the screen flow area. Field measurements are performed during commissioning and operations to verify actual approach velocity and demonstrate compliance.

For example, a fish screen designed for salmonid protection with a 42-mgd (65-cfs) diversion flow rate and 5% to 10% additional area would need to have an effective wetted fish screen panel area of about 207 and 217 square feet (sq ft), respectively, as follows:

F [Q / VA] = As
or

1.05 * [65 cfs / 0.33 fps] = 207 sq ft
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4.2 Facility Criteria and Assumptions
Facility criteria and assumptions are as follows:
 Buildout diversion flow rate – 42 mgd (65 cfs).
 CDFW will require the intake fish screens to be designed to protect juvenile fish species and will require sizing to be based on a design approach velocity of 0.33 fps.  NMFS requires the intake fish screens to be sized based on a design approach velocity of 0.40 fps where exposure time (defined as the time it takes a particle to travel the length of the screen when moving at the speed of the sweeping velocity) is limited to less than 60 seconds, or 0.33 fps where exposure time is greater than 60 seconds.
 Design low Sacramento River flow – 3,250 cfs. The Bureau of Reclamation’s (Reclamation) proposed flow objectives below Keswick Dam is 3,250 cfs, according to Table 1 of the NMFS June 4, 2009, Biological Opinion. However, the 1960 Memorandum of Agreement between Reclamation and CDFW as well as the State Water Resource Control Board Water Rights Orders 90-05 indicate minimum flow requirements of 2,000 cfs on the Sacramento River below Keswick Dam during a critically dry period.

The design low Sacramento River flow criteria will be confirmed by the City prior to final design.  Design high Sacramento River flow – 79,000 cfs. Operations of Shasta Dam regulate the 10-, 50-, and 100-year floods to 79,000 cfs according to the FIS for Shasta County, California, dated March 17, 2011. Since regulation by Shasta Dam in 1943, the maximum discharge measured at USGS stream gage 11370500 is 83,000 cfs which occurred on February 14, 2017.  California Code of Regulations, Title 23, Water Requirements, states: “Structures must be securely anchored and floodproofed to at least two (2) feet above the 100-year flood elevation or two (2) feet above the design flood plane, whichever is higher. The floodproofing must be consistent with the potential uses of the structure.”
Table 4-1 lists the design Sacramento River flows and water levels for each site.

Table 4-1. Approximate Water Surface Elevations at Project Alternative Sites Design Parameter
Project Alternatives
Alternative 1 – Existing PS1 Alternative 2 – New River Trail High WSE @ 79,000 cfs 497.4a 499.1b
Low WSE @ 3,250 cfs 483.5 483.8
a High WSE corresponds to the base flood-flow WSE at FEMA cross-section BS (Flood Insurance Rate Map Number 06089C1535G). b High WSE corresponds to the base flood-flow WSE interpolated between FEMA cross-section BT and BU (FEMA Flood Insurance Rate Map Number 06089C1535G).

Notes:

No tailwater effects from the ACID dam (that is, dam flashboards are removed).

WSE = water surface elevation

4.3 Pumping System Design Criteria and Assumptions
The following summarizes related pumping system criteria and assumptions that are relevant to this project for Alternative 1 and Alternative 2:
 Design (firm) capacity, ultimate buildout: 42 mgd
 Design (firm) capacity, initial: 36 mgd
 Low-flow capacity: 3 mgd or less, achievable via pump turndown and flow recirculation Packet Pg. 254 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 4-3
 Assumptions for design capacity calculations:
– Alternative 1 river WSE: 497.4 feet maximum to 483.5 feet minimum – Alternative 2 river WSE: 499.1 feet maximum to 483.8 feet minimum – Maximum discharge WSE at Foothill Junction Box: 754.0 feet – “Aged” pipeline friction: Hazen-Williams Coefficient = 100 – “New” pipeline friction: Hazen-Williams Coefficient = 150 Raw water pump selection will be subject to the following general requirements:
 Pumps will provide complete and gap-free coverage of the entire operating range defined by an operating envelope bounded by high- and low-system curves, and minimum and maximum design flow rates.
 Pumps will operate within the preferred operating region (POR) to maximize efficiency and longevity, with only limited excursions permissible outside of the POR, which would still be within the allowable operating region (AOR).
 The quantity of duty pumps will be minimized to reduce the capital cost of pumping equipment and supporting infrastructure, and to minimize maintenance costs.  Where feasible, all pumps will be identical to provide uniformity of spare parts and ease of maintenance.
 For uniformity and simplicity of control, all pumps will be driven by variable-frequency drives.  Pumps will be selected to accommodate both the ultimate buildout firm capacity and the initial firm capacity. Where feasible, fewer pumps will be installed initially, with positions for future pumps, piping, and associated electrical gear left available to satisfy ultimate buildout conditions.

Appendix A shows a representative pump curve that would satisfy the required capacity and head along with the same representative pump curve in multi-pump parallel operation superimposed over project system curves for three alternatives. Gray-shaded areas define the envelope of head and flow coverage within the pump POR provided by parallel pump operation using variable-frequency drives. The light-blue-shaded area defines the required operating envelope of the system.

The combined pump and system curves show that four identical pumps can adequately cover the required system operating conditions. Pump coverage is complete and within the pump POR from approximately 6 mgd to 42 mgd, with Alternative 1 and Alternative 2 having a minor and acceptable excursion into the AOR that occurs at approximately 12.2 mgd when transitioning from single-pump operation to two-pump operation. Minimum pump flow without use of recirculation and within the AOR is approximately 5 mgd.

The low-flow system capacity of 3 mgd is achieved by recirculating the surplus flow.

Two sizing scenarios were investigated:
 Four duty pumps to provide 42 mgd:
– Install four duty pumps plus one spare (4+1) initially and operate at reduced speed to provide the required initial capacity of 36 mgd.
– Pump duty point:
• Alternative 1: 10.5 mgd at 319 feet total dynamic head (TDH). • Alternative 2: 10.5 mgd at 320 feet TDH.
– See Appendix A, Pump Curves, Alternative 1 and Alternative 2. – Pros:
• Maximum operating brake horsepower (hp) is comfortably below the motor’s 800-hp rating.

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• All required infrastructure for buildout capacity is installed initially. • Increased capacity and redundancy prior to the anticipated buildout date. • Relative to expanding the pump station at a later date, installing all pumps during the initial phase of construction may be more cost effective.
• Uniformity of pumping units is assured.
• Pump design and intake design coordination are better assured, as design of each occurs during the same project.
– Cons:
• Additional capital cost to install a fourth duty pump and associated electrical gear. • Potentially more maintenance due to one more pumping unit.  Three duty pumps to provide 36 mgd:
– Install three duty pumps plus one spare (3+1) initially and operate at full speed to provide the required initial capacity of 36 mgd. Install a fourth duty pump later when buildout flow is required. – Pump duty point: 12 mgd at 310 feet TDH.
– See Appendix A, Pump Curves, Alternative 2A.
– Pros:
• Initial capital cost is minimized.
• Until buildout occurs, there is potentially less maintenance due to one less pumping unit. – Cons:
• Maximum operating brake horsepower is close to the motor’s 800-hp rating. There is some risk that factory performance testing will indicate that derating is necessary to avoid overloading the motor, which could result in performance yields below 36 mgd under high static and high pipe friction conditions.
• Buildout capacity will be greater than is required.
• Larger pump impellers are required, resulting in higher pump shutoff head. • A separate project is required to equip the pump station with a fourth duty pump. • The fourth duty pump may not match pumps installed initially, which could complicate maintenance.
• Additional capital cost and facility configuration will be required to install an addional duty pump at a future date.

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PPS0126221137RDD 5-1

5. Intake Alternatives Evaluation

5.1 Basic Methodology
The methodology employed to determine the type of intake structural configuration and associated fish screen types to be further considered for the project involves the following process:
 Review potential intake structural configurations and fish screen types.  Consider applicable regulatory requirements and guidelines along with site conditions, similar experience, and engineering judgement to determine the structural configurations and fish screen types that are considered applicable and viable for the project.  Conduct a comparative evaluation of the alternative structural configurations and fish screen types relative to their applicability to the proposed intake sites, regulatory compliance, engineering suitability, and operations and maintenance factors.

5.2 Identification of Alternative Structural Configurations and Fish Screen Types
In accordance with the methodology described above, structural configurations and fish screen types employed throughout California were considered for application to the project. Two alternative structural configurations and four alternative types of fish screens were identified for consideration. Table 5-1 shows a matrix of the structural configurations and fish screen types as well as their relative compatibility with each other. These alternatives are described in greater detail in the following sections.

Table 5-1. Intake Structural Configuration and Fish Screen Type Matrix Fish Screen Type
Structural Configuration
In-river (Parallel) On-bank (Parallel)
Vertical Flat Plate Screens Compatible Compatible
Inclined Flat Plate Screens Possible, but unusual Compatible Cylindrical Tee Screen Possible, but unusual Compatible Conical Screens Possible, but unusual Compatible

5.3 Description of Alternative Structural Configurations and Fish Screen Types

5.3.1 Alternative Structural Configurations

5.3.1.1 In-river Screen Structures
In-river screen structures are placed within the river channel and have fish screens on each side parallel to flow. Normally, vertical flat plate screens are used on the sides of in-river structures. It also appears to be possible to use inclined flat plate screens, cylindrical tee screens, or conical screens in a similar configuration, but it would be unusual in a river. Figure 5-1 shows the City of Sacramento’s 160 mgd (248 cfs) in-river screen structure. It employs vertical flat plate screens permanently attached to the structure below the water level.

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Figure 5-1. City of Sacramento In-river Intake Structure The screen structure is typically placed near the deepest part of the river and is situated to ensure that suitable space is available on each side; this facilitates river flows around both sides, providing sweeping action to help fish move past the screens.

Conveyance conduits connecting to the floor of the structure are typically used for gravity flow to the riverbank and beyond. Alternatively, pumps inside the structure can also be used for pressure flow via conveyance conduits that run either beneath the riverbed or are suspended above the river water surface on a bridge structure.

This structural configuration is typically designed similar to a large bridge pier and has hydraulically efficient leading and trailing transition sections to provide relatively smooth flow transitions between the structure and the river. These transitions also minimize floodwater surface increases and help control scour. Normally, an access bridge is provided to allow vehicular access from the riverbank to the top of the structure.

5.3.1.2 On-bank Screen Structures
On-bank screen structures are constructed on the riverbank along the edge of the river channel and have fish screens only on the river side. They are typically placed along straight sections of the river or near the outside of moderate river bends to facilitate sweeping of fish, debris, and sediment past the structure and to take advantage of the deeper side of the river. The configuration along the bank helps the structure blend into the river cross section to minimize floodwater surface increases and facilitate sweeping flows past the screens. Figure 5-2 shows the Freeport Regional Water Authority’s 185 mgd (286 cfs) on-bank fish screen structure. It employs vertical flat plate screens that slide into place from the top of the structure using guide slots.

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PPS0126221137RDD 5-3
Figure 5-2. Freeport Regional Water Authority On-bank Intake Structure Conveyance conduits extend from the back of the intake structure and allow flow through the riverbank.

Pumps can also be installed inside the structure for pressure flow via the conveyance conduits.

This type of structure is typically designed with curved transitions (training walls), upstream and downstream, that tie the face of the structure to the riverbank side slope. The training walls provide a smooth flow transition in the river. Fill may be placed behind the walls to allow vehicular access to the top of the structure.

5.3.2 Alternative Fish Screen Types

5.3.2.1 Vertical Flat Plate Screens
Vertical flat plate fish screen systems have a continuous lineup of vertically placed fish screen panels submerged in the river flow profile. The screen panels are normally arranged parallel to the river flow at a depth where they are almost always submerged. The bottom of the panels are positioned above the portion of the river channel that carries most of the bedload sediment. Figure 5-3 shows a section through a typical vertical flat plate screen structure.

Screen panels are installed from the top of the structure using guide slots that allow them to be slid into place along the face of the structure. Solid panels are placed above the screen panels using the same guide slots. Solid panels block flow and ensure that diverted flows only move through the fish screens.

A supplemental guide slot immediately behind the forward screen and solid panel guide slot can be used to install a removable perforated baffle plate system behind the screen panel to help adjust the flow rate through the screen panels. This rear guide slot is also used to store solid panels that are used when screen panels are removed for maintenance. This arrangement keeps the intake structure sealed from fish entrainment at all times.

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Figure 5-3. Typical Vertical Flat Plate Screen
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The vertical screen panels are cleaned by a travelling brush system that moves back and forth across the face of the screen panels. The brush is driven by a cable and pulley system from a drive motor on the top deck of the structure.

5.3.2.2 Inclined Flat Plate Screens
Inclined flat plate screen systems have a continuous line-up of fish screen panels positioned in an inclined configuration and submerged in the river flow profile. The screens are normally arranged parallel to the river flow. For on-bank screen structures, the inclined configuration allows the fish screen structure to somewhat mimic the slope of the river or streambank. The inclined panel configuration also provides more screen area within the same depth of flow as compared to the vertical flat plate configuration. Figure 5-4 shows an inclined flat plate screen at the Buckman Diversion on the Rio Grande River in New Mexico.

Figure 5-4. Inclined Flat Plate Screen System at Buckman Diversion Screen panels are normally fixed in a submerged position in the river flow profile. These screen systems would require a permanently installed perforated baffle plate system behind the screen panels to adjust the flow rate through the screens. Removal and replacement of an inclined flat plate screen system normally involves divers, fish rescue from inside the structure, and is more difficult and complex than the process for vertical flat plate or cylindrical tee screen systems.

This type of intake structure is normally arranged in the on-bank configuration. Given the greater screen surface area for the same available depth of water, this configuration can result in a shorter diversion structure. The larger screen area can also result in screen panels that are so large they must be divided into multiple sub-panels to facilitate handling and cleaning.

Inclined screens are normally cleaned using an air burst system with air nozzles distributed beneath the screen face to allow air bursts to flow up through the screen panels and remove debris and other accumulated material by agitation. An air compressor and accumulator tank feed an air piping manifold with quick action control valves at each screen panel location.

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5.3.2.3 Cylindrical Tee Screens
Cylindrical tee screen systems have a continuous lineup of cylindrical screens installed on fabricated tee-type assemblies that convey flow into the intake structure. This system results in a tee configuration with a cylindrical screen section on either side of the central tee manifold. Figure 5-5 shows a three-dimensional (3D) isometric of the typical configuration for a pair of cylindrical tee screens. The screens are normally arranged in the on-bank configuration with the cylinder axis parallel to the river flow.

Figure 5-5. Cylindrical Tee Screen Isometric
Screen units are installed from the top of the structure using a winch and guide slots that allow them to be slid into place along the face of the structure.

A self-contained slide gate is incorporated in the guide slot and serves to isolate the intake when the screen unit is removed for maintenance. This arrangement keeps the intake structure sealed from fish entrainment at all times.

The cylindrical shape allows more screen area with lower depth profile requirements than the vertical flat plate systems. This can result in a shorter diversion structure. Screens are cleaned by rotating the cylindrical screens on each side of the tee manifold over an interior and exterior brush system.

5.3.2.4 Conical Screens
Conical screens are normally reserved for relatively small diversion rates in shallow water applications because the conical shape provides a large, submerged screen area even with shallow water depths.

They are typically installed in backwater or slough areas; however, they have been used in flowing water applications. Figure 5-6 shows a 32-mgd (50-cfs) conical screen at the Red Bluff Diversion Dam.

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Figure 5-6. Conical Screen at Red Bluff Diversion Dam

5.4 Evaluation of Alternative Structural Configuration and Fish Screen Types
The two alternative structural configurations and the four alternative fish screen types were evaluated for suitability to be used as part of the project. Initially, several of the alternatives were eliminated from further consideration, and the remaining alternatives were then compared in additional detail.

5.4.1 Initial Screening

5.4.1.1 Alternative Structural Configurations
In-river Screen Structures: The in-river structural configuration was eliminated from further consideration for the following reasons:
 Experience shows it is more difficult to obtain uniform flow through the screens on in-river structures due to flow irregularities caused by the leading edge of the structure in the river flow path and by the configuration of the connecting conduits inside the structure. This difficulty is compounded by the higher velocity requirement to keep sediment in suspension in the conduits. Achieving flow uniformity is expected to require the structure be lengthened to mitigate the river flow irregularities; and widened and fitted with complex baffling and flow control features to mitigate the effect of the connecting conveyance conduits.

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 The structure requires an extensive bridge access system. The position of the structure in the deepest part of the river (with adequate width on each side to encourage sweeping flows) would place the structure well out in the river section. The structure itself and access bridge are expected to be costly and cause more visual impacts in the Lake Redding setting than the on-bank alternative.  The width and position of the structure in the river are expected to result in an unacceptable rise in floodwater surfaces. While definitive river flow modeling results are not available at this time to specifically define the expected rise, modeling for similar structures has demonstrated a higher impact on flood-flow levels and an increase in velocity along the river bank from this type of structure. Also, the cofferdam required for construction would be wider than the finished structure and may be in place for several years. That cofferdam would be expected to have an even greater negative impact on flood levels.
 Bathymetric surveys, refer to Figures 6-3 and 7-3, show a relatively uniform river bottom across the entire channel cross section at the Alternative 1 site and a deep section along the right bank at the Alternative 2 site. Therefore, there is no apparent benefit from an in-river structure.

5.4.1.2 Alternative Fish Screen Types

5.4.1.2.1 Inclined Flat Plate Screens
Inclined flat plate screen systems were eliminated from further consideration because the only practicable cleaning system is manual brushing by divers or air burst systems. NMFS guidelines require screen cleaning systems to be capable of cleaning the screen face every 5 minutes. Therefore, an intake facility cannot practicably rely on a team of divers to be present in the water during all diversion periods.

Experience has also shown that air burst systems cannot effectively remove bio-growth on the screen’s wedgewire surfaces. Only brushing or high-pressure water jets have proven effective for this aspect of screen cleaning. Therefore, air burst screens can be expected to develop more “hot spots” where the approach velocity can vary considerably from the required value. This can lead to noncompliance relative to regulatory performance requirements. To date, no effective brush screen cleaning systems have been developed for inclined flat plate screen systems.

Furthermore, NMFS guidelines also require the top of the screen to be submerged a minimum of 1 foot at the low stream design flow. This requirement is considered infeasible at the Alternative 1 site because of the shallow water depth.

5.4.1.2.2 Conical screens
Conical screens are considered impractical due the expected difficulty in properly maintaining the screen units. In addition, these screens are not considered a good choice for stringent uniform flow performance criteria in a riverine environment. Experience has shown that approach velocity uniformity is difficult to achieve in a riverine environment; extensive numerical and physical modeling would be necessary to support this screen type.

5.4.2 Comparison of Formal Alternative Fish Screen and Structure Types After initial screening, one alternative structural configuration (on-bank screen structure) and two alternative fish screen types (vertical flat plate and cylindrical tee screens) remain under consideration.

Combining the structural configuration with the screen types results in two combined structural configuration and fish-screen-type alternatives, as follows:
 On-bank intake structure with vertical flat plate screens  On-bank intake structure with cylindrical tee screens Packet Pg. 264 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 5-9
Both screen systems have shown good performance at multiple locations in the Sacramento River. Existing intake structures on the Sacramento River use both the vertical flat plate screen systems and the cylindrical tee screens sized for the salmonid approach velocity design criteria.

Table 5-2 provides a tabular comparison of the characteristics of the two alternatives.

Table 5-2. Comparison of Vertical Flat Plate and Cylindrical Tee Screens Characteristics in an On-bank Structural Configuration
Comparison
Factor Vertical Flat Plate Screens Cylindrical Tee Screens Screen Cleaning  Counterweighted brush moves both
directions on wire rope and pulley
system.
 Effective cleaning if properly maintained
and adjusted.
 High maintenance requirements;
frequent adjustments needed.
 “Striping” common; bands of screen face
that are not fully cleaned.
 Biofouling would require more O&M.
 Subject to debris collection and damage.
 Noise (high-pitch squealing) commonly
generated from screen cleaning pulley
system.
 Cylinders rotate forward and backward on
interior and exterior brushes.
 Superior cleaning if brushes are maintained
in good condition; fewer hot spots.
 Better biofouling performance, less O&M
effort.
 Minor debris collection potential on external
brushes.
 Little to no noise from cleaning system since
system is submerged.

Fish Protection  Flat structure surface, little opportunity for predator holding.
 Requires longer structures, therefore
longer juvenile fish exposure.
 Opportunities for refugia (resting areas)
minimal without adding to length.
 Space between screen cylinder units (about
1 foot) and on downstream side of tee
connection may be a potential predator
holding area. No definitive data to support
this would be a concern for the size of intake
contemplated.
 Substantially shorter structure and fish
exposure than vertical flat plate system.
 High refugia opportunity along structure
face, but minimal along screens.

O&M  Screen removal frequency similar.
 Screen removal harder due to access.
 Screen cleaner more complex.
 No submerged equipment (i.e., motors).
 Adjoining wet well requires sediment
jetting system.
 Screen removal frequency similar.
 Screen removal easier due to retractable
system (track and hoist).
 More motors, all submerged but accessible
when screen unit raised; generally low
maintenance motors.
 Possibly more debris collection.
 Experience shows that cylindrical screen
systems require less routine maintenance
effort than vertical flat plate systems.
 No sediment jetting system.

Other Factors  Best screen material is manufactured by only one firm.
 Expected to result in higher cost intake
facilities.
 Known regulatory acceptance.
 Currently, only a single supplier of rotating
brush-cleaned units.
 Expected to result in lower cost intake
facilities.
 Potentially able to set screens at variable
withdraw levels.
 Known regulatory acceptance.

Note:

O&M = operation and maintenance
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The vertical flat plate screen type has been selected at the Alternative 1, Existing PS1 Location, site because of the shallow water depth at the design low Sacramento River flow. That is to say, the cylindrical tee screen would not meet NMFS criteria due to shallow water depth at low river flows.

The cylindrical tee screen type has been selected at the Alternative 2, New River Trail Location, site because of the superior cleaning capability, ease of screen removal, minimal maintenance, and known regulatory acceptance.

Packet Pg. 266 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 6-1

6. Alternative 1: Existing PS1 Location

6.1 Overview
Alternative 1, Existing PS1 Location, would include constructing a new intake structure, fish screen, and pump station adjacent to the existing PS1 facility and newly installed generator. Refer to Figures 6-1 and 6-2 (located at the end of this section) for the site plan and section, respectively. Provisions would need to be made to keep the existing facility operational during construction; however, a facility shutdown would likely be required to complete site civil improvements (training wall) and facility startup. Once the new facility has been commissioned, the existing facility would be demolished.

The existing site has some benefits such as an established diversion facility from a water rights and public impacts perspective, existing raw and potable water supply pipeline connections, and available power supply.

The main drawback to the site is the relatively shallow depth of water at low river flows and insufficient space to install a new efficient structure while maintaining continuous diversions during construction.

Bathymetric surveys were used to evaluate river depth and the general topographic shape of the subaqueous conditions at the site. The bathymetric survey found a uniform riverbed at elevation 480 feet across the entire channel cross section at the existing PS1 site, and a narrow and moderately deeper channel section, elevation 478 feet, approximately 100 feet out from the low water-level bank height.

The channel cross section is shown on Figure 6-3.

Figure 6-3. Alternative 1, Existing PS1 Location – Channel Cross Section The design low WSE at the site is 483.5 feet at the design low river flow (3,250 cfs) when the ACID dam flashboards are removed. The shallow water depth at low river flows precludes use of cylindrical tee screens at the site. NMFS criteria state that cylindrical screens must be submerged to a depth of at least one screen radius below the minimum water surface and have a minimum of one screen radius clearance between the screen surface and natural or constructed features (NMFS 2018). Furthermore, excavating or dredging the riverbed to enhance intake characteristics at the site is not recommended, because it is reasonable to assume alluvial sediments would compromise such efforts and, thus, require frequent dredging to maintain effective screen area. This would have environmental and O&M impacts and may cause other local disruption. The effective screen invert of a vertical flat plate screen is usually set 1 to 2 feet above the stable river bottom so that shoaling of sediments in front of the screens will not affect screen performance. Due to the shallow water depth at the site, the effective screen invert would be set only 0.5 foot above the riverbed or, in this case, at elevation 480.5 feet. This setting is not ideal but is made to minimize screen length and fish exposure time.

Packet Pg. 267 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
6-2 PPS0126221137RDD
The new intake and fish screen structure would be constructed approximately 40 feet out from the low water-level bank height. The structure would be a cast-in-place, reinforced concrete structure, with curved transitions (sheet-pile training walls), upstream and downstream, that tie the face of the structure to the riverbank side slope. Fill would be placed behind the training walls to allow vehicular access to the top of the structure. To minimize encroachment of the intake structure into the river flow cross section and minimize the associated impact on flood-flow WSEs, the river bathymetry and riverbank configuration must accommodate construction of the intake structure and associated training walls without extending the intake structure into the river more than about 50 feet (preferable) to 75 feet (maximum). The actual impact of this issue would need to be evaluated in greater detail in future engineering analyses.

The deck elevation would be set such that the structure is floodproofed to at least 2 feet above the 100-year flood elevation.

