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Home My WebLink About _ 9.11(g)--Water Utility Master Plan Update 2023 GI �" Y � F � � � ° � � � " � � CITY OF REDDING REPORT TO THE CITY COUNCIL MEETING DATE: July 18, 2023 FROM: Chuck Aukland,Public ITEM NO. 9.11(g} Works Director ***APPROVED BY*** � ��n � .�.._ s.N,.�� ukl�n�l,H'ciblic Wc�aks L'��reGt ' 7�'6/2423 ry ip}�in,�C"i ana � 7/11(2423 caulcland@ci.redding.ca.us btippin@cityofredding.org SUBJECT: 9.11(g)--Consider the City of Redding Water Utility Master Plan 2023. Recommendation Authorize and approve the following: (1) Accept the Water Utility Master Plan 2023; and (2) Find that the action is stat�utorily exempt from review under the California Environmental Quality Act Guidelines,pursuant to Section 15262 - Feasibility and Planning Studies. Fiscal Impact There are no direct funding impacts in accepting the Water Utility Master Plan 2023 (Plan). If accepted, the cost estimates for infrastructure repairs and improvements identi�ed in the Plan will be used for future rate and impact fee studies. Also, fut�ure capital improvement programs and related Public Works budgets will rely on the plan and its ongoing updates. The cost to complete the planning effort was approximately$190,000 and funded by the Water Utility. Alternative Action The City Council may choose not to accept the P1an, and provide alternate direction to staff. It will be challenging for staff to proceed with planning, funding, and implementing future water infrastructure improvements in the City of Redding (City) Water Utility without use of the P1an. Background/Analysis The City has owned and operated its own water utility since 1939 when it incorporated the old California Water Service Company system. Since that time, the City has grown with major annexations of the Buckeye County Water System in 1967, and the Cascade and Enterprise special districts in 1977. The City's Water Utility provides service to most, but not all of the General Plan Primary Growth Areas within the City limits, and some areas outside of the City limits in the Buckeye area. The water service area (WSA) boundary does not match the City corporate boundary exactly. Some parts o� the City are served by neighboring water systems (Bella Vista Water District and Centerville Community Services District), and the City serves water to some areas outside of the City boundary. Report to Redding City Council July 11, 2023 Re: 9.11(g)--Water Utility Master Plan Update 2023 Page 2 The Public Works Department maintains a master plan for the water system as a utility infrastructure planning tool, which is essentially a "blueprint" for infrastructure needs designed to meet existing and projected service demands within the City's WSA. A Master Plan for the City's water system was first developed in 1958. The last time a Master P1an was prepared for the water utility was the Water Utility Master Plan dated May 2012, followed by a modified update in 2016. The Plan provides a planning-1eve1 overview and recommendations for the preservation and expansion of the City's Water Utility treatment and distribution system. It also provides staff with a tool to proceed with planning, funding, and implementing water infrastructure iinprovements in the Water Utility. The preparation of this Plan, is a coordinated effort between the City's engineering and water utility staff. Engineering staff assumed the project lead including updating a computer model of the water distribution system to better identify existing and future system limitations. The Plan relies significantly on previously prepared master plans, as well as the existing facilities plan for the Foothill Water Treatment Plant (FWTP), and detailed engineering evaluations of the Buckeye Water Treatment Plant (BWTP) and the major components of the City's water system, including groundwater wells, storage tanks, distribution piping,pump stations, and valve stations. The City's water treatment infrastructure consists of two treatment plants. The FWTP, located on Foothill Boulevard above �Iwy 299/Eureka Way, produces up to 29 million gallons per day (MGD). The BWTP, located in Old Shasta, west of Redding, produces up to 14 MGD. The City's groundwater supply comes from its 17 groundwater wells separated into two groups in its respective pressure zones, the Enterprise wells and the Cascade wells. On average, approximately 70 percent of the City's water supply comes from surface water, with the remaining 30 percent coming from groundwater. Both surface water and groundwater are used throughout the year and peak during high water demands in the summer. The FWTP was initially constructed in 1920. It went through significant upgrades in 1959 and 1981 to increase capacity, improve treatment operations and meet regulatory standards. The BWTP was commissioned in 1995, and upgraded with capacity expansion in 2008. The City's water storage system includes 12 storage tanks with a total capacity of 33 million gallons and the distribution system consists of more than 565 miles of water main and over 30,600 service connections. The distribution system delivers treated water to the utility's customers. Much of the City's existing water system infrastructure is dated and in need of preservation efforts to continue meeting demands. The Plan identifies needs and recommends improvements for the water supply and distribution system. Th� City's water system is generally in acceptable condition. Nevertheless, various improvements and significant funds will be required, as demonstrated in the Capital Improvement Plan (CIP), to address noted deficiencies, replace aging facilities, and ensure that the City can continue to meet water demands for the foreseeable future with redundancies in place for emergencies and equipment failures. Furthermore, to mitigate uncertainties regarding future development, potential water usage restrictions or reductions, and potential future regulatory requirements, it is recommended that the Plan and CIP be updated on relatively frequent intervals. Key areas of need are summarized as follows: Report to Redding City Council July 11, 2023 Re: 9.11(g)--Water Utility Master Plan Update 2023 Page 3 Supply Needs: An analysis of the City's current annual water supply was performed to assess its ability to meet annual water demands during normal and drought years through Ultimate Build Out (UBO). The following are key preservation recommendations concerning the City's water treatment plants and groundwater wells: • Replace and relocate Pump House 1 to increase reliability and supply capacity to the FWTP. Currently under design. • Increase groundwater supply capacity by installing additional wells in the Enterprise Zone. Also, evaluate adding treatment to existing wells that cannot operate regularly because of issues with water quality, including Enterprise Wells 11 and 13. Treatment Needs: An analysis of the City's daily water treatment production capacity compared to maximum day demands was performed through UBO. The following are key preservation recommendations concerning the City's water treatment plants: • New Control Building at the FWTP, including supervisory control and data acquisition(SCADA)upgrade and new programmable logic controllers. • Install flocculation basins at the FWTP to operate as a conventional treatment plant. • Install a wash water recovery system at FWTP for improved water efficiency. • Rebuild Pump Station 2 at FWTP, which was built in 1959. • Replace and upgrade the SCADA system at the BWTP. Storage Needs: Evaluations of City's existing storage, provided from its twelve existing storage reservoirs, and storage needs in each pressure zone through UBO were performed to identify deficiencies and recommend improvements. The following are key preservation and improvement recommendations concerning the City's water storage facilities: • Replace or Rehabilitate the Hill 900 Reservoir 1 and Cascade Reservoir by 2035 as they are nearing the end of their service lives. • Install an additional 2 million-gallon (MG) reservoir in the Hill 900 Zone near the existing reservoirs. � New Booster Pump Station at the Buckeye 2 MG Reservoir: A booster pump station is recommended to avoid th� large pressure drop in the Buckeye Zone and high flow velocities from the reservoir that currently occurs when the Keswick Valve Station valves close. � Install an additional 2 MG reservoir in the Cascade Zone adjacent to the existing Redding Ranchettes Reservoir by 2035. • Decommission Buckeye 0.2 MG reservoir and replace with a 2 MG by 2040. Report to Redding City Council July 11, 2023 Re: 9.11(g)--Water Utility Master Plan Update 2023 Page 4 Distribution Needs: A general condition assessment of the City's water services and mains was performed to assess recent performance and deficiencies, as well as provide a recommended replacement schedule for water mains. A hydraulic evaluation of the City's water distribution was also performed to identify hydraulic deficiencies in water mains, assess improvement alternatives, and provide recommendations for improvements. The following are key preservation and iinprovement recommendations concerning the City's water collections facilities: • The City has over 565 miles of aging water main pipes. It is recommended to continue to expand the City's pipe replacement program to address pipe age, material, and existing hydraulic issues. The City should plan and budget for increasing its annual program for replacing aging water mains to approximately 11 miles per year by the year 2040. Costs are estimated between $10 million and $23 million per year over the next 10 years. Water System Future Growth Needs: The City's current treatment capacity is adequate for projected max-day demands through UBO with approximately 15 percent excess. For added redundancy and to account for future uncertainties, the City should continue with recommended improvements to replace Pump House 1 to increase capacity at the FWTP, and to increase groundwater well capacity in the Enterprise Zone with additional wells or treatment, as previously noted. These improvements will increase the City's production capacity to approximately 72 MGD. Water demand at UBO estimated in the Plan are significantly lower than estimates provided in the previous Water Utility Master Plan 2016. The Plan estimates a citywide max day water demand at UBO of 52 MGD, while the previous estimate was 87.5 MGD. But the previous master plan estimate was based on the General Plan 2000, which estimated over a 4 percent annual growth rate and buildout population of 201,000 for the City and 163,000 within the WSA. The City's most recent draft General Plan indicates a much lower growth rate and a City population of only 101,588 by the year 2045, significantly less than what the General Plan 2000 estimated. With the unprecedented drought in years 2019 through 2022 and concerns of climate change, it is likely that the State of California will implement regulations requiring water reductions in the future, which would reduce future demands from those estimated in the Plan. However, because the timeline and specifics of any future reductions are currently not known, and to be conservative with future supply needs, demand projections in the Plan do not consider future water use reductions that could be imposed by the State. Additional information concerning the recommended repairs, improvements, and associated costs can be found in the attached Executive Summary, from the Water Master Plan 2023. The draft Plan is also attached and can be viewed online at the Ciry of Redding Public Works Department website: httta://www.cityofredding.or�/dapartmcnts/�ublic-works. Environmental Review Staff has determined that the action is Statutorily Exempt from review under the California Environmental Quality Act (CEQA) Guidelines, per Seetion 15262 - Feasibility and Planning Studies. A project involving only feasibility or planning studies for possible future actions which the agency, board, or commission has not approved, adopted, or funded does not require the Report to Redding City Council July 11, 2023 Re: 9.11(g)--Water Utility Master Plan Update 2023 Page 5 preparation of an Environmental Impact :Report or N�egative Declaration but does require consideration of environmental factors. The updated plan includes strategies and potential future efficiency actions; however, each of these actions would require separate review under the CEQA. Acceptance of the Plan would not result in physical alteration of the environment, and the action has no potential to have a significant effect on the environment. Council PNio�^ity/City Manager Goals • Budget and Financial Management — "Achieve balanced and stable 10-year Financial Plans for all funds." � Government of the 215t 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 ^Water Master Plan 2023-Executive Summary ^Notice of Exemption Water Utility Master Plan 2023 C ► �r �' t� � WATER UTILITY MASTER PLAN 2023 EXECUTIVE SUMMARY � � ` ' � ° � " � �� E�E�LTTIVE SLT A Y T.� LE F C NTE�TS Section Paqe ES-1 Introduction........................................................................................................ 1 ES-2 Water System Facilities and Operations..........................................................2 ES-3 Water System Demands.....................................................................................4 ES-4 Water Supplies................................................................................................... 5 ES-5 Water System Evaluation.................................................................................. 6 ES-5.1 Water Supply .................................................................................................... 6 ES-5.2 Treatment.......................................................................................................... 7 ES-5.3 Storage ............................................................................................................ 10 ES-5.4 Distribution Piping.......................................................................................... 11 ES-5.5 Pump Stations................................................................................................. 16 ES-5.6 Valve Stations................................................................................................. 17 ES-5.8 Fire Suppression.............................................................................................. 18 ES-6 Capital Improvement Plan.............................................................................. 18 ES-1 INTRODUCTION The purpose of the Water Utility Master P1an 2023 (WMP) is to provide a comprehensive eval�uation of the City of Redding (City) water system, as well as a program for improvements needed to meet anticipated water demands, provide redundancies to reduce risks, replace aging facilities, and address operations and maintenance needs. The goal of the WMP is to assist and guide the Redding's Water Utility Division (Utility) with decision-making, planning, and budgeting for the management and development of its water infrastructure for the foreseeable future. The W1VIP was prepared by the City of Redding Public Works Engineering Division with assistance from the Utility. It is an update to the City's previous water master plans, including the City of Redding Water Utility Master Plan 2012, and the most recent City of Redding Water Utility Master Plan 2016 update, which were also prepared by the City Engineering Division. Some of the key tasks performed by the City's Engineering Division and Water Utility staff for preparation of the WMP include the following: ��m1 �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� • Data collection and review of the existing water system facilities and operations; • Assessment of current and future water demands and supplies; � Update and calibration of the computer-based hydraulic model of the water system; • Evaluation of the City's water system and its ability to consistently distribute water, with redundancies, to meet current and projected future demands; • Identification of deficiencies in the water system; • Selection of improvement projects to address the identified deficiencies; • Development of a capital improvement plan through the year 2032 with prioritized projects and preliininary cost estimates for the recommended projects. ES-2 WATER SYSTEM FACILITIES AND OPERATIONS The City of Redding's water system includes two water treatment plants (WTPs) with surface water supplies from the Sacramento River and Whiskeytown Lake, seventeen groundwater wells, twelve storage reservoirs, eleven pump stations, and approximately 2.98 million feet(565 miles) of conveyance and distribution pipelines. The City's water system is licensed with the California Department of Public Health under System Number#4510005. The City of Redding water service area(WSA)provides water to the majority of residents and businesses within the City. The City of Redding Water Utility is responsible for developing, managing, and maintaining its water system to ensure reliability for all of its customers within the WSA. The City's water system has grown steadily since it was originally incorporated with the old California Water Service Company system in 1941. The incorporation was followed by annexations of several special water districts, with major annexations including the Buckeye County Water System in 196'7 and the Cascade and Enterprise special districts in 1977. The WSA boundary does not match the City corporate boundary exactly. Some parts of the City are served by neighboring water systems, and the City serves water to some areas outside of the City boundary. The City's WSA is divided into six primary pressure zones, including the following: • Buckeye Zone • Cascade Zone • Enterprise Zone � Foothill Zone � Hi11900 Zone � Hilltop Dana Zone A map of the City's water service area, pressure zones, and key water facilities is provided in Figure ES-l. �� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y r> ,�� _ _ ��' � ,,. , � � �� J ,4 ,� t t �1 —� � — �� —, w.. � _. ,��; ��umm�t'��ty� � ; � �� tiS z 1 T - � _ _. tt � .. � �_- ... �,'=, ��;� t' :� .