The number of screen panels required is based on the required effective screen area necessary to meet the screening criteria (approach velocity = 0.33 fps) at the design capacity of the facility, 42 mgd (65 cfs), during a low river elevation of 483.5 feet for a flow of 3,250 cfs. The preliminary panel dimensions are 10 feet wide by 5 feet tall, and eight panels are required to meet the screening criteria. Two additional screen panels are included, for a total of 10 panels, to serve the spare pump. Each pump, four duty and one spare, would be paired with two screen panels.

The vertical flat plate fish screen would be cleaned using a weighted brush arm driven by an electric motor drive coupled to a cable system. The brush arm is mounted on a set of trolleys that ride on a monorail mounted to the structure. The brush arm is weighted to maintain a uniform pressure against the surface of the screens. The brush arm is driven by the cable system in both upstream and downstream directions and wipes the surface of the flat plate screens with nylon bristles. This approach has proven to be effective for controlling and removing algae and debris from the surface of the flat plate screens, provided it is regularly maintained.

The facility would include a sediment jetting system to reduce sediment buildup in the intake. A sediment jetting pump, located in a dedicated bay at the upstream end of the intake structure, or the raw water pumps would provide pressurized diverted water to a series of sediment jetting nozzles embedded in the floor of the intake. The sediment jetting pump would be supplied diverted water through an opening in the concrete wall separating the pump bays.

6.2 Intake Structure
The intake structure would be a cast-in-place reinforced concrete structure with flat-plate fish screen panels. The purpose of the structure is to support, access, and maintain the fish screens. The fish screens would include an automated cleaning mechanism that would be designed to resist normal loads caused by the flowing water and impact loads that might be caused by floating debris. The screen panels would be designed and sized in accordance with NOAA Fisheries anadromous salmonid passage design guidelines.

The screen fabric would be wedge wire with a 1.75-millimeter clear gap between wires. The fabric would be supported by stiffening plates that span to a perimeter tube steel frame. The fish screens would be located in the front guide and would be designed to be flush with the panel guides to create a continuous flush surface along the length of the screen. The intake structure would convey water to the pump station wet well by gravity. The intake structure foundation would be embedded in the river bottom the minimum distance required for cutoff and scour protection. Foundation support and cutoff protection would be based on the requirements of the project Geotechnical Report for the selected site. Belowgrade retaining walls would be designed for saturated at-rest, surcharge, and dynamic earth pressures. The foundation would be designed to resist buoyancy uplift forces. A sheet-pile cofferdam would be needed to construct the intake structure. The contractor would be responsible for designing the cofferdam based on the design criteria listed in the project Geotechnical Report.

Packet Pg. 268 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 6-3

6.3 Pump Station Building
The pump station building would house the pumps and related mechanical and electrical equipment required for O&M of the facility. The pump station building would be divided into two main areas: the pump room and the electrical equipment room. It is assumed the building would be similar to many of the City’s existing utility buildings. To match other existing facilities, the walls would be constructed of reinforced split-face concrete masonry unit (CMU) block with a cast-in-place concrete slab foundation.

Abovegrade CMU walls would be designed as special reinforced masonry shear walls. The roof framing system would be selected to accommodate the structural loading demand along with process requirements, climate and local environmental considerations, and architectural aesthetics. It is assumed that the roofing would consist of architectural metal roofing if a sloped roof were used and single-ply membrane roofing if a flat roof were used. Considerations would be made for a bridge crane as required for moving heavy equipment, piping, and parts. Access skylights or roof hatches would be provided for removing each pump unit.

Special attention would be given to security and vandal-resistant features. An anti-graffiti coating would be applied to the CMU walls, consisting of a water-repellent sealer. Miscellaneous building features would include overhead coiling roll-up door(s) and hollow metal doors for equipment and personnel access.

Secure and vandal-resistant features would be provided. Accessible louvers would be protected by a safety grille. All building enclosure elements would be insulated to meet or exceed minimum building code requirements. The heating, ventilation, and air condition (HVAC) system would be designed for temperature control and equipment heat loads. The following is a summary of the building attributes:
 Actual Area: Reference preliminary figures for approximate dimensions; final dimensions to be determined.
 Occupancy Group: F-1 (Factory/Industrial Moderate Hazard).  Construction Type: To be determined.
 Risk Category: IV (Essential Facility)
– Non-sprinklered, portable fire extinguishers conforming to code requirements and generally located at main points of egress.
– Chemical Storage/Hazardous Materials: None.
 Accessibility: Machinery spaces are not required to be accessible (according to California Building Code Section 11B-203.5).

6.4 Mechanical Equipment
Mechanical equipment required for this facility would be essentially identical to that of Alternative 2, with the same size, number, and configuration of pumps and auxiliary equipment. The City’s equipment tagging conventions will be used in final design. Tagging will be provided for instruments, pumps/motors, electrical equipment, and valves.

6.4.1 Raw Water Pumps
See Section 4.3 Pumping System Design Criteria and Assumptions for pump selection and sizing criteria.

The following is a summary of recommended pump attributes:
 Type: Vertical turbine, abovegrade discharge.
 Shaft configuration and lubrication: Enclosing tube, external clean-water flush.

Packet Pg. 269 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
6-4 PPS0126221137RDD
 Materials: “Standard” pump construction materials would consist of ductile iron, bronze, steel, stainless steel, or other materials as recommended by ANSI/AWWA E103. Wetted materials, including coatings, would be “lead-free” as defined by NSF/ANSI 372.  Intake type: Rectangular intake with partition walls in accordance with ANSI/HI 9.8, Pump Intake Design.
 Motor: Inverter rated, 800 horsepower, 4,000 volt, vertical high-thrust, solid shaft, open drip proof (ODP) enclosure, 50 degrees Celsius rated.

6.4.2 Seal Water Supply System
Raw water pumps would require a source of clean water to provide cooling and lubrication of shaftenclosing tubes. Clean water would be sourced from the existing potable water system that currently serves the existing PS1.

A booster pump system would be required to achieve the required seal water pressure. The booster pump system would consist of packaged duplex or triplex vertical inline centrifugal pumps, complete with valves, hydropneumatic tank, and controller.

6.4.3 Pumped Flow Recirculation System
A bypass line with a modulating flow control valve would be installed to permit pumped flow to be returned from the pump station discharge pipe to the inlet side of pumps. This system would allow delivery of reduced flow rates to FWTP by bleeding excess flow back to the pump suction.

6.4.4 Piping
 Above grade:
– 4-inch and larger: Steel or ductile iron, with cement-mortar lining and paint coating. – Smaller than 4-inch: Copper, stainless steel, or polyvinyl chloride (PVC) as appropriate for the service.
 Below grade:
– 4-inch and larger: Ductile iron, with cement-mortar lining and wrapped with polyethylene tube encasement.
– Smaller than 4-inch: Copper, PVC, or high-density polyethylene (HDPE) as appropriate for the service.

6.4.5 Valves
 Equipment isolation:
– Valves smaller than 3-inch: Ball, gate, or globe as appropriate for the service. – Valves 3-inch and larger: Butterfly type in accordance with AWWA C504.  Pump service check valves: Tilting disc, with hydraulic snubber if recommended for surge mitigation.  Modulating control valves: Globe type, pilot actuated.

Packet Pg. 270 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 6-5

6.4.6 Hoisting Equipment
An overhead traveling bridge crane would be provided to service equipment including pumps, motors, and valves. If the bridge crane is used for pump removal in lieu of a portable crane accessing pumps through the building roof hatches, pumps must be partially disassembled and removed in sections.

6.4.7 Heating and Air Conditioning
 Pump room: Ventilation exhaust fan or supply fan (to be determined [TBD]) with acoustical louvers at building openings. Unit heaters will be considered for equipment freeze protection if City staff indicate that all pumps may be idled for an extended duration during winter months.  Electrical room: Mechanical cooling.

6.4.8 Flow Metering
A belowgrade vault and flow meter would be installed to measure flow discharged from the pump station to FWTP. An abovegrade flow meter would be installed in the pump station to measure flow through the flow recirculation system. Total pumped flow would be the calculated sum of flow discharged to FWTP and flow returned to the inlet side of the pumps by the recirculation system.

Both flow meters would be an electromagnetic type sized to provide good accuracy and reasonable flow velocities over their design flow range.

6.4.9 Pipeline Hydraulic Transient Mitigation (Surge Tank) Hydraulic transients, also called surge or water hammer, are high- or low-pressure waves generated by velocity changes in full pipelines containing incompressible fluids such as water. Hydraulic transients are typically caused by pump startup and shutdown, or valve operation. Some hydraulic transients are relatively benign, causing only noise and slow pipe deterioration; however, the transients can be serious enough to cause pipe collapse, pipe rupture, joint movement, and structural damage. Power failure is usually the most concerning hydraulic transient scenario because it causes an uncontrolled and simultaneous shutdown of all operating pumps. The magnitude of resultant pressure fluctuations is a function of the velocity change and piping system characteristics, and if not mitigated can exceed the safe operating rating of pipe and piping system appurtenances.

A high-level preliminary estimate of the anticipated hydraulic transient response was performed to gauge whether surge mitigation would be required and to inform which method of surge mitigation would likely be most practicable and effective. Preliminary findings indicate that surge mitigation is required and may be effectively provided by use of an air-over-water hydropneumatic surge tank. The surge tank would be a horizontal steel tank with a footprint approximately as shown by pump station site plan figures. The tank would be equipped with level instrumentation and a controller designed to maintain a target water level by either venting or adding air. Compressed air would be provided by a packaged air compressor system.

Surge system design considerations and sizing should be confirmed during final design.

6.5 Electrical Equipment
The electrical system would comprise an existing standby generator, an existing 5 kilovolt (kV) automatic transfer switch (ATS), new 5 kV switchgear, new 5 kV variable-frequency drives, and new 208/120 volt transformer/distribution. The ATS and switchgear would be located outdoors in two separate National Electrical Manufacturer’s Association (NEMA) 3R enclosures. The variable-frequency drives and 208/120 volt distribution equipment would be located indoors in a conditioned space.

A new transformer will need to be provided by Redding Electric Utility with a secondary voltage of 4,160 to replace the existing one. In addition, some changes will need to be made to the generator.

Packet Pg. 271 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
6-6 PPS0126221137RDD
The stator will need to be rewired from a wye configuration to a delta configuration. In addition, the potential transformers will need to be changed out from 2400/120 to 4160/120 along with adjustments to the voltage regulator.

One main programmable logic controller (PLC) panel will be provided indoors. Fiber optic cables, two would be provided for redundancy, would be installed from the generator and ATS to the PLC panel.

This would allow for communications from the new pump station to the generator and ATS. From the new pump station, an ethernet radio would be used to communicate back to the City’s supervisory control and data acquisition (SCADA) system. A radio path survey will be performed by the contractor to determine the best path for communications and antenna/mast requirements.

City’s equipment tagging conventions will be used in final design. Tagging will be provided for instruments, pumps/motors, electrical equipment, and valves.

6.6 Civil Features
The site civil design criteria for the project include the following.

6.6.1 Design Codes, Standards, and References
The latest adopted version of the following codes, standards, and references apply to the project unless otherwise noted:
 City of Redding Construction Standards and Specifications  California Department of Transportation Highway Design Manual  California Department of Transportation California Manual on Uniform Traffic Control Devices

6.6.2 Site Layout
The existing PS1 location is adjacent to the Sacramento River Trail, approximately 0.25 mile from the south trail parking lot (at south Diestlehorst Bridge). The existing site is relatively flat, with the existing pump station building offset from the edge of trail by 15 to 20 feet. The proposed pump station would be constructed on fill material placed within the Sacramento River and would be located east of the existing pump station and approximately 80 feet from the existing River Trail. Pump station replacement at this location may require temporary removal or relocation of the proposed standby generator to accommodate construction, east of the existing pump station.

The foundation would be set such that the structure is floodproofed to at least 2 feet above the 100-year flood elevation, as referenced above.

6.6.3 Access and Parking
The existing PS1 location and proposed replacement would be accessed via the Sacramento River Trail.

This multi-use path is designed for bicycles and pedestrians, but the 10-foot minimum width accommodates maintenance vehicles to access the existing pump station and project site. No public vehicular access is allowed, and temporary trail closures would be necessary for the 0.25-mile access route down the trail during periods of construction. Standard maintenance vehicles (passenger-type vehicle or pickup truck) can complete a multipoint turnaround at the existing site prior to traversing back up the River Trail. The extension of the proposed site into the Sacramento River would accommodate larger construction vehicles (crane or tractor-trailer type) access and turning movement to traverse back up the River Trail to the River Trail parking lot.

Maintenance vehicle parking would be located within the extended site behind the existing pump station and generator, and demolition of the existing PS1 structure would provide additional storage and parking area.

Packet Pg. 272 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 6-7

6.6.4 Site Security
The project site would be enclosed within an 8-foot-high metal security picket fence without privacy screens. Double swing gates or cantilever slide gates would be provided at the west and east ends of the site, along the River Trail, for vehicular access.

6.7 Geotechnical
The Alternative 1 location is underlain by the Red Bluff formation as mapped by Hollister and Evans (1965). The soil materials surrounding the existing pump station are visible on the exposed river bank slope. The soil consists of clayey sand with gravel and cobbles and is consistent with the Red Bluff formation soils. The gravel and cobbles are subrounded, and the fines have medium plasticity. The soil around the pump station likely includes backfill placed at the time of construction more than 80 years ago.

Sandstone bedrock is exposed in some eroded areas in the slopes above and south of the pump station and within the Sacramento River bed. The sandstone belongs to the Chico Formation. The upper surface of the sandstone is weathered to a soft rock and can be scratched easily with a steel knife.

Jacobs contracted with NorCal Geophysical Consultants to conduct a seismic refraction survey at the existing PS1 location, which was completed on August 18, 2020. The seismic refraction line was located on the flat bench east of the existing pump station building along the Sacramento River trail. Along the survey line location, the Red Bluff Formation soil is estimated to be approximately 15 to 20 feet thick, underlain by the Chico Formation bedrock. The existing pump station appears to be founded within the sandstone bedrock, as the floor of the pump station is approximately 30 feet below the level of the Sacramento River trail. It is estimated from the seismic velocities that the bedrock may be excavated by a high-power excavator (e.g., Cat 345) down to about elevation 485 feet (NAVD88) and is rippable with a D8 dozer down to about elevation 480 feet (NAVD88). A rock hammer would likely be required to excavate trenches below the elevations listed.

In accordance with the seismic velocity measured for the soil and bedrock and converted to shear wave velocity, Soil Site Class C may be assumed for the site in accordance with American Society of Civil Engineers (ASCE) 7-16. Site design spectral acceleration parameters, SDS and SD1, of 0.836 for a

0.2-second period and 0.437 for a 1-second period should be used for seismic design in accordance with ASCE 7-16.

The estimated shear wave velocity of the soil surrounding the existing pump station is greater than 300 feet per second, and therefore has a low potential for liquefaction during an earthquake in accordance with Youd et al. (2001). The pump station is founded on the sandstone bedrock which is not at risk of liquefaction.

The existing riverbank has an average slope inclination of 1.5 horizontal to 1 vertical. There are some oversteepened sections near the top of slope that are subject to sloughing over time. Shallow foundations should be set back at least 15 feet from the crest of the slope.

6.8 Constructability
The construction site for this facility would encompass approximately 1.5 acre, not including a construction staging area.

For construction in the dry, an outer cofferdam would be required. The required water retention height is too much for sheet piles to function as a cantilever wall above the river bottom. The sheet piles would need to be either braced with angled steel piles on the landside of the cofferdam, or the sheet piles could be supported by vertical king piles. The angled pile bracing would likely get in the way of proposed construction and is, therefore, less likely to work. The king piles could be steel H-piles or pipe piles with the sheet piles installed between them. The king piles would be installed deep, and the sheets could be driven just until refusal.

Alternatively, a waler attached to H-piles could be used to buttress a continuous sheet-pile wall. The required spacing of the deeper piles is estimated to be approximately 7 feet along the wall.

Packet Pg. 273 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
6-8 PPS0126221137RDD
The upper part of the Chico Formation sandstone along the shore is weathered such that H-piles could feasibly be driven up to at least 10 feet deep into the sandstone with a diesel hammer. It is possible that weathered sandstone has been scoured away farther out in the river. If refusal occurs in bedrock, the H-piles could be installed within a drilled hole and backfilled with concrete to embed the piles to the required depth.

Sheet piles would be difficult to drive more than a couple feet even in the weathered rock due to the hardness of the weathered rock compared to the pile stiffness. Sheet piles only need to be driven sufficiently to seat the bottom of the sheet piles and get a good seal to limit water seepage. If hard, unweathered rock is encountered out in the river bottom, the sheet piles could be installed within an excavated trench and backfilled with concrete around the sheet pile to get a good seal to limit water seepage.

For retention of the final backfill behind the permanent sheet-pile training walls upstream and downstream of the pump station, tie-backs and anchors would be required to stabilize the sheet-pile walls.

The anchors would need to be located inland and could consist of another row of king/sheet piles or concrete deadman anchors.

It is estimated from the seismic velocities that the bedrock may be excavated by a high-power excavator (e.g., Cat 345) down to about elevation 475 feet (NAVD88) and is rippable with a D8 dozer down to about elevation 470 feet (NAVD88).

The existing pump station would need to remain in service (operational) during construction of the new facility. This adds difficulty in constructing a cofferdam to work in the dry while maintaining the operations of the existing pump station. Some temporary cofferdam walls, or intake extensions through the cofferdam, would be required that are not shown on the facility layout.

Significant fill materials would be required to backfill behind the training walls. This material would need to include granular, free-draining backfill to limit the horizontal earth pressures. A source for this material has not been identified.

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FILENAME: PLOT DATE:7/8/2022 PLOT TIME:9:50:19 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
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\\USLAS0-APP385\ICS_workdir\29030\1349403_9\999-FIG_6-1_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_6-1_W8Y06200.dgn
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
W8Y06200
0 10 20 30
Scale In Feet

SACRAMENTO RIVER
N
6-1

PRELIMINARY DESIGN REPORT

RIVER TRAIL

ROLL-UP DOOR
TYP
24" RW

PUMP STATION
42" RW

SWITCHGEAR
VFDs

ELECTRICAL ROOM
18" BYPASS

SHEET PILE WALL, TYP

SURGE TANK
VAULT

FLOWMETER
42" RW

METAL BEAM GUARD RAIL
PUMP HOUSE 1

EXISTING
TYP
10'-0"
135'-0"

INTAKE STRUCTURE
TYP OF 5

RW PUMP
EXISTING 36" RW

EXISTING OVERHEAD POWER

SCREEN DRIVE PLATFORM

COFFERDAM
A
6-2
FENCE

GENERATOR PROJECT

JETTING PUMP

SEDIMENT

HVAC PAD

SHEET PILE WALL

TEMPORARY

1. SEE FIGURE 6-3 FOR RIVER BATHYMETRY.

NOTES:

VERTICAL FLAT-PLATE SCREEN

SITE PLAN
36" RW

SCREEN CLEANER PARKING AREA
ALTERNATIVE 1
EXISTING PS1 LOCATION

TO EXISTING PARKING LOT

RELOCATE PUBLIC RESTROOM
Packet Pg. 275 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) FILENAME: PLOT DATE:7/8/2022 PLOT TIME:10:05:42 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
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\\USLAS0-APP385\ICS_workdir\29030\1349403_10\999-FIG_6-2_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
W8Y06200
ALTERNATIVE 1
6-2

PRELIMINARY DESIGN REPORT
A

SECTION
1/4"=1'-0"
6-1
79,000 CFS
DESIGN HIGH WSE 497.4
3,250 CFS
DESIGN LOW WSE 483.5
CRANE
BRIDGE

SACRAMENTO RIVER
42" RW
FF EL 499.4

TOP OF CONCRETE

ORIGINAL GROUND

COFFERDAM

ACCESS HATCH

SKYLIGHT / PUMP REMOVAL

RIVER TRAIL

RW PUMP
EL 480.5
SILL

VERTICAL FLAT-PLATE SCREEN

SCREEN CLEANER MECHANISM

SECTION
EXISTING PS 1 LOCATION
Packet Pg. 276 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 7-1

7. Alternative 2: New River Trail Location

7.1 Overview
Alternative 2, New River Trail Location, would include constructing a new screened intake and pump station approximately 1,600 feet upstream of the existing PS1 site, along the south bank (right riverbank) of the river and west of Jenny Creek. The proposed facility site plan and section are shown on Figures 7-1 and 7-2, respectively (located at the end of this section). The existing PS1 facility could be demolished and the site restored to a native condition upon commissioning of the new facility.

This evaluation considered major factors such as river depth at low river flows, sweeping velocity, existing land use, access, and potential environmental impacts. The primary benefits of Alternative 2 include the following:
 Adequate water depth near the riverbank at low river flows (about 16 feet deep at 3,250 cfs with ACID dam flashboards removed).
 Excellent fish screen site characteristics:
– Good water depth at low river flows; no reliance on the ACID dam. – Good sweeping velocity.
– Fish screens of efficient size can be positioned within the river flow profile to provide an acceptable depth of submergence under low river flow conditions while maintaining adequate clearance from the riverbed (space for sediment transport past the site).  Stable riverbed and riverbank.
 Existing utilities (power, potable water, and raw water pipeline) are nearby.  Smaller site footprint.
 Opportunity to rehabilitate Jenny Creek culverts and provide fish passage improvements.  No interference with existing pump station during construction.

Bathymetric surveys were used to evaluate river depth and the general topographic shape of the subaqueous conditions at the site. The bathymetric survey confirmed the existence of a deep hole along the right riverbank that was first discovered in 2001 as part of the 2002 feasibility study for the City of Redding Pump House No. 1 Fish Protection Project. The river bottom at the proposed site, specifically along the right riverbank, varies from elevation 467 to 470. The fact that this alluvial incision has persisted for at least the last 22 years offers good evidence of bed stability. The channel cross section is shown on Figure 7-3.

The design low WSE at the site is 483.8 feet at the design low river flow (3,250 cfs) when the ACID dam flashboards are removed. Therefore, this site offers a water depth of approximately 14 to 16 feet during low-flow conditions.

The site layout is restricted because of the narrow strip of bank that exists between the River Trail and water’s edge. To accommodate the footprint of the proposed facility, a retaining wall would be installed with curved transitions (sheet-pile training walls), upstream and downstream, that tie the face of the structure (concrete retaining wall) to the riverbank side slope. Fill would be placed behind the retaining and training walls to create usable space for the proposed facility and allow vehicular access to the top of the structure.

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Figure 7-3. Alternative 2, New River Trail Location – Channel Cross Section The proposed intake uses cylindrical tee screens designed to be retractable along a vertical fixed-track assembly mounted flush with the face of the concrete retaining wall. Electric hoists would be installed at the top of the fixed-track assembly to retract the screen and manifold assembly for inspection or maintenance. A self-contained slide gate would be incorporated in the guide slot to isolate the intake when the screen unit is removed for maintenance. Water diverted through the cylindrical tee screens would be conveyed to the raw water pumps through a closed conduit (i.e., manifold, piping, pump can) to avoid sedimentation issues that would otherwise be expected in an open wet well. The electrically operated cylindrical tee screen unit would prevent fish from entering the pump suction can and being pulled into the pump. Each screen unit would consist of a pair of 42-inch-diameter by 60-inch-long rotating drum wedgewire screens mounted on either side of a common suction manifold.

Vertical flat plate screens are also an option; however, cylindrical tee screens are recommended at this site based on the comparison made in Section 5.

7.2 Intake Structure
A cast-in-place concrete gravity retaining wall structure would be constructed to support the retained soil at the face of the facility. The concrete retaining wall would be connected to the sheet-pile training walls at the upstream and downstream ends of the facility. The tee screen retrieval system would be attached to the face of the concrete retaining wall to facilitate installation and removal of the tee screens. The intake structure foundation would be embedded in the river bottom the minimum distance required for cutoff and scour protection. Foundation support and cutoff protection would be based on the requirements of the project Geotechnical Report for the selected site. A sheet-pile cofferdam would be needed to construct the intake structure. The contractor would be responsible for designing the cofferdam based on the design criteria listed in the project Geotechnical Report. Belowgrade retaining walls would be designed for saturated at-rest, surcharge, and dynamic earth pressures.

7.3 Pump Station Building
The pump station building would house the pumps and related mechanical and electrical equipment required for O&M of the facility. The pump station building would be divided into two main areas: the pump room and the electrical equipment room. It is assumed the building would be similar to many of the City’s existing utility buildings. To match other existing facilities, the walls would be constructed of reinforced split-face CMU block with a cast-in-place concrete slab foundation. Abovegrade CMU walls would be designed as special reinforced masonry shear walls. The roof framing system would be selected to accommodate the structural loading demand along with process requirements, climate and local environmental considerations, and architectural aesthetics. It is assumed that the roofing would consist of Packet Pg. 278 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 7-3
architectural metal roofing if a sloped roof were used and single-ply membrane roofing if a flat roof were used. Considerations would be made for a bridge crane as required for moving heavy equipment, piping, and parts. Access skylights or roof hatches would be provided for removing each pump unit.

Special attention would be given to security and vandal-resistant features. An anti-graffiti coating would be applied to the CMU walls, consisting of a water-repellent sealer. Miscellaneous building features would include overhead coiling roll-up door(s) and hollow metal doors for equipment and personnel access.

Secure and vandal-resistant features would be provided. Accessible louvers would be protected by a safety grille. All building enclosure elements would be insulated to meet or exceed minimum building code requirements. The heating, ventilation and air condition (HVAC) system would be designed for temperature control and equipment heat loads. The following is a summary of the building attributes:
 Actual Area: Reference preliminary figures for approximate dimensions; final dimensions to be determined.
 Occupancy Group: F-1 (Factory/Industrial Moderate Hazard).  Construction Type: TBD.
 Risk Category: IV (Essential Facility)
– Non-sprinklered, portable fire extinguishers conforming to code requirements and generally located at main points of egress.
– Chemical Storage/Hazardous Materials: None.
 Accessibility: Machinery spaces are not required to be accessible (according to California Building Code Section 11B-203.5).

7.4 Mechanical Equipment
Mechanical equipment required for this facility would be essentially identical to that of Alternative 1, with the same size, number, and configuration of pumps and auxiliary equipment. The City’s equipment tagging conventions will be used in the final design. Tagging will be provided for instruments, pumps/motors, electrical equipment, and valves.

7.4.1 Raw Water Pumps
See Section 4.3 Pumping System Design Criteria and Assumptions for pump selection and sizing criteria.

The following is a summary of recommended pump attributes:
 Type: Vertical turbine, abovegrade discharge.
 Shaft configuration and lubrication: Enclosing tube, external clean-water flush.  Materials: “Standard” pump construction materials would consist of ductile iron, bronze, steel, stainless steel, or other materials as recommended by ANSI/AWWA E103. Wetted materials, including coatings, would be “lead-free” as defined by NSF/ANSI 372.  Intake type: Closed-bottom can in accordance with ANSI/HI 9.8, Pump Intake Design.  Motor: Inverter rated, 800 horsepower, 4,000 volt, vertical high-thrust, solid shaft, open drip proof (ODP) enclosure, 50 degrees Celsius rated.

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7.4.2 Seal Water Supply System
Raw water pumps would require a source of clean water to provide cooling and lubrication of shaft-enclosing tubes. Clean water would be sourced from the existing potable water system that currently serves the existing PS1.

A booster pump system would be required to achieve the required seal water pressure. The booster pump system would consist of packaged duplex or triplex vertical inline centrifugal pumps, complete with valves, hydropneumatic tank, and controller.

7.4.3 Pumped Flow Recirculation System
A bypass line with a modulating flow control valve would be installed to permit pumped flow to be returned from the pump station discharge pipe to the inlet side of pumps. This system would allow delivery of reduced flow rates to FWTP by bleeding excess flow back to the pump suction.

7.4.4 Piping
 Above grade:
– 4-inch and larger: Steel or ductile iron, with cement-mortar lining and paint coating. – Smaller than 4-inch: Copper, stainless steel, or polyvinyl chloride (PVC) as appropriate for the service.
 Below grade:
– 4-inch and larger: Ductile iron, with cement-mortar lining and wrapped with polyethylene tube encasement.
– Smaller than 4-inch: Copper, PVC, or high-density polyethylene (HDPE) as appropriate for the service.

7.4.5 Valves
 Equipment isolation:
– Valves smaller than 3-inch: Ball, gate, or globe as appropriate for the service. – Valves 3-inch and larger: Butterfly type in accordance with AWWA C504.  Pump service check valves: Tilting disc, with hydraulic snubber if recommended for surge mitigation.  Modulating control valves: Globe type, pilot actuated.

7.4.6 Hoisting Equipment
An overhead traveling bridge crane would be provided to service equipment including pumps, motors, and valves. If the bridge crane is used for pump removal in lieu of a portable crane accessing pumps through the building roof hatches, pumps must be partially disassembled and removed in sections.

7.4.7 Heating and Air Conditioning
 Pump room: Ventilation exhaust fan or supply fan (TBD) with acoustical louvers at building openings.

Unit heaters will be considered for equipment freeze protection if City staff indicate that all pumps may be idled for an extended duration during winter months.  Electrical room: Mechanical cooling.

Packet Pg. 280 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 7-5

7.4.8 Flow Metering
A belowgrade vault and flow meter would be installed to measure flow discharged from the pump station to FWTP. An abovegrade flow meter would be installed in the pump station to measure flow through the flow recirculation system. Total pumped flow would be the calculated sum of flow discharged to FWTP and flow returned to the inlet side of the pumps by the recirculation system.

Both flow meters would be an electromagnetic type sized to provide good accuracy and reasonable flow velocities over their design flow range.

7.4.9 Pipeline Hydraulic Transient Mitigation (Surge Tank) Hydraulic transients, also called surge or water hammer, are high- or low-pressure waves generated by velocity changes in full pipelines containing incompressible fluids such as water. Hydraulic transients are typically caused by pump startup and shutdown, or valve operation. Some hydraulic transients are relatively benign, causing only noise and slow pipe deterioration; however, the transients can be serious enough to cause pipe collapse, pipe rupture, joint movement, and structural damage. Power failure is usually the most concerning hydraulic transient scenario because it causes an uncontrolled and simultaneous shutdown of all operating pumps. The magnitude of resultant pressure fluctuations is a function of the velocity change and piping system characteristics, and if not mitigated can exceed the safe operating rating of pipe and piping system appurtenances.

A high-level preliminary estimate of the anticipated hydraulic transient response was performed to gauge whether surge mitigation would be required, and to inform which method of surge mitigation would likely be most practicable and effective. Preliminary findings indicate that surge mitigation is required and may be effectively provided by use of an air-over-water hydropneumatic surge tank. The surge tank would be a horizontal steel tank with a footprint approximately as shown by pump station site plan figures. The tank would be equipped with level instrumentation and a controller designed to maintain a target water level by either venting or adding air. Compressed air would be provided by a packaged air compressor system.

Surge system design considerations and sizing should be confirmed during final design.

7.5 Electrical Equipment
The electrical system would comprise an existing 3.0 mega-watt standby generator, an existing 5 kV ATS, new 5 kV switchgear, new 5 kV variable-frequency drives, and new 208/120 volt transformer/distribution.

The ATS and switchgear would be located outdoors in two separate National Electrical Manufacturer’s Association (NEMA) 3R enclosure. The variable-frequency drives, and 208/120 volt distribution equipment would be located indoors in a conditioned space. The generator and ATS would already be located at the existing PS1 location and functioning when this project gets underway.

A new utility transformer, utility meter, 5 kV service breaker, existing ATS, and existing generator would be located at the existing pump station location. From the ATS, a single 5 kV, 3-phase, feeder would be run 1,600 feet to the new pump station location where it would be terminated at the new 5 kV switchgear.

This would serve as the only power feed for the new pump station from the ATS.

One main PLC panel will be provided indoors at the new PS1 location. Fiber optic cables (two would be provided for redundancy) would be installed from the generator and ATS to the new pump station location. This would allow for communications from the new pump station to the generator and ATS.

From the new pump station, an ethernet radio would be used to communicate back to the City’s SCADA system. A radio path survey will be performed by the contractor to determine the best path for communications and antenna/mast requirements.

The City’s equipment tagging conventions will be used in the final design. Tagging will be provided for instruments, pumps/motors, electrical equipment, and valves.

Packet Pg. 281 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
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7.6 Civil Features
The site civil design criteria for the project includes the following.

7.6.1 Design Codes, Standards, and References
The latest adopted version of the following codes, standards, and references apply to the project unless otherwise noted:
 City of Redding Construction Standards and Specifications  California Department of Transportation Highway Design Manual  California Department of Transportation California Manual on Uniform Traffic Control Devices

7.6.2 Site Layout
The New River Trail Location is adjacent to the Sacramento River Trail, approximately 0.5 mile from the south trail parking lot near Diestlehorst Bridge and just west of the Jenny Creek outlet. The top of bank is approximately 20 feet from the edge of trail pavement, leaving limited room for construction of the proposed pump station. To accommodate the proposed footprint, sheet-pile walls would be installed within the Sacramento River, and fill material would be placed between the existing bank and sheet-pile walls to create the proposed site. The site would extend approximately 70 feet from the edge of trail into the Sacramento River.

A metal beam guardrail system or equivalent protection would be installed along the sheet-pile wall, and gravel surfacing would be installed over the fill material.

The foundation would be set such that the structure is floodproofed to at least 2 feet above the 100-year flood elevation.

7.6.3 Access and Parking
Three access options are being considered for construction and permanent access to the New River Trail Location. The options are defined on Figure 7-4 (located at the end of this section) and described in detail below.

7.6.3.1 River Trail Access
Similar to Alternative 1, the New River Trail Location can be accessed via the existing Sacramento River Trail, with twice the distance to travel to this location (Figure 7-4). The curvature of the sheet-pile walls containing the proposed site would allow vehicles to access the structure and complete a multi-point turn to return back up the River Trail to the River Trail parking lot.

Bicycle and pedestrian traffic is heavy and consistent on the Sacramento River Trail, and daily interruptions to a main segment of trail for maintenance vehicles would be unfavorable to the public trail users and may even be ignored, creating a potential safety issue.

Construction and maintenance vehicles considered include a small crane and single-unit type vehicle (or SU-40) (Exhibits 1 and 2). A larger tractor-trailer, such as a WB-40, could also be accommodated during construction (Exhibit 3).

Packet Pg. 282 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
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Exhibit 1. Demag AC 160-5
Exhibit 2. SU-40
Exhibit 3. WB-40
Packet Pg. 283 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
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7.6.3.2 Overhill Drive Access
The City of Redding operates Mary Street Wastewater Lift Station located at Mary Street and Overhill Drive.

The lift station is southeast of the New River Trail Location with approximately 35 feet of vertical elevation difference. An existing connector trail exists between Overhill Drive and the Sacramento River Trail with the connection directly adjacent to the New River Trail Location with a staircase onto the trail. This approximate trail alignment could be improved to a 16-foot-wide, paved maintenance access route and pedestrian path to allow easier access to the New River Trail Location without impacts to the main trail route (Figure 7-5; located at the end of this section).

The maximum preferred allowable grade for the access route is 10% with 15-mph vertical curve design, in accordance with the City of Redding Parks Department’s request. The two access routes initially considered from Overhill Drive have been combined into a dual access option for vehicle routing through the site. The West Access route is a longer route that closely follows the existing connector trail and enters the proposed site at the west end. The access route would cross the existing railroad grade, and extensive cut and fills would be required to maintain the maximum grade. Retaining walls or cut slopes up to 15 feet high would be required. The East Access route is a more direct route from Overhill Drive with the trail connection and site entrance at the east end of the proposed site. This route generates larger cut slopes with the perpendicular crossing of the existing railroad grade. Cut slopes up to 25 feet high are anticipated with a potentially larger impact to the existing vegetated slope that is adjacent to the River Trail. CDFW has indicated that there may be historical contaminants within the existing railroad grade material that will need to be further considered during final design.

The revised dual connection option at the Sacramento River Trail and New River Trail Location would accommodate a SU-40 or single-unit crane vehicle as well as a WB-40 or small tractor trailer-type vehicle to use the East Access route to enter the east end of the site. The vehicle could travel through the site and then exit back to Overhill Drive via the West Access route. This dual option generates additional excavation of the existing railroad grade but eliminates the need for oversized vehicle traffic on the River Trail.

Although this access provides the most direct approach to the proposed location, the earthwork required would be significant and the existing pedestrian connector trail would be realigned as a shared-use path in conjunction with the proposed Overhill Drive access. This would eliminate the existing stairs for bicycle users but would require the connector trail be shared with maintenance vehicle traffic.

The railroad grade is currently owned by Reclamation, and the property or an easement would need to be acquired to use the route.

7.6.3.3 Bureau of Reclamation (Abandoned Railroad) Access An abandoned railroad grade parallels the Sacramento River Trail to the south of the trail at an elevation 30 feet higher than the trail. The tracks have been removed, and the 20-foot-wide path has railroad ballast remaining. A connection at Benton Drive/Court Street to the east could be graded for a maintenance access path along the abandoned railroad grade (Figure 7-4). Vegetation clearing and grading would be required at various locations on the 0.5-mile access route to provide a minimum 16-foot-wide roadway.

Similar to Overhill Drive access, significant grading would be required at the New River Trail site to get down to the River Trail and pump station. The railroad grade is currently owned by Reclamation, and the property or an easement would need to be acquired to use the route. The existing railroad grade also has significant drainage and erosion issues that would need to be addressed due to failing culverts and high-volume runoff.

Other factors such as adjacent residences would need to be considered to use this access.

Packet Pg. 284 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 7-9

7.6.4 Site Security
The project site would be enclosed within an 8-foot-high metal security picket fence without privacy screens. Access to the interior of the security fence is provided by 4-foot-wide pedestrian gates and double swing vehicle gates at both ends of the site.

7.7 Geotechnical
The Alternative 2 location is underlain by the Red Bluff Formation as mapped by Hollister and Evans (1965). The soil materials are visible on the exposed river bank slope, consisting of clayey sand with gravel and cobbles, which are consistent with the Red Bluff Formation soils. The gravel and cobbles are subrounded, and the fines have medium plasticity.

Sandstone bedrock is exposed in a cut slope on the south side of the Sacramento River Trail, in which the contact between the soil and bedrock can be observed. The sandstone belongs to the Chico Formation, and is very similar to the bedrock at the existing pump station downstream. The upper portion of the sandstone is weathered to a soft rock. A hand-auger boring was able to be advanced on December 16, 2021, to a depth of 9 feet below the surface of the sandstone, or approximate elevation 479 feet (NAVD88).

Jacobs contracted with NorCal Geophysical Consultants to conduct a seismic refraction survey at the Alternative 2 location, which was completed on August 18, 2020. The seismic refraction line was located along the edge of the Sacramento River Trail. Along the survey line location, the Red Bluff Formation soil is estimated to be between 12 to 15 feet thick, underlain by the Chico Formation bedrock. The sandstone is exposed in the riverbank at approximate elevation 488 feet (NAVD88), where the hand-auger boring was advanced.

Shallow-spread footings within the upper soil material may be designed using an allowable bearing pressure of 2,000 pounds per square foot for dead load plus live loads. Footings bearing within the deeper sandstone may be designed using an allowable bearing pressure of 7,000 pounds per square foot for dead load plus live loads. Restrained structure walls should be designed to resist an at-rest equivalent fluid weight of 60 pounds per cubic foot above design flood level and 95 pounds per cubic foot below design flood level.

In accordance with the seismic velocity measured for the soil and bedrock and converted to shear wave velocity, Soil Site Class C may be assumed for the site in accordance with ASCE 7-16. Site design spectral acceleration parameters, SDS and SD1, of 0.835 for a 0.2-second period and 0.437 for a 1-second period should be used for seismic design in accordance with ASCE 7-16.

The estimated shear wave velocity of the soil overlying the bedrock is greater than 300 fps and, therefore, has a low potential for liquefaction during an earthquake according to Youd et al. (2001). The proposed facilities would be founded on the sandstone bedrock, which is not at risk of liquefaction.

7.8 Constructability
The construction site for this facility would encompass approximately 0.6 acre, not including a construction staging area.

For construction in the dry, an outer cofferdam would be required. The required water retention height is too much for sheet piles to function as a cantilever wall above the river bottom. The sheet piles would need to be either braced with angled steel piles on the landside of the cofferdam, or the sheet piles could be supported by vertical king piles. The angled pile bracing would likely get in the way of proposed construction and is, therefore, less likely to work. The king piles could be steel H-piles or pipe piles with the sheet piles installed between them. The king piles would be installed deep, and the sheets could be driven just until refusal.

Alternatively, a waler attached to H-piles could be used to buttress a continuous sheet-pile wall. The required spacing of the deeper piles is estimated to be approximately 7 feet along the wall.

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The upper part of the Chico Formation sandstone along the shore is weathered such that H-piles could feasibly be driven up to at least 10 feet deep into the sandstone with a diesel hammer. It is possible that weathered sandstone has been scoured away farther out in the river. If refusal occurs in bedrock, the H-piles could be installed within a drilled hole and backfilled with concrete to embed the piles to the required depth.

Sheet piles would be difficult to drive more than a couple feet even in the weathered rock due to the hardness of the weathered rock compared to the pile stiffness. Sheet piles only need to be driven sufficiently to seat the bottom of the sheet piles and get a good seal to limit water seepage. If hard, unweathered rock is encountered out in the river bottom, the sheet piles could be installed within an excavated trench and backfilled with concrete around the sheet pile to get a good seal to limit water seepage.

For retention of the final backfill behind the permanent sheet-pile training walls upstream and downstream of the pump station, tie-backs and anchors would be required to stabilize the sheet-pile walls. The anchors would need to be located inland beyond the pump cans and could consist of another row of king/sheet piles or concrete deadman anchors. For the concrete retaining wall of the pump station, counterforts could be used to decrease the thickness of the wall stem and create a more rigid wall with less deflection.

It is estimated from the seismic velocities that the bedrock may be excavated by a high-power excavator (e.g., Cat 345) down to about elevation 475 feet (NAVD88) and is rippable with a D8 dozer down to about elevation 470 feet (NAVD88). A rock hammer may be required to excavate trenches for the pipes from the manifold to the pump cans.

Significant fill materials would be required to backfill behind the training walls. This material would need to include granular, free-draining backfill to limit the horizontal earth pressures. A source for this material has not been identified.

7.9 Conveyance to Foothill Water Treatment Plant
The City has two 30-inch-diameter pipelines from the existing PS1 to FWTP. One 30-inch-diameter pipeline was installed in 1976 and travels west toward Alternative 2 and turns south toward Overhill Drive then to FWTP. The other 30-inch-diameter pipeline was installed in 2010 and travels from the existing pump station to the south by the Shasta High School grounds to FWTP.

A short section of raw water piping would be required to connect the proposed 42-inch-diameter discharge pipe from the pump station to the existing 30-inch-diameter pipeline (Figure 7-6; located at the end of this section).

7.10 Utilities

7.10.1 Potable Water
Potable water would be routed along the River Trail from the existing PS1 (Figure 7-6) or from the proposed Overhill Drive access.

7.10.2 Electrical and Fiber Optics
Underground electrical conduits and fiber optics would be routed along the River Trail from the existing PS1 (Figure 7-6) or from the proposed Overhill Drive access.

The City requested to evaluate moving the standby generator from the existing PS1 location to Overhill Drive.

After reviewing relocation cost with the City and Redding Electric Utility, there was no additional benefit to moving the standby generator to Overhill Drive due to the high cost to relocate. This standby generator is still in design and has not been constructed yet. The standby generator final location placement should be considered for this project. Moving the standby generator would also require possible redesign, additional air quality permits, and would place the generator in proximity to the schools.

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PPS0126221137RDD 7-11

7.11 Potential Jenny Creek Restoration
The City of Redding requested that since Alternative 2 would be upstream of Jenny Creek and that the raw water pipeline needs to cross the Jenny Creek culverts, that Jacobs review the potential to restore Jenny Creek. The City will provide direction for Jenny Creek Restoration prior to commencement of final design.

The Jacobs team met with CDFW representatives Michael Harris and Ryan Revnak for an initial site review of Jenny Creek on January 10, 2022. Figure 7-7 is a photograph taken on January 10, 2022. It was noted that above-average rainfall had occurred within the Jenny Creek watershed in the weeks prior to the visit.

At this time, the ACID dam flashboards were removed, and the discharge from Keswick Dam (KES) was approximately 3,277 cfs. There was a vertical drop of approximately 3.8 feet from the culvert invert to the river water surface. Figure 7-8 shows the culvert inlet and habitat upstream of the culverts.

The purpose of this meeting was to introduce CDFW to the project and to obtain input on the potential requirements and feasibility for restoration of salmonids and steelhead into Jenny Creek. Table 7-1 summarizes the discussion topics and conclusions from the meeting.

Based on the input from CDFW, a conceptual layout was created to illustrate the potential layout for a basic restoration of Jenny Creek (Figure 7-9; located at the end of this section).

Figure 7-7. Jenny Creek Culverts – Outlet at Sacramento River Packet Pg. 287 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
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Figure 7-8. Jenny Creek Culverts – Inlet and Upstream Habitat Packet Pg. 288 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) FILENAME: PLOT DATE:7/8/2022 PLOT TIME:10:05:32 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
1 2 3 4 5 6
B
C
D
PROJ
DATE
A
\\USLAS0-APP385\ICS_workdir\29030\1349403_2\999-FIG_7-1_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_7-1_W8Y06200.dgn
P
RELIM
INAR
Y
-NO
T
FO
R
CON
S
TR
U
C
TION

CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
500
505
510
510
W8Y06200
0 10 20 30
Scale In Feet

SACRAMENTO RIVER

SWING GATE
DOUBLE
30" RW, TYP SHEET PILE WALL (R=175')

ROLL-UP DOOR

RIVER TRAIL

FENCE, TYP

HVAC PAD

SWITCHGEAR
VFDs
SHEET PILE WALL (R=200')

SWING GATE
DOUBLE

ELECTRICAL ROOM
N
7-1

PRELIMINARY DESIGN REPORT
42" DIA TEE SCREEN, TYP 2

PUMP STATION

SURGE TANK

METAL BEAM GUARD RAIL

METAL BEAM GUARD RAIL
A
7-2
A
7-2

CULVERT

JENNY CREEK
42" RW
VAULT

FLOWMETER
18" BYPASS
42" RW MANIFOLD
(ABANDONED)

RAILROAD GRADE

CONTINUATION
SEE FIGURE 7-6 FOR
TYP
24" RW

PUMP, TYP
42" RW

SITE PLAN

RIVER TRAIL LOCATION
ALTERNATIVE 2 NEW
36" RW

CONC WALL

COFFERDAM
40'-0"
SEE FIGURE 7-5

OVERHILL DRIVE ACCESS RD

EXST ACCESS STAIRS

2. JOINT UTILITY TRENCH NOT SHOWN. SEE FIGURE 7-6.

1. SEE FIGURE 7-3 FOR RIVER BATHYMETRY.

NOTE:

Packet Pg. 289 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) FILENAME: PLOT DATE:7/8/2022 PLOT TIME:10:05:44 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
1 2 3 4 5 6
B
C
D
PROJ
DATE
A
\\USLAS0-APP385\ICS_workdir\29030\1349403_6\999-FIG_7-2_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_7-2_W8Y06200.dgn
P
RELIM
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
W8Y06200
79,000 CFS
DESIGN HIGH WSE 499.1
30" RW
CRANE
BRIDGE

SACRAMENTO RIVER
A

SECTION
1/4"=1'-0"
7-1
CL EL 480.3
PUMP

PUMP CAN
42" RW MANIFOLD
42" RW
7-2

PRELIMINARY DESIGN REPORT

CONC WALL
FF EL 501.1

ACCESS HATCH

SKYLIGHT / PUMP REMOVAL

RETRIEVAL SYSTEM

TEE SCREEN

RIVER TRAIL

TOP OF CONCRETE

ORIGINAL GROUND

COFFERDAM
3,250 CFS
DESIGN LOW WSE 483.8

SECTION
ALTERNATIVE 2 NEW

RIVER TRAIL LOCATION
42" DIA TEE SCREEN
Packet Pg. 290 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541)

W W W W W W W W W W W W W W W W W W
W W

W W W W W W W W W W
W W W
W
W W W
W
W
W W W
W

W W W W W W W W W W W
W
W
FILENAME: PLOT DATE:7/8/2022 PLOT TIME:9:50:26 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
1 2 3 4 5 6
B
C
D
PROJ
DATE
A
\\USLAS0-APP385\ICS_workdir\29030\1349403_4\999-FIG_7-4_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_7-4_W8Y06200.dgn
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
W8Y06200
0 Scale In Feet

SACRAMENTO RIVER
N

PRELIMINARY DESIGN REPORT
7-4
ALT 2 LOCATION

PUMP STATION

BENTON DR
200 400
STATION 1

EXISTING PUMP
ALT 1 LOCATION

PUMP STATION

OVERHILLDR

PARKING LOT

RIVER TRAIL

CONNECTION

COURT STREET

DIESTELHORST BRIDGE
BRIDGE

COURT STREET

ACCESS OPTION

RIVER TRAIL
SEE FIGURE 7-5

ACCESS OPTION

OVERHILL DR

OVERALL ACCESS PLAN
ALTERNATIVE 2

NEW RIVER TRAIL LOCATION

ACCESS OPTION
(ABANDONED RAILROAD GRADE)

BUREAU OF RECLAMATION
Packet Pg. 291 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) FILENAME: PLOT DATE:7/8/2022 PLOT TIME:9:50:16 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
1 2 3 4 5 6
B
C
D
PROJ
DATE
A
\\USLAS0-APP385\ICS_workdir\29030\1349403_3\999-FIG_7-5_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_7-5_W8Y06200.dgn
P
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
0+00
1+00
2+00
3+00
4+00
5+00
6+00 7+00 7+61
POB STA 0+00.00
PC STA 0+12.51
PTSTA 0+69.92
PC STA 1+39.47
PRC STA 1+92.54
PTSTA 3+06.17
PC STA 3+83.70
PTSTA 4+36.30
PC STA 5+25.54
PTSTA 5+82.50
2+05 3+00
3+50
POB STA 2+04.77
PC STA 3+04.71
500
500
505
505
510
510
515
520
SU-40
AASHTO 2018 (US)
SU-40
AASHTO 2018 (US)
(c) 2022 Transoft Solutions, Inc. All rights reserved.
480
490
500
510
520
530
540
480
490
500
510
520
530
540
0+00 1+00 2+00 3+00 4+00 5+00 6+00 7+00 8+00
480
490
500
510
520
530
540
2+00 3+00 4+00 5+00 6+00 7+00 8+00 PVI0+08.31 EL501.02 PVC 0+13.08 EL500.88 SAG 0+20.05EL500.77
PVI0+28.08EL500.43
PVT0+43.08EL501.93
PVC 0+92.63EL506.88
PVI1+22.63EL509.88
PVT1+52.63EL506.88
PVC 1+81.37EL504.01
PVI2+71.37EL495.01
SAG 2+71.40EL499.51
PVT3+61.37EL504.00
PVI6+69.60EL534.80
PVI7+60.95EL534.49
-3.02%