�.� . , �q�� .e . ..__ 1 � ; 4 * ` ) � i ' �° ,.,.�,,.. .'.. 5u,'Gi.�cSw�w:. . : � +�,i e �n + �� 3' r �� b ¢u i � � I x^ .,.t ,..: ` ,;, ; : .. �i i" z ,:; , �' . � . , p a�t,i��'�"w�'y t � .. t,�. rn„nwwe�a,. . Y k � . { 4 � � .. °Yl �� !:; l� �� I�t � �'�_F _�`� c �B�ICKEYE 4NTP ` � ` � _ � a s�. ' �'��' c Buakeye Zone ` � s _� _ � �� , u � . � � rl F s.v ..�5 ,,:� . . : ""_ �i' _, � 1 �%.,��— ,�,��.. ��„ : ,.. �. t .,: �`�:�� cc� ' ��. r � e.�:. � � �'. 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P '�. � � ;,�' E�„W��,-�4�[�, E4�tl-1� � 4 �' � �xr„ �n. � ' � <' �:.�:u,�.�� - �•� '� 8: ., . �„,�+^ , .:, �ta �..��s� �� . � � �� „� � �� . � z �.... ` �� a E5M-14 ' � ��Yr t p L ' f �� k1 4'�x��. � , Cascade Zorue�=� �� '�' �w_��w-�� ' � � 4 , � � . ,.,, y .��, t ;��'�� . . _ ^" " � � �� n �,CW$� � ` ��, � �� .. � � �. y �� e �*W B ' �'e„ w. �� `. a k,� � �"�''''� . ,,..� ..E4V-8 �.. � r E � �� t4 ` � � a ,� � � t , � � ,��r»�m'w�� s �i,',.. . ,,a ..�.EW-23 < < , � c � ^� �� `,�.. �r '��,w.�:�.�, w: ., �o `'7 �-'--�... .... - , � ~'i �� t. � t �� CYT1'LiMET R{��SSWR,��U�S - �� . � j�, . ` .. iy ��WATERTRE�ATI+�'ENT PLANT �,w�,.BI�GiCEYE. '��, �� . � RESERVQIR _?CASCRDE i�l , �,r � �ENTERPRISE wz� � � ti �� P1�MP STATION ..., �i,, . �, '. ,F�gTHILL ...� GI20UNb4VA7Ef2 WELL � ..._ ... '^�;�� . . � —I HILL 4C7f� . `�, " �. �'�VATER P3PE5 iS"&�GREATER ,wILLT�P��6ANA �"�� _ - ...�WATER PIIPES 12"'&.GREATER "� '"�'�°��' --�-��--��WATER RIPES LESS THAN 12° �.�.�. .. �� Figure ES-1 City of Redding Water Service Area ��:� �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-3 WATER SYSTEM DEMANDS Recent water demands and growth in the WSA were evaluated and future water demands were estimated for planning horizons in 2025, 2030, 2035, 2040, and ultimate buildout (IJBO). The term"ultimate buildout"refers to the planning condition under which the maximum level of developinent and population has been reached, based on the long-term land use plan. Water demands were assessed systemwide and independently within each pressure zone. Demands were also evaluated seasonally for the average day demand (ADD) and maximum day demand (MDD) daily usage, as well as for hourly trends (diurnal patterns). Water demands for future planning periods through 2040 were estimated based on the Shasta Regional Transportation Agency(SRTA) Travel Demand Model, community outreach discussions with developers, engineers, and major land owners, as well as internal coordination with City of Redding staff regarding pending projects in the development community. The City's General Plan was used to estimate water demands at ultimate buildout. Recorded water demands from 2010 through 2020 and projected water demands through UBO in the WSA are summarized in Table ES-1, with annual demands shown in acre-feet per year (AFY) and daily demands shown in million gallons per day(MGD). Table ES-1 Water S stem Demands Year/ Annual Planning ' demand A{�[� MDD ��r�z�n (a��r� �nn�a) (��) 2010 24,098 21.5 44.0 2015 21,401 19.1 30.5 2020 25,534 22.7 39.9 2025 26,452 23.6 42.1 2030 27,000 24.1 42.9 2035 27,538 24.6 43.8 2040 28,213 25.2 45.0 UBO 33,283 29.7 52.1 The City's water service area has experienced relatively slow growth over the past decade, with an annual growth rate of only approximately 0.5 percent citywide. Also, reductions in water usage per capita have offset much of the growth since 2010. As a result, yearly water production has only increased by approximately 3 percent and the City's total maximum day water demand has actually decreased since the year 2010. Future projections indicate an average annual growth rate of only 0.6 percent citywide through 2040, consistent with recent growth trends since 2010. Water demand at UBO estimated in this WMP are significantly lower than estimates provided in the previous Water Utility 1Vlaster Plan 2016, which�stimated a max day demand of 87.5 MGD at UBO. But the previous master plan estimate was based on the General Plan 2000, which estimated over a 4 percent annual growth rat� and buildout population of 201,000 far the City and 163,000 within the WSA. The City's most recent draft General Plan indicates a much lower ��m� �°"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y growth rate and a City population of only 101,588 by the year 2045, significantly less than what the General Plan 2000 estimated. Also, with the unprecedented drought in years 2019 through 2022 and concerns of climate change, it is likely that the State o�California will implement regulations requiring water reductions in the future, which would reduce future demands from those shown above. However, because the timeline and specifics of any future reductions are currently not known, and to be conservative with future supply needs, demand projections in the WMP do not consider future water use reductions that could be imposed by the State. ES-4 WATER SUPPLIES The City of Redding uses both surface water and groundwater supplies to meet water demands within its water service area. Surface water supplies are governed under two separate contracts with the United States Bureau of Reclamation (USBR) and one with the Anderson Cottonwood Irrigation District (ACID). Surface water is pumped from the Sacramento River from Pump House 1 to the Foothill WTP, or diverted to the Buckeye WTP from the Spring Creek Tunnel, which conveys water from Whiskeytown Lake to the Spring Creek Power Plant at the Keswick Reservoir. The City's groundwater supply comes from its seventeen groundwater wells separated into two groups in their respective pressure zones, the Enterprise wells and the Cascade wells. A graph of average monthly supply volumes from the City's four primary water sources from 201� through 2021 is provided in Figure ES-2. z,00a � �, � � z,�oo � �c � ��`. Foothill WTP � � 1,OCPCP ,��n:ar�uckeye WTP � � Enterprise Welis o �,. � �� _� .sCaseade V�telis �� 50Q "�� aa �` � � �� .��...... ...,.� . .,... ,,..,- < ._.. .��.. , ��....... . 1an �eb March April fiflay June luly Aug Sep Qet Nov Dec Month Figure ES-2 Average Monthly Supply Volumes Per Source On average, approximately 70 percent of the City's water supply comes from surface water, with the remaining 30 pereent eoming from groundwater. Both surface water and groundwater are used throughout the year and peak during high water demands in the summer. �� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5 WATER SYSTEM EVALUATION Detailed evaluations of the major aspects of the City' water system were performed for preparation of the WMP, including water supply, treatment, storage, distribution piping, pump stations, and valve stations. Evaluations for current conditions, as well as for future planning horizons in 2025, 2030, 2035, 2040, and UBO were performed and used to identify existing and expected future deficiencies, assess improvement options, and provide recommendations. ES-5.1 WATER SUPPLY An analysis of the City's current annual water supply was performed to assess its ability to meet annual water demands during normal and drought years through UBO. A summary graph for the analysis is provided in Figure ES-3. 40,000 35�000 ...... <..:. �.: � �o,oaa - �� . : - � ; •� � ., . � . • �' 2�,00a � � : .;: . °. � ; �� .� • . � 20,Q00 �'` � � � ` �� Annual Demand �_. : °..�.. � <.,. za � �°� �Normal Year a� � 15,000 .: .: . SuppEY �° ��Drought Year � . ._: . n. 2Q,QCIO ` `; ": :" .i : SupP�Y � ; :: .. . . � . 5,000 ° ; 0 <:: <. .. Current 2025 203� 2035 204C} UBQ Year Figure ES-3 Annual Water Supply and Demand The analysis indicates that the City's existing annual water supply is adeguate d�uring normal and drought years through UBO, with approximately 4 percent excess at UBO. Although the existing water supply is currently adequate, it is recommended that the City continue to add redundancies and additional supply for the event that USBR is required to reduce its contract water supply by more than anticipated during critical drought years in the future. The following actions are recommended for the City to increase its available water supply and improve redundancies: • Replace and relocate Pump House 1 to increase reliability and supply capacity to the Foothill WTP, also for additional deficiencies noted in Section ES-5.5. ... �� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y � Increase groundwater supply capacity by installing additional wells in the Enterprise Zone. A1so, evaluate adding treatment to existing wells that cannot operate regularly because of issues with water quality, including Enterprise Wells 11 and 13. • Consider securing additional surface water supply. ES-5.2 TREATMENT Water treatinent for the City water system includes two water treatment plant facilities, the Foothill WTP and Buckeye WTP, as well as some treatment at its Enterprise We11s. An analysis of City's daily water treatment production capacity compared to maximum day demands was performed through UBO. The analysis considered existing/current production capacity, as well as the increased production capacity assuming that the improvements recommended in the WMP are constructed within the recommended timeframes. A summary graph of the analysis is provided in Figure ES-4. so . . -ao »~ • . .� � ,.. �� ..... � .. . �. � ,._.. �� <.° . �. �;. �� Max C�ay C:7 (� d2Rlal1C� . < '. '.; � ..:�� <, �50 �::< � � +.a ._ :� � � � �. . �.40 ' �:�. �� <; �Ex'ssting ,:,,�. <.. _ r� �:.. �.„ �_ � °< Pr�duction � '^- Capacity zs �_�� :. �.��. � . , : � :. ; �:. �30 •.. .. <,,�. � Improved � `�.._ :. "� n 2Q �.°' . ��` ' Proc�uctio ,. ��:: �. .�: �.. � Capae'sfiy <,.. � 1Q ��: <,:.� •.; ;" � .. � ��.. . � �.: ;. ��. Q � �� Current 2025 203Q 2Q35 2440 UBO Year Figure ES-4 Max Day Demands and Treatment Capacity The City's current treatment eapacity is adequate for projected max day demands through UBO with approximately 15 percent excess. For added redundancy and to account for future uncertainties, the City should continue with reeommended improvements to replace Pump House 1 to increase capacity at the Foothill WTP, and to increase groundwater well capacity in the Enterprise Zone with additional wells or treatment, as previously noted. These improvements will increase the City's production capacity to approximately'721VIGD, which should provide adequate eapacity for the projected max day demands through UBO with roughly 38 percent excess. �h�� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.2.1 Foothill Water Treatment Plant The Foothill WTP provides the City's largest and primary water supply during average and peak demands. It provides more than half of the City's water supply during high water demand periods by treating water from the Sacramento River pumped froin Pump House 1. The City's Pump Station 2 (PS-02) is also located inside the Foothill WTP. PS-02 is the only regular source of water to the I�ill 900 Zone,providing treated water from the Foothill WTP. At the allowable filter surface loading rate, the Foothill WTP's firm capacity is 36 MGD,but it is currently limited by the supply capacity from Pump House 1, which is 29 MGD. The Foothill WTP does not typically operate during winter months because of low water levels and elevated turbidity in the Sacramento River. A detailed assessment of the Foothill WTP was not performed in the effort for this WMP. The 2011 Facilities Plan for the Foothill WTP,prepared in 2011 by Pace Engineering, provides the most recent comprehensive assessment for the treatment plant and it is outdated. Some known deficiencies and recommendations for the Foothill WTP are provided in Table ES-2 below. However, the City should work with a consulting firm to update the Foothill WTP Facilities Plan to develop an up to date and detailed assessment of deficiencies and needed improvements. Table ES-2 Foothill WTP Deficiencies and Recommendations # ' ��ficien�y Recc�rnmendatic�n 1 There is no standby generator for emergency Install a standby generator and replace the backup and the main switchgear has reached switchgear. Project is scheduled to start the end of its service life. construction in 2023. 2 The programmable logic controllers (PLC's) Install a new control building to house complete need to be replaced, and the Supervisory replacements of the PLC's and SCADA system. Control and Data Acquisition (SCADA) system is obsolete. 3 There is currently no wash water recovery Install wash water recovery system for improved system and solids from WTP operation are efficiency and water savings. discharged into the sewer. 4 The current in-line treatment process during Install flocculation basins to operate as a higher water demands is not feasible if conventional treatment plant. turbidity in the Sacramento River is elevated and there is no individual filter rate and flow measurement and control. 5 PS-02 is near the end of its service life. Completely replace PS-02 in a new building. ES-5.2.2 Buckeye Water Treatment Plant The Buckeye WTP is a conventional filtration water treatment facility with a treatment capacity of up to 14 MGD. I�t treats water from Whiskeytown Lake, which is conveyed through the Spring Creek Tunnel then through a 4$-inch and 36-inch raw water pipeline to the treatment plant. The Buckeye WTP typically provides more than half of the City's water supply during winter months, and approximately 20 percent of the City's total supply during the summer. ��-� �°"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y A detailed evaluation inside the Buckeye WTP was not performed in the effort for this WMP. The most recent comprehensive evaluation of the Buckeye WTP is included in the 2000 Water Master Plan and is outdated. The City should work with a consulting firm to update the Buckeye WTP Facilities P1an to determine current deficiencies and needed improvements. Without a current facilities plan, the most pressing deficiency that has been identified at the Buckeye WTP is its SCADA system. The SCADA system is obsolete and new replacement parts and equipment for it are no longer readily available. The City should replace and upgrade the SCADA system at the Buckeye WTP as soon as possible. ES-5.2.3 Treatment at Groundwater Wells Some treatment is required for the City's Enterprise we11s. At each Enterprise we11 head, chlorine gas, a chlorinator, and a chlorine injection system are used to provide disinfection residual to the system. In addition, Enterprise Well(EW) 6A, EW-07, EW-10, and EW-14 have injection of blended ortho/polyphosphate to reduce iron and manganese and improve taste and odor issues. The City is also working towards construction of a wellhead treatment system at EW-12 to treat iron, manganese and arsenic and construction is expected to start in 2023. The Cascade wells do not currently require treatment or chlorine injection because water quality testing shows sufficient chlorine residual in the system resulting from blending. Table ES-3 provides identified deficiencies and recommended improvements associated with treatment at the City's groundwater welis. Table ES-3 Well Treatment Deficiencies and Recommendations # ' Clefi�i�ncy ' Recc�mrrrenclatic�n 1 There is some concern regarding chlorine gas Continue to assess disinfection methods and supply reliability, price stability, and a slightly chemical costs and availability.Stay informed on higher risk of accident with chlorine gas. current disinfection technologies to minimize operation and maintenance costs and risks. 