10.00%
-10.00%
-0.34%
L = 30' L = 60'
L = 180'
PVI2+04.77EL497.98
PVC 2+56.92EL498.72
PVI3+16.92EL499.56
PVT3+76.92EL505.56
PVC 6+19.37EL529.80
PVT7+19.37EL534.61
PVI7+37.22EL534.54

1.41%

10.00%
L = 120'
L = 100'
W8Y06200
0 30 40 50
Scale In Feet

SACRAMENTO RIVER

RIVER TRAIL

EXST ACCESS STAIRS
N

LIFT STATION

MARY STREET
7-5

NTS NTS
2 1
CL
1 2

RETAINING WALL
1 2
1 2

EXISTING GROUND

EXISTING GROUND
8' 8'
STATION 1+50 STATION 4+50

EXISTING GROUND

FINISH GRADE

PRELIMINARY DESIGN REPORT

PUMP STATION

REMOVAL

REHABILITATION OR

JENNY CREEK CULVERT

OVERHILLDRIVE
4' 12'

OVERHILL DRIVE ACCESS ROAD
ALTERNATIVE 2 NEW

RIVER TRAIL LOCATION

TRAIL VEHICLE ACCESS

PAVEMENT MARKINGS

TOE OF FILL
(STANDARD CRANE)
SU-40 DESIGN VEHICLE

RETAINING WALL

TOP OF CUT

TOE OF FILL

TOP OF CUT

CULVERTS

EXISTING JENNY CREEK

EAST ACCESS

WEST ACCESS
(ABANDONED)

RAILROAD GRADE

EAST ACCESS

CULVERTS

EXISTING JENNY CREEK

WEST ACCESS
Packet Pg. 292 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) FILENAME: PLOT DATE:7/8/2022 PLOT TIME:9:50:31 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
1 2 3 4 5 6
B
C
D
PROJ
DATE
A
\\USLAS0-APP385\ICS_workdir\29030\1349403_5\999-FIG_7-6_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_7-6_W8Y06200.dgn
P
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
W8Y06200
0 SACRAMENTO RIVER
N

OVERALL UTILITIES PLAN
LEGEND

PROPOSED RAW WATER FORCE MAIN

EXISTING RAW WATER AND POTABLE WATER
RW = RAW WATER
PW = POTABLE WATER

W ESTST

MARY ST

SEVENTH ST

OVERHILLDR

OVERHILLDR
ALT 2 LOCATION

PUMP STATION
42" RW

RIVER TRAIL
8" PW

PRELIMINARY DESIGN REPORT
7-6

EXISTING OVERHEAD POWER

JOINT UTILITY TRENCH

JOINT UTILITY TRENCH

JENNY CREEK
Approximate Scale In Feet
100 200
IMAGE FROM CITY OF REDDING GIS - JANUARY 2022
30" RW

EXISTING
EXISTING 30" RW
EXISTING 16" PW
EXISTING PUMP STATION 1
TO EXISTING 30" RW
CONNECT 42" RW

OVERHEAD POWER

EXISITING
18" PW
TO EXISTING 36" RW
CONNECT 42" RW
ALT 1 LOCATION

PUMP STATION

PROJECT

GENERATOR
30" RW

LIFT STATION

OPTION FROM OVERHILL DR

JOINT UTILITY TRENCH

EXISTING OVERHEAD POWER
Packet Pg. 293 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) FILENAME: PLOT DATE:7/8/2022 PLOT TIME:10:06:05 AM
CH2M HILL2020. ALLRIGHTS RESERVED.

THIS DOCUMENT, AND THE IDEAS AND DESIGNS INCORPORATED HEREIN, AS AN INSTRUMENT OFPROFESSIONALSERVICE, IS THE PROPERTY OF REUSE OF DOCUMENTS:
1 2 3 4 5 6
B
C
D
PROJ
DATE
A
\\USLAS0-APP385\ICS_workdir\29030\1349403_8\999-FIG_7-9_W8Y06200.dgn CH2M HILLAND IS NOTTO BE USED, IN W HOLE OR IN PART, FOR ANY OTHER PROJECT W ITHOUTTHE W RITTEN AUTHORIZATION OFCH2M HILL. $PWURL
2525 AIRPARK DR.
(530) 243-5831
REDDING, CA 96001
W8Y06200

REDDING, CALIFORNIA
999-FIG_7-9_W8Y06200.dgn
P
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CITY OF REDDING
FIGURE
CITY OF REDDING PUMP HOUSE NO. 1 REPLACEMENT PROJECT

PUBLIC WORKS DEPARTMENT - WATER DEPARTMENT
JULY 2022
0+00
1+00
2+00
3+00
POBSTA0+00.00
PCSTA0+12.51
PT
STA
0+69

92. PC
STA 1+39

47. P
R
C
S
TA 1+92.54
PTSTA 3+06.17
2+05
3+00
3+50
POBSTA2+04.77
PCSTA3+04.71
500
500
505
510
105
515
520
480
490
500
510
520
530
480
490
500
510
520
530
W8Y06200
0 20 40 60
Scale In Feet

SACRAMENTORIVER
7-9

HEADWALL

PROPOSED

EXISTING GROUND
GRADE

EXISTING RAILROAD
N

PRELIMINARY DESIGN REPORT

JENNY CREEK RESTORATION

RIVER TRAIL

PUMP STATION
A
A
A

SECTION
1"=10'
S = 0.03±

AND BACKFILL

RETAINING WALL

PROPOSED

CULVERTS

JENNY CREEK

RETAINING WALL
SEE FIGURE 7-6

FOR CONTINUATION
42" RW
(ABANDONED)

RAILROAD GRADE
30'+/-
115 LF +/-

INSTALL STRUCTURAL LINER
EXISTING 60" DIA CMP CULVERTS

RIVER TRAIL BRIDGE
IE 491.9
IE 488.5

OF CULVERT

DEMOLISH SECTION
IE 487.6
3,250 CFS
DESIGN LOW WSE 483.8

FISH LADDER

REHABILITATION

JENNY CREEK CULVERT

UTILITY TRENCH
42" RW AND JOINT

HEADWALL

PROPOSED

ACCESS ROAD

FINISH GRADE
2' MIN
Packet Pg. 294 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 7-19
Table 7-1. Jenny Creek Issues and California Department of Fish and Wildlife Conclusions Potential Issue CDFW Response/Conclusion
Is City required to restore Jenny Creek to
allow for fish passage?
The baseline condition of Jenny Creek does not currently allow for fish passage, so CDFW would conclude that the California Environmental Quality Act baseline condition is “no upstream habitat exists.” City is not technically required to restore Jenny Creek to allow for fish passage.

Does CDFW see benefit in improving fish
passage to allow for fall-run Chinook and
steelhead at Jenny Creek?
After reviewing the upstream habitat near the Jenny Creek culvert inlet, CDFW concluded there would likely be benefits to improving fish passage. They noted that winter-run salmon would not benefit from passage because Jenny Creek summer flows would be minimal or too warm for successful spawning and rearing; however, fall-run and late fall-run Chinook as well as Central Valley steelhead would likely benefit and use the upper reaches of Jenny Creek, resulting in potentially successful spawning once seasonal rainfall began.

What are the potential options to
improving Jenny Creek to allow for fish
passage?

1. CDFW believes complete removal of the culverts to open the channel is infeasible. The culverts are positioned at an acceptable slope that fish could likely swim through in their current configuration. CDFW also acknowledges there may be historical contaminants within the railroad grade material that may be an issue. The amount of earthwork/excavation to open the entire channel is infeasible and not necessary for fish passage.

2. There is a public benefit to restoration of fish passage at Jenny Creek. Numerous public agencies would be interested in seeing fish passage restored to Jenny Creek, and the public would likely benefit from potential viewing and educational opportunities along the River Trail. Once connectivity is restored for fall-run Chinook, there is a high likelihood that future projects would be identified to further benefit salmon spawning in the upstream areas above the culverts once they become passable.

3. The installation date of the Jenny Creek culverts is unknown but likely multiple decades old. Based on cursory-level field observations, structural rehabilitation is likely necessary because of the observed condition of the existing corrugated metal pipe culverts where the invert is corroded and haunch support may be missing, resulting in reduced load-bearing capacity and susceptibility of pipe buckling or collapse. Structural rehabilitation options may include slip lining, spiral-wound systems, cured-inplace pipe, or spray-applied structural liners.

What other benefits would opening
Jenny Creek to fish passage present?  Potential for educational/interactive area for the public to view salmon swimming upstream
 Opening/restoring potential spawning and rearing habitat for salmon and steelhead
 Potential to obtain grant funding for multibenefit and habitat improvement
 CDFW indicated there is strong public support for improving Jenny Creek fish passage
What other challenges would need to be
addressed to complete fish passage at
Jenny Creek?
A fish ladder or bank slope improvements would be needed to bridge the area between the Sacramento River and the perched culverts. This may be accomplished with a fish ladder or by constructing step pools to make the transition. CDFW noted that the City may need to clean the fish ladder annually if limbs or debris accumulate.

Packet Pg. 295 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 8-1

8. Alternative 3: Horizontal Collector Wells

8.1 Overview
Alternative 3, Horizontal Collector Wells, would construct new HCWs and a pump station in a favorable location in the river reach stretch between Turtle Bay and the existing PS1 location. This alternative would be intended to locate the HCW in areas that produce the greatest capacity based on geotechnical findings.

According to discussions with the City on January 14, 2022, this alternative would be presented as a stand-alone technical memorandum because investigations have shown that this alternative would not be feasible to provide full buildout capacity of 42 mgd, but could provide supplemental water in the range of 5 to 10 mgd. The HCW investigation that follows describes the work completed prior to January 2022 to find the most feasible location for the HCW. The following sections describe the process followed to select the future Bike Park (near Market Street Lift Station) as the most feasible site for the HCW.

8.2 Potential Locations
Five locations were investigated for the feasibility of HCWs between Turtle Bay and the existing PS1 location (Figure 8-1) as follows:
 Location 1 (ACID): between Benton Drive and upstream of ACID diversion  Location 2 (Rodeo Grounds): between the rodeo ground and west of Sundial Bridge adjacent to Aoki Way
 Location 3 (Bike Park): City-proposed bike park between east of South Market Street bridge to the City’s North Market Street Lift Station
 Location 4 (Turtle Bay): between the east side of Sundial Bridge to the east curve in the Sacramento River
 Location 5 (east side of State Route 44 bridge): between south side of State Route 44 bridge and Turtle Bay East Open Space
The five locations considered for Alternative 3 are underlain by Quaternary alluvium as mapped by Hollister and Evans (1965). The purpose of the investigations was to locate alluvium with sufficient thickness and coarse sediments that provide permeability suitable to provide sufficient yield to warrant the construction of an HCW.

8.3 Horizontal Collector Well Investigations

8.3.1 Process to Determine Potential Capacity
HCW investigations are typically conducted with a series of sequential steps, proceeding upon obtaining favorable results from the previous step. In general terms, an investigation proceeds as follows:
 Review available information such as hydrogeology, land uses, and property access.  Conduct a surface geophysical survey (non-invasive) to identify areas with suitable lithology.  Drill exploratory borings, coupled with small-scale pump tests, at sites with potential suitable lithology to confirm and calibrate the geophysical survey results.  Conduct pumping from a test well and measure response in surrounding monitoring wells at the sites proven from the exploratory borings.
 Estimate the potential yield of the locations that are subject to the pumping test.

Packet Pg. 296 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
8-2 PPS0126221137RDD
Insert
Figure 8-1. Collector Well Locations
(8.5 x 11)
Packet Pg. 297 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 8-3

8.3.2 Redding Electric Utility Input
Redding Electric Utility provided the following appurtenant information on the five collector well locations:

Location 1 (ACID): Most viable location for dual feeds from different substations. One feed exists onsite, and an additional feed would need to be installed along the dirt access road from Court Street. Floodplain limits could pose an issue.

Location 2 (Rodeo Grounds): Infrastructure in proximity but only one circuit. This area is served radially by one circuit from the State Route 44 crossing. A circuit would need to be extended from Park Marina across State Route 44 that is approximately 2,500 feet with a highway overpass crossing to obtain a second feed.

Location 3 (Bike Park): Dual-circuit feed possible but from same the substation (different transformer banks). Circuits would need to be extended about 1,500 to 2,000 feet down Traveled Way.

Location 4 (Turtle Bay): Similar limitations as Location 2 but with additional circuit extension due to remote location. Accessibility would need to be improved. Possible floodplain issues.

Location 5 (east side of State Route 44 bridge): No infrastructure in proximity. Nearest tie point is the end of Palisades. Circuit would need to be upgraded. No dual feed possibility. Extreme terrain variations from tie point to well location. Not a preferred location.

8.3.3 Geophysical Seismic Refraction Surveys
Geophysical seismic refraction surveys were conducted by NorCal Geophysical Consultants in August 2020 at Location 1 (ACID). The seismic refraction surveys obtained seismic P-wave velocity data to determine the thickness of overburden and characterize the underlying bedrock. Up to approximately 35 feet of alluvial material was estimated to overlie bedrock at Location 1. The bedrock is soft rock, likely the same sandstone that is encountered in exposures upriver near the existing pump station.

In accordance with the seismic velocity measured for the shallow alluvial soil and bedrock, and converted to shear wave velocity, Soil Site Class C may be assumed for Location 1 (ACID) in accordance with ASCE 7-16. Similar seismic conditions are estimated for all five potential horizontal well locations.

8.3.4 Geophysical Survey
The surface geophysical investigation delineates the alluvial thickness and identifies the layered relative permeability of the alluvial sediments through field survey measurements using Frequency Domain Electromagnetics and Electrical Resistivity Tomography methods.

The geophysical survey, by Collier Geophysics, LLC, was conducted in September 2020 at four locations:

Location 1 (ACID), Location 2 (Auditorium West), Location 3 (Bike Park), and Location 4 (Turtle Bay).

The City decided on July 30, 2020, that investigations at Location 2 (Rodeo Grounds) and Location 5 (east side of State Route 44 bridge) were no longer necessary.

Jacobs City of Redding Surface Geophysical Survey Investigations Summary and Recommendations Technical Memorandum, dated October 22, 2020, proposed the following locations for geotechnical borings: Location 1 (ACID), Location 2 (Auditorium West), Location 3 (Bike Park), and Location 4 (Turtle Bay) (see Appendix B).

8.3.5 Geotechnical Borings and Low-Capacity Pumping Testing From the results of the geophysical surveys, the City decided on December 2, 2020, to continue geotechnical investigations at Location 1 (ACID), Location 3 (Bike Park), and Location 4 (Turtle Bay) because these locations have the most favorable lithologies for water collection. Additional exploratory borings were advanced at Location 5 (east side of State Route 44 bridge) and at a location near a Southern Pacific Packet Pg. 298 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
8-4 PPS0126221137RDD
Railroad well on the north side of the Sacramento River; but shallow bedrock was encountered, and those locations were dropped from consideration. Yellow Jacket Drilling drilled a total of 12 boreholes and conducted low-capacity pumping test in four of those boreholes in February 2021. Shasta County permits were approved for each of the exploration borings. A 1600/Lake and Streambed Alteration Agreement (LSAA) permit was not required from CDFW via email confirmation on November 16, 2020.

Jacobs’ City of Redding Horizontal Collector Well Borehole Investigations Summary and Recommendations Technical Memorandum, dated March 12, 2021 (Appendix C), proposed continuing with pumping tests from the boring results at two locations: Location 1 (ACID) and Location 3 (Bike Park). The testing at Location 3 (Bike Park) resulted in the highest yields from the low-capacity pumping tests.

8.3.6 Large-scale Pumping Test
From the results of the geotechnical borings, the City decided on May 11, 2021, to advance a large-scale well pumping test at Location 3 (Bike Park) only. Four monitoring wells were installed by Yellow Jacket Drilling in October 2021 at Location 3 at strategic distances from the proposed pump test location as shown on Figure 8-2.

A large-diameter well installation, large-scale pumping test, and estimated yield calculations are the next steps in the collector well investigation. This installation is anticipated in July 2022. The results of this pumping test will be provided in a stand-alone document.

Packet Pg. 299 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 8-5
Insert
Figure 8-2. Alternative 3 Horizontal Collector Well Location (Location 3 – Bike Park) (8.5 x 11)
Packet Pg. 300 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 9-1

9. Alternative 4: Combination of Alternatives
Alternative 4, Combination of Alternatives, is a combination, or hybrid, of an intake structure along with HCWs. As stated in previous sections, this combination of alternatives may be considered in the future pending the collector well analysis and City’s direction.

Packet Pg. 301 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 10-1

10. Environmental Compliance and Permitting

10.1 Environmental Compliance

10.1.1 California Environmental Quality Act
The California Environmental Quality Act (CEQA) was enacted in 1970 with the primary purpose of informing local and state government decision makers and the public about the potential significant environmental effects of proposed activities and identifying the ways that environmental damage can be avoided or minimized to prevent significant, avoidable damage to the environment. CEQA compliance is anticipated for the PS1 replacement and would be similar for each of the alternatives. Due to the potentially significant noise impacts associated with pile driving, an environmental impact report is likely to be required.

10.1.2 National Environmental Policy Act
The National Environmental Policy Act (NEPA) was signed into law on January 1, 1970, to establish a national environmental policy with the goals of protecting, maintaining, and enhancing the environment.

NEPA provides federal agencies with a process for implementing these goals. NEPA compliance is required by all federal agencies undertaking a proposed action or project, as well as actions and projects undertaken by non-federal agencies that are federally funded. NEPA compliance may be required if funding is identified from federal sources and for any additional right-of-way impacts to the Reclamation-owned railroad grade for Alternatives 2 and 4.

10.2 Permits and Approvals
Several permits and approvals from federal, state, regional, and local agencies for construction and operation were considered potentially applicable to this project for all alternatives. These permits and approvals, the agencies responsible for their oversight, a determination of their applicability to the project, and the responsible party, when applicable, are presented in Table 10-1.

Table 10-1. Potentially Applicable Federal, State, Regional, and Local Permits and Approvals Agency Permit/Approval Applicability
Responsible
Party
Approximate
Time to
Acquire
Permit
Federal Agency Permits and Approvals
U.S. Army Corps of
Engineers
Clean Water Act
Section 404/Rivers
and Harbors Act
Section 10 Individual
Permit PreConstruction
Notification
A Section 404/10 permit
will be required for work
within the Sacramento
River. Work may fall within
Nationwide Permit
depending on final design
layout, but may also be in
Individual Permit.

Owner/USACE 9 months
U.S. Army Corps of
Engineers
Section 408 408 will not be required,
but will be reviewed as
part of the CVFPB permit
process.

Owner/CVFPB Not required
U.S. Fish and Wildlife
Service
Endangered Species
Act Section 7
Consultation
Section 7 consultation will
be required as part of the
USACE 404 permitting
process.

Owner/USFWS 4 to 6 months
Packet Pg. 302 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
10-2 PPS0126221137RDD
Agency Permit/Approval Applicability
Responsible
Party
Approximate
Time to
Acquire
Permit
State Agency Permits and Approvals
California Central
Valley Flood
Protection Board
Encroachment Permit Project will be constructed
within area designated

0.2% Annual Chance
Flood Hazard; therefore, a
permit is required.

Owner 60 to 90 days
California Department
of Fish and Wildlife
Lake or Streambed
Alteration Agreement
A 1600 Agreement will be
required for any alteration
of the bed/bank/channel
along the Sacramento
River and Jenny Creek
Owner 45 to 90 days
California Department
of Fish and Wildlife
California Fish and
Game Code Section
2081 Management
Agreement
CESA authorization may
be required for impacts to
listed anadromous fish
species due to pile-driving
impacts.

Owner 30 to 60 days
(assuming
Consistency
Determination
process)
Regional Agency Permits and Approvals
Central Valley
Regional Water
Quality Control Board
Clean Water Act
Section 401 Water
Quality Certification
A 401 certification will be
required for any work in
the Sacramento River.

Owner 60 days
Central Valley
Regional Water
Quality Control Board
National Pollutant
Discharge Elimination
System Construction
General Permit
Preparation of
NOI/SWPPP will be
required due to the size of
the project within the
Sacramento River.

Owner 2 weeks
State Historic
Preservation Officer
National Historic
Preservation Act
Section 106
Consultation
Section 106 consultation
will be required to
demolish the existing PS1
structure along with other
potential cultural
resources and Native
American consultations
(including AB 52) due to
excavation in the
Sacramento River.

Owner/USACE 30 to 90 days
Section 7
Consultation
National Marine
Fisheries Service
Section 7 consultation will
be required due to work
within the Sacramento
River. A pile-driving
analysis will need to be
prepared, and
consultation will be
initiated by USACE under
the Section 404 process.

Owner/USACE 6 months
Local Agency Permits and Approvals
City of Redding
Department of
Public Works
Grading Permit TBD. Owner
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PPS0126221137RDD 10-3
Agency Permit/Approval Applicability
Responsible
Party
Approximate
Time to
Acquire
Permit
City of Redding
Department of
Public Works
Encroachment Permit Required. Contractor
City of Redding
Department of
Public Works
Transportation Permit Required. Contractor
City of Redding
Municipal Code
Noise Ordinance TBD. Owner
Notes:

AB 52 = Assembly Bill 52
CESA = California Endangered Species Act
CVFPB = Central Valley Flood Protection Board
NOI = Notice of Intent
SWPPP = stormwater pollution prevention plan
USACE = U.S. Army Corps of Engineers

10.2.1 Alternative 1: Existing PS1 Location
Permitting for Alternative 1 is summarized in Table 10-1. Permitting within the Sacramento River involves significant preparation of biological assessment, cultural resources report, aquatic resources delineation report, hydraulic modeling, and other background documentation to submit permit applications. It is anticipated that permitting for Alternative 1 will take up to 1 year to complete. Permitting for Alternative 1 would be slightly more complex than for Alternative 2 because of the magnitude of the proposed encroachment of the intake structure. Compensatory mitigation would be required for any permanent impact to waters of the U.S. Alternative 1 would also require slightly more shaded riverine habitat removal, which may require additional compensatory mitigation.

10.2.2 Alternative 2: New River Trail Location
The new River Trail location includes a smaller overall riverine impact than the existing pump station location; however, there may be additional impacts to Jenny Creek for the discharge conveyance pipeline.

Permitting for Alternative 2 would be similar to Alternative 1 with all of the required permits described in the Table 10-1. Alternative 2 would involve potentially less mitigation due to the construction of a new facility as well as demolition of the old pumping plant, which would result in possibly lower net impacts below the ordinary high-water mark.

10.2.3 Alternative 3: Horizontal Collector Wells
Alternative 3 permitting will be similar to Alternatives 1, 2, and 4 depending on the final design and depth of the collector well assemblies beneath the river channel of the Sacramento River. Agencies may require additional review of the collector wells to ensure impacts to spawning beds could be avoided. A collector well has never been permitted within the Sacramento River watershed, so the requirements of permitting are unknown. Collector wells have been permitted and constructed in some California coastal river systems in Humboldt and Sonoma Counties. It is assumed that significant permitting agency coordination would be required to install collector wells, and a permitting strategy will be more clearly defined if the City decides to proceed with this alternative in the next phase of design.

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10.2.4 Alternative 4: Combination of Alternatives
Alternative 4 would include all permits and challenges associated with both the new or existing demolition and reconstruction of the pumping plant within the Sacramento River, as well as the added permitting associated with the collector well array impacts below the Sacramento River from Alternative 3.

Packet Pg. 305 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 11-1

11. Construction Funding Evaluation
Jacobs was also tasked to identify various funding sources that would be applicable and viable to the pump station upgrade. The following sections discuss the major state and federal programs that would be available to the City that can be broadly categorized into loans and grants. Some of these programs, especially local grant opportunities, see more annual fluctuation in funding availability and state priorities; but the collection of current opportunities included in this section serves as a good example of the kinds of sources that may be available once the project is ready to secure outside funding.

A brief note on the implications of the recently passed Infrastructure Investment and Jobs Act has also been included. Although the specific implementation of this legislation through various funding streams is still being worked out at the federal and state level, the discussion here summarizes the latest developments at the time of writing.

The section concludes with a discussion of the pros and cons of each funding source as well as a high-level description of the kinds of factors the City should consider as it develops its financing strategy.

11.1 Loan Programs
In addition to traditional municipal revenue bonds, the project will also be eligible for several low-interest loan programs. These include the Water Infrastructure and Innovation Act (WIFIA) program offered by the U.S. Environmental Protection Agency and the State Revolving Fund (SRF) and the Infrastructure State Revolving Fund (ISRF) offered by California state agencies. These programs offer interest rates that range from slightly to significantly below market rates and repayment structures that can be beneficial to interested applicants who can take advantage of these terms and minimize financial impacts to their rate payers.

WIFIA and SRF offer the most competitive interest rates and financing terms, but also come with larger application efforts and more restrictive project eligibility requirements; they will only fund components of the project specifically related to service/operational improvement. ISRF loans vary depending on the applicant, but they come with less competitive (but still below-market) interest rates, have similar application efforts, and offer broader project eligibility than SRF and WIFIA. Municipal bonds can be the easiest of the loan options but come with less forgiving repayment terms and higher costs of issuance.

Table 11-1 provides a high-level description of each funding source, and Table 11-2 summarizes key relevant metrics.

Table 11-1. Loan Programs Description
Funding Program Agency Details Project Type
Water Infrastructure
Finance and
Innovation Act
(WIFIA)
U.S.

Environmental
Protection
Agency (EPA)
Program will fund a maximum of 49% of total
project costs including design-phase activities.

The application process has been more and
more streamlined each year, although there is a
mandate for even geographic spread, which
makes California projects particularly
competitive.

Multiple – includes
water, wastewater,
desalinization, green
infrastructure, and
drought prevention.

Clean Water/
Drinking Water State
Revolving Fund (SRF)
State Water
Resources
Control Board
(SWRCB)
Program has been underfunded for many years,
and the application process is competitive and
time consuming. SWRCB will fund projects in
their entirety but has also recently begun
offering partial funding to applicants.

Multiple – includes
water, wastewater,
desalinization, green
infrastructure, and
drought prevention.

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Funding Program Agency Details Project Type
Infrastructure State
Revolving Fund
(ISRF)
Infrastructure
and Economic
Development
Bank
Total loans are smaller than SRF or WIFIA
agreements but larger than many grant
opportunities. Wide range of eligible project
costs and broader applicability to different
project types (educational and recreational).

Very Broad Eligibility –
anything within the
purpose of the
borrowing agency.

Municipal Revenue
Bonds
Public Market Relatively straightforward process but will require a Municipal Advisor to obtain credit
ratings and assist in the various legal processes
leading up to loan closing.

Very Broad Eligibility –
anything within the
purpose of the
borrowing agency.

Table 11-2. Loan Programs Financing Details
Funding Program Funding Range Interest Ratea Financing Terms Issuing Costs Water Infrastructure
Finance and Innovation
Act (WIFIA)
$20 M (Minimum) 2.14% 30 years; repayment can
be deferred up to 5 years
after construction
completion
$250K to $350K
for application fee
and other
processing costs
Clean Water/Drinking
Water State Revolving
Fund (SRF)
No specific limit
(dependent on
available funding)

1.10% 30 years; repayment can
be deferred up to 1 year
after construction
completion
Up to 1% of total
loan amount to
cover processing
costs
Infrastructure State
Revolving Fund (ISRF)
$500K to $25M Varies, but
below market
value
Set to either the useful
life of the project or
30 years
Varies
Municipal Revenue Bonds Set by borrower
(dependent on
utility financial
health)

2.95% Set by borrower; 15 to
30 years is common
1% to 2% of total
loan amount
a Assuming 30-year maturity, as of January 20, 2022.

Notes:

K = thousand
M = million

11.2 Grant Programs
Numerous grant programs are offered by both state and federal agencies. These programs are often funded through legislative action or annual allocations from parent organizations; and thus, their particular terms, priorities, and funding amounts often vary from one fiscal year to the next. Regardless of the total value of grant opportunities available each year, they can be a strategic way to fund project elements that may be ineligible for larger programs that focus on service and operational infrastructure, or for elements of the project that provide specific environmental or multiuse benefits.

Table 11-3 lists the programs that were/are available for the 2021 and 2022 fiscal years. Some program application deadlines have already passed and may not be renewed for the coming year, some deadlines would be due before the City would need to secure project funding, and some have an ongoing submittal structure. Although the exact grant opportunities cannot be known until the time comes for project funding, this list serves as a good example of the kinds of opportunities for which the project may be eligible and the terms and possible levels of assistance that can be expected.

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PPS0126221137RDD 11-3
Table 11-3. 2021/2022 Grant Opportunities
Funding
Program Agency Project Type
Funding
Range
Matching
Requirement
Central Valley
Project Habitat &
Facility
Improvements
Bureau of
Reclamation
Ecosystem restoration; habitat protection
and conservation.
$120M in
available
funds
50%
WaterSMART
Environmental
Resources
Bureau of
Reclamation
Integrated water management projects
with ecological benefits.
$2M cap 25%
National Fish
Passage Program
U.S. Fish and
Wildlife Service
Activities that restore fish passage and
improve existing infrastructure.
$2M cap 50%
Candidate
Species
Conservation
Fund
U.S. Fish and
Wildlife Service
Conservation tasks that benefit high-risk
species in the United States. Includes
habitat restoration and education
outreach activities.
$1K–$500K
cap
None
Central Valley
Project
Conservation
Program
Bureau of
Reclamation
Projects that benefit federally listed
species that have been affected by the
Central Valley Project.
$1M cap None
National
Operation Center
Fisheries and
Aquatic Resource
Management
Bureau of Land
Management
Habitat conservation and restoration, with
an emphasis on “aquatic organism
passage” projects.
$1M in
available
funds
None
Habitat
Enhancement
and Restoration
Program
Wildlife
Conservation
Board
Fisheries and habitat restoration; removal
of fish passage barriers.
$1M in
available
funds
None
Ecosystem
Restoration and
Water Quality
Grant Program –
Proposition 1
SacramentoSan Joaquin
Delta
Conservancy
Will fund a variety of water improvement
projects including those that focus on
ecosystem enhancement.
$3.1M in
available
funds
None

11.3 Infrastructure Bill Impacts
Of the $550 billion in national federal investments contained within the $1.2 billion Infrastructure Bill that was passed by Congress in November 2021, approximately $55 billion has been allocated to water infrastructure programs over the next 5 years:
 $35.7 billion for safe drinking water
– $15 billion specifically for lead service line replacement – $11.7 billion for other drinking water improvement projects – $4 billion to address emerging contaminants
– $5 billion to address emerging contaminants specifically in disadvantaged communities  $12.7 billion for clean water investments
 $2 billion for regional water protection and other investments  $4.6 billion allocated to other U.S. Environmental Protection Agency water programs – Includes $250 million allocated to the WIFIA program
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The majority of this funding is anticipated to be delivered through individual state revolving funds; in California’s case, $609.4 million has been allocated to its state revolving fund for fiscal year 2022 by U.S. Environmental Protection Agency. New language in the bill has also reduced the level of state fund matching, and many of these funds are available as grants/principal forgiveness loans in addition to low-interest financing. And while the $250 million allocated to the WIFIA program may on the surface appear to be paltry compared to the funds being delivered to SRFs, with the way WIFIA leverages its loans, this will likely result in an additional $5 billion in available financing each year (it was able to finance $6.7 billion in 2021).

For the City of Redding’s project, one of the major takeaways is that both low-interest loan programs discussed above, SRF and WIFIA, will likely be less competitive. Once the new funding is dispersed, it should reduce and address historical SRF funding issues, and will allow the WIFIA program to fund more California projects than it can currently, due to its mandate of equal geographic distribution. There are few details known at this time related to how this funding will translate to grant opportunities, but the grant landscape is also expected to improve as a result.

11.4 Funding Strategy
With the various funding sources that are likely to be available to the City, it is important to consider the benefits and drawbacks of each of the options described above. A full financing plan cannot be developed without a more detailed understanding of the City’s current financial position and fiscal priorities; but, in general, the following factors are likely to have notable influence on which sources are pursued and which are excluded:
 Debt capacity
 Cost of financing
 Rate impacts
 Application effort
The rest of this section revisits the previously described funding sources and describes how they stack up against these factors. It begins with the source with the cheapest financing costs (cash) and concludes with the most expensive source (bonds).

Cash, whether in the form of existing reserves or anticipated future revenues, is by far the cheapest and easiest form of capital improvement plan funding. It eliminates the need for burdening the utility with annual debt payments (which often will remain in place for decades), minimizes lifecycle costs because interest payments are a non-factor, and comes with little to no external restrictions or oversight. Its main drawback is simply that utilities often do not have enough on hand or backed into their future cashflows to meet the high dollar value of capital expenditures. Also, raising customer rates in the short term to fund a capital improvement plan via cash payments is nearly always politically infeasible. That said, it is generally recommended that cash contributions in the project funding plan are maximized to their greatest extent while still meeting other organizational priorities. In the context of a broader, multi-source funding scheme, maximizing cash contributions will help to minimize total financing costs, keep long-term rate impacts low, and provide a level of financial flexibility to the program that cannot be achieved by other sources that come with certain constraints and restrictions.

After cash, the second source of funding that is often recommended to be maximized is grant programs.

Distributions from successful grant applications have the same advantages as cash because they are lump-sum allocations without any long-term financial obligations for repayment. Their primary drawbacks are that applicable programs can be difficult to identify, application efforts can be tedious, and available funding is often relatively small and restricted to very specific project components. Thus, the general recommendation is that grant funding should be pursued to the maximum extent so long as the submitted applications are for applicable programs with sufficient funding and a reasonable chance of being accepted.

This is to ensure time, resources, and planning strategy are not wasted on programs that are simply not worth the effort based either on likelihood of securement or the amount of funding available.

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PPS0126221137RDD 11-5
After cash and grant opportunities have been exhausted, the next best sources are alternative financing programs – specifically, SRF/ISRF and WIFIA. These programs will add costs to the project in the form of interest payments and will also burden the utility with debt payments for 20 to 30 years, but not as significantly as debt that is issued through municipal bonds. The repayment terms on these loans are also more flexible than bonds and, thus, can be structured to have reduced impacts to rate payers. Their application efforts are similar to those of many grant programs, but with the amount of funding available and their focus on funding large construction projects in particular, there is not as much concern with application efforts being worthwhile. It is Jacobs’ recommendation that both SRF and WIFIA be pursued as a part of the project funding plan. Both of these programs will help minimize total financing costs should debt be required and will have the smallest impact to rate payers. It is worth reiterating here that WIFIA is, in general, the more streamlined of the two programs but comes with slightly higher interest payments and could be competitive for the City as the U.S. Environmental Protection Agency sees many applications from California. SRF has the cheapest interest rates of any loan program, but it is also competitive, and applications can take years to be processed (it remains to be seen if things will become more streamlined after Infrastructure Bill allocations have been distributed to the state).

Although they are the most expensive financing options, municipal revenue bonds are not without their advantages. The processes for issuing a bond are faster and less tedious than any grant or alternative financing program, and the funds they provide are significantly less restrictive. Depending on interest rates at the time of issuance, their impacts to rate payers can still be manageable. But their high financing costs are still a major factor; their interest rates can be double that of alternative financing, and they can often come with debt coverage requirements that would force the City to meet revenue targets above what would be required just to pay the annual obligation in full, adding even more burden to the City’s bottom line and to rate payers.

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PPS0126221137RDD 12-1

12. Capital Cost Estimates
Preliminary capital cost estimates were prepared for Alternatives 1 and 2. The cost estimates are based on February 2022 price levels and include escalation of costs to the projected midpoint of project construction (May 2026). Cost information used in preparing the estimates included cost estimates for similar completed projects, vendor quotes, and cost-estimating database tools. The cost estimates are preliminary (i.e., not based on completed engineering designs and site investigations). These estimating steps will be required at a later stage of project development to refine the cost estimates for any improvements that proceed beyond this evaluation. A detailed cost estimate is provided in Appendix D.

12.1 Contract Cost
The contract cost (CC) includes directly related costs and overhead and profit for a contractor to complete a specific improvement. Design contingency is added to the total CC. The design contingency represents the items yet to be defined or designed to a level that can be quantified. As the project design progresses, the design contingency factor will decrease and ultimately be removed from the total capital cost estimate at the final design stage. For this evaluation, the design contingency is 25%.

To bring the CC to the field cost (FC) level, land-acquisition and construction contingency costs are added to the CC. Construction contingency is an allowance intended to account for costs resulting from changes in designs or different site conditions encountered in the field. For this evaluation, the construction contingency is 15%. As the design progresses, the construction contingency factor will decrease in similar manner as the design contingency.

12.2 Non-contract Cost
Non-contract costs are added to field costs to develop the total capital cost. Add-on percentages are assumed as follows:
 Engineering and design: 15% of FC
 Construction services and management: 15% of FC
 Legal and administrative: 6% of FC
 Permits and environmental documentation: 10% of FC
 Compensatory mitigation: Based on a 1:1 mitigation ratio for comparison purposes only. The estimated cost of compensatory mitigation from the USACE In-Lieu Fee program could be imposed at a 2:1 or possibly a 3:1 ratio, which would double or triple the mitigation cost, respectively. The current cost for Aquatic Resource Credits is approximately $200,000 per acre of impact.

12.3 Definition of Estimate Class
These cost estimates were prepared in accordance with the guidelines of the Association for the Advancement of Cost Engineering (AACE) International, which defines a Class 4 Estimate as follows:

Class 4 Estimate. This estimate is prepared based on very limited information, and subsequently have very wide accuracy ranges. They are typically used for project screening, determination of feasibility, concept evaluation, and preliminary budget approval. Typically, engineering is from 1% to 5% complete, and would comprise at a minimum the following: plant capacity, block schematics, indicated layout, process flow diagrams for main process systems and preliminary engineered process and utility equipment lists. Level of Project Definition Required: 1% to 15% of full project definition.

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The cost estimates shown, which include resulting conclusions on project financial or economic feasibility or funding requirements, have been prepared for guidance in project evaluation and implementation from the information available at the time of the estimate. The final costs of the project and resulting feasibility will depend on actual labor and material costs, competitive market conditions, actual site conditions, final project scope, implementation schedule, continuity of personnel and engineering, and other variables.

Therefore, the final project costs will vary from the estimate presented herein. Project feasibility, benefit/cost ratios, risks, and funding needs must be carefully reviewed prior to making specific financial decisions or establishing project budgets to help ensure proper project evaluation and adequate funding.

12.4 Total Capital Cost
Table 12-1 summarizes the total capital costs for the project alternatives.

Table 12-1. Capital Cost Estimate Summary
Description
Alternative 1:

Existing PS1 Location
Alternative 2:

New River Trail Location
Mobilization/Demobilization $518,000 $484,000
Bonding/Insurance $386,800 $364,000
Demolition of Existing PS1 $569,700 $575,000
Site Clearing/Grubbing $40,800 $26,000
Site Improvements $2,211,800 $1,353,000
Intake and Pumping Plant $13,762,300 $11,675,000
Pipeline and Surge Tank $547,400 $1,099,000
Site Electrical $92,900 $411,000
Site Utilities $48,800 $428,000
Site Access $0 $261,000
River Trail Restoration $62,500 $63,000
Jenny Creek Fish Ladder $0 $239,000
Jenny Creek Culvert Rehabilitation $0 $169,000
Subtotal $18,241,000 $17,147,000
Design Contingency (25%) $4,560,000 $4,287,000
Total Contract Cost $22,801,000 $21,435,000
Permanent Easement $0 $0
Temporary Easement $0 $0
Construction Contingency (15%) $3,420,000 $3,215,000
Total Field Cost $26,221,000 $24,650,000
Engineering Design (15%) $3,933,000 $3,698,000
Construction Management (15%) $3,933,000 $3,698,000
Legal and Administrative (6%) $1,573,000 $1,479,000
Permitting/Environmental (10%) $2,622,000 $2,465,000
Compensatory Mitigation (1:1 ratio) $400,000 $250,000
Total Non-contract Cost $12,461,000 $11,590,000
Total Capital Cost $38,682,000 $36,240,000

12.5 Capital Cost Estimate Summary
The cost for Alternative 1 and Alternative 2 is similar; however, Alternative 2 is lower even with the additional work of Jenny Creek and Overhill Drive access and utility improvements.

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PPS0126221137RDD 13-1

13. Operation and Maintenance
Day-to-day operation of Alternative 1 and 2 would generally resemble current operations. The new facilities will require regular maintenance activities to maintain an operable system. The facilities would need to be monitored and visually inspected often, especially when changing flows occur in the river.

Energy costs for Alternatives 1 and 2 would be similar because the pump TDH for both alternatives is nearly identical; however, energy use would be slightly higher for Alternative 1 because of the sediment jetting pump. Because of similarities in river conditions and proposed facilities, a detailed O&M cost analysis was not conducted since O&M costs are anticipated to be similar.

The potential O&M differences are highlighted below:
 Alternative 1 will have additional energy cost for the sediment jetting system. From a maintenance perspective, vertical flat plate screens will require a boom truck and labor (2 persons minimum) to periodically remove and clean (pressure wash) the screen panels. Furthermore, this alternative may require in-river work on an annual or more frequent basis to manage sediment at the face of the screen.  Alternative 2 is anticipated to require less maintenance because the cylindrical screens will be retractable for ease of inspection and maintenance, and therefore, will not require a boom truck and associated personal.

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PPS0126221137RDD 14-1

14. Comparison and Summary of Alternatives
Table 14-1 summarizes and compares Alternatives 1 and 2.

Table 14-1. Summary of Alternatives
Description
Alternative 1:

Existing PS1 Location
Alternative 2:

New River Trail Location
Location  Immediately downstream of existing
PS1
 1,600 feet upstream of existing PS1
Design Firm (Ultimate
Buildout) Capacity  42 mgd  42 mgd
Design Initial Capacity  36 mgd  36 mgd
High WSE at 79,000 cfs  497.4 feet  499.1 feet
Low WSE at 3,250 cfs  483.5 feet  483.8 feet
Riverbed Elevation  480.0 feet  467.0 feet
River Conditions at
Facility  Poor, shallow area  Good, deeper area
Intake Design  Vertical flat plate screen
 Ten panels (10 feet wide by 5 feet tall)
 Cylindrical tee screen
 Two screens (42-inch diameter by 60-
inches long)
Facility Footprint  Longer, on-bank structure
 Approximately 1.6 acres (not including
construction staging area)
 Smaller, on-bank structure
 Approximately 0.6 acre (not including
construction staging area)
Access to Facility  Existing River Trail  Existing River Trail, Reclamation abandoned railroad road, or Overhill
Drive
 Closer to Foothill WTP if Overhill Drive
is used
Fish Protection  Meets state/federal fish criteria
 Longer juvenile fish exposure time
 Meets state/federal fish criteria
 Shorter juvenile fish exposure time
Mechanical equipment  4 duty plus 1 spare (800 hp):
 Initial Capacity (36 mgd) at
reduced speed
 Ultimate Buildout (42 mgd) at full
speed
 3 duty plus 1 spare (800 hp):
 Initial Capacity (36 mgd) at full
speed
 Additional pump required for
Ultimate Buildout
 Sediment jetting system
 4 duty plus 1 spare (800 hp):
 Initial Capacity (36 mgd) at
reduced speed
 Ultimate Buildout (42 mgd) at full
speed
 3 duty plus 1 spare (800 hp):
 Initial Capacity (36 mgd) at full
speed
 Additional pump required for
Ultimate Buildout
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Description
Alternative 1:

Existing PS1 Location
Alternative 2:

New River Trail Location
Electrical equipment  Similar for both alternatives
 Existing generator stays at existing PS1
location
 Similar for both alternatives
 Existing generator can stay at existing
PS1 location or be moved to Overhill
Drive
Utilities (potable water,
electric, and fiber optic)  At existing PS1 location  Extension of utilities from existing River Trail or Overhill Drive
Conveyance  At existing PS1 location  Short section of pipeline required to connect to existing City pipeline
Permitting/Environment
al  More complex due to encroachment
of the intake structure in the river
 Compensatory mitigation required for
permanent impact to waters of the U.S.
 Potentially less mitigation
 Jenny Creek Restoration
Noise  Screen pulling system (potential highpitch squealing)  Little to no noise for the cleaning
system since system is submerged
Constructability  Coordination with existing PS1
operations and cross over to new
alternative 1 will add more complexity
 Cofferdam required
 Significant fill
 Construction would take place as
existing PS1 remains in operation
 Cofferdam required
O&M  Boom truck required for retrieving
vertical panels
 Cleaning system more complex
 Frequent screen adjustments
 Screen removal more frequent
 Less O&M for cylindrical screens
 Possibly more debris collection
O&M Cost  Similar; but more energy for sediment
jetting system
 Similar
Additional Benefits  At same location as PS1  Community access from Overhill Drive to River Trail
 Jenny Creek Restoration
Funding Opportunities  Cash
 Grant opportunities
 Loan
 Cash
 Grant opportunities
 Loan
Capital Cost  Class 4 estimate
 February 2022 prices escalated to
midpoint of construction (May 2026)
 $38,682,000
 Class 4 estimate
 February 2022 prices escalated to
midpoint of construction (May 2026)
 $36,240,000
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PPS0126221137RDD 15-1

15. Recommendations and Next Steps
Jacobs recommends the City proceed with plans to implement Alternative 2, New River Trail Location, because of the following considerations:
 This alternative provides a better intake facility location with deeper river conditions.  This site will provide the best construction sequencing with the existing PS1 crossover and decommissioning.
 The site allows the use of cylindrical tee screens, which will simplify O&M.  If the City chooses, Jenny Creek could be restored at the same time as this project.  Overhill Drive access can provide the City better access to the Alternative 2 location along with public benefit, provided access to the River Trail.
 This alternative is less expensive than Alternative 1, even with the additional access road and Jenny Creek Restoration.

The collector well investigations will continue to move forward, and the large-scale pumping test is anticipated to take place in July 2022.

Upon selection of a preferred project alternative, next steps may include the following:
 Obtain detailed surveying, mapping, geotechnical investigations, and existing utility information for the project site.
 Analyze detailed river flow two-dimensional (2D) modeling, surge analyses, and corrosion analyses.  Develop permit applications.
 Consult with NMFS, CDFW, and USFWS.
 Develop final design drawings sufficient for permit acquisition and construction.  Prepare detailed construction schedule and cost estimate, and conduct a more detailed constructability evaluation.

Packet Pg. 316 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 16-1

16. Implementation Schedule
A preliminary implementation schedule for the project is provided in Appendix E. The following are critical milestones:
 Draft Preliminary Design Report – February 2022
 Pre-final Preliminary Design Report – May 2022
 Final Preliminary Design Report – July 2022
 Collector Well Pump Well Construction – July 2022
Packet Pg. 317 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Final Preliminary Design Report
PPS0126221137RDD 17-1

17. References
CH2M HILL. 2002. Draft Feasibility Study for the City of Redding Pump House No. 1 Fish Protection Project.

February.

Federal Emergency Management Agency. 2011. Flood Insurance Study for Shasta County, California.

March 17.

Hollister, V.F., and J.R. Evans. 1965. Geology of the Redding quadrangle, Shasta County, California.

NGMDB Product Description Page (usgs.gov). https://ngmdb.usgs.gov/Prodesc/proddesc_308.htm.

Jacobs. 2020. City of Redding Surface Geophysical Survey Investigations Summary and Recommendations Technical Memorandum. October 22, 2020.

Jacobs. 2021. City of Redding Horizontal Collector Well Borehole Investigations Summary and Recommendations Technical Memorandum. March 12, 2021.

National Oceanic and Atmospheric Administration, National Marine Fisheries Service Southwest Region. 1997. Fish Screening Criteria for Anadromous Salmonids. January.

National Oceanic and Atmospheric Administration, National Marine Fisheries Service West Coast Region. 2018. NOAA Technical Memorandum NMFS-NWFSC-1xx, NOAA Fisheries West Coast Region Anadromous Salmonid Passage Design Guidelines. Peer Review Draft. Environmental Services Branch. August 16, 2018.

State of California, The Resources Agency, California Department of Fish and Game, Wildlife and Fisheries Division. 2000. Fish Screen Criteria. Appendix S, California Salmonid Stream Habitat Restoration Manual.

June 19.

Youd, T.L., I.M. Idress, Ronald D. Andurs, and Ignacio Arango. 2001. “Liquefaction Resistance of Soils:

Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils.” Journal of Geotechnical and Geo-Environmental Engineering. October.

Packet Pg. 318 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Appendix A
Pump Curves
Packet Pg. 319 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Customer : Jacobs
Project name :

Pump Performance Datasheet
Encompass 2.0 - 21.3.1

FAIRBANKS NIJHUIS
3501 FAIRBANKS AVENUE ·
KANSAS CITY, KANSAS 66106
WWW.FAIRBANKSNIJHUIS.COM
PHONE: +1-913-371-5000 · FAX:

Item number : Default
Service : Water
Quantity : 1
Quote number :

Size : 24E-BRZ
Stages : 4
Based on curve number : 24_TURB_3670_1200_BR Rev
141031
Date last saved : 03 Sep 2021 11:45 AM
Operating Conditions
Flow, rated : 10.50 MG/day
Differential head / pressure, rated (requested) : 320.0 ft Differential head / pressure, rated (actual) : 320.4 ft Suction pressure, rated / max : 0.00 / 0.00 psi.g
NPSH available, rated : Ample
Site Supply Frequency : 60 Hz
Performance
Speed criteria : Synchronous
Speed, rated : 1180 rpm
Impeller diameter, rated : 17.74 in
Impeller diameter, maximum : 18.92 in
Impeller diameter, minimum : 16.28 in
Efficiency (bowl / pump) : 85.18 / - %
NPSH required / margin required : 22.85 / 0.00 ft
nq (imp. eye flow) / S (imp. eye flow) : 68 / 187 Metric units Minimum Continuous Stable Flow : 6.24 MG/day
Head, maximum, rated diameter : 516.4 ft
Head rise to shutoff (bowl / pump) : 61.18 / - %
Flow, best eff. point (bowl / pump) : 10.58 / - MG/day
Flow ratio, rated / BEP (bowl / pump) : 99.26 / - %
Diameter ratio (rated / max) : 93.76 %
Head ratio (rated dia / max dia) : 83.69 %
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00 / 1.00 / 1.00 / 1.00 Selection status : Acceptable
Liquid
Liquid type : Water
Additional liquid description :

Solids diameter, max : 0.00 in
Solids diameter limit : 1.88 in
Solids concentration, by volume : 0.00 %
Temperature, max : 68.00 deg F
Fluid density, rated / max : 1.000 / 1.000 SG
Viscosity, rated : 1.00 cP
Vapor pressure, rated : 0.34 psi.a
Material
Material selected : Cast Iron bowl Std impeller
Pressure Data
Maximum working pressure : See the Additional Data page Maximum allowable working pressure : See the Additional Data page Maximum allowable suction pressure : N/A
Hydrostatic test pressure : See the Additional Data page Driver & Power Data (@Max density)
Driver sizing specification : Maximum power
Margin over specification : 0.00 %
Service factor : 1.00
Power, hydraulic : 590 hp
Power (bowl / pump) : 692 / - hp
Power, maximum, rated diameter : 697 hp
Minimum recommended motor rating : 800 hp / 597 kW
Bowl performance. Adjusted for construction and viscosity.