2 Existing ortho/polyphosphate systems are labor Upgrade the ortho/polyphosphate systems at EW- intensive to maintain.They also block access to 6A, EW-7, EW-10, and EW-14 and add other facilities and equipment in the well ortho/polyphosphate at EW-9. Improve delivery buildings. and storage methods, new self-priming pumps. �ocate systems in new separate buildings/sheds. 3 EW-11 and EW-13 exceed maximum allowable Complete the water treatment system at EW-12, contaminant level (MCL)for arsenic and are then evaluate its operations and maintenance inactive. During droughts and high usage, other costs to determine if use of similar treatment wells are also near the MCL for Arsenic. Future systems would be practical at other wells, perhaps State regulations for other metals, such as in lieu of adding new wells in the future. manganese,or other contaminants could require additional treatment at most Enterprise Wells. 4 Groundwater supply/treatment capacity should Construct two new groundwater wells at the be improved for added redundancy. southeast end of the Enterprise Zone,or install wellhead treatment systems to allow EW-11 and EW-13 to operate regularly, if determined that it is more practical from the EW-12 evaluation. 5 The Cascade wells do not produce enough water Operate the Cascade Wells until their equipment to justify costs to upgrade or maintain them. starts failing,then decommission the wells. �� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� There are currently some uncertainties that could have major impacts on improvements needed at the City's Enterprise Wells, including the following: • Potential regulatory changes from the State Water Board concerning manganese monitoring and recording limits could require additional treatment for operation of most or all of the City's wells. • Future well capacity and groundwater quality at potential we11 sites is unknown. • The City does not have any well head filtration/treatment systems completed yet, so actual operations, inaintenance, and disposal costs for such a system have not been assessed yet. The City should follow developments concerning revisions to the manganese limits closely and plan accordingly for its well operations and treatment. However, no actions from the State Water Board have been performed yet and the recommendations provided in the WMP assumed that regulatory requirements for manganese limits will not change in the foreseeable future. The City should perform further investigation into potential future well sites to determine probable well capacity and water quality at the sites, and verify that new wells will be practical and feasible. The City should also evaluate operations and maintenance costs associated with the well head filtration/treatment system at EW-12 after it is completed to determine whether the addition of new wells or installation of treatment to existing wells, such as existing EW-ll or EW-13, wi11 be most practical. Recommendations in the WMP assumed that installation of new groundwater welis will be more cost effective than the capital and operational costs associated with installation of well head treatment systems at existing wells. ES-5.3 STORAGE Evaluarions of City's existing storage,provided from its twelve existing storage reservoirs, and storage needs in each pressure zone through UBO were performed to identify deficiencies and recommend improvements. Storage capacity and requirements for each pressure zone were evaluated based on three categories/components of storage, including equalization storage, fire suppression storage, and emergency standby storage. Equalization/operational storage balances fluctuations between water supplies and demands during daily operation. Fire suppression storage is needed to ensure that adequate water supply is available to provide fire flows in accordance with the California Fire Code (CFC)reguirements. Emergency standby storage is used to provide water supply during emergency conditions that disrupt the normal water system supply or system operations. Noted deficiencies and recommendations for the water storage in each pressure zone are summarized in Table ES-4. The City has performed cleaning and inspection in each of its reservoirs on an approximately five-year interval recently. In the most recent cleaning and inspection effort performed in 2020 there were no significant deficiencies noted or repairs on the interior of the reservoirs/tanks,but the WMP does not include a detailed condition assessment of the reservoirs. Only an age analysis with an assumed reservoir s�rvice life of 75 years was performed for the WiVIP. The age analysis indieates that the Buckeye 0.2 million-gallon (MG)reservoir, whieh was recently �h:�.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y decommissioned, has exceeded its service life and should be replaced. Also, that the Hill 900 Reservoir 1 and Cascade Reservoir 1 are nearing the end of their service lives and should be replaced or rehabilitated before 2034 and 2035, respectively. Table ES-4 Stora e Deficiencies and Recommendations Zon� Deficiencies Recommend�tians Buckeye . The Keswick Valve Station, • Install a booster pump station and actuated used to cycle the Buckeye 2 valves at the existing 2 MG reservoir to regularly MG reservoir, causes a large cycle water in the Buckeye 2 MG reservoir, pressure drop in Buckeye instead of the existing Keswick Valve Station. Zone and high flow velocities . Replace the decommissioned 0.2 MG reservoir through piping from the with a new 2 MG reservoir. Re-evaluate UBO reservoir. storage requirements with regular WMP • Analysis shows storage in the updates. Buckeye Zone will be deficient by 2040 and an additional 2.5 MG required storage at ultimate buildout. Cascade • Storage is currently deficient • Replace the South Bonnyview Valve/Pump by 1.36 MG and will be Station, also add a booster pump at the existing 1.8 MG deficient by UBO. Railroad valve station to improve redundancies from the Enterprise and Foothill zones, decreasing emergency storage requirements. • Replace existing 1 MG Cascade Reservoir and add 2 MG storage near the Redding Ranchettes Reservoir by 2035. Enterprise . Analysis indicates that • Storage analysis should be updated in future & Hilltop storage is adequate through master planning efforts, or if significantly more Dana UBO, but reservoirs need to development than anticipated occurs. be recoated. • Recoat the reservoirs as soon as possible. Foothill • None noted. • Storage analysis should be updated in future master planning efforts, or if significantly more development than anticipated occurs. Hill 900 • Storage is currently deficient. • Add an additional 2 MG near existing reservoirs and rehabilitate existing Hill 900 Reservoir 1 It is also recommended that the City implement a program for regular inspection and maintenance of reservoir coatings/linings, associated facilities, and the general condition of its reservoirs on a regular basis to maximize reservoir service lives. ES-5.4 DISTRIBUTION PIPING A general condition assessment of the City's water services and mains was performed to assess recent performance and deficiencies, as well as provide a recommended replacement schedule for water mains. A hydraulic evaluation of the City's water distribution was also performed to identify hydraulic deficiencies in water mains, assess improvement alternatives, and provide recommendations for improvements. ��-�� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.4.1 Water Service Condition Assessment Water Utility service records from 2012 through 2022 were reviewed to assess the recent overall performance of the City's water services. The records indicate an annual repair rate of less than two repairs per thousand service connections, which is acceptable per industry and State Water Resources Control Board standards. The City's existing copper water services are performing relatively wel1,but are somewhat expensive. The City could consider and assess the use of high-density polyethylene (HDPE) service lines as a standard in the future to reduce costs. ES-5.4.2 Water Main Condition Assessment An assessment of the inventory, age, and maintenance and repair activities associated with the City's water mains was performed to evaluate the condition of the water distribution network, determine patterns in failures, and develop a general replacement program. A review of City's recent maintenance and repair activities for the various water main materials was performed to gauge the overall recent performance for each pipe material, also to determine whether general pipe conditions are growing worse or improving. It determined that the majority of water main breaks have occurred in steel, cast-iron, and unknown piping. The City's asbestos cement, d�uctile iron, and PVC piping appear to still be performing relatively well. It also appears that the reliability of the City's water main piping has improved slightly since the late 1990s and early 2000s. Based on the City's piping network inventory, approximately 43 percent of the City's water main piping is older than 50 years or of unknown age. Piping of unknown age, with little information recorded for it, is likely relatively old. The typical life expectancy of water mains can depend on a wide variety of factors, including the pipe material, soil characteristics, quality of construction/installation, flow velocities, and other factors. Average life expectancies recommended by pipe manufacturers and commonly assumed by water suppliers generally ranges from 50 to 100 years. For planning purposes in this WMP, an average life expectancy of 75 years was assumed for the City's water piping. The following Figure ES-5 provides a bar graph for lengths of the City's water mains that will expire yearly within time ranges through 2097, with the assumed pipe life expectancy of 75 years. The graph also provides recommended yearly replacement lengths to address the expiring water main piping. �h:�.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y l� ■Expiring Pipe ■Rec4mmera+�e1 Replacem�r�t 12 _ � w � 1Q _ �,,. � � � $ tlJ . .. .... . ti . .... ... ....... ..... ....... ......... .... ....... � ...... ........ ... ......... ...... . .. ..... ...... .. ...... c 6 a� J .. .. .. .. ....... . 9k ........ ....... . ....... t0 ... . .. .. . .. ..... 91 � . ..... ..... ......... � ... .... . ........ Z � ..... ...... ...... ..._ .... ...... ...... ..._ ..... ... ..... ..... .._. ........ ,tiCw ,�oy „�Sk ,�9 �y,�k �o/ �0� �uy �"D� �� ,,�4l� ,�'�i �j� �� Sk �'\ ,�°'�� ,y°'��' ^4�`,�Q' '1.`r,��i *�-°°,a ��,`� �°�,�r �°'�,� �°�4 �°�� °,�cs �°,�� ,�a ��,�' ��,c�• �°g� 'M�ears Figure ES-5 Expiring Water Mains and Replacement Schedule In recent years, the City has averaged approximately four miles of water main replacements per year. The pipe age analysis performed indicates that the City will need to replace significantly more piping annually in the coming years to avoid having water mains in service beyond the assumed average service life of 75 years. Increasing replacement lengths to approximately eleven miles per year by the year 2040 will be needed. The City should also conduct a detailed inventory and evaluation of the older steel and cast-iron mains, focusing on the larger mains (12- inch and larger) and those that are critical links in the distribution system. The result of this evaluation should be a prioritized pipe replacement program that is based on past repair records, as well as the pipe age, size, location, and consequences of failure. ES-5.4.3 Hydraulic Evaluation The City's computer model of the water system was utilized to evaluate the general hydraulic performance of the water system piping in terms of flow velocity, head loss rates, and the system's ability to provide the necessary flows and pressures to meet average day and max day demands in current conditions and future planning horizons through UBO. In general, conveyance improvements are recommended where the modeled flow velocities regularly exceed 6 feet per second(FPS) during max day demands, in order to reduce frictional head losses, maintain adequate pressures, and extend pipe lifespans. Conveyance improvements are identified with a project tag "CONV" followed by a uniqu�project number far ranking and listing purposes in the Capital Improvement Plan. Table ES-5 summarizes the recommended conveyance improvement projects that were identified from the hydraulic evaluation through 2040. �� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� Table ES-5 Recommended Conve ance Im rovement Pro'ects Project 1� Cor�struction Number' Prc�ject�escription Year Outlet from Hill 900 Reservoirs: Replace existing 12-inch with 2,400 linear CONV-01 feet(LF) of new 24-inch piping, realign from easements into streets. 2025 Foothill Blvd. Bottleneck Replacement: Upsize an approximately 60 ft CONV-02 long segment of 24-inch pipe near Foothill 4 MG reservoir to 36-inch 2025 pipe. Westside Road Bridge Over Canyon Hollow Creek: Replace existing 16- CONV-03 inch main with new 20-inch main during bridge replacement project. 2025 Ranchettes Area Second Supply Main: Install approximately 4,100 LF of new 12-inch piping for a second supply and redundancy to the CONV-04 Ranchettes Area, at the southwest end of the Cascade Zone. Install the 2026 Clear Creek crossing during Westside Wastewater Interceptor construction,while the creek is bypassed. CONV-05 Ranchettes Area Supply Main Rehabilitation/Replacement: Replace 2�28 and/or rehabilitate 3,800 LF of aging 16-inch pipe to the Ranchettes area. Benton Drive Water Main: Replace approximately 1,000 LF of 12-inch CONV-06 main in Benton Dr,west of Pump House 4,with new 16-inch. 2�28 CONV-07 West Street and Court Street: Install 950 LF of parallel 12-inch mains. 2029 Twin View Blvd. Main: Install 6,000 LF 16-inch pipe in Twin View Blvd.to CONV-08 Oasis Rd for proposed future development, including section ofjack and 2029 bore from Caterpillar Rd. under I-5 to Twin View Blvd. CONV-09 Stillwater Business Park (oop: Install 11,300 LF of 16-inch main in 2030 proposed Venture Parkway extension. CONV-10 Eureka Way Crossing: Replace 100 �F of undersized 8-inch main in Eureka gy 2040 Way at Buenaventura Blvd.with new 12-inch. CONV-11 Foothil) Blvd. Water Main: Replace 1,200 LF of undersized 12-inch main gy 2040 in Foothill Blvd.,west of the Foothill WTP,with new 18-inch pipe. Manzanita Hills Transmission Main: Replace 1,400 LF of existing 30-inch CONV-12 transmission main in Manzanita Hills Ave. with 36-inch or larger pipe. gY 2040 CONV-13 Railroad Ave. Water Main: Replace 3,900 LF of 16-inch main in Railroad gy 2040 Ave., south of the Railroad Valve Station,with new 20-inch main. An evaluation of the distribution system under projected max day demands at UBO was performed and no major deficiencies in the distribution system pipe network were observed, assuming the conveyance improvements noted in the above table are performed. Some additional conveyance improvement projects will likely be required to maintain flow velocities below 6 FPS at UBO demands,but the UBO demands and the locations and�xtents of future development that will occur were deemed too speculative and uncertain at this time to warrant performing extensive effort identifying specific projects or infrastructure improvements for UBO conditions. Approximate locations of the recommended conveyance projeets through the 2040 planning horizon are shown, in red, in the following Figure ES-6. �� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y 5.. ; ; � � r � Su�tmi#�ity�� i ,�` �. � 7�, � E: 7 :? s .._. ��. � � -.