The duty point represents the head at the bowl.
0 200
400
600
800
Power - hp
Power
0 80
160
240
320
400
480
560
640
720
800
Head - ft

17.74 in
52 63 72
72 79
79 84
84 85
85 18.92 in

16.28 in
Minimum Continuous Stable Flow
Max allowable flow
Preferred operating region
0 20
40 NPSH3 - ft
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
Flow - MG/day
NPSH3
Sacramento River PS-Redding
Engineering
Packet Pg. 320 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Customer : Jacobs Engineering
Project name :

Pump Performance Datasheet
Encompass 2.0 - 22.0.0

FAIRBANKS NIJHUIS
3501 FAIRBANKS AVENUE ·
KANSAS CITY, KANSAS 66106
WWW.FAIRBANKSNIJHUIS.COM
PHONE: +1-913-371-5000 · FAX:

Item number : Default
Service : Raw Water
Quantity : 3
Quote number :

Size : 24E-BRZ
Stages : 4
Based on curve number : 24_TURB_3670_1200_BR Rev
141031
Date last saved : 07 Apr 2022 11:46 AM
Operating Conditions
Flow, rated : 12.00 MG/day
Differential head / pressure, rated (requested) : 310.0 ft Differential head / pressure, rated (actual) : 310.0 ft Suction pressure, rated / max : 0.00 / 0.00 psi.g
NPSH available, rated : Ample
Site Supply Frequency : 60 Hz
Performance
Speed criteria : Synchronous
Speed, rated : 1180 rpm
Impeller diameter, rated : 18.38 in
Impeller diameter, maximum : 18.92 in
Impeller diameter, minimum : 16.28 in
Efficiency (bowl / pump) : 84.42 / - %
NPSH required / margin required : 25.65 / 0.00 ft
nq (imp. eye flow) / S (imp. eye flow) : 68 / 187 Metric units Minimum Continuous Stable Flow : 6.46 MG/day
Head, maximum, rated diameter : 554.3 ft
Head rise to shutoff (bowl / pump) : 78.80 / - %
Flow, best eff. point (bowl / pump) : 10.91 / - MG/day
Flow ratio, rated / BEP (bowl / pump) : 109.96 / - %
Diameter ratio (rated / max) : 97.15 %
Head ratio (rated dia / max dia) : 91.09 %
Cq/Ch/Ce/Cn [ANSI/HI 9.6.7-2010] : 1.00 / 1.00 / 1.00 / 1.00 Selection status : Acceptable
Liquid
Liquid type : Water
Additional liquid description :

Solids diameter, max : 0.00 in
Solids diameter limit : 1.88 in
Solids concentration, by volume : 0.00 %
Temperature, max : 68.00 deg F
Fluid density, rated / max : 1.000 / 1.000 SG
Viscosity, rated : 1.00 cP
Vapor pressure, rated : 0.34 psi.a
Material
Material selected : Cast Iron bowl Std impeller
Pressure Data
Maximum working pressure : See the Additional Data page Maximum allowable working pressure : See the Additional Data page Maximum allowable suction pressure : N/A
Hydrostatic test pressure : See the Additional Data page Driver & Power Data (@Max density)
Driver sizing specification : Maximum power
Margin over specification : 0.00 %
Service factor : 1.00
Power, hydraulic : 652 hp
Power (bowl / pump) : 773 / - hp
Power, maximum, rated diameter : 773 hp
Minimum recommended motor rating : 800 hp / 597 kW
Bowl performance. Adjusted for construction and viscosity.

The duty point represents the head at the bowl.
0 250
500
750
1,000
Power - hp
Power
0 80
160
240
320
400
480
560
640
720
800
Head - ft

18.38 in
52 63 72
72 79
79 84
84 85
85 18.92 in

16.28 in
Minimum Continuous Stable Flow
Max allowable flow
Preferred operating region
0 25
50 NPSH3 - ft
0 1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17
Flow - MG/day
NPSH3
Sacramento River PS-Redding
Packet Pg. 321 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 0 50
100
150
200
250
300
350
400
450
500
550
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 Head (ft)
Flow (gpm) Representative Pump: Fairbanks Morse 24E-BRZ ALTERNATIVE 1, Existing PS 1 Location Buildout Flow: 42 mgd High System Curve
Low System Curve
1 2 3 4
1 2 3 4 Initial Flow: 36 mgd Low-Flow: 3 mgd
Minimum AOR
Design Point
Packet Pg. 322 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 0 50
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0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 Head (ft)
Flow (gpm) Representative Pump: Fairbanks Morse 24E-BRZ ALTERNATIVE 2, New River Trail Location High System Curve Low System Curve
1 2 3 4
1 2 3 4 Initial Flow: 36 Buildout Flow: 42 mgd mgd Low-Flow: 3 mgd Minimum AOR
Design Point
Packet Pg. 323 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 0 50
100
150
200
250
300
350
400
450
500
550
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000 40,000 Head (ft)
Flow (gpm) Representative Pump: Fairbanks Morse 24E-BRZ ALTERNATIVE 2A, New River Trail Location High System Curve 1 2 3 4
1 2 3 4 Initial Flow: 36 Buildout Flow: 42 mgd mgd Low-Flow: 3 mgd Minimum AOR
Low System Curve
Design Point
Packet Pg. 324 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Appendix B
City of Redding Surface Geophysical
Survey Investigations Summary and
Recommendations Technical
Memorandum
Packet Pg. 325 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Draft Memorandum
2525 Airpark Drive
Redding, CA 96001
United States
T +1.530.243.5831
F +1.530.243.1654
www.jacobs.com
PPS1022201721RDD 1
Subject City of Redding Surface Geophysical Survey Investigations Summary and Recommendations Attention City of Redding, Public Works
From Kevin Bral/Jacobs Engineering Group Inc. (Jacobs)
Date October 22, 2020

1. Purpose and Scope
Jacobs proposed surface geophysical surveys to the City of Redding (City) in a memorandum titled Horizontal Collector Well Investigation (July 23, 2020). The geophysical surveys are a prudent step into assessing the suitability of the lithology of proposed horizontal collector well (HCW) sites. Subsequent steps in the investigation include soil borings and hydraulic testing, followed by design, construction, and testing of an HCW if found feasible.

The geophysical survey commenced September 22, 2020, and was completed September 26, 2020. Four geophysical lines were surveyed using both the frequency domain electromagnetic (FDEM) and electrical resistivity tomography (ERT) methods. Collier Geophysics (Collier) conducted the survey and provided a draft report titled City of Redding River Intake Geophysical Investigation (October 9, 2020), attached hereto.

This technical memorandum has been prepared to provide recommendations for the next step of the investigation, which involves rotosonic soil borings to confirm and calibrate the geophysical survey results.

If the results are favorable, small-scale pumping of select borings should be performed to identify if certain locations should be further investigated through full-scale pumping tests.

2. Geophysical Survey
In the Horizontal Collector Well Investigation memorandum, Jacobs recommended six geophysical lines be run along the Sacramento River to investigate the thickness and nature of the alluvial deposits in areas that were selected from an earlier data review. These six lines were named as follows:
 Line 1: ACID Line
 Line 2: Bike Park Line
 Line 3: Rodeo Line
 Line 4: Auditorium Line
 Line 5: Turtle Bay Line
 Line 6: HW 44 Line
The lines ranged from 630 feet in length to 2,100 feet in length and were accessible from nearby trails or bike paths. At the City’s request, the Rodeo Line (Line 3) and HW 44 Line (Line 6) were removed from the investigation, and the Auditorium Line (Line 4) was shortened during the scope of work development.

Packet Pg. 326 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Surface Geophysical Survey Investigations Summary and Recommendations 2 PPS1022201721RDD
The geophysical survey began using FDEM methods over all selected lines as a screening survey to estimate depth to any shallow bedrock and eliminate any area with very shallow bedrock that could not support an HCW. None of the lines were eliminated from the FDEM work because in many places the bedrock depth exceeded the depth limitation (25 to 30 feet) of the FDEM method. The geophysical survey then continued, and the ERT method was used to create resistivity profiles along the lines to a depth of 100 feet.

The resistivity profiles as presented in the Collier report were used to identify areas with possible thick, coarse gravels and/or cobbles that would have the capacity to transmit large quantities of water to an HCW. The profiles were provided as color plots of the resistivity values along the depth and length of each line. Distance along the line is represented as the profile x-axis, which is divided into 200-foot-length markers. The colors in the plot represent the resistivity value, with dark red indicating the highest resistivities grading through shades of orange, yellow, green, and blue, and dark blue indicating the lowest resistivity. High resistivity values are desired for an HCW application and are represented by possible sands, gravels, and cobbles. Collier provided the general color interpretation listed below.  Red and Yellow – sand and gravel with the coarsest and most permeable material in dark red  Green – could be weathered rock or finer sand
 Blue – very low resistivity and is interpreted as the shale bedrock

2.1 Existing Borings and Wells
Seven previously constructed borings and wells in the area were in the vicinity of the geophysical lines and were used to initially compare the resistivity values measured by the geophysical survey to actual field data. Subsequent soil borings will be needed directly on the geophysical line to fully calibrate the geophysical data and interpret the results. Table 1 lists these seven borings and wells with the relative geophysical line, boring depth, and proximity of the length markers on the Collier plots.

Table 1. Existing Borings and Wells near the Geophysical Lines Boring or Well
Geophysical
Line
Depth
(Feet) Comments
B-2 ACID 13 300 feet north of Length Marker 1800. Sand and gravel to 13 feet; shale at 13 feet.

B-5 ACID 9.5 250 feet northeast of Length Marker 1800. Sand and cobbles to 9.5 feet; shale at 9.5 feet.

B-4 ACID 20 300 feet east of Length Marker 1800. Sand, gravel, cobbles to 20 feet; shale at 20 feet.
853 N. Market Street Well Bike Park 52 750 feet north of Length Marker 600. Sand, gravel, boulders to 52 feet. Shale not penetrated.

DH-2 Bike Park 40 300 feet east of Length Marker 1600. Sand and gravel to 40 feet. Siltstone at 40 feet.

SB-1 Auditorium 34 300 feet east of Length Marker 600. Sand, gravel, cobbles to 34 feet. Chico Formation at 34 feet.

SB-2 Turtle Bay 34 150 feet south of Length Marker 0. Sand, gravel, cobbles to 34 feet. Chico Formation at 34 feet.

A brief discussion of the characteristics of the ERT follows for each line surveyed. The discussion is presented starting with the geophysical line that shows the most promise with thicker and coarser Packet Pg. 327 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Surface Geophysical Survey Investigations Summary and Recommendations PPS1022201721RDD 3
sediments followed by those lines that may consist of thinner and finer sands and gravels. The reader is referred to the attached City of Redding River Intake Geophysical Investigation, Figure 5.

Bike Park Line (Line 2) – The Bike Park Line is located on the northern side of the river east of the ACID and runs from the S. Market Street bridge 1,700 feet to the east. The western side of the Bike Park Line is seen to contain highly resistive material and depths close to 40 feet. The eastern side of the line has lower resistivity values suggesting finer material but at depths up to 50 feet. An existing well log located at 853 N. Market Street indicates that 52 feet of sand and gravel exist there; however, it is located about 750 feet north of Length Marker 600 feet. Another soil boring was previously constructed about 300 feet east of the eastern edge of the Bike Park Line and indicates sand and gravels exist there to 40 feet.

Turtle Bay Line (Line 4) – The Turtle Bay line is located on the southern side of the river east of the Sundial Bridge and runs about 1,700 feet east to where the Sacramento River bends south. The Turtle Bay Line is seen to exhibit highly resistive sediments to over 35 feet in some locations, with the western side of the line showing the coarser and thicker sediments. Existing well logs from an area near the Turtle Bay Museum indicate sand and gravels down to 34 feet and correlate well with the resistivity values observed.

ACID Line (Line 1) – The ACID Line is located on the southern side of the river and runs from Benton Drive to the ACID fish ladder. A railroad trestle crosses the river on the western end of this line, and geophysical data could not be obtained over about 75 feet upstream and downstream of the trestle. The western side of the ACID line is seen to contain shallower bedrock and finer sand than the eastern side of the line. The eastern side of the line appears to be of thicker and coarser sediments. However, actual soil borings near the fish ladder do not confirm the geophysics results. The borings in that area were about 250 to 300 feet from the geophysical line.

Auditorium Line (Line 3) – The Auditorium Line is located on the southern side of the river just west of the Sundial Bridge and runs about 630 feet to the west. The western area of this line indicates unconsolidated deposits as deep as about 70 feet and thins to the east to 20 to 40 feet. However, the resistivity values appear to indicate the sediments are mostly sand and fine sand, not coarse sands and gravels. Some of the resistivity values in the eastern part of this line indicate coarser sands; however, they are less than 20 feet in thickness. An existing boring about 300 feet to the east of the eastern edge of the line indicates sand and gravels down to 34 feet.

3. Recommendations
The geophysical results indicate there are deposits in the Sacramento River alluvium that may support an HCW with the targeted 10-million-gallon-per-day capacity. Therefore, Jacobs recommends the City proceed with the next investigation step, which is the construction of soil borings along the geophysical lines. Jacobs recommends proceeding with soil borings starting at the most promising lines. As the borings are advanced, the lithology will be logged and compared to the geophysical resistivity results to better define the resistivity values, and understanding of the local area hydrogeology can then be interpreted from the resistivity values. In selected borings, a temporary small well will be installed; and short, low-capacity pumping tests will be performed. These low-capacity pumping tests will enable a rough estimate to be made of future HCW capacities that may be available at the location.

Two borings on each line are proposed to meet the above goals. Table 2 lists the proposed boring locations.

Packet Pg. 328 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Surface Geophysical Survey Investigations Summary and Recommendations 4 PPS1022201721RDD
Table 2. Proposed Soil Borings
Geophysical Line Recommended Boring Locations Comments
Bike Park Two soil borings. One at Length Marker 600
and another at Length Marker 1800 (400 feet
past the western end of the line).

Guided by existing N. Market Street
well and the DH-1 soil boring and the
presence of very high resistivity.

Turtle Bay Two soil borings. One at Length Marker 200
and another at Length Marker 450.

Guided by existing soil boring SB-2 and
the presence of very high resistivity.

ACID Two soil borings. One at Length Marker 1600
and another at Length Marker 1800.

Guided by the favorable location of this
site for an HCW and the higher
resistivity values seen in the eastern
portion of this line.

Auditorium Two soil borings. One at Length Marker 150
and another at Length Marker 900.

Although the resistivity values are not
seen to be very high along this line,
these borings will complete the
correlation of the resistively values to
actual local hydrogeology.

Packet Pg. 329 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Attachment
City of Redding River Intake Geophysical
Investigation
Packet Pg. 330 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 7711 W. 6th Ave., Ste G/H | Lakewood, CO 80214 | (720) 487-9200 A Service-Disabled Veteran-Owned Small Business (SDVOSB) October 9, 2020
Kimberly Hein, P.E.

Project Manager

JACOBS Engineering Group, Inc.
2525 Airpark Drive
Redding, CA
VIA Email: [email protected]
RE: Draft Geophysical Letter Report | Project #20-151
City of Redding River Intake Geophysical Investigation
Redding, CA
Collier Geophysics, LLC (Collier) conducted a geophysical investigation on behalf of JACOBS Engineering Group, Inc. (JACOBS), located in Redding, CA. The objective of the investigation was to map the depth to bedrock (i.e., the Chico Formation siltstone), and determine the soil stratigraphy in the upper 60 feet of the subsurface along the Sacramento River. The project has a special emphasis on areas of deeper sand and gravel deposits that are likely to be hydraulically connected to the Sacramento River. A two phased survey was conducted first using Frequency Domain Electromagnetics (FDEM) and then follow-on Electrical Resistivity Tomography (ERT).

The geophysical survey was conducted across three sites along the Sacramento River (ACID, Bike Park, and Turtle Bay, See Figure 1). The final survey locations were determined in the field with onsite communication with the client. The survey was performed September 22nd through 26th, 2020. The survey was led by Collier geophysicists Jacob Sheehan and Kristen Marberry. The following report presents results from the geophysical investigation and summarizes the site conditions, field methods, data acquisition, and interpretation procedures.

For further information regarding the details of FDEM and ERT techniques, Collier can submit method addenda upon request.

Packet Pg. 331 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding River Intake Geophysical Investigation Jacobs Engineering Group, Inc.

Project #20-151
October 9, 2020
Geophysical Letter Report 2 Collier Geophysics, LLC
Figure 1: Site location and line layout
Site Conditions
The sites were located along the Sacramento River along bike paths, non-public roads and trails.

The weather was warm and dry. The only complicating factor to data collection was the public nature of the Bike Park and Turtle Bay sites. This required placing one of the geophysical crew members at the end of the line to warn people not to touch the system and to answer many questions about the data collection. No safety issues occurred around this issue. The subsurface geology is thought to be alluvial sands and gravels overlying the Chico Formation Siltstone.

Figure 2. Site conditions during data acquisition.

Packet Pg. 332 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding River Intake Geophysical Investigation Jacobs Engineering Group, Inc.

Project #20-151
October 9, 2020
Geophysical Letter Report 3 Collier Geophysics, LLC
Data Acquisition
Frequency Domain Electromagnetics
An FDEM instrument consists of at least one pair of transmitting and receiving coils. A primary magnetic field of a constant frequency is generated using an alternating current in the transmitter coil, and a secondary magnetic field is detected in the receiving coil as a result of the interaction of the primary field with the subsurface. The FDEM instrument allows for simultaneous measurements of both the in-phase and quadrature (orthogonal phase) components of the secondary magnetic field. The in-phase component is measured in parts-per-thousand (ppt) of the amplitude of the primary magnetic field. The in-phase response is primarily sensitive to magnetic susceptibility, generally due to the presence of metallic or ferromagnetic material in the subsurface. The quadrature component (90-degrees out of phase with the primary signal) is primarily sensitive to electrical conductivity, due to changes in lithology, moisture, and/or fines (clay) content. The quadrature response is calibrated and measured as apparent bulk conductivity in millisiemens per meter (mS/m). Note that these are the primary sensitivities, but that both components can be affected by buried metal or geologic features. For this project, the results have been used model an earth resistivity model based on the bulk conductivity values.

FDEM data were acquired using a CMD-Explorer, by GF Instruments (see inset photo right). The CMD-Explorer consists of a boom with three sets of FDEM coil pairs, at three separations; 1.4 m (4.5 ft), 2.8 m (9.2 ft), and

4.5 m (14.8 ft). The effective depth of sensitivity of the FDEM method is a function of the antenna spacing between the transmitter and receiver, the antenna orientation, the frequency of the primary field, and the bulk electromagnetic properties of the subsurface. Data were acquired using a vertical dipole orientation, which results in the greatest depth of investigation. The depth of investigation is not precise, but as a rule of thumb when using a vertical dipole orientation, is approximately equal to the antenna spacing. In this case of the CMD-Explorer the values recorded would correspond to the bulk electromagnetic properties in the upper 5 feet, 10 feet, and 15 feet, of the subsurface respective to each antenna separation. CMD-Explorer data were collected at a rate of 10 Hz, using a primary field frequency of 10 kHz at all three antenna spacings simultaneously.

Electrical Resistivity Tomography (ERT)
The electrical resistivity tomography (ERT) method is used to characterize subsurface lithology and/or materials in terms of electrical resistance. The electrical resistivity method incorporates the injection of an electrical current into the ground through a pair of electrodes (current electrodes) while simultaneously measuring the potential or voltage between an offset electrode pair (potential electrodes) in contact with the ground. The subsurface resistance or apparent resistivity is then calculated from the measured voltages, according to electrode geometry.

Packet Pg. 333 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding River Intake Geophysical Investigation Jacobs Engineering Group, Inc.

Project #20-151
October 9, 2020
Geophysical Letter Report 4 Collier Geophysics, LLC
The apparent resistivity (ρ) represents the bulk resistance of earth materials where the majority of injected current flows and subsequent potential measurements exceed noise levels and fall within the dynamic range of the field equipment. The geometry between two current electrodes and two or more potential electrodes define an array. The distance between the potential electrodes is directly related to resistivity measurements with depth. The amount of current injected and distance between the current electrodes determines the depth potential, i.e., larger spacing forces more available current to flow at depth.

The ERT survey was performed using an Advanced Geophysical Systems Inc. (AGI) Super Sting R8 8-channel multiple electrode resistivity imaging system (the Sting, see inset photo to the right).

The survey equipment consisted of a transmitter/receiver and cables capable of utilizing up to 84-takeouts for electrodes. The line locations and orientations were measured with a Trimble Geo7x, a handheld global positioning system (GPS) unit with subfoot precision. Optimum array geometry was determined by satisfying four requirements: time efficiency, data quality, vertical/horizontal resolution capacities, and desired investigative depth.

The ERT survey utilized the combination of the strong gradient array and dipole-dipole array.

The dipole-dipole array is more sensitive to horizontal changes in the subsurface such as would be expected from the presence of faults and fractures and from karst features.

The electrode spread geometry was controlled by the internal transmitter switching system of the Sting. Multiple measurements were made along each line to measure the lateral and vertical changes in subsurface resistivity. The array geometry for the surveys was limited by the length of the resistivity cables, electrode spacing, and equipment parameters. The array geometry and the geology limit the instruments depth of penetration.

Data Processing
Frequency Domain Electromagnetic
Raw FDEM data were exported in tabular format using CMD Data Transfer, version 1.6.1, by GF Instruments. Positions for each measurement are interpolated for each record from GPS positions using the data transfer software. The data were then processed using Geosoft Oasis montaj, version 9.3 (Geosoft), a processing and data visualization software suite used for analysis of geophysical data sets. Data were checked for quality then gridded using a minimum curvature method. The in-phase response was inspected and used to understand where data was affected but utilities and other cultural features.

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Example of FDEM data from this project showing conductivity values for coils 1, 2, and 3 as green, red, and blue lines, respectively
Aarhus Workbench, version 5.9.3.0 was used to generate an earth resistivity model based on the FDEM bulk conductivities values. This process includes: decoupling the recorded EM response from surface features by removing affected data, using a 4-meter moving-window average to generate a pseudo-FDEM sounding every 25 cm along the acquired transects, and geophysical inversion of the processed pseudo-soundings. The geophysical inversion process iteratively fits a subsurface electrical resistivity model to each of the pseudo-soundings generated from the first processing steps, subject to lateral smoothing constraints (i.e., along data collection profiles).

Resistivity model from the geophysical inversion are then exported in x-y-z-v format (3D position and value) to Geosoft for final visualization.

Electrical Resistivity Tomography
The resistivity data were downloaded from the Sting and converted for analysis using Advanced Geosciences Inc. (AGI) software, Supersting Administrator, after the completion of each line.

The data was then checked for errors and completion before moving the equipment to another location. Data was processed using AGI’s 2D EarthImager software package for inversion. The data is processed by completing a forward model from the measured resistivity data. The forward data is then inverted to model resistivity values at depth. The data was inverted using a smooth inversion scheme. Starting from a static background model, a calculated apparent resistivity pseudosection is generated using the parameters of the survey and the resistivity values recorded. This section is compared to the measured section, creating a difference matrix which is used to iteratively change the terrain model until the best fit (minimum difference between measured and calculated apparent resistivity values) is achieved. Multiple models are generated subject to different parametric smoothing constraints to achieve the best fit model to the measured data, ground truth, and geologic conditions. One important measure of data quality is the Root Mean Square (RMS) error between the processed field data and the inversion model.

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The modeled soundings exhibited an RMS error in the range of 8%-10%. It was possible to get the RMS values lower, but at the expense of model stability and smoothness.

Results and Discussion
Many factors can affect the bulk resistivity of geologic materials. Some known factors pertinent to this site include: varying particle size and/or mineral distribution in the unconsolidated soils overlying bedrock; varying degree of saturation (i.e., vadose zone and phreatic surface); interconnectivity of pore space; and, and elevated total dissolved solids (TDS). Clay has lower resistivity than mixtures of sand, gravel and cobbles. Saturated soil and rock will typically have lower resistivity than unsaturated soil and/or rock of the same composition. Increasing the fluid filled pore volume and interconnectivity of pore spaces will typically lower the bulk resistivity.

The resistivity of ground water varies considerably depending on the salinity and TDS concentration in the water, such that clean distillate water has high resistivity and high TDS brine water will have very low resistivity. The bulk resistivity measured with a surface ERT survey for identification or delineation of the lithologic units is then influenced by some or all of these factors. Table 1, below, shows typical ranges resistivity (and conductivity) for various soil types. For this project, we expect to the soil to be primarily composed of sand and gravel.

Table 1: Typical resistivity values by soil type
Figure 4, attached as a large format 11x17 plate to the end of this report, shows the results of the FDEM survey along with a plan map of the survey area. The Phase 1 FDEM data were collected to potentially eliminate or modify the locations where the ERT data would then be collected in Phase 2. Although there are variations in the modeled resistivity values from the FDEM, there Packet Pg. 336 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding River Intake Geophysical Investigation Jacobs Engineering Group, Inc.

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was no clear evidence that suggested modifications or alternative positioning to the ERT field survey plan (i.e., the four lines shown in Figure 1).

Figure 5 shows the results from the resistivity survey. The site map at the bottom of the figure shows both the line locations and the distances down the line that correspond to the horizontal axis for each ERT line. Note that the resistivity scale is logarithmic to better visualize the range of resistivities obtained at this site.

Some sections of the ERT profile line were negatively affected by cultural features, including buried metallic or energized utilities. The in-phase response from the FDEM confirms the presence of these features. The measured responses from these cultural features create anomalies that can mask the response due to geology. The effect of these utilities has been minimized by removing data points that appear to be affected by them. One area that shows the most interference is when crossing beneath the railroad bridge on the western side of Line 1. This area has been blanked out on the results.

As anticipated, the alluvial sands and gravels are resistive compared to the siltstone rock. This agrees well with the trends observed in the ERT results shown on Figure 5. A dotted orange line has been placed on the results from each line to represent the interpreted boundary between the undifferentiated alluvial materials and the siltstone bedrock.

There are two valuable pieces of information that can be gleaned from these results.  First, within the interpreted alluvial deposits, higher resistivity values are likely to correspond to clean sands and gravel deposits, while lower resistivity likely indicates more fine grained materials are present in the soil matrix. For example, along Line 2 (the line located within the Bike Park) the first 750 feet of the line has higher resistivity values within the interpreted alluvium layer than the remainder of this line. This could mean that from 750 feet down the line to the end there is increased fines content in the soils compared to the start of the line. The same is true when comparing the alluvial deposits along all of Line 4 (the Turtle Bay area) with those along all of Line 1 and the eastern end of Line 2.
 Second the thickness of the alluvium deposits varies across the area. For example, the western end of Line 1 shows about 40 feet of alluvium, which then decreases to less than 20 feet about 385 feet down the line. From there, it deepens to the east, where it could be as thick as 100 feet at a downline distance of about 1,550 feet. Line 2 results reveal less variability in the alluvial thickness, but still show the alluvial soil thickness varies between about 30 and 55 feet. Line 3 shows a thickness of about 65 feet at the west end of the line, which then decreases to about 20 feet at a distance of about 400 feet down the line. Line 4 shows an alluvium thickness of about 35 feet on the west side, shallowing to about 20 feet on the eastern side of the line, which is the most consistent thickness observed along any of the ERT lines.

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These two factors are likely to be relevant toward selecting favorable collector well sites. In general areas with thick alluvium and more permeable alluvium will produce higher well yields.

The areas with the thickest alluvium are not generally the same as the areas with the most permeable alluvium as estimated from the resistivity data. This will require additional investigation in the form of soil borings and pumping tests to determine which locations are the most favorable for a well.

The interpreted contact between the alluvium and the siltstone has been used to generate a plan view map of estimated alluvium thickness (Figure 6). This map clearly shows which areas have thicker alluvium deposits (red, pink and orange) compared to thinner deposits (blue and green).

Based on this map, there is an obvious effect on the data when passing underneath the railroad bridge on the western end of Line 1. The thickest deposits are on the eastern side of Line 1 and the western end of Line 3.

Figure 6: Estimated Alluvium Thickness based on ERT results.

Closure
The geophysical methods and field procedures defined in this report were applicable to the project objectives and have been successfully applied by Collier geophysicists to investigations of similar size and nature. However, sometimes field or subsurface conditions are different from those anticipated and the resultant data may not achieve the investigation objectives. Collier warrants that our services were performed within the limits prescribed for this project, with the usual thoroughness and competence of the geophysical profession. Collier conducted this project using the current standards of the geophysical industry and utilized in house quality control standards to produce a precise geophysical survey.

The overall quality of the data acquired during this investigation was fair to good. The quality of the data yields a high degree of confidence in the results obtained and presented in this report. If you have any questions regarding the field procedures, data analyses, or the interpretive results presented herein, please do not hesitate to contact us. We appreciate working with you and look forward to providing Jacobs with geophysical services in the future.

Respectfully Submitted,
Line 1
Line 2
Line 3 Line 4
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Collier Geophysics, LLC
____________________________ ___________________________ Jacob Sheehan John Jansen
Senior Geophysicist Senior Geophysicist
(1 copy e-mailed PDF format)
Packet Pg. 339 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 340 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 341 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Appendix C
City of Redding Horizontal Collector
Well Borehole Investigations Summary
and Recommendations Technical
Memorandum
Packet Pg. 342 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Memorandum
2525 Airpark Drive
Redding, CA 96001-2443
United States
T +1.530.243.5831
F +1.530.243.1654
www.jacobs.com
PPS0311211259RDD 1
Subject City of Redding Horizontal Collector Well Borehole Investigation Summary and Recommendations Attention City of Redding, Public Works
From Ryan Alward, Jacobs Engineering Group Inc. (Jacobs) Kevin Bral, Jacobs
Date March 12, 2021

1. Purpose and Scope
Jacobs conducted a subsurface investigation to evaluate the feasibility of using horizontal collector wells (HCWs) as a source for City of Redding water supply. A total of twelve boreholes at five different sites in Redding, California, were drilled and logged from January 30 to February 17, 2021. Collier Geophysics performed a geophysical investigation in September 2020 as the first step in assessing the suitability of sites for HCWs. A subsurface investigation with boreholes was the second step in assessing the suitability of the investigated sites for HCWs. Electrical resistivity tomography and electromagnetic methods were used to assess the potential thickness of coarse sediments. Yellow Jacket Drilling Services of Rancho Cucamonga, California, drilled the boreholes using a truck-mounted rotary sonic drill rig. The purpose of each borehole was to drill through the alluvium and into the bedrock to determine the thickness, lithologic description, and saturation of the alluvial sediments. Borehole depths ranged from 21 to 46 feet below ground surface (bgs). The alluvial sediments were the only water-bearing sediments encountered; the bedrock is a barrier to groundwater flow and was dry where encountered.

For boreholes that were determined to be potentially suitable for operation of an HCW, short low-capacity pumping tests were conducted within the borehole by constructing a temporary well within the drill casing and pumping water from the borehole with a submersible pump. Four such tests were conducted— three 2-hour step tests and one 2-hour constant-rate test.

This technical memorandum was prepared to present the results of the borehole investigation and lowcapacity pumping tests, and to identify recommended sites suitable to move forward with the third and final step of the investigation, full-scale pumping tests.

2. Borehole Investigation
Boreholes were drilled at a total of five sites, which were designated as follows:
1) Anderson-Cottonwood Irrigation District (ACID) (four boreholes) 2) Bike Park (BP) (three boreholes)
3) Turtle Bay (TB) (two boreholes)
4) Highway 44 (HW 44) (two boreholes)
5) Southern Pacific (SP) (one borehole)
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The location of each borehole for the ACID, Bike Park, and Turtle Bay sites was selected using the results from the geophysical investigation. Geophysical investigation was not conducted at the Highway 44 or Southern Pacific site. The HW 44 borehole locations were selected after performing a site visit to determine suitable locations for the drill rig near the river and after review of historical nearby borehole logs. The borehole location for the Southern Pacific site was selected by the City given its proximity to an existing irrigation well operated by the City.

The following sections describe the borehole details observed at each site including the borehole location, depth of each borehole, thickness of the alluvium, thickness of saturated sediments, and depth to bedrock.

Figure 1 shows the location of all the boreholes drilled as part of the subject investigation. Attachment 1 contains the borehole logs for each borehole.

Figure 1. Borehole Locations

2.1 Anderson-Cottonwood Irrigation District Boreholes
Four boreholes were drilled at the ACID site. Low-capacity pumping tests were performed in boreholes ACID-B-1, ACID-B-2, and ACID-B-3, but not ACID-B-4. The ACID-B-1 and ACID-B-2 boreholes are within about 200 feet of each other on the eastern end of the site. The geophysical resistivity was highest around these two boreholes, and the depth to bedrock was measured at 34.5 and 37.0 feet bgs, respectively. The boreholes also had a saturated thickness of 19 and 21 feet, respectively. The ACID-B-3 borehole was drilled at the western edge of the site to compare the observed lithology with the geophysical Packet Pg. 344 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Horizontal Collector Well Borehole Investigation Summary and Recommendations
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investigation, which showed a lower resistivity, potentially indicating finer sediments. The ACID-B-3 borehole did have finer sediments than observed in ACID-B-1 and ACID-B-2, and the low-capacity pumping test results for all the boreholes at this site are described in the following section. The fourth borehole at the site, ACID-B-4, was drilled about 400 feet east of the train trestle, between ACID-B-3 and ACID-B-2. The location of this borehole was selected because the geophysical investigation indicated higher resistivity values than near borehole ACID-B-3 and to help define the extent of the higher resistivity observed near boreholes ACID-B-1 and ACID-B-2. ACID-B-4 borehole had a shallower depth to bedrock than both boreholes to the east of it and was deeper than ACID-B-3 to the west. The saturated thickness in ACID-B-4 was 11 feet and was the thinnest of all four boreholes at this site. ACID-B-3 had the most saturated thickness; however, it was likely due to a creek approximately 20 feet to the west that was draining into the Sacramento River. This allowed for higher saturation, but the sediments that were saturated were much finer grained and consisted of fine sand and clay. Table 1 summarizes details pertaining to the boreholes at the ACID site, and Figure 2 shows the locations of the boreholes.

Table 1. Anderson-Cottonwood Irrigation District Site Boreholes Borehole
Name
Total Depth
(feet bgs)
Depth to Bedrock
(feet bgs)
Saturated Thickness
(feet)
Low-capacity Pumping
Test Performed
(Yes/No)
ACID-B-1 40.5 34.5 19.0 Yes
ACID-B-2 43.0 37.0 21.0 Yes
ACID-B-3 36.0 32.0 26.0 Yes
ACID-B-4 32.0 27.0 11.0 No
Figure 2. Anderson-Cottonwood Irrigation District Borehole Locations Packet Pg. 345 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Horizontal Collector Well Borehole Investigation Summary and Recommendations
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2.2 Turtle Bay Boreholes
A total of two boreholes were drilled at the Turtle Bay site, and no low-capacity pumping tests were performed. The depth to bedrock at the Turtle Bay boreholes was shallower than anticipated based on the geophysical investigation. Part of this discrepancy can be explained by the borehole at TB-B-1 being drilled at a lower elevation than the bike trail upon which the geophysical survey was conducted.

A lithologic log near TB-B-1 indicated that gravels were observed up to 30 feet bgs, and bedrock was encountered in TB-B-1 at 15.5 feet bgs. However, TB-B-2 was drilled upon the bike trail, and bedrock was encountered at 16.5 feet bgs. The paleo topography of the site, combined with any previous gravel mining/dredging, can change the thickness of gravel deposits and create varying gravel thickness. Based on the results of the boreholes at this site, we do not recommend further investigation of the Turtle Bay site for a collector well. Table 2 summarizes details pertaining to the boreholes at the Turtle Bay site, and Figure 3 shows the locations of the boreholes.

Table 2. Turtle Bay Site Boreholes
Borehole
Name
Total Depth
(feet bgs)
Depth to Bedrock
(feet bgs)
Saturated Thickness
(feet)
Low-capacity Pumping
Test Performed
(Yes/No)
TB-B-1 21 15.5 <1 No
TB-B-2 26 16.5 <1 No
Figure 3. Turtle Bay Borehole Locations
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2.3 Bike Park Boreholes
Three boreholes were drilled at the Bike Park site, and one low-capacity pumping test was performed. The first borehole, BP-B-1, was drilled in the parking lot near the southeast corner of the site. The depth to bedrock was 42 feet bgs, the deepest of any borehole during this investigation. The saturated thickness was 27 feet, which was the thickest of any borehole during this investigation. A low-capacity pumping test was conducted on this borehole, and the results are presented in Section 3.1.

The second borehole, BP-B-2, was drilled in a location that showed the highest resistivity based on the geophysical investigation, therefore, the highest potential for coarse sediments at the site. However, bedrock was encountered at 21 feet bgs, and there was only a 6-foot-thick saturated section, so a lowcapacity pumping test was not conducted. A third borehole, BP-B-3, was drilled to determine how far to the west the coarse sediments observed in BP-B-1 extend. The borehole was drilled approximately 300 feet west of BP-B-1. The observed lithology at BP-B-3 indicates the depth to bedrock was 34 feet, shallower than observed at BP-B-1. The saturated thickness was also less at 19 feet; therefore, a lowcapacity pumping test was not conducted in this borehole. Table 3 summarizes details pertaining to the boreholes at the Bike Park site, and Figure 4 shows the locations of the boreholes.

Table 3. Bike Park Site Boreholes
Borehole
Name
Total Depth
(feet bgs)
Depth to Bedrock
(feet bgs)
Saturated Thickness
(feet)
Low-capacity Pumping
Test Performed
(Yes/No)
BP-B-1 46 42 27 Yes
BP-B-2 26 21 6 No
BP-B-3 38 34 19 No
Figure 4. Bike Park Borehole Locations
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2.4 Highway 44 Boreholes
This site was selected based on historical lithologic boreholes across the river. Geophysical investigation was not conducted at this site. Two boreholes were drilled at the HW 44 site, and bedrock was encountered between 20 and 24 feet. This resulted in not having enough saturated sediments to perform a lowcapacity pumping test. Table 4 summarizes details pertaining to the boreholes at the Highway 44 site, and Figure 5 shows the locations of the boreholes.

Table 4. Highway 44 Site Boreholes
Borehole
Name
Total Depth
(feet bgs)
Depth to Bedrock
(feet bgs)
Saturated Thickness
(feet)
Low-capacity Pumping
Test Performed
(Yes/No)
H44-B-1 26 24 8 No
H44-B-2 35 20 5 No
Figure 5 – Highway 44 Borehole Locations
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2.5 Southern Pacific Borehole
This site was selected by the City as an additional location to assess subsurface conditions because the City currently operates a nearby well that is nearing the end of its useful lifespan and has experienced a reduction in the production rate over time. This site was investigated to determine if it would be suitable for a collector well or a replacement vertical well. Geophysical investigation was not performed at this location. The depth to bedrock was 19.5 feet bgs, and the saturated thickness was minimal; therefore, a low-capacity pumping test was not performed. Table 5 summarizes details pertaining to the borehole at the Southern Pacific site, and Figure 6 shows the location of the borehole.

Table 5. Southern Pacific Site Borehole
Borehole
Name
Total Depth
(feet bgs)
Depth to Bedrock
(feet bgs)
Saturated Thickness
(feet)
Low-capacity Pumping
Test Performed
(Yes/No)
SP-B-1 22 19.5 3.5 No
Figure 6. Southern Pacific Borehole Location

3. Low-capacity Pumping Tests and Sieve Analyses
For this investigation, up to six short, low-capacity pumping tests were planned. Having the option of six tests allowed for at least one half of the 12 selected boreholes to be subjected to a low-capacity pumping test, if determined to be necessary. The decision to perform the low-capacity pumping test was made by Jacobs hydrogeologists at the time the borehole was drilled and logged by assessing the thickness of the coarse sediments encountered, depth to bedrock, and the overall thickness of saturated sediments. Four boreholes were selected for low-capacity pumping tests, and they were performed on three boreholes at Packet Pg. 349 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Horizontal Collector Well Borehole Investigation Summary and Recommendations
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the ACID site and one borehole at the Bike Park site. The boreholes drilled at the Turtle Bay, Highway 44, and Southern Pacific sites were determined to not be suitable for conducting a low-capacity pumping test because the sites lack a thick saturated section and relatively thin coarse sediments and shallow depth to bedrock.

Soil samples were collected from boreholes in which low-capacity pumping tests were performed and delivered to Materials Testing, Inc. of Redding, California, for a particle-size distribution sieve analyses using method American Society for Testing and Materials (ASTM) D6913. The samples were collected from discrete depth intervals from the boreholes to determine the gradation of the sediments in areas with coarse, water-bearing sediments. Some samples were also collected from boreholes where lowcapacity pumping tests were not performed to assess the gradation of sediments that were not hydraulically tested but are near sites that were. The results of the sieve analyses were used to estimate the horizontal hydraulic conductivity of the sediments using the Hazen (1911) and Kozeny-Carman (Carrier 2003, Kozeny 1927, and Carman 1937 and 1956) methods.

3.1 Low-capacity Pumping Test Results
The results of the low-capacity pumping tests combined with the estimated hydraulic conductivity of the sediments are the basis for our recommendation to proceed with additional large-scale low-capacity pumping tests.

The low-capacity pumping tests performed enable a rough estimate to be made of potential HCW yield capacities that might be available at that location. The rough estimate was based on an analysis using both the low-capacity pumping tests and the sieve analyses results. To perform the analysis, a transmissivity value was first estimated from the first step of the low-capacity pumping test using a Cooper-Jacob analysis (Driscoll 1986). Then a bulk hydraulic conductivity of the screened aquifer section was calculated by dividing by the aquifer saturated thickness. This hydraulic conductivity and that obtained from the sieve analysis hydraulic conductivity were then used to estimate the potential yield of a future HCW using the formulation developed by Hantush and Papadopulos (1962). The potential yield of a vertical well at the two locations was also estimated using a Cooper-Jacob analysis (Driscoll 1986).

From the analyses, it would appear that it is realistic that either site (east side of both the ACID and the Bike Park sites) could result with a collector well in the 5- to 10-mgd range, with the Bike Park site likely being closer to the 10-mgd capacity due to its greater saturated thickness. In comparison, a largediameter conventional vertical well at those two sites would be expected to yield up to 1 mgd at the ACID site, and up to 2 mgd at the Bike Park site.

Table 6 summarizes the data collected during each of the low-capacity pumping tests. For ACID-B-1, ACID-B-2, and BP-B-1, a 2-hour step test was performed. This consisted of pumping each borehole for four 30-minute steps, each with a different pumping rate. To determine the rates, the maximum pumping rate was established and then it was divided into four pumping rates as closely spaced as possible. The flow rate was controlled by a ball valve that made it difficult to achieve precise flow rate steps. For ACID-B-3, the borehole did not produce a high enough flow rate to divide the flow into four steps. Instead, a 2-hour constant-rate test was performed at a rate deemed sustainable for the 2-hour test without breaking suction on the pump. Attachment 2 shows the low-capacity pumping test drawdown plots.

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Table 6. Low-capacity Pumping Tests
Borehole
Name Step
Pumping Rate
(gpm)
Static
Water Level
(feet bgs)
Pumping
Water Level
(feet bgs)
Drawdown
(feet bgs)
Specific
Capacity
(gpm/foot)
ACID-B-1 1 6 13.4 13.67 0.27 22.22
2 18 13.4 14.07 0.67 26.87
3 28 13.4 14.89 1.49 18.79
4 42 13.4 16.02 2.62 16.03
ACID-B-2 1 7 13.75 13.81 0.06 116.67
2 16 13.75 14.03 0.28 57.14
3 31 13.75 14.28 0.53 58.49
4 42 13.75 14.69 0.94 44.68
ACID-B-3 Constant Rate 15 14.70 26.45 9.75 1.5
BP-B-1 1 5 12.35 12.36 0.01 500.00
2 17 12.35 12.41 0.06 283.33
3 25 12.35 12.45 0.10 250.00
4 41 12.35 12.52 0.17 241.18
Notes:

Each step was 30 minutes in duration, for a 2-hour test. The ACID-B-3 constant-rate test was 2 hours in duration. gpm = gallons per minute

3.2 Sieve Analyses Results
The sieve analyses results were used to estimate the aquifer hydraulic conductivity using the methods of both Hazen, and Kozeny and Carman. The estimation of hydraulic conductivity from grain-size distribution provides a rough value of hydraulic conductivity due to its empirical nature and lack of consideration of other significant parameters such as fluid temperature, electrochemical reactions, and the coarse particle sizes commonly relied on in collector well construction. However, combined with the low-capacity pumping tests conducted, these methods provide a good guide on the overall suitability of collector well operation.

The Hazen formulation relies on one grain-size data point, the 10 percent passing particle size, and assumes a uniform sand size particle. The Kozeny-Carman formulation relies on the entire particle distribution and, therefore, is considered a more accurate representation of the sand and gravel sizes encountered during this investigation.

For reference, a hydraulic conductivity value in feet/day of several hundred to over one thousand feet/day is considered very good for a collector well application, and the larger saturated thickness locations are also more desirable. When an HCW is pumping, the water level needs to remain above the intake laterals, and a thicker section of saturated sediments allows for more drawdown, therefore, more production.

A minimum pumping level of 3 feet above the center line of the laterals should be maintained as a safety factor.

Table 7 shows the hydraulic conductivity results calculated from the Hazen and Kozeny-Carman methods using the sieve results from this investigation. Attachment 3 contains the sieve analyses lab results.

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Table 7. Sieve Analysis Hydraulic Conductivities
Borehole
Name
Depth
Interval
(feet bgs)
Hazen K
(feet/day)
KozenyCarman K
(feet/day)
USCS
Soil Type Visual Description
ACID-B-1 18.5–19 359.5 60.2 SP Brown sand with gravel
19–21 NA 1001.8 GW Brown gravel
21–23.5 445.9 90.7 GP Brown gravel with sand

23.5–26 340.7 87.3 GW Brown gravel with sand
26–28.5 362.3 132.0 GW-GM Brown gravel with silt and sand ACID-B-2 18.5–21 368.6 214.2 GW Brown gravel with sand
21–23.5 778.3 95.5 GP Brown gravel with sand
24–25 255.1 82.4 GP-GM Brown gravel with silt and sand

28.5–31 NA 673.8 GW Brown gravel
31–33.5 1,274.8 161.8 GP Brown gravel with sand

33.5–36 780.1 139.5 GP-GM Brown gravel with silt and sand ACID-B-3 10–12 NA 5.6 CL Brown sandy clay
20–22 NA 3.5 SC Gray clayey sand
22–26 110.6 228.6 GW-GM Reddish brown gravel with silt and sand 26–28 732.2 440.5 GP Brown gravel with sand
28–30 395.4 385.8 GP-GM Brown gravel with silt and sand 30–32 548.5 269.6 GW Grayish brown gravel with sand
ACID-B-4 21–22.5 584.8 282.5 GW-GM Grayish brown gravel with silt and sand BP-B-1 16–19 533.7 263.0 GW Brown gravel with sand
19–21 802.9 156.4 GW Brown gravel with sand
28–30 5,631.6 389.5 GW Brown gravel with sand

23.5–26 340.7 87.3 GW Brown gravel with sand
26–28 2,952.1 297.7 GP Brown gravel with sand
30–32 781.3 201.8 GP Brown gravel with sand
38–40 4,720.1 332.3 GP Brown gravel with sand
40–42 1,869.5 179.2 GP Brown gravel with sand
BP-B-3 15–17 379.7 236.2 GW-GM Brown gravel with silt and sand SP-B-1 13–16 1,209.8 371.3 GW Reddish brown gravel with sand Notes:

Hazen K results are not applicable (NA) for D10 approaching or greater than 3.

CL = inorganic clays of low to medium plasticity
GM = silty gravels
GP = poorly graded gravels
GW = well-graded gravels
K = hydraulic conductivity
SC = clayey sands
SP = poorly graded sands
USCS = Unified Soil Classification System
Packet Pg. 352 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Horizontal Collector Well Borehole Investigation Summary and Recommendations
PPS0311211259RDD 11

4. Summary
Our review of the geophysical investigation indicated there might be deposits in the Sacramento River alluvium to support an HCW with the targeted 10-million-gallon-per-day (mgd) capacity. The investigation conducted and reported herein took those results a step further and sampled and tested those areas to assess the local hydraulic conductivity. Testing results reveal locations where it appears the sediments would support a collector well.

In summary:
§ The location investigated at the west side of the ACID site, the location investigated at the Southern Pacific site, the locations on the west side of the Bike Park site, and the locations investigated at the Highway 44 site were found to be either too shallow or too low in hydraulic conductivity to support the feasibility of a collector well.
§ The east side of both the ACID site and the farthest east side of the Bike Park appear to have suitable hydraulic conductivity, although the saturated thickness is on the low side for an HCW when accounting for the minimum pumping level being maintained at least 3 feet above the center line of the laterals.
§ However, either of the two sites (east side of both the ACID and Bike Park sites) appears to be likely candidates for a collector well. At this point in the investigation, it is realistic that either site (east side of both the ACID and Bike Park sites) could support a collector well in the 5- to 10-mgd range, with the Bike Park site likely being closer to the 10-mgd capacity because of its greater saturated thickness.

In comparison, a large-diameter conventional vertical well at those two sites would be expected to yield up to 1 mgd at the ACID site and up to 2 mgd at the Bike Park site.