- ... �- : � � .. .. ,..�.:�. '°\ ;, . . , ; .. ......... � � k } � ` �.,�,v.., u,.m,.,: � __ ,y �{ . ' ..... 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C. ^. $T'yCl �, 1 w. . }�. �fti� f .. � � ,�3 ' r � _.•.w.,' bS� � . t � �`A� I �C�?NV-03 __� . �.. �� 1�� , r�_�` � `� ��,s� j � r ; m�.._ _�t � ,� Enter�rris�e Zana ;� _� �..�� _� ,� � . � . ri,. � .�- � ,, . „ ' w � -.� � -1 t, �� , , � r.- r' -.— _�.... , � �,;t' ..... 4 `::�{'�� .. ,� �i,.�. .... � ti.. ,�k' : �'.�SC�d£.°iC3flB�� ,, .. i��. .. �t "1 �� pf yrcx �` d v�, t ',. � ii M 1 ,.e>� .,. ��.�It ��. �.„„�� `- .� __, t ,..IT.y..,,.r �"�� t.i ., �_ � .. .: t"`' V .: � : �... � � � CQMW-0�� ' � ' .� �� , �� - ; � ' C�DNV 0� � � _�. . � t. _ �� u�� . � �V � ,� i�P ; � �� , , _ � __ � : _. �' : sm� �„i \ � ri�w 4� �+ �/ A � `� �f �.,.�LoN V'�`�F .. �. I. �1 ........�^ " �'' • � � _ '_ � �. ,� �., .:: �. . .,._a. 1 � .,...: � �� _� S`� P�`�..... . �> ', q ..� � � . ��.... � , �}� 1j .. ... ... �� . .. .., a ... ...... ..,� 7 L......_...i_ .. . .... � � �� ;:. :�.`�, '. ', ,. �. Figure ES-6 Recommended Conveyance Projects Map ��:�.�.�� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.5 PUMP STATIONS Facility evaluations for each of the City's existing pump stations were performed by the City's engineering and operations staff to identify deficiencies and needs. A hydraulic evaluation for the pump stations was also performed for current and future planning horizon demands. Deficiencies and recommendations for the existing pump stations are summarized in Table ES-6. Table ES-6 Existin Pump Station Deficiencies and Recommendations Station Deficiencie� R�ccrmrnendations Pump • Intake located in a shallow area of the Completely replace Pump House 1 and House 1 Sacramento River, limiting capacity. relocate to approximately 1,600 ft upriver, in (PS-01) • Existing intake and screens depart from a deeper location on the Sacramento River. standard design criteria and may not The new pump station should have a firm meet long term regulations. capacity of 42 MGD to not(imit Foothill WTP • Existing capacity of 28.9 MGD limits production. Foothill WTP capacity. • Per General Plan seismic hazard map, station in high seismic liquefaction area. Pump • Pump station building, electrical • Completely replace the pump station. Station 2 facilities, and suction and discharge Relocate, if needed,for operation of the (PS-02) piping are old and should be replaced. existing station during construction. Pump • Existing firm capacity of 3 MGD is • Replace pumps, motors, and electrical Station 3 deficient to serve Buckeye Zone with facilities for firm capacity of at least (PS-03) Buckeye WTP out of service. 5.25 MGD. • SCADA signal is deficient. • Instal) SCADA tower. • Poor site security and access. • Install security gate and site paving. Pump • Existing firm capacity of 2 MGD is • Install fourth Pump for firm capacity of 3 Station 4 deficient to serve Buckeye Zone with MGD. Relocate PRV outside of building. (PS-04) Buckeye WTP out of service. • Instal) SCADA tower. • SCADA signal is deficient. • Install fencing and site paving. • Poor site security and access. Pump • No significant deficiencies noted. • No capital improvement projects Station 5 recommended at this time. (PS-05) Goodwater • No significant deficiencies noted. • No capital improvement projects (PS-06) recommended at this time. Mary Lake . No significant deficiencies noted. • No capital improvement projects (PS-08) recommended at this time. EI Reno • Capacity is deficient. • Demolish pump station and install a (PS-08) . Building is old and undersized. replacement pump off Linden Ave.,for • Electrical facilities do not meet code. improved supply piping and SCADA • No SCADA signal available in area. signal. Mercy • Station is generally in poor condition • Demolish pump station and install a Hospital . Stairs to station make access difficult replacement station off�inden Ave.,for (PS-09) • Site security is poor improved access. Cypress • Temporary station in place until • Complete design and construction for (PS-10) permanent station is completed. Project permanent pump station to pump up to is in the design phase. 12 MGD in both directions. ��.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y In addition to improvements to existing pump stations noted above, new pumps/pump stations are recommended at three locations, including the following: 1. Booster Pump Station at the Buckeye 2 MG Reservoir(RS-07): A booster pump station is recommended near the existing Buckeye 2 MG reservoir to avoid the large pressure drop in the Buckeye Zone and high flow velocities from the reservoir that currently occurs when the Keswick Valve Station valves close. 2. Booster Pump at the Railroad Avenue Valve Station (FS-03): To facilitate transfer of more water from the Foothill Zone to the Cascade Zone and to provide redundancy for the South Bonnyview Pump Station, the addition of a booster pump inside the existing Railroad Va1ve Station building is recommended. 3. Linden Avenue Pump Station: A new pump station off of Linden Avenue is recommended to provide a backup supply to the Hi11900 Zone for an emergency event where Pump Station 2 is out of operation, and to replace the aging El Reno and Mercy�Iospital pump stations with a single new pump station. ES-5.6 VALVE STATIONS Evaluations of the City's major flow control and pressure reducing valve stations were performed by City Engineering and Water Utility staff to identify deficiencies and needs. Table ES-7 summarizes identified deficiencies and recommended improvements for the valve stations. Table ES-7 Existin Valve Stations Deficiencies and Recommendations Station De�iciencie� Recommendations ' Keswick • Connections and hoses for pumping • City staff should replace connections and Valve reverse direction (to Buckeye WTP)are hoses for higher pressure rating to pump in (FS-01) not rated for adequate pressure reverse direction to Buckeye WTP • Operation causes large changes in • Proposed booster pump station at Buckeye pressures and high flow velocities 2 MG reservoir should address issues with throughout Buckeye Zone pressure changes and flow velocities Cypress • Existing valve station will be replaced with • Complete the design and construction for Valve the Cypress Pump Station,currently in the permanent pump station to pump up to (FS-02) design phase 12 MGD in both directions Railroad • No major deficiencies noted,except a • Add booster pump,as previously noted Valve pump should be added to increase flows (FS-03&15 from Foothill Zone to Cascade Zone South • Located in vault at side of busy street and • Completely replace station and locate in a Bonnyview maintenance requires confined space new building further off the street (FS-04) entry and a lane closure . Include standby pump in new station • Single pump with no standby/backup Palisades • Unauthorized people inside fencing • Install more secure fencing No. 1 • Sun/weather decreasing service life • Add building or shade structure (FS-13) • Vehicle access should be improved • Replace vertical curbs with rolled curbs Palisades • Flow meter is old and likely inaccurate • Replace flow meter with mag meter No. 2 • Hatch is heavy and does not lock open • Replace access hatch (FS-14) • Station not connected to SCADA • Add electrical service and SCADA ��,-� �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.8 FIRE SUPPRESSION An analysis of the water systein for fire suppression was performed by utilizing the computer hydraulic model and assessing the largest fire flow requirements within each pressure zone. The analysis included fire flows peak hour demands during current conditions, as well as peak hour demands during planning horizon years 2030 and 2040. The analysis for current fire suppression requirements determined that the City's water system has adequate capacity to provide fire flows to meet the requirements for the buildings that currently have the largest fire flow demands in each pressure zone, except in the Buckeye Zone, which is located on Caterpillar Road. The Lake Boulevard Transmission Water Main project, which is currently in construction, wi11 significantly increase fire flow available to Caterpillar Road. It is also recormnended that the City Water Utility disconnect the existing fire hydrant nearest 4361 Caterpillar Road from the 8-inch water main and connect it to the parallel and adjacent 12-inch water main in Caterpillar Road to further increase the available fire flow well above the requirements. The analysis performed for future fire flow demands in the 2030 and 2040 planning horizons assumed fire flow requirements from the existing buildings that currently have the largest fire flow requirements in each pressure zone. The analysis also assumed that improvement projects recommended in the WMP will be completed within the recommended timeframes (i.e. conveyance, storage, and pump station projects will be completed when recommended). Current hydraulic modeling indicates that fire flows to the largest demand buildings will be sufficient through 2040, but detailed eval�uations will be required for fire flows associated with specific future developments. ES-6 CAPITA� IMPROVEMENT PLAN Evaluation of the City of Redding water system found that numerous improvements will be required over the next ten years to replace aging pipes and facilities, improve water system operations, and increase storage and capacity. Capital improvement projects were identified, planning level cost estimates for the identi�ied projects were prepared, and the projects were ranked and prioritized to develop a capital improvement plan for the water system through the year 2032. The Capital Improvement Plan project listing is limited to projects recommended through the year 2032. Attempting to refine or delineate speci�ic projects beyond 2032 was not performed, given the level of uncertainty regarding growth,potential water usage restrictions/reductions, and potential regulatory reguirements. However, the City should plan and budget for increasing its annual program for replacing aging water mains to approximately eleven miles per year by th�year 2040, as detailed in ES5.4.2. The following Table ES-8 summarizes the recommended capital improvement projects, project prioritization and recommended years to start construction, and estimated project and annual eosts from the developed Capital Improvement Plan. All eosts provided are in 2023 dollars. �h:�.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y Table ES-8 Ca ital Im rovement Plan Summar Y�ar Facit'rtyf Estim�ted Constructian Project ID Ider�tified Proj�cts Cost 2023 PPR-2023 Programmatic Pipe Replacement, 22,000 LF. $10,118,000 Total: $10,118,000 2024 PPR-2024 Programmatic Pipe Replacement, 22,000 LF. $10,118,000 BWTP-01 Buckeye WTP SCADA Upgrades. $1,000,000 EW-01 Enterprise Wells 6, 7,9, 10, and 14 Ortho/ $600,000 polyphosphate system upgrades. Total: $11,718,000 2025 PPR-2025 Programmatic Pipe Replacement, 25,000 LF. $11,497,200 CONV-01 Outlet pipe from Hil) 900 Reservoirs to Placer St. $1,730,000 CONV-02 Foothill Blvd. bottleneck upsize. $270,000 RS-07-01 New pump station at Buckeye 2 MG Reservoir. $1,440,000 CONV-03 Westside Rd Bridge over Canyon Hollow Creek. $290,000 EW-24 New well southeast end of Enterprise zone and 18-inch $7,350,000 piping to connect to water system. FWTP-01 Foothill WTP Control Building. $4,780,000 Total: $27,357,200 2026 PPR-2026 Programmatic Pipe Replacement, 30,000 �F. $13,796,640 CONV-04 Ranchettes area second supply 12-inch main. $1,500,000 PS-01 Pump House 1 Replacement. $39,000,000 Total: $54,296,640 2027 PPR-2027 Programmatic Pipe Replacement, 30,OOO�F. $13,796,640 PS-04 Pump Station 4 upgrades for capacity and access. $400,000 PS-03 Pump Station 2 upgrades for capacity and access. $1,400,000 RS-02 Hill 900 Reservoirs.Add third 2 MG reservoir and $5,970,000 rehabilitate Reservoir 1. FS-03 Railroad Valve Station booster pump. $490,000 FWTP-02 Foothill WTP upgrade. Install floc basins, wash water $16,160,000 recovery, and replace Pump Station 2. Total: $38,216,640 �h:��,� �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� , Year Facil`rty/ Estimated Construction Project ID I+dentified prcrjects �ost 2028 PPR-2028 Programmatic Pipe Replacement, 35,OOO�F. $16,096,080 FS-04 South Bonnyview Valve/Pump Station replacement. $1,290,000 CONV-05 Ranchettes area supply main rehab/replacement. $1,390,000 CONV-06 Benton Dr water main. $440,000 EW-02 Enterprise Wells 3A, 6, 7, 8, and 10 roof replacement. $1,250,000 PS-11 Replace EI Reno and Mercy Pump Stations w/single new $2,220,000 station on �inden Ave. Total: $22,686,080 2029 PPR-2029 Programmatic Pipe Replacement,40,OOOLF. $18,395,520 RS-07-02 Install second Buckeye 2 MG reservoir near existing. $4,680,000 CONV-07 West St and Court Street water mains. $670,000 CONV-08 Twin View Blvd.water main to Oasis Rd. $3,130,000 Total: $26,875,520 2030 PPR-2030 Programmatic Pipe Replacement,44,OOO�F. $20,235,072 CONV-09 Stiliwater Business Park water main completion. $4,240,000 EW-25 New Enterprise well near Fig Tree Ln. $4,320,000 Total: $28,795,072 2031 PPR-2031 Programmatic Pipe Replacement,48,OOO�F. $22,074,624 FS-13 Palisades PRV#1 upgrades for access and security. $260,000 FS-14 Palisades PRV#2 upgrades. $70,000 Total: $22,404,624 2032 PPR-2032 Programmatic Pipe Replacement, SO,OOO�F. $22,994,400 Total: $22,994,400 The City's water system is generally in acceptable condition. Nevertheless, various improvements and signi�cant funds will be required, as demonstrated in the CIP, to address noted defieiencies,replace aging facilities, and ensure that the City can continue to meet water demands for the foreseeable future with redundancies in place for emergencies and equipment failures. Furthermore, to mitigate uncertainties regarding future development, potential water usage restrictions or reductions, and potential future regulatory requirements, it is recommended that the WMP and CIP be updated on relatively frequent intervals. �h:�.�� NOTICE �QF E MP"TION TO. ❑ Office of Planning and Researck FROM: Gity af R�ddillg 14Q0 Tenth Street,Roam 121 Public Works Department Sacrarnento;GA 95814 777 Cypress Avenue Redd�ng, CA 96001 ❑x S1lasta County Clerk ' Cout�ty of S1lasta P.O;Box 990880, 1643 Market Street Redding, CA 96099-f�880 Project Titie: Water Utility Master Plan Update 2t?23 Project Lacation—Specific: Citv of Reddln� Praject Lacation—C►ty: Reddinp��Project,Location—+County: Shasta Descriptian af Projecta The Citv of Reddin� proposes to update the Water Utility Master Plan (Master Plan; The Master Plan t�rovides a comurehensive analvsis and strate�y for infrastructure deuelopment and mana�ement to maintain cost-efficient water services for the foreseeable future in conformance with a�plrcable state laws Name of Public Agency ApprovingPraject: City af Redding Name af Persan ar Agency Carrying Out Project: Josh Watkins, Wastewater Utititv Mar�a�er Exempt Status: (check oneJ ❑ Miilisteriai [Section 21080(b)(1); 15268] ❑ Lleclared Emergency[Sectbn 21080(b)(3); 15269(a)] ❑ Emergency Praject [Sectian 210$0(b)(4); 15269(b)] � Statutogy Exemptions. State code nuinber: Section 152&2. Feasibility and Planning Studies ❑ CQmmon Sense Exernptian(This project does not fall within an exempt class,but it can be seen with certarnty that there is na possibility thaf the activity may have a significant effeet on the envirorunent(14 GGR 15601[b][3]). ❑ Categorical Exelnption.State type and section number: ❑ No exceptians apply that would bar t11e use af a categorical exernption(PRD 21084 and 14 CCR 15300:2). Reasans why pi•aject is exempt: A project involving ot1lv feasibili ar plannin� studies for possible future actioirs which the a�encv board or commissiozl has not a�praved adopted or funded does nc�t 1•eqaire the preparation of an EIR or Ne�ative DeclaratioXz but does require consideration of enviranmental factors The updated plan includes strate ie� s and potential future efficiency actiol�s° however tllese actions would require separate review under tlie California Envirotirnental Quality Act (CEQA) Adoption of tlle updated plan would not result in phvsical alteratic�n of the environment,and the action has iio potential to have a si�nificant effeet on the environmerit Lead Agency Contact Person: Amber Kelley Telephane: 534.225.4046 If Filed by Applican#. 