5. Recommendations
Based on the results of the subject investigation, consideration should be given to conducting up to two long-term (approximately 48 to 96 hours) high-capacity pumping tests. Each pumping test would consist of a 12-inch pumping well and four 2-inch monitoring wells. The monitoring wells would be spaced parallel and perpendicular to the river, and would test an area about 250 feet wide parallel to the river and about 100 feet wide perpendicular to the river. These long-term high-capacity pumping tests will provide further validation of the feasibility of a collector well at each site and a sound foundation to design the full-size collector wells should that option be selected by the City. The proposed long-term high-capacity pumping test locations are listed in Table 8.

Table 8. Proposed Long-term Test Locations
Site Recommended Long-term Pumping Test Locations Comments ACID Recommend a long-term high-capacity pumping
test between ACID-B-1 and ACID-B-2.

Both ACID-B-1 and ACID-B-2 boreholes were
suitable for future testing. Sediments thin and
bedrock shallows toward the western edge of
the site.

Bike Park Recommend a long-term high-capacity pumping
test near BP-B-1.

An HCW facility would have to be factored
into the current Bike Park design to minimize
impact to the current plans.

Packet Pg. 353 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) City of Redding Horizontal Collector Well Borehole Investigation Summary and Recommendations
12 PPS0311211259RDD

6. References
Carman, P.C. 1937. “Fluid Flow through Granular Beds.” Transactions, Institution of Chemical Engineers, London. 15:150-166.

Carman, P.C. 1956. Flow of Gases through Porous Media. Butterworths, London.

Carrier III, W. David. 2003. “Goodbye, Hazen; Hello, Kozeny-Carman.” Journal of Geotechnical and Geoenvironmental Engineering. Vol. 129. No. 11, November 1.

Driscoll, F.G. 1986. “Groundwater and Wells.” Johnson Filtration Systems, Inc. Technical Book.

Hantush, M.S., and I.S. Papadopulos. 1962. “Flow of Groundwater to Collector Wells.” Journal of the Hydraulics Division. ASCE.

Hazen A. 1911. “Discussion: Dams on Sand Foundations.” Trans Am Soc Civ Eng. 73:199–203.

Kozeny, J. 1927. “Ueber kapillare Leitung des Wassers im Boden.” Sitzungsber Akad. Wiss., Wien. 136(2a):271-306.

Packet Pg. 354 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Attachment 1
Borehole Logs
Packet Pg. 355 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) moist sediments
S-1
S-2
S-3

5.0 11.0

10.0 10.0
FILL
Hand Auger. Fill, gravel, sand

WELL GRADED GRAVEL WITH SAND (GW)
Reddish brown. 80-85% rounded to subrounded gravel from 0.25" to 3", 15% subrounded to angular sand, trace silty fines.

WELL GRADED GRAVEL WITH SAND (GW)
Grayish brown. 80% rounded to subrounded gravel up to 6". Metamorphic clasts, 20% subrounded to angular sand with trace silt.

WELL GRADED GRAVEL WITH SAND (GW)
Grayish brown. 70% rounded to subrounded gravel up to 6". Metamorphic clasts, 20-25% fine to medium sand sand with 5% silty fines

SILTY SAND (SM)
Brown. 80% fine to coarse angular to subrounded sand, 20% silty fines, trace clayey fines

WELL GRADED GRAVEL (GW)
Brown. 90% .25"-2" subrounded to subangular gravel, 10% medium to coarse subangular sand, trace clayey fines

POORLY GRADED SAND (SP)
Brownish black. 90% fine to coarse subrounded sand 5-10% fine gravel. Fines upwards with some fine gravel at base

WELL GRADED GRAVEL (GW)
Brown. 80% rounded coarse gravel to 6". Some layers up to 0.5 foot thick with 20% coarse sand and trace low plasticity fines

WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM)
Brown. 60% gravel with 30% sand and 10% silty fines

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-1
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 1/29/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 1/29/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 356 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Dry - bedrock
S-3
S-4

10.0 4.5
Weathered bedrock, siltstone
Boring terminated at 40.5 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-1
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 1/29/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 1/29/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 357 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Saturated sediments
S-1
S-2
S-3

6.0 10.0

8.0 8.5
FILL
Hand Auger. Gravel, sand, silt

POORLY GRADED SAND (SP)
Brown. Fine to medium grained angular to subrounded sand, trace silty fines

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 80-85% subrounded to rounded gravel from fine to 4", 15-20% subangular to rounded fine to coarse sand. From 14'-16' average gravel size is a little smaller but there is a 6" clast.

NO RECOVERY
No Recovery

WELL GRADED SAND WITH CLAY (SW-SC)
Brown. 75% fine to very coarse angular sand, 15% angular to subrounded fine gravel and 10% low-plasticity clayey fines.

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 80-85% gravel from fine to 6", 15-20% fine to coarse angular to subrounded sand, some trace silt stringers in gravel matrix

NO RECOVERY
No Recovery

WELL GRADED GRAVEL (GW)
Brown. Fine to coarse gravel to 4", trace clayey fines

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-2
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 1/31/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 1/31/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 358 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Dry - bedrock
S-3
S-4

8.5 6.0

WELL GRADED GRAVEL WITH SAND (GW)
Brown. Fine to coarse rounded gravel up to 5", some mixed layers 0.5' thick with 40% medium to coarse angular sand, mostly 80-85% gravel.

Gley, Weathered bedrock, siltstone
Boring terminated at 43 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-2
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 1/31/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 1/31/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 359 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Water. Hole is adjacent to creek. Water
level corresponds to creek water level
Color change from brown to black
S-1
S-2
S-3
S-4

4.0 2.0

9.0 11.0

10.0 FILL
Hand Auger. Fill, gravel, sand, silt, clay

CLAYEY SAND (CL)
Brown. 85% clayey fines with 15% fine sand, saturated. Some roots and organics

POORLY GRADED SAND WITH CLAY (SP-SC)
Brown. 85-90% medium to fine sand with 10% low-plasticity clayey fines, some roots/organics

POORLY GRADED SAND (SP)
Black/Gray. Fine grained sand, trace clayey fines

CLAYEY SAND (SC)
Gray. 80% clayey fines with 20% sand

WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM)
Brown. 60% angular to subrounded gravel, 30% fine to coarse sand, 10% silty fines.

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 70% rounded gravel to 3", 25% fine to coarse angular sand, 5% clayey fines

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 55% angular to subrounded gravel to 3", 40% fine to coarse angular sand, 5% clayey fines

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-3
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 2/14/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/14/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 360 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541)

10.0 S-4
Gley, Weathered bedrock, siltstone
Boring terminated at 36 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-3
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 2/14/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/14/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 361 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Saturated sediments
Dry - bedrock
S-1
S-2
S-3
S-4
S-5

4.5 1.5

8.0 2.0

6.0 6.0
FILL
Hand Auger, Brown, fine sand

POORLY GRADED SAND WITH CLAY (SP)
Brown. 85% medium to fine sand with 10% low plasticity clayey fines

NO RECOVERY
No Recovery

POORLY GRADED SAND WITH CLAY (SP)
Brown. 85% medium to fine sand with 10% low plasticity clayey fines

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Brown. 60% gravel to 5" with 20% sand and 20% med plasticity clayey fines

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 60% rounded gravel, with 35% fine to coarse angular sand, 5% clayey fines

NO RECOVERY
No Recovery

CLAYEY SAND (SC)
Brown. Fine sand with 15% low plasticity clayey fines

WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM)
Brown. 65% rounded gravel, to 3", 30% fine to coarse sand, 10% silty fines Weathered bedrock, Siltstone

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-4
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 2/17/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/17/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 362 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541)

6.0 S-5
Boring terminated at 32 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

ACID-B-4
WATER LEVEL : ---
LOCATION : Anderson-Cottonwood Irrigation District
ELEVATION : pending
PROJECT NUMBER:

START : 2/17/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/17/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 363 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Some moist sediments, didn't encounter
fully saturated zone
S-1
S-2
S-3
S-4

3.0 2.0

3.0 4.0

5.0 FILL
Hand Auguer, fill. Gravel, sand and silt

WELL GRADED SAND WITH SILT AND GRAVEL (SW-SM)
Brown. 60% fine to coarse angular to subrounded sand, 25-30% fine to 1" rounded to subrounded gravel, 10% silty fines

POORLY GRADED FINE SAND (SP)
Black. 85-90% fine sand with 10-15% rounded gravel from 1/2" to 3"

SANDY LEAN CLAY (CL)
Brown. 35% fine sand with some coarse sand, some orange and gray streaks, very saturated like mud.

SILT (ML)
Brownish blue, organics with sticks and roots.

WELL GRADED GRAVEL WITH SAND (GW)
Gray. Gravel to 1" with 20% fine sand.

NO RECOVERY
No Recovery - 1' cobble was stuck in core barrel

WELL GRADED GRAVEL WITH SAND (GW)
Gray. Same as 6-8' Another cobble blocked core barrel

WELL GRADED GRAVEL WITH SAND (GW)
Same as 12-14.5' but with some clay in matrix

POORLY GRADED FINE SAND (SP)
Black. 80% fine to coarse subrounded sand with 15% fine to medium rounded gravel, some silty fines.

Glay. Weathered siltstone bedrock
Boring terminated at 21 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

TB-B-1
WATER LEVEL : ---
LOCATION : Turtle Bay
ELEVATION : pending
PROJECT NUMBER:

START : 2/2/2021
SHEET 1 OF 1
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/3/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 364 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) From top to 8 feet the sediments were
moist. Then they became dry
Some moisture at 16-16.5 feet then
bedrock is dry
S-1
S-2
S-3
S-4
S-5

3.0 2.0

1.0 4.0

3.0 10.0
Hand Auger, Fill

WELL GRADED GRAVEL (GW)
80% gravel with 20% sand

NO RECOVERY
No Recovery

WELL GRADED GRAVEL WITH SAND (GW)
Brown to light gray. 70% gravel from fine to coarse with some cobbles up to 8", 30% sub angular to rounded fine to coarse sand
Glay. Weathered siltstone bedrock, friable, dry
Boring terminated at 26 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

TB-B-2
WATER LEVEL : ---
LOCATION : Turtle Bay
ELEVATION : pending
PROJECT NUMBER:

START : 2/3/2021
SHEET 1 OF 1
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/3/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 365 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Large cobble in bit pushed through
sample
Large cobble in bit pushed through
sample
S-1
S-2
S-3

4.5 11.0

4.5 6.0

FILL (GW)
Hand Auger. Fill, Sand, Gravel

WELL GRADED SAND WITH GRAVEL (GW)
60% Coarse gravel up to 8", 35% fine to coarse sand and silty fines. May be fill.

NO RECOVERY
No Recovery

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 70% Rounded coarse gravel, 20% coarse sand, 10% silty fines

WELL GRADED GRAVEL WITH SAND (GW)
50-60% Rounded gravel from fine to 6", 30-35% fine to coarse angular to subrounded sand, 5-10% silty fines, some layers cleaner than others. At 38' & 40' thin layers of poorly sorted sand with gravel.

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

BP-B-1
WATER LEVEL : 16.0 ft bgs
LOCATION : Bike Park
ELEVATION : pending
PROJECT NUMBER:

START : 2/10/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/10/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 366 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) S-3
S-4

6.0 12.0

NO RECOVERY
No Recovery

POORLY GRADED GRAVEL WITH SAND (GP)
Brown. 65% rounded gravel up to 6", 30% med to coarse sub angular sand, 5% silty fines

SILTY GRAVEL WITH SAND (GM)
Brown. About 45% med to coarse rounded gravel, 35% fine sand with 20% silty fines.

Transition to Chico Fm. Some bedrock rip-up clasts in matrix.

Weathered siltstone bedrock
Boring terminated at 46 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

BP-B-1
WATER LEVEL : 16.0 ft bgs
LOCATION : Bike Park
ELEVATION : pending
PROJECT NUMBER:

START : 2/10/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/10/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 367 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Sediments saturated
From 16-18', driller said he thinks seds
are similar to 15-16' based on drilling.

Cobble in bit may have caused loss of
recovery
S-1
S-2
S-3

2.5 3.5

7.0 8.0
FILL
Hand Auger. Fill, sand and gravel
FILL
Same as 0-2.5'

WELL GRADED GRAVEL WITH SAND (GW)
Black. Rounded gravel to 3", fine to coarse angular sand, very dark in color

SILTY SAND WITH GRAVEL (SM)
Dark gray with brown mottling, 50% sand, 35% silty fines, 15% fine rounded gravel

NO RECOVERY
No Recovery

SILTY SAND WITH GRAVEL (SM)
Dark gray with brown mottling, 50% sand, 35% silty fines, 15% fine rounded gravel

SILTY SAND (ML)
Black with brown mottling, 60% fine sand, 35% sility fines, 5% rounded gravel to 1"

WELL GRADED GRAVEL WITH SAND (GW)
Brown, rounded fine gravel to cobbles up to 6", 40% medium to coarse subangular sand, some clayey fines.

WELL GRADED GRAVEL WITH SAND (GW)
Brown. rounded gravel up to 2", 45% medium to coarse subangular sand, cleaner, less fines than 11-15.

NO RECOVERY
No Recovery

POORLY GRADED SAND WITH GRAVEL (SP)
Blackish brown, 75% subangular to angular medium to coarse sand, 20-25% subangular fine gravel, trace fines.

SILTY GRAVEL WIH SAND (GM)
Brown. 50% rounded gravel up to 6", 30-5% fine to medium subangular sand, 15-20% silty fines
Glay. Weathered bedrock, siltstone
Boring terminated at 26 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

BP-B-2
WATER LEVEL : 15.0 ft bgs
LOCATION : Bike Park
ELEVATION : pending
PROJECT NUMBER:

START : 2/9/2021
SHEET 1 OF 1
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/9/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 368 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Saturated sediments start
23-24' Dry sediments
S-1
S-2
S-3
S-4
S-5

4.0 1.0

8.0 2.0

8.0 8.0
FILL
Hand Auguer. Fill, cobble, sand and clay

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Brown. 60% rounded gravel, 40% rounded fine to medium snad, 10% low plasticity clayey fines.

NO RECOVERY
No Recovery

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 70% rounded gravel to 8", 25% fine to medium sand, 5% fines

WELL GRADED SAND WITH GRAVEL (SW)
Brown. 60% fine to coarse angular to subrounded sand, 35% rounded gravel to 5", 5% silty fines

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Light orangish brown. 60% rounded gravel, 40% fine to coarse angular to subrounded sand, 10% low plasticity clayey fines. Gravle clasts, metavolcanics, oxidized orange mottling in clay

CLAYEY GRAVEL WITH SAND (GC)
Brown, grey. 50% subrounded gravel, highly weathered metavolcanic clasts. Fractured clasts with oxidation, 30% fine to coarse angular sand, 20% medium plasticity clayey fines with trace grey silt.

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Brown. 60% rounded gravel, 30% fine to coarse angular sand, 10% clayey fines

WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM)
Light orange/gley. 60% subangular gravel, clast cored that was 1' long, subrounded weathered siltstone clasts, oxidized. 30$ angular fine to coarse sand, 10% silty fines

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

BP-B-3
WATER LEVEL : ---
LOCATION : Bike Park
ELEVATION : pending
PROJECT NUMBER:

START : 2/13/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/13/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 369 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Dry at beginning of bedrock
S-5
S-6

8.0 5.0
Weathered bedrock, siltstone
Boring terminated at 38 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

BP-B-3
WATER LEVEL : ---
LOCATION : Bike Park
ELEVATION : pending
PROJECT NUMBER:

START : 2/13/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/13/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 370 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Saturated sediments
Dry at bedrock
S-1
S-2
S-3

3.0 3.0

7.0 6.0
FILL
Hand Auger. Cobbles, sand and clay
FILL
Cobbles, sand and clay

NO RECOVERY
No Recovery

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 70% rounded gravel to 7", fine to coarse angular sand, 5% silty fines

POORLY GRADED SAND (SP)
Brown. Fine to coarse sand, some rounded gravel.

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 70% rounded gravel to 3" with 25% fine to coarse angular sand with silty fines.

WELL GRADED SAND WITH GRAVEL (SW)
Brown. 80% fine to coarse angular sand with 15% rounded gravel to 2" with some silty fines

NO RECOVERY
No Recovery - Large cobble displaced sediments
Glay, Weathered bedrock, siltone. Transition from gravel to siltstone Boring terminated at 26 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

H44-B-1
WATER LEVEL : ---
LOCATION : Highway 44
ELEVATION : pending
PROJECT NUMBER:

START : 2/11/2021
SHEET 1 OF 1
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/11/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 371 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Saturated
Bedrock is different than other borings. It
is siltstone mixed with gravel and some
clay
S-1
S-2
S-3

10.0 10.0

10.0 FILL
Fill - gravel, sand, silt

POORLY GRADED SAND WITH GRAVEL (SP)
Brown. 80% fine to med sand with 20% fine to medium rounded gravel

POORLY GRADED SAND (SP)
Brown. Fine to medium sand

POORLY GRADED SAND WITH GRAVEL (SP)
Brown. 80% fine to med sand with 20% fine to medium rounded gravel

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 75% rounded gravel up to 8", 20% fine to coarse sand with 5% clayey fines

WELL GRADED SAND WITH GRAVEL (SW)
Borwn. 75% coarse sand with 20% gravel up to 2", 5% clayey fines

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Brown. Transistion to bedrock, rounded gravel to 6" with 20% fine sand, 5-10% clayey fines towards the bottom
Glay, Weathered Bedrock, siltstone with some gravel

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

H44-B-2
WATER LEVEL : ---
LOCATION : Highway 44
ELEVATION : pending
PROJECT NUMBER:

START : 2/12/2021
SHEET 1 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/12/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 372 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541)

10.0 S-3
Boring terminated at 35 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
35 40
45 50
55 60
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

H44-B-2
WATER LEVEL : ---
LOCATION : Highway 44
ELEVATION : pending
PROJECT NUMBER:

START : 2/12/2021
SHEET 2 OF 2
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/12/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 373 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Moist, water present
Dry at bedrock
S-1
S-2

5.0 7.0

10.0 FILL (GW)
Hand Auger. Fill. Gravel, sand, clay.

SILTY SAND (SM)
Brown. Fine sand with 20% silty fines. Trace fine gravel. Rounded

WELL GRADED GRAVEL WITH SILT AND SAND (GW-GM)
Brown. 60% rounded gravel, 20% angular fine to coarse sand and 10% silty fines

SILTY SAND (SM)
Brown. 80% fine sand and 20% silty fines

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 65% angular gravel up to 4", 30% medium to coarse sand with clayey fines

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Brown. 60% fine to coarse gravel, 30% fine to coarse sand, 10% clayey fines

WELL GRADED GRAVEL WITH SAND (GW)
Brown. 50% gravel to 4", 45% fine to coarse sand, 5% clayey fines

WELL GRADED GRAVEL WITH CLAY AND SAND (GW-GC)
Brown. 60% fine to coarse gravel, wiht 30% fine to coarse sand and 10% clayey fines Weathered siltstone bedrock
Boring terminated at 22 ft bgs.

DEPTH BELOW

GROUND SURFACE
(ft)
5 10
15 20
25 30
DRILLING CONTRACTOR AND DRILL RIG : Yellow Jacket Drilling, Sonic BORING NUMBER:

SP-B-1
WATER LEVEL : 16.0 ft bgs
LOCATION : Southern Pacific
ELEVATION : pending
PROJECT NUMBER:

START : 2/16/2021
SHEET 1 OF 1
DRILLING METHOD AND EQUIPMENT : Sonic
Borehole Log
W8Y06200
COORDINATES : pending
PROJECT : Pump Station #1 - Collector Well Borings
END : 2/16/2021 LOGGER : Ryan Alward/SAC
COMMENTS / SAMPLE IDs
CORE #
RECOVERY (ft)

GRAPHIC LOG

SOIL DESCRIPTION

SOIL NAME, USCS GROUP SYMBOL,

COLOR, MOISTURE CONTENT, RELATIVE

DENSITY OR CONSISTENCY, SOIL

STRUCTURE, MINERALOGY
Packet Pg. 374 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Attachment 2
Drawdown Plots
Packet Pg. 375 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) 0 0.02

0.04 0.06

0.08 0.1

0.12 0.14

0.16 0.18
0 20 40 60 80 100 120 140 160
Drawdown (ft bgs)
Elapsed Time (minutes)
BP-B-1 Step-test
5 gpm
17 gpm
25 gpm
41 gpm
Packet Pg. 376 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and 0 0.51

1.52 2.53
0 20 40 60 80 100 120 140 160
Drawdown (ft bgs)
Elapsed Time (minutes)
ACID-B-1 Step-test
6 gpm
18 gpm
28 gpm
42 gpm
Packet Pg. 377 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and 0 0.1

0.2 0.3

0.4 0.5

0.6 0.7

0.8 0.91
0 20 40 60 80 100 120 140 160
Drawdown (ft bgs)
Elapsed Time (minutes)
ACID-B-2 Step-test
7 gpm
16 gpm
31 gpm
42 gpm
Packet Pg. 378 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and 02468
10 12
0 20 40 60 80 100 120 140 160
Drawdown (ft bgs)
Elapsed Time (minutes)
ACID-B-3 Constant-rate Test
15 gpm
Packet Pg. 379 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Attachment 3
Sieve Analyses Lab Results
Packet Pg. 380 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 381 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 382 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 383 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 384 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 385 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 386 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 387 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 388 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 389 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 390 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 391 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 392 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 393 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 394 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 395 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 396 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 397 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 398 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 399 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 400 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 401 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 402 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 403 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 404 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 405 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 406 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 407 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 408 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 409 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Packet Pg. 410 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541) Appendix D
Construction Cost Estimate
Packet Pg. 411 Attachment: Preliminary Design Report (9.11(c)--Authorize Fifth Amendment to Consulting and Professional Services Contract C-8541)

SUMMARY REPORT
Project type: Project Name: COR P1 Replacement Alt 1 Existing PS Location Rev 3 Estimator: Nick Cavalleri/RDD Job Size: Project Number: W8Y06200 Revision/Date: 3 / Mar 1, 2022 Duration: Design Stage: Feasibility Estimate Class: 4
Area Facility Description Takeoff Quantity Labor Cost/Unit Equip Cost/Unit Material Cost/Unit Sub Cost/Unit Other Cost/Unit Direct Total Cost/Unit Direct Total Grand Total Price Grand Total with Markups
01 Alt 1: Existing PS1 Location
001 Mobilization/Demobilization 1.00 LS /LS /LS /LS /LS 518,000.00 /LS 518,000.00 /LS 518,000 518,000.00 /LS 518,000 002 Bonding/Insurance 1.00 LS /LS /LS /LS /LS 386,800.00 /LS 386,800.00 /LS 386,800 386,800.00 /LS 386,800 003 Site Clearing/Grubbing 1.00 LS 14,198.98 /LS 5,698.73 /LS 4,156.31 /LS 5,000.00 /LS /LS 29,054.02 /LS 29,054 40,824.61 /LS 40,825 004 Site Improvements 1.00 LS 200,988.59 /LS 157,380.03 /LS 170,683.00 /LS 109,500.00 /LS 938,800.00 /LS 1,577,351.62 /LS 1,577,352 2,211,845.88 /LS 2,211,846 005 Intake and Pumping Plant 41,240.00 SF 19.55 /SF 5.46 /SF 126.88 /SF 66.29 /SF /SF 218.18 /SF 8,997,858 333.71 /SF 13,762,317 006 Conveyance Pipelines and Surge Tank 1.00 LS 9,116.15 /LS 6,957.49 /LS 44,576.00 /LS 301,600.00 /LS /LS 362,249.64 /LS 362,250 547,409.26 /LS 547,409 007 Electrical Improvements 1.00 LS 17,574.70 /LS 1,478.95 /LS 20,000.00 /LS 16,500.00 /LS /LS 55,553.65 /LS 55,554 92,942.74 /LS 92,943 008 Site Utilities 1.00 LS 3,141.07 /LS 293.50 /LS 25,000.00 /LS /LS /LS 28,434.57 /LS 28,435 48,789.76 /LS 48,790 012 Existing Pump Station 1 Demolition 1.00 LS 217,998.14 /LS 169,692.22 /LS 20,000.00 /LS /LS /LS 407,690.36 /LS 407,690 569,695.44 /LS 569,695 013 River Trail Restoration Post Construction 1.00 LS 14,855.36 /LS 3,539.52 /LS 25,000.00 /LS /LS /LS 43,394.88 /LS 43,395 62,525.71 /LS 62,526 01 Alt 1: Existing PS1 Location 1.00 LS 1,284,108.36 /LS 570,282.85 /LS 5,542,071.01 /LS 3,166,325.00 /LS 1,843,600.00 /LS 12,406,387.22 /LS 12,406,387 18,241,150.76 /LS 18,241,151 Estimate Totals
Description Amount Totals Hours Rate
Labor 1,847,726 18,621.262 hrs
Material 8,877,760
Subcontract 4,504,549
Equipment 798,261 6,137.267 hrs
Subtotal W/ Prime Markups 16,028,296 16,028,296
Non Markup Items 2,212,854
Subtotal W/ Escalation 2,212,854 18,241,150
Design Contingency 4,560,288 25.000 %
Subtotal W/ Design Contingency 4,560,288 22,801,438
Construction Contingency 3,420,216 15.000 %
Total Construction Cost 3,420,216 26,221,654
COR P1 Replacement Alt 1 Site Rev 3 3/1/2022 4:33 PM