1. Attach certified document of exemption finding. 2. 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THIS PAGE INTENTIONALLY LEFT BLANK � ' ' �., ,`� � .,. � y; �. .m., � � a�t L � � � � � �� '�` WATER UTILITY MASTER PLAN 2023 �u iy Zo23 Q��F�SS,Q�% �� ,��AY NE tijq��FZ G� Z c� r� W 7478 �' * EXP. 12/31/2023 * ��9T� �lV1L �� 0� C A'�eF Prepared by: City of Redding Public Works Department Engineering Division THIS PAGE INTENTIONALLY LEFT BLANK C ► �r �' t� � WATER UTILITY MASTER PLAN 2023 EXECUTIVE SUMMARY � � ` ' � ° � " � �� E�E�LTTIVE SLT A Y T.� LE F C NTE�TS Section Paqe ES-1 Introduction........................................................................................................ 1 ES-2 Water System Facilities and Operations..........................................................2 ES-3 Water System Demands.....................................................................................4 ES-4 Water Supplies................................................................................................... 5 ES-5 Water System Evaluation.................................................................................. 6 ES-5.1 Water Supply .................................................................................................... 6 ES-5.2 Treatment.......................................................................................................... 7 ES-5.3 Storage ............................................................................................................ 10 ES-5.4 Distribution Piping.......................................................................................... 11 ES-5.5 Pump Stations................................................................................................. 16 ES-5.6 Valve Stations................................................................................................. 17 ES-5.8 Fire Suppression.............................................................................................. 18 ES-6 Capital Improvement Plan.............................................................................. 18 ES-1 INTRODUCTION The purpose of the Water Utility Master P1an 2023 (WMP) is to provide a comprehensive eval�uation of the City of Redding (City) water system, as well as a program for improvements needed to meet anticipated water demands, provide redundancies to reduce risks, replace aging facilities, and address operations and maintenance needs. The goal of the WMP is to assist and guide the Redding's Water Utility Division (Utility) with decision-making, planning, and budgeting for the management and development of its water infrastructure for the foreseeable future. The W1VIP was prepared by the City of Redding Public Works Engineering Division with assistance from the Utility. It is an update to the City's previous water master plans, including the City of Redding Water Utility Master Plan 2012, and the most recent City of Redding Water Utility Master Plan 2016 update, which were also prepared by the City Engineering Division. Some of the key tasks performed by the City's Engineering Division and Water Utility staff for preparation of the WMP include the following: ��m1 �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� • Data collection and review of the existing water system facilities and operations; • Assessment of current and future water demands and supplies; � Update and calibration of the computer-based hydraulic model of the water system; • Evaluation of the City's water system and its ability to consistently distribute water, with redundancies, to meet current and projected future demands; • Identification of deficiencies in the water system; • Selection of improvement projects to address the identified deficiencies; • Development of a capital improvement plan through the year 2032 with prioritized projects and preliininary cost estimates for the recommended projects. ES-2 WATER SYSTEM FACILITIES AND OPERATIONS The City of Redding's water system includes two water treatment plants (WTPs) with surface water supplies from the Sacramento River and Whiskeytown Lake, seventeen groundwater wells, twelve storage reservoirs, eleven pump stations, and approximately 2.98 million feet(565 miles) of conveyance and distribution pipelines. The City's water system is licensed with the California Department of Public Health under System Number#4510005. The City of Redding water service area(WSA)provides water to the majority of residents and businesses within the City. The City of Redding Water Utility is responsible for developing, managing, and maintaining its water system to ensure reliability for all of its customers within the WSA. The City's water system has grown steadily since it was originally incorporated with the old California Water Service Company system in 1941. The incorporation was followed by annexations of several special water districts, with major annexations including the Buckeye County Water System in 196'7 and the Cascade and Enterprise special districts in 1977. The WSA boundary does not match the City corporate boundary exactly. Some parts of the City are served by neighboring water systems, and the City serves water to some areas outside of the City boundary. The City's WSA is divided into six primary pressure zones, including the following: • Buckeye Zone • Cascade Zone • Enterprise Zone � Foothill Zone � Hi11900 Zone � Hilltop Dana Zone A map of the City's water service area, pressure zones, and key water facilities is provided in Figure ES-l. �� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y r> ,�� _ _ ��' � ,,. , � � �� J ,4 ,� t t �1 —� � — �� —, w.. � _. ,��; ��umm�t'��ty� � ; � �� tiS z 1 T - � _ _. tt � .. � �_- ... �,'=, ��;� t' :� .�.� . , �q�� .e . ..__ 1 � ; 4 * ` ) � i ' �° ,.,.�,,.. .'.. 5u,'Gi.�cSw�w:. . : � +�,i e �n + �� 3' r �� b ¢u i � � I x^ .,.t ,..: ` ,;, ; : .. �i i" z ,:; , �' . � . , p a�t,i��'�"w�'y t � .. t,�. rn„nwwe�a,. . Y k � . { 4 � � .. °Yl �� !:; l� �� I�t � �'�_F _�`� c �B�ICKEYE 4NTP ` � ` � _ � a s�. ' �'��' c Buakeye Zone ` � s _� _ � �� , u � . � � rl F s.v ..�5 ,,:� . . : ""_ �i' _, � 1 �%.,��— ,�,��.. ��„ : ,.. �. t .,: �`�:�� cc� ' ��. r � e.�:. � � �'. " .'r 1 � . ��ti+�' � � �`�� -- ' BELLA VISTA n.,_� � �� '� �i .�"`� `'s �` ,i ..+ .. +' �� : ��. `, ,...�� L'VF�,�'�R C,71STf�ICT �� ; ° � � ..._ � � � ^ ,..� w � � y � �a �� ° ` ; PGmp Stati�iro� � a � \, � " `�� - Pump St$kian 4 � ` , :' i � � ` ,_. \ ."""', ...,.,..:. v s ,y�. . fi �( � � l,� �J � `� _: $ ... r : _ �`�'� �� a Sputl�rn Pacr�sc � � � � � _�, �4 Rump 4irruse 9 s� � a� s � ,�� m i " � ,. =��-�—� � �� s � � � Pump Stat�an 5 � .� � � Y 4 � � I � �` �� 'Pump;Sta`fion 2� ; �� Hilltap Dana Zcr 8 r �_�t x F�othiif 2c�ne l�� € l�� e r 4 � l� � � F4�Q�THILL�WTP� �a � k�, , � , 1 z �, � : .: ro,� � � �� k � �. . ��MaKyr�ake F ,� e �� s ` � � � � � �TMercy � a� � k � � � �� r ,� � � r � �Qadv�ratera� ,q , �1��°.�Q��Qil� ` �� t � � � � �i s �v"� J ,. 1 �� '� }i�� , 4 )� � � 4 ' r.- .i 'l� � l� � 4��-..`+ i �", '�r � �� '.. ��S �. 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P '�. � � ;,�' E�„W��,-�4�[�, E4�tl-1� � 4 �' � �xr„ �n. � ' � <' �:.�:u,�.�� - �•� '� 8: ., . �„,�+^ , .:, �ta �..��s� �� . � � �� „� � �� . � z �.... ` �� a E5M-14 ' � ��Yr t p L ' f �� k1 4'�x��. � , Cascade Zorue�=� �� '�' �w_��w-�� ' � � 4 , � � . ,.,, y .��, t ;��'�� . . _ ^" " � � �� n �,CW$� � ` ��, � �� .. � � �. y �� e �*W B ' �'e„ w. �� `. a k,� � �"�''''� . ,,..� ..E4V-8 �.. � r E � �� t4 ` � � a ,� � � t , � � ,��r»�m'w�� s �i,',.. . ,,a ..�.EW-23 < < , � c � ^� �� `,�.. �r '��,w.�:�.�, w: ., �o `'7 �-'--�... .... - , � ~'i �� t. � t �� CYT1'LiMET R{��SSWR,��U�S - �� . � j�, . ` .. iy ��WATERTRE�ATI+�'ENT PLANT �,w�,.BI�GiCEYE. '��, �� . � RESERVQIR _?CASCRDE i�l , �,r � �ENTERPRISE wz� � � ti �� P1�MP STATION ..., �i,, . �, '. ,F�gTHILL ...� GI20UNb4VA7Ef2 WELL � ..._ ... '^�;�� . . � —I HILL 4C7f� . `�, " �. �'�VATER P3PE5 iS"&�GREATER ,wILLT�P��6ANA �"�� _ - ...�WATER PIIPES 12"'&.GREATER "� '"�'�°��' --�-��--��WATER RIPES LESS THAN 12° �.�.�. .. �� Figure ES-1 City of Redding Water Service Area ��:� �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-3 WATER SYSTEM DEMANDS Recent water demands and growth in the WSA were evaluated and future water demands were estimated for planning horizons in 2025, 2030, 2035, 2040, and ultimate buildout (IJBO). The term"ultimate buildout"refers to the planning condition under which the maximum level of developinent and population has been reached, based on the long-term land use plan. Water demands were assessed systemwide and independently within each pressure zone. Demands were also evaluated seasonally for the average day demand (ADD) and maximum day demand (MDD) daily usage, as well as for hourly trends (diurnal patterns). Water demands for future planning periods through 2040 were estimated based on the Shasta Regional Transportation Agency(SRTA) Travel Demand Model, community outreach discussions with developers, engineers, and major land owners, as well as internal coordination with City of Redding staff regarding pending projects in the development community. The City's General Plan was used to estimate water demands at ultimate buildout. Recorded water demands from 2010 through 2020 and projected water demands through UBO in the WSA are summarized in Table ES-1, with annual demands shown in acre-feet per year (AFY) and daily demands shown in million gallons per day(MGD). Table ES-1 Water S stem Demands Year/ Annual Planning ' demand A{�[� MDD ��r�z�n (a��r� �nn�a) (��) 2010 24,098 21.5 44.0 2015 21,401 19.1 30.5 2020 25,534 22.7 39.9 2025 26,452 23.6 42.1 2030 27,000 24.1 42.9 2035 27,538 24.6 43.8 2040 28,213 25.2 45.0 UBO 33,283 29.7 52.1 The City's water service area has experienced relatively slow growth over the past decade, with an annual growth rate of only approximately 0.5 percent citywide. Also, reductions in water usage per capita have offset much of the growth since 2010. As a result, yearly water production has only increased by approximately 3 percent and the City's total maximum day water demand has actually decreased since the year 2010. Future projections indicate an average annual growth rate of only 0.6 percent citywide through 2040, consistent with recent growth trends since 2010. Water demand at UBO estimated in this WMP are significantly lower than estimates provided in the previous Water Utility 1Vlaster Plan 2016, which�stimated a max day demand of 87.5 MGD at UBO. But the previous master plan estimate was based on the General Plan 2000, which estimated over a 4 percent annual growth rat� and buildout population of 201,000 far the City and 163,000 within the WSA. The City's most recent draft General Plan indicates a much lower ��m� �°"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y growth rate and a City population of only 101,588 by the year 2045, significantly less than what the General Plan 2000 estimated. Also, with the unprecedented drought in years 2019 through 2022 and concerns of climate change, it is likely that the State o�California will implement regulations requiring water reductions in the future, which would reduce future demands from those shown above. However, because the timeline and specifics of any future reductions are currently not known, and to be conservative with future supply needs, demand projections in the WMP do not consider future water use reductions that could be imposed by the State. ES-4 WATER SUPPLIES The City of Redding uses both surface water and groundwater supplies to meet water demands within its water service area. Surface water supplies are governed under two separate contracts with the United States Bureau of Reclamation (USBR) and one with the Anderson Cottonwood Irrigation District (ACID). Surface water is pumped from the Sacramento River from Pump House 1 to the Foothill WTP, or diverted to the Buckeye WTP from the Spring Creek Tunnel, which conveys water from Whiskeytown Lake to the Spring Creek Power Plant at the Keswick Reservoir. The City's groundwater supply comes from its seventeen groundwater wells separated into two groups in their respective pressure zones, the Enterprise wells and the Cascade wells. A graph of average monthly supply volumes from the City's four primary water sources from 201� through 2021 is provided in Figure ES-2. z,00a � �, � � z,�oo � �c � ��`. Foothill WTP � � 1,OCPCP ,��n:ar�uckeye WTP � � Enterprise Welis o �,. � �� _� .sCaseade V�telis �� 50Q "�� aa �` � � �� .��...... ...,.� . .,... ,,..,- < ._.. .��.. , ��....... . 1an �eb March April fiflay June luly Aug Sep Qet Nov Dec Month Figure ES-2 Average Monthly Supply Volumes Per Source On average, approximately 70 percent of the City's water supply comes from surface water, with the remaining 30 pereent eoming from groundwater. Both surface water and groundwater are used throughout the year and peak during high water demands in the summer. �� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5 WATER SYSTEM EVALUATION Detailed evaluations of the major aspects of the City' water system were performed for preparation of the WMP, including water supply, treatment, storage, distribution piping, pump stations, and valve stations. Evaluations for current conditions, as well as for future planning horizons in 2025, 2030, 2035, 2040, and UBO were performed and used to identify existing and expected future deficiencies, assess improvement options, and provide recommendations. ES-5.1 WATER SUPPLY An analysis of the City's current annual water supply was performed to assess its ability to meet annual water demands during normal and drought years through UBO. A summary graph for the analysis is provided in Figure ES-3. 40,000 35�000 ...... <..:. �.: � �o,oaa - �� . : - � ; •� � ., . � . • �' 2�,00a � � : .;: . °. � ; �� .� • . � 20,Q00 �'` � � � ` �� Annual Demand �_. : °..�.. � <.,. za � �°� �Normal Year a� � 15,000 .: .: . SuppEY �° ��Drought Year � . ._: . n. 2Q,QCIO ` `; ": :" .i : SupP�Y � ; :: .. . . � . 5,000 ° ; 0 <:: <. .. Current 2025 203� 2035 204C} UBQ Year Figure ES-3 Annual Water Supply and Demand The analysis indicates that the City's existing annual water supply is adeguate d�uring normal and drought years through UBO, with approximately 4 percent excess at UBO. Although the existing water supply is currently adequate, it is recommended that the City continue to add redundancies and additional supply for the event that USBR is required to reduce its contract water supply by more than anticipated during critical drought years in the future. The following actions are recommended for the City to increase its available water supply and improve redundancies: • Replace and relocate Pump House 1 to increase reliability and supply capacity to the Foothill WTP, also for additional deficiencies noted in Section ES-5.5. ... �� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y � Increase groundwater supply capacity by installing additional wells in the Enterprise Zone. A1so, evaluate adding treatment to existing wells that cannot operate regularly because of issues with water quality, including Enterprise Wells 11 and 13. • Consider securing additional surface water supply. ES-5.2 TREATMENT Water treatinent for the City water system includes two water treatment plant facilities, the Foothill WTP and Buckeye WTP, as well as some treatment at its Enterprise We11s. An analysis of City's daily water treatment production capacity compared to maximum day demands was performed through UBO. The analysis considered existing/current production capacity, as well as the increased production capacity assuming that the improvements recommended in the WMP are constructed within the recommended timeframes. A summary graph of the analysis is provided in Figure ES-4. so . . -ao »~ • . .� � ,.. �� ..... � .. . �. � ,._.. �� <.° . �. �;. �� Max C�ay C:7 (� d2Rlal1C� . < '. '.; � ..:�� <, �50 �::< � � +.a ._ :� � � � �. . �.40 ' �:�. �� <; �Ex'ssting ,:,,�. <.. _ r� �:.. �.„ �_ � °< Pr�duction � '^- Capacity zs �_�� :. �.��. � . , : � :. ; �:. �30 •.. .. <,,�. � Improved � `�.._ :. "� n 2Q �.°' . ��` ' Proc�uctio ,. ��:: �. .�: �.. � Capae'sfiy <,.. � 1Q ��: <,:.� •.; ;" � .. � ��.. . � �.: ;. ��. Q � �� Current 2025 203Q 2Q35 2440 UBO Year Figure ES-4 Max Day Demands and Treatment Capacity The City's current treatment eapacity is adequate for projected max day demands through UBO with approximately 15 percent excess. For added redundancy and to account for future uncertainties, the City should continue with reeommended improvements to replace Pump House 1 to increase capacity at the Foothill WTP, and to increase groundwater well capacity in the Enterprise Zone with additional wells or treatment, as previously noted. These improvements will increase the City's production capacity to approximately'721VIGD, which should provide adequate eapacity for the projected max day demands through UBO with roughly 38 percent excess. �h�� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.2.1 Foothill Water Treatment Plant The Foothill WTP provides the City's largest and primary water supply during average and peak demands. It provides more than half of the City's water supply during high water demand periods by treating water from the Sacramento River pumped froin Pump House 1. The City's Pump Station 2 (PS-02) is also located inside the Foothill WTP. PS-02 is the only regular source of water to the I�ill 900 Zone,providing treated water from the Foothill WTP. At the allowable filter surface loading rate, the Foothill WTP's firm capacity is 36 MGD,but it is currently limited by the supply capacity from Pump House 1, which is 29 MGD. The Foothill WTP does not typically operate during winter months because of low water levels and elevated turbidity in the Sacramento River. A detailed assessment of the Foothill WTP was not performed in the effort for this WMP. The 2011 Facilities Plan for the Foothill WTP,prepared in 2011 by Pace Engineering, provides the most recent comprehensive assessment for the treatment plant and it is outdated. Some known deficiencies and recommendations for the Foothill WTP are provided in Table ES-2 below. However, the City should work with a consulting firm to update the Foothill WTP Facilities Plan to develop an up to date and detailed assessment of deficiencies and needed improvements. Table ES-2 Foothill WTP Deficiencies and Recommendations # ' ��ficien�y Recc�rnmendatic�n 1 There is no standby generator for emergency Install a standby generator and replace the backup and the main switchgear has reached switchgear. Project is scheduled to start the end of its service life. construction in 2023. 2 The programmable logic controllers (PLC's) Install a new control building to house complete need to be replaced, and the Supervisory replacements of the PLC's and SCADA system. Control and Data Acquisition (SCADA) system is obsolete. 3 There is currently no wash water recovery Install wash water recovery system for improved system and solids from WTP operation are efficiency and water savings. discharged into the sewer. 4 The current in-line treatment process during Install flocculation basins to operate as a higher water demands is not feasible if conventional treatment plant. turbidity in the Sacramento River is elevated and there is no individual filter rate and flow measurement and control. 5 PS-02 is near the end of its service life. Completely replace PS-02 in a new building. ES-5.2.2 Buckeye Water Treatment Plant The Buckeye WTP is a conventional filtration water treatment facility with a treatment capacity of up to 14 MGD. I�t treats water from Whiskeytown Lake, which is conveyed through the Spring Creek Tunnel then through a 4$-inch and 36-inch raw water pipeline to the treatment plant. The Buckeye WTP typically provides more than half of the City's water supply during winter months, and approximately 20 percent of the City's total supply during the summer. ��-� �°"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y A detailed evaluation inside the Buckeye WTP was not performed in the effort for this WMP. The most recent comprehensive evaluation of the Buckeye WTP is included in the 2000 Water Master Plan and is outdated. The City should work with a consulting firm to update the Buckeye WTP Facilities P1an to determine current deficiencies and needed improvements. Without a current facilities plan, the most pressing deficiency that has been identified at the Buckeye WTP is its SCADA system. The SCADA system is obsolete and new replacement parts and equipment for it are no longer readily available. The City should replace and upgrade the SCADA system at the Buckeye WTP as soon as possible. ES-5.2.3 Treatment at Groundwater Wells Some treatment is required for the City's Enterprise we11s. At each Enterprise we11 head, chlorine gas, a chlorinator, and a chlorine injection system are used to provide disinfection residual to the system. In addition, Enterprise Well(EW) 6A, EW-07, EW-10, and EW-14 have injection of blended ortho/polyphosphate to reduce iron and manganese and improve taste and odor issues. The City is also working towards construction of a wellhead treatment system at EW-12 to treat iron, manganese and arsenic and construction is expected to start in 2023. The Cascade wells do not currently require treatment or chlorine injection because water quality testing shows sufficient chlorine residual in the system resulting from blending. Table ES-3 provides identified deficiencies and recommended improvements associated with treatment at the City's groundwater welis. Table ES-3 Well Treatment Deficiencies and Recommendations # ' Clefi�i�ncy ' Recc�mrrrenclatic�n 1 There is some concern regarding chlorine gas Continue to assess disinfection methods and supply reliability, price stability, and a slightly chemical costs and availability.Stay informed on higher risk of accident with chlorine gas. current disinfection technologies to minimize operation and maintenance costs and risks. 2 Existing ortho/polyphosphate systems are labor Upgrade the ortho/polyphosphate systems at EW- intensive to maintain.They also block access to 6A, EW-7, EW-10, and EW-14 and add other facilities and equipment in the well ortho/polyphosphate at EW-9. Improve delivery buildings. and storage methods, new self-priming pumps. �ocate systems in new separate buildings/sheds. 3 EW-11 and EW-13 exceed maximum allowable Complete the water treatment system at EW-12, contaminant level (MCL)for arsenic and are then evaluate its operations and maintenance inactive. During droughts and high usage, other costs to determine if use of similar treatment wells are also near the MCL for Arsenic. Future systems would be practical at other wells, perhaps State regulations for other metals, such as in lieu of adding new wells in the future. manganese,or other contaminants could require additional treatment at most Enterprise Wells. 4 Groundwater supply/treatment capacity should Construct two new groundwater wells at the be improved for added redundancy. southeast end of the Enterprise Zone,or install wellhead treatment systems to allow EW-11 and EW-13 to operate regularly, if determined that it is more practical from the EW-12 evaluation. 5 The Cascade wells do not produce enough water Operate the Cascade Wells until their equipment to justify costs to upgrade or maintain them. starts failing,then decommission the wells. �� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� There are currently some uncertainties that could have major impacts on improvements needed at the City's Enterprise Wells, including the following: • Potential regulatory changes from the State Water Board concerning manganese monitoring and recording limits could require additional treatment for operation of most or all of the City's wells. • Future well capacity and groundwater quality at potential we11 sites is unknown. • The City does not have any well head filtration/treatment systems completed yet, so actual operations, inaintenance, and disposal costs for such a system have not been assessed yet. The City should follow developments concerning revisions to the manganese limits closely and plan accordingly for its well operations and treatment. However, no actions from the State Water Board have been performed yet and the recommendations provided in the WMP assumed that regulatory requirements for manganese limits will not change in the foreseeable future. The City should perform further investigation into potential future well sites to determine probable well capacity and water quality at the sites, and verify that new wells will be practical and feasible. The City should also evaluate operations and maintenance costs associated with the well head filtration/treatment system at EW-12 after it is completed to determine whether the addition of new wells or installation of treatment to existing wells, such as existing EW-ll or EW-13, wi11 be most practical. Recommendations in the WMP assumed that installation of new groundwater welis will be more cost effective than the capital and operational costs associated with installation of well head treatment systems at existing wells. ES-5.3 STORAGE Evaluarions of City's existing storage,provided from its twelve existing storage reservoirs, and storage needs in each pressure zone through UBO were performed to identify deficiencies and recommend improvements. Storage capacity and requirements for each pressure zone were evaluated based on three categories/components of storage, including equalization storage, fire suppression storage, and emergency standby storage. Equalization/operational storage balances fluctuations between water supplies and demands during daily operation. Fire suppression storage is needed to ensure that adequate water supply is available to provide fire flows in accordance with the California Fire Code (CFC)reguirements. Emergency standby storage is used to provide water supply during emergency conditions that disrupt the normal water system supply or system operations. Noted deficiencies and recommendations for the water storage in each pressure zone are summarized in Table ES-4. The City has performed cleaning and inspection in each of its reservoirs on an approximately five-year interval recently. In the most recent cleaning and inspection effort performed in 2020 there were no significant deficiencies noted or repairs on the interior of the reservoirs/tanks,but the WMP does not include a detailed condition assessment of the reservoirs. Only an age analysis with an assumed reservoir s�rvice life of 75 years was performed for the WiVIP. The age analysis indieates that the Buckeye 0.2 million-gallon (MG)reservoir, whieh was recently �h:�.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y decommissioned, has exceeded its service life and should be replaced. Also, that the Hill 900 Reservoir 1 and Cascade Reservoir 1 are nearing the end of their service lives and should be replaced or rehabilitated before 2034 and 2035, respectively. Table ES-4 Stora e Deficiencies and Recommendations Zon� Deficiencies Recommend�tians Buckeye . The Keswick Valve Station, • Install a booster pump station and actuated used to cycle the Buckeye 2 valves at the existing 2 MG reservoir to regularly MG reservoir, causes a large cycle water in the Buckeye 2 MG reservoir, pressure drop in Buckeye instead of the existing Keswick Valve Station. Zone and high flow velocities . Replace the decommissioned 0.2 MG reservoir through piping from the with a new 2 MG reservoir. Re-evaluate UBO reservoir. storage requirements with regular WMP • Analysis shows storage in the updates. Buckeye Zone will be deficient by 2040 and an additional 2.5 MG required storage at ultimate buildout. Cascade • Storage is currently deficient • Replace the South Bonnyview Valve/Pump by 1.36 MG and will be Station, also add a booster pump at the existing 1.8 MG deficient by UBO. Railroad valve station to improve redundancies from the Enterprise and Foothill zones, decreasing emergency storage requirements. • Replace existing 1 MG Cascade Reservoir and add 2 MG storage near the Redding Ranchettes Reservoir by 2035. Enterprise . Analysis indicates that • Storage analysis should be updated in future & Hilltop storage is adequate through master planning efforts, or if significantly more Dana UBO, but reservoirs need to development than anticipated occurs. be recoated. • Recoat the reservoirs as soon as possible. Foothill • None noted. • Storage analysis should be updated in future master planning efforts, or if significantly more development than anticipated occurs. Hill 900 • Storage is currently deficient. • Add an additional 2 MG near existing reservoirs and rehabilitate existing Hill 900 Reservoir 1 It is also recommended that the City implement a program for regular inspection and maintenance of reservoir coatings/linings, associated facilities, and the general condition of its reservoirs on a regular basis to maximize reservoir service lives. ES-5.4 DISTRIBUTION PIPING A general condition assessment of the City's water services and mains was performed to assess recent performance and deficiencies, as well as provide a recommended replacement schedule for water mains. A hydraulic evaluation of the City's water distribution was also performed to identify hydraulic deficiencies in water mains, assess improvement alternatives, and provide recommendations for improvements. ��-�� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.4.1 Water Service Condition Assessment Water Utility service records from 2012 through 2022 were reviewed to assess the recent overall performance of the City's water services. The records indicate an annual repair rate of less than two repairs per thousand service connections, which is acceptable per industry and State Water Resources Control Board standards. The City's existing copper water services are performing relatively wel1,but are somewhat expensive. The City could consider and assess the use of high-density polyethylene (HDPE) service lines as a standard in the future to reduce costs. ES-5.4.2 Water Main Condition Assessment An assessment of the inventory, age, and maintenance and repair activities associated with the City's water mains was performed to evaluate the condition of the water distribution network, determine patterns in failures, and develop a general replacement program. A review of City's recent maintenance and repair activities for the various water main materials was performed to gauge the overall recent performance for each pipe material, also to determine whether general pipe conditions are growing worse or improving. It determined that the majority of water main breaks have occurred in steel, cast-iron, and unknown piping. The City's asbestos cement, d�uctile iron, and PVC piping appear to still be performing relatively well. It also appears that the reliability of the City's water main piping has improved slightly since the late 1990s and early 2000s. Based on the City's piping network inventory, approximately 43 percent of the City's water main piping is older than 50 years or of unknown age. Piping of unknown age, with little information recorded for it, is likely relatively old. The typical life expectancy of water mains can depend on a wide variety of factors, including the pipe material, soil characteristics, quality of construction/installation, flow velocities, and other factors. Average life expectancies recommended by pipe manufacturers and commonly assumed by water suppliers generally ranges from 50 to 100 years. For planning purposes in this WMP, an average life expectancy of 75 years was assumed for the City's water piping. The following Figure ES-5 provides a bar graph for lengths of the City's water mains that will expire yearly within time ranges through 2097, with the assumed pipe life expectancy of 75 years. The graph also provides recommended yearly replacement lengths to address the expiring water main piping. �h:�.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y l� ■Expiring Pipe ■Rec4mmera+�e1 Replacem�r�t 12 _ � w � 1Q _ �,,. � � � $ tlJ . .. .... . ti . .... ... ....... ..... ....... ......... .... ....... � ...... ........ ... ......... ...... . .. ..... ...... .. ...... c 6 a� J .. .. .. .. ....... . 9k ........ ....... . ....... t0 ... . .. .. . .. ..... 91 � . ..... ..... ......... � ... .... . ........ Z � ..... ...... ...... ..._ .... ...... ...... ..._ ..... ... ..... ..... .._. ........ ,tiCw ,�oy „�Sk ,�9 �y,�k �o/ �0� �uy �"D� �� ,,�4l� ,�'�i �j� �� Sk �'\ ,�°'�� ,y°'��' ^4�`,�Q' '1.`r,��i *�-°°,a ��,`� �°�,�r �°'�,� �°�4 �°�� °,�cs �°,�� ,�a ��,�' ��,c�• �°g� 'M�ears Figure ES-5 Expiring Water Mains and Replacement Schedule In recent years, the City has averaged approximately four miles of water main replacements per year. The pipe age analysis performed indicates that the City will need to replace significantly more piping annually in the coming years to avoid having water mains in service beyond the assumed average service life of 75 years. Increasing replacement lengths to approximately eleven miles per year by the year 2040 will be needed. The City should also conduct a detailed inventory and evaluation of the older steel and cast-iron mains, focusing on the larger mains (12- inch and larger) and those that are critical links in the distribution system. The result of this evaluation should be a prioritized pipe replacement program that is based on past repair records, as well as the pipe age, size, location, and consequences of failure. ES-5.4.3 Hydraulic Evaluation The City's computer model of the water system was utilized to evaluate the general hydraulic performance of the water system piping in terms of flow velocity, head loss rates, and the system's ability to provide the necessary flows and pressures to meet average day and max day demands in current conditions and future planning horizons through UBO. In general, conveyance improvements are recommended where the modeled flow velocities regularly exceed 6 feet per second(FPS) during max day demands, in order to reduce frictional head losses, maintain adequate pressures, and extend pipe lifespans. Conveyance improvements are identified with a project tag "CONV" followed by a uniqu�project number far ranking and listing purposes in the Capital Improvement Plan. Table ES-5 summarizes the recommended conveyance improvement projects that were identified from the hydraulic evaluation through 2040. �� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� Table ES-5 Recommended Conve ance Im rovement Pro'ects Project 1� Cor�struction Number' Prc�ject�escription Year Outlet from Hill 900 Reservoirs: Replace existing 12-inch with 2,400 linear CONV-01 feet(LF) of new 24-inch piping, realign from easements into streets. 2025 Foothill Blvd. Bottleneck Replacement: Upsize an approximately 60 ft CONV-02 long segment of 24-inch pipe near Foothill 4 MG reservoir to 36-inch 2025 pipe. Westside Road Bridge Over Canyon Hollow Creek: Replace existing 16- CONV-03 inch main with new 20-inch main during bridge replacement project. 2025 Ranchettes Area Second Supply Main: Install approximately 4,100 LF of new 12-inch piping for a second supply and redundancy to the CONV-04 Ranchettes Area, at the southwest end of the Cascade Zone. Install the 2026 Clear Creek crossing during Westside Wastewater Interceptor construction,while the creek is bypassed. CONV-05 Ranchettes Area Supply Main Rehabilitation/Replacement: Replace 2�28 and/or rehabilitate 3,800 LF of aging 16-inch pipe to the Ranchettes area. Benton Drive Water Main: Replace approximately 1,000 LF of 12-inch CONV-06 main in Benton Dr,west of Pump House 4,with new 16-inch. 2�28 CONV-07 West Street and Court Street: Install 950 LF of parallel 12-inch mains. 2029 Twin View Blvd. Main: Install 6,000 LF 16-inch pipe in Twin View Blvd.to CONV-08 Oasis Rd for proposed future development, including section ofjack and 2029 bore from Caterpillar Rd. under I-5 to Twin View Blvd. CONV-09 Stillwater Business Park (oop: Install 11,300 LF of 16-inch main in 2030 proposed Venture Parkway extension. CONV-10 Eureka Way Crossing: Replace 100 �F of undersized 8-inch main in Eureka gy 2040 Way at Buenaventura Blvd.with new 12-inch. CONV-11 Foothil) Blvd. Water Main: Replace 1,200 LF of undersized 12-inch main gy 2040 in Foothill Blvd.,west of the Foothill WTP,with new 18-inch pipe. Manzanita Hills Transmission Main: Replace 1,400 LF of existing 30-inch CONV-12 transmission main in Manzanita Hills Ave. with 36-inch or larger pipe. gY 2040 CONV-13 Railroad Ave. Water Main: Replace 3,900 LF of 16-inch main in Railroad gy 2040 Ave., south of the Railroad Valve Station,with new 20-inch main. An evaluation of the distribution system under projected max day demands at UBO was performed and no major deficiencies in the distribution system pipe network were observed, assuming the conveyance improvements noted in the above table are performed. Some additional conveyance improvement projects will likely be required to maintain flow velocities below 6 FPS at UBO demands,but the UBO demands and the locations and�xtents of future development that will occur were deemed too speculative and uncertain at this time to warrant performing extensive effort identifying specific projects or infrastructure improvements for UBO conditions. Approximate locations of the recommended conveyance projeets through the 2040 planning horizon are shown, in red, in the following Figure ES-6. �� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y 5.. ; ; � � r � Su�tmi#�ity�� i ,�` �. � 7�, � E: 7 :? s .._. ��. � � -.- ... �- : � � .. .. ,..�.:�. '°\ ;, . . , ; .. ......... � � k } � ` �.,�,v.., u,.m,.,: � __ ,y �{ . ' ..... 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C. ^. $T'yCl �, 1 w. . }�. �fti� f .. � � ,�3 ' r � _.•.w.,' bS� � . t � �`A� I �C�?NV-03 __� . �.. �� 1�� , r�_�` � `� ��,s� j � r ; m�.._ _�t � ,� Enter�rris�e Zana ;� _� �..�� _� ,� � . � . ri,. � .�- � ,, . „ ' w � -.� � -1 t, �� , , � r.- r' -.— _�.... , � �,;t' ..... 4 `::�{'�� .. ,� �i,.�. .... � ti.. ,�k' : �'.�SC�d£.°iC3flB�� ,, .. i��. .. �t "1 �� pf yrcx �` d v�, t ',. � ii M 1 ,.e>� .,. ��.�It ��. �.„„�� `- .� __, t ,..IT.y..,,.r �"�� t.i ., �_ � .. .: t"`' V .: � : �... � � � CQMW-0�� ' � ' .� �� , �� - ; � ' C�DNV 0� � � _�. . � t. _ �� u�� . � �V � ,� i�P ; � �� , , _ � __ � : _. �' : sm� �„i \ � ri�w 4� �+ �/ A � `� �f �.,.�LoN V'�`�F .. �. I. �1 ........�^ " �'' • � � _ '_ � �. ,� �., .:: �. . .,._a. 1 � .,...: � �� _� S`� P�`�..... . �> ', q ..� � � . ��.... � , �}� 1j .. ... ... �� . .. .., a ... ...... ..,� 7 L......_...i_ .. . .... � � �� ;:. :�.`�, '. ', ,. �. Figure ES-6 Recommended Conveyance Projects Map ��:�.�.�� ,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.5 PUMP STATIONS Facility evaluations for each of the City's existing pump stations were performed by the City's engineering and operations staff to identify deficiencies and needs. A hydraulic evaluation for the pump stations was also performed for current and future planning horizon demands. Deficiencies and recommendations for the existing pump stations are summarized in Table ES-6. Table ES-6 Existin Pump Station Deficiencies and Recommendations Station Deficiencie� R�ccrmrnendations Pump • Intake located in a shallow area of the Completely replace Pump House 1 and House 1 Sacramento River, limiting capacity. relocate to approximately 1,600 ft upriver, in (PS-01) • Existing intake and screens depart from a deeper location on the Sacramento River. standard design criteria and may not The new pump station should have a firm meet long term regulations. capacity of 42 MGD to not(imit Foothill WTP • Existing capacity of 28.9 MGD limits production. Foothill WTP capacity. • Per General Plan seismic hazard map, station in high seismic liquefaction area. Pump • Pump station building, electrical • Completely replace the pump station. Station 2 facilities, and suction and discharge Relocate, if needed,for operation of the (PS-02) piping are old and should be replaced. existing station during construction. Pump • Existing firm capacity of 3 MGD is • Replace pumps, motors, and electrical Station 3 deficient to serve Buckeye Zone with facilities for firm capacity of at least (PS-03) Buckeye WTP out of service. 5.25 MGD. • SCADA signal is deficient. • Instal) SCADA tower. • Poor site security and access. • Install security gate and site paving. Pump • Existing firm capacity of 2 MGD is • Install fourth Pump for firm capacity of 3 Station 4 deficient to serve Buckeye Zone with MGD. Relocate PRV outside of building. (PS-04) Buckeye WTP out of service. • Instal) SCADA tower. • SCADA signal is deficient. • Install fencing and site paving. • Poor site security and access. Pump • No significant deficiencies noted. • No capital improvement projects Station 5 recommended at this time. (PS-05) Goodwater • No significant deficiencies noted. • No capital improvement projects (PS-06) recommended at this time. Mary Lake . No significant deficiencies noted. • No capital improvement projects (PS-08) recommended at this time. EI Reno • Capacity is deficient. • Demolish pump station and install a (PS-08) . Building is old and undersized. replacement pump off Linden Ave.,for • Electrical facilities do not meet code. improved supply piping and SCADA • No SCADA signal available in area. signal. Mercy • Station is generally in poor condition • Demolish pump station and install a Hospital . Stairs to station make access difficult replacement station off�inden Ave.,for (PS-09) • Site security is poor improved access. Cypress • Temporary station in place until • Complete design and construction for (PS-10) permanent station is completed. Project permanent pump station to pump up to is in the design phase. 12 MGD in both directions. ��.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y In addition to improvements to existing pump stations noted above, new pumps/pump stations are recommended at three locations, including the following: 1. Booster Pump Station at the Buckeye 2 MG Reservoir(RS-07): A booster pump station is recommended near the existing Buckeye 2 MG reservoir to avoid the large pressure drop in the Buckeye Zone and high flow velocities from the reservoir that currently occurs when the Keswick Valve Station valves close. 2. Booster Pump at the Railroad Avenue Valve Station (FS-03): To facilitate transfer of more water from the Foothill Zone to the Cascade Zone and to provide redundancy for the South Bonnyview Pump Station, the addition of a booster pump inside the existing Railroad Va1ve Station building is recommended. 3. Linden Avenue Pump Station: A new pump station off of Linden Avenue is recommended to provide a backup supply to the Hi11900 Zone for an emergency event where Pump Station 2 is out of operation, and to replace the aging El Reno and Mercy�Iospital pump stations with a single new pump station. ES-5.6 VALVE STATIONS Evaluations of the City's major flow control and pressure reducing valve stations were performed by City Engineering and Water Utility staff to identify deficiencies and needs. Table ES-7 summarizes identified deficiencies and recommended improvements for the valve stations. Table ES-7 Existin Valve Stations Deficiencies and Recommendations Station De�iciencie� Recommendations ' Keswick • Connections and hoses for pumping • City staff should replace connections and Valve reverse direction (to Buckeye WTP)are hoses for higher pressure rating to pump in (FS-01) not rated for adequate pressure reverse direction to Buckeye WTP • Operation causes large changes in • Proposed booster pump station at Buckeye pressures and high flow velocities 2 MG reservoir should address issues with throughout Buckeye Zone pressure changes and flow velocities Cypress • Existing valve station will be replaced with • Complete the design and construction for Valve the Cypress Pump Station,currently in the permanent pump station to pump up to (FS-02) design phase 12 MGD in both directions Railroad • No major deficiencies noted,except a • Add booster pump,as previously noted Valve pump should be added to increase flows (FS-03&15 from Foothill Zone to Cascade Zone South • Located in vault at side of busy street and • Completely replace station and locate in a Bonnyview maintenance requires confined space new building further off the street (FS-04) entry and a lane closure . Include standby pump in new station • Single pump with no standby/backup Palisades • Unauthorized people inside fencing • Install more secure fencing No. 1 • Sun/weather decreasing service life • Add building or shade structure (FS-13) • Vehicle access should be improved • Replace vertical curbs with rolled curbs Palisades • Flow meter is old and likely inaccurate • Replace flow meter with mag meter No. 2 • Hatch is heavy and does not lock open • Replace access hatch (FS-14) • Station not connected to SCADA • Add electrical service and SCADA ��,-� �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� ES-5.8 FIRE SUPPRESSION An analysis of the water systein for fire suppression was performed by utilizing the computer hydraulic model and assessing the largest fire flow requirements within each pressure zone. The analysis included fire flows peak hour demands during current conditions, as well as peak hour demands during planning horizon years 2030 and 2040. The analysis for current fire suppression requirements determined that the City's water system has adequate capacity to provide fire flows to meet the requirements for the buildings that currently have the largest fire flow demands in each pressure zone, except in the Buckeye Zone, which is located on Caterpillar Road. The Lake Boulevard Transmission Water Main project, which is currently in construction, wi11 significantly increase fire flow available to Caterpillar Road. It is also recormnended that the City Water Utility disconnect the existing fire hydrant nearest 4361 Caterpillar Road from the 8-inch water main and connect it to the parallel and adjacent 12-inch water main in Caterpillar Road to further increase the available fire flow well above the requirements. The analysis performed for future fire flow demands in the 2030 and 2040 planning horizons assumed fire flow requirements from the existing buildings that currently have the largest fire flow requirements in each pressure zone. The analysis also assumed that improvement projects recommended in the WMP will be completed within the recommended timeframes (i.e. conveyance, storage, and pump station projects will be completed when recommended). Current hydraulic modeling indicates that fire flows to the largest demand buildings will be sufficient through 2040, but detailed eval�uations will be required for fire flows associated with specific future developments. ES-6 CAPITA� IMPROVEMENT PLAN Evaluation of the City of Redding water system found that numerous improvements will be required over the next ten years to replace aging pipes and facilities, improve water system operations, and increase storage and capacity. Capital improvement projects were identified, planning level cost estimates for the identi�ied projects were prepared, and the projects were ranked and prioritized to develop a capital improvement plan for the water system through the year 2032. The Capital Improvement Plan project listing is limited to projects recommended through the year 2032. Attempting to refine or delineate speci�ic projects beyond 2032 was not performed, given the level of uncertainty regarding growth,potential water usage restrictions/reductions, and potential regulatory reguirements. However, the City should plan and budget for increasing its annual program for replacing aging water mains to approximately eleven miles per year by th�year 2040, as detailed in ES5.4.2. The following Table ES-8 summarizes the recommended capital improvement projects, project prioritization and recommended years to start construction, and estimated project and annual eosts from the developed Capital Improvement Plan. All eosts provided are in 2023 dollars. �h:�.�� °"��:r C1ti�a��r 1��f��r°��r� ��)�� t.��e�i� n��,r�a'��°�'��ar�y Table ES-8 Ca ital Im rovement Plan Summar Y�ar Facit'rtyf Estim�ted Constructian Project ID Ider�tified Proj�cts Cost 2023 PPR-2023 Programmatic Pipe Replacement, 22,000 LF. $10,118,000 Total: $10,118,000 2024 PPR-2024 Programmatic Pipe Replacement, 22,000 LF. $10,118,000 BWTP-01 Buckeye WTP SCADA Upgrades. $1,000,000 EW-01 Enterprise Wells 6, 7,9, 10, and 14 Ortho/ $600,000 polyphosphate system upgrades. Total: $11,718,000 2025 PPR-2025 Programmatic Pipe Replacement, 25,000 LF. $11,497,200 CONV-01 Outlet pipe from Hil) 900 Reservoirs to Placer St. $1,730,000 CONV-02 Foothill Blvd. bottleneck upsize. $270,000 RS-07-01 New pump station at Buckeye 2 MG Reservoir. $1,440,000 CONV-03 Westside Rd Bridge over Canyon Hollow Creek. $290,000 EW-24 New well southeast end of Enterprise zone and 18-inch $7,350,000 piping to connect to water system. FWTP-01 Foothill WTP Control Building. $4,780,000 Total: $27,357,200 2026 PPR-2026 Programmatic Pipe Replacement, 30,000 �F. $13,796,640 CONV-04 Ranchettes area second supply 12-inch main. $1,500,000 PS-01 Pump House 1 Replacement. $39,000,000 Total: $54,296,640 2027 PPR-2027 Programmatic Pipe Replacement, 30,OOO�F. $13,796,640 PS-04 Pump Station 4 upgrades for capacity and access. $400,000 PS-03 Pump Station 2 upgrades for capacity and access. $1,400,000 RS-02 Hill 900 Reservoirs.Add third 2 MG reservoir and $5,970,000 rehabilitate Reservoir 1. FS-03 Railroad Valve Station booster pump. $490,000 FWTP-02 Foothill WTP upgrade. Install floc basins, wash water $16,160,000 recovery, and replace Pump Station 2. Total: $38,216,640 �h:��,� �,��ti�r� ,��rrr�r��r ��R/�t�r��dtt�C��r 1��r�l��ra 2�� , Year Facil`rty/ Estimated Construction Project ID I+dentified prcrjects �ost 2028 PPR-2028 Programmatic Pipe Replacement, 35,OOO�F. $16,096,080 FS-04 South Bonnyview Valve/Pump Station replacement. $1,290,000 CONV-05 Ranchettes area supply main rehab/replacement. $1,390,000 CONV-06 Benton Dr water main. $440,000 EW-02 Enterprise Wells 3A, 6, 7, 8, and 10 roof replacement. $1,250,000 PS-11 Replace EI Reno and Mercy Pump Stations w/single new $2,220,000 station on �inden Ave. Total: $22,686,080 2029 PPR-2029 Programmatic Pipe Replacement,40,OOOLF. $18,395,520 RS-07-02 Install second Buckeye 2 MG reservoir near existing. $4,680,000 CONV-07 West St and Court Street water mains. $670,000 CONV-08 Twin View Blvd.water main to Oasis Rd. $3,130,000 Total: $26,875,520 2030 PPR-2030 Programmatic Pipe Replacement,44,OOO�F. $20,235,072 CONV-09 Stiliwater Business Park water main completion. $4,240,000 EW-25 New Enterprise well near Fig Tree Ln. $4,320,000 Total: $28,795,072 2031 PPR-2031 Programmatic Pipe Replacement,48,OOO�F. $22,074,624 FS-13 Palisades PRV#1 upgrades for access and security. $260,000 FS-14 Palisades PRV#2 upgrades. $70,000 Total: $22,404,624 2032 PPR-2032 Programmatic Pipe Replacement, SO,OOO�F. $22,994,400 Total: $22,994,400 The City's water system is generally in acceptable condition. Nevertheless, various improvements and signi�cant funds will be required, as demonstrated in the CIP, to address noted defieiencies,replace aging facilities, and ensure that the City can continue to meet water demands for the foreseeable future with redundancies in place for emergencies and equipment failures. Furthermore, to mitigate uncertainties regarding future development, potential water usage restrictions or reductions, and potential future regulatory requirements, it is recommended that the WMP and CIP be updated on relatively frequent intervals. �h:�.�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� c�f C��t��,� T" LE F � N°TE TS Section Paqe 1. Introduction..............................................................................................................l-1 l.1 Background....................................................................................................... 1-1 1.2 Goals and Objectives......................................................................................... l-1 2. Water System Facilities and Operations................................................................2-1 2,1 Water Service Area Pressure Zones..................................................................2-1 2.2 Surface Water Treatment Facilities...................................................................2-5 �.� Groundwater Supply and Facilities...................................................................2-6 2.4 Conveyance and Distribution Piping.................................................................2-7 2,S Pump Stations....................................................................................................2-9 2.6 Storage Reservoirs...........................................................................................2-14 2.? Flow Control and Pressure Reducing Valve Stations .....................................2-16 2.8 Inter-Agency Connections...............................................................................2-17 3. Water System Demands ..........................................................................................3-1 3,1 Current Water Demands and Recent Growth....................................................3-1 �.� Fire Service Demands .......................................................................................3-8 3,� Future Water Demands......................................................................................3-9 3,4 Water Demands Through 2040.........................................................................3-9 3.S Water Demands at Ultimate Buildout.............................................................3-10 4. Water Supplies.........................................................................................................4-1 4,1 Surface Water Supply........................................................................................4-1 4,2 Groundwater Supply .........................................................................................4-3 4.3 Emergency Supply Connections .......................................................................4-5 4,4 Pressure Zone Supply Sources and Costs .........................................................4-5 5. Water System Evaluation........................................................................................5-1 5,1 Water Supply.....................................................................................................5-1 5,2 Treatment ..........................................................................................................5-5 �.� Potential Water Treatment Regulations ..........................................................5-11 5.4 Storage.............................................................................................................5-12 S,S Distribution Piping..........................................................................................5-25 5.6 Pump Stations..................................................................................................5-43 � ��l�J� �t C�ra�r��g�t� a�°'��r C.l��r��1��,��r��rr �0�� 5.7 Flow Control and Pressure Reducing Valve Stations .....................................5-51 5.8 Fire Suppression..............................................................................................5-53 5.8.I Current Fire Suppression.................................................................................5-53 6. Capital Improvement Plan......................................................................................6-1 l�,l Cost Estiinates...................................................................................................6-1 G.2 Project Ranking and Priority.............................................................................6-1 6,� Capital Improvement Projects...........................................................................6-3 6.4 Project Summary...............................................................................................6-7 A E I�ES Appendix A Capital Improvement Project Cost Estimates Appendix B Water System Facility Evaluations Appendix C Demand Forecasting Tables and Calculations Appendix D Hydraulic Modeling Background and Information T L S Title Paqe Table 2-1 Pressure Zone Statistics...................................................................................2-3 Table 2-2 Groundwater Well Data...................................................................................2-6 Table 2-3 Water System Piping Inventory.......................................................................2-8 Table 2-4 Pump Station Information...............................................................................2-9 Table 2-5 Storage Reservoir Information......................................................................2-14 Table 2-6 Flow Control and Pressure Reducing Va1ve Stations....................................2-17 Table 2-7 Inter-Agency Connections.............................................................................2-18 Table 3-1 Water Service Area Population and Demand Growth.....................................3-2 Table 3-2 Historical Service Connections and Growth by Usage Type..........................3-2 Table 3-3 Historical Water Deliveries by Usage Type....................................................3-3 Table 3-4 Average Daily Water Deliveries Per Connection Type ..................................3-3 Table 3-5 Pressure Zone Service Connections and Growth............................................3-4 Table 3-6 Historical Demands and Seasonal Peaking Factors.........................................3-5 Table 3-'7 Pressure Zone Demands and Seasonal Peaking Factors..................................3-6 Table 3-8 Pressure Zone Peak-Hour Demand Factors.....................................................3-8 Table 3-9 Pressure Zone Water Demands (�MGD) Through 2040.................................3-10 i6 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� c�f C��t��,� Table 3-10 Additional Land Use and Water Demands at Ultimate Buildout................3-ll Table 3-11 Ultimate Buildout Water Demands .............................................................3-11 Table 4-1 Buckeye Contract Supply Costs......................................................................4-3 Table 4-2 Average Monthly Supply Volumes and Percent of Total Supply...................4-5 Table 4-3 Pressure Zone Supply Costs............................................................................4-6 Table 5-1 Annual Water Supply vs. Demand..................................................................5-2 Table 5-2 Existing Treatment Capacity vs. Max Day Demands .....................................5-9 Table 5-3 Improved Treatment Capacity vs. Max Day Demands .................................5-10 Table 5-4 Existing Reservoir Ages and Expected Service Lives ..................................5-13 Table 5-5 Buckeye Zone Equalization Storage Required..............................................5-15 Table 5-6 Cascade Zone Equalization Storage Required ..............................................5-16 Tab1e 5-7 Enterprise & Hilltop/Dana Zones Equalization Storage Required................5-17 Table 5-8 Foothill Zone Equalization Storage Required...............................................5-18 Table 5-9 Hill 900 Zone Equalization Storage Required...............................................5-18 Table 5-10 Fire Suppression Storage Required.............................................................5-19 Table 5-11 Emergency Storage Requirements ..............................................................5-20 Table 5-12 Pressure Zone Storage Requirements..........................................................5-22 Table 5-13 Pipe Lengths by Material and Age..............................................................5-27 Table 5-14 Fire Flow Evaluation During Current Peak Hour Demands .......................5-54 Table 5-15 Fire Flow Evaluation During Future Peak Hour Demands .........................5-55 Table 6-1 Project Ranking Categories.............................................................................6-2 Table 6-2 Project Ranking Category Weights and Scoring.............................................6-2 Table 6-3 Treatment Plant Improvement Projects...........................................................6-3 Table 6-4 Enterprise Wells Improvement Projects..........................................................6-4 Table 6-5 Storage Improvement Projects ........................................................................6-4 Table 6-6 Programmatic Pipeline Replacement Costs.....................................................6-5 Table 6-'7 Pipeline Conveyance Improvement Projects...................................................6-6 Table 6-8 Pump Station and Valve Station Improvements..............................................6-7 Table 6-9 Capital Improvement Plan Summary..............................................................6-9 �I S Title Paqe Figure 2-1 City of Redding Water Service Area Map.....................................................2-2 �� l�J� �t C�ra�r��g�t� a�°'��r C.l��r��1��,��r��rr �0�� Figure 2-2 Raw Water Pipelines from PS-01 to Foothill WTP.....................................2-10 Figure 2-3 Water System Schematic Profile of Main Facilities....................................2-19 Figure 3-1 Calculated Diurnal Patterns............................................................................3-7 Figure 5-1 Foothill WTP Aerial Photograph...................................................................5-6 Figure 5-2 Buckeye WTP Schematic Flow Diagram ......................................................5-8 Figure 5-3 Map of Water Service Breaks......................................................................5-26 Figure 5-4 Water Main Breaks by Pipe Material, 2012 through 2022 ..........................5-28 Figure 5-5 Water Main Breaks Per Mile and Pipe Material, 2012 through 2022..........5-28 Figure 5-6 Map of Water Main Breaks, 2012 through 2022 .........................................5-29 Figure 5-7 Water Main and Service Breaks Per Year....................................................5-30 Figure 5-8 Expiring Water Mains and Replacement Schedule......................................5-31 Figure 5-9 CONV-01 Project Map ................................................................................5-33 Figure 5-10 CONV-02 Project Map ..............................................................................5-33 Figure 5-ll CONV-03 Project Map ..............................................................................5-34 Figure 5-12 CONV-04 Project Map ..............................................................................5-35 Figure 5-13 CONV-OS Project Map ..............................................................................5-36 Figure 5-14 CONV-06 Project Map ..............................................................................5-37 Figure 5-15 CONV-07 Project Map ..............................................................................5-37 Figure 5-16 CONV-08 Project Map ..............................................................................5-38 Figure 5-17 CONV-09 Project Map ..............................................................................5-39 Figure 5-18 CONV-10 Project Map ..............................................................................5-40 Figure 5-19 CONV-11 Project Map ..............................................................................5-41 Figure 5-20 CONV-12 Project Map ..............................................................................5-41 Figure 5-21 CONV-13 Project Map ..............................................................................5-42 Figure 5-22 Pump House 1 Proposed Replacement ......................................................5-44 Figure 5-23 Pump Station 4 Recommended Improvements..........................................5-45 Figur� 5-24 Mercy Hospital Pump Station Photo..........................................................5-4'7 Figure 5-25 South Bonnyview Pump Station Concept..................................................5-48 Figure 5-26 Railroad Valve Station Pump Concept ......................................................5-49 Figure 5-27 Linden Avenue Pump Station Location Map.............................................5-50 Figure 5-28 Palisades No. 1 Site Photo .........................................................................5-52 Figure 5-29 Palisades No. 2 Valve Station Photo..........................................................5-53 a� �°"�fr:��C1ti��`��r��t�r�1�� °?�� °��a��r�rr.� ��.��a��ti�a�� ACRONYMS and ABBREVIATIONS AC Asbestos Cement ACID Anderson Cottonwood Irrigation District ADD Average Day Demand AF Acre-Foot AFY Acre-Feet per Year Alt. Alternative Approx. Approxiinately ASTM American Society for Testing and Materials Avg. Average AWWA American Water Works Association Blvd Boulevard CCC Concrete Coated Cylinder CF Cubic Feet CFC California Fire Code CI Cast Iron CII Commercial, Industrial, and Institutional CIP Capital Improvements Plan CO Copper Comm. Commercial CVP Central Valley Project CVPIA Central Valley Project Improvement Act CWSRF Clean Water State Revolving Fund DDW California Division of Drinking Water Dia Diameter DIP Ductile Iron Pipe Dr. Drive DRGHT Drought Ea Each FPS Feet per Second Ft Feet GIS Geographic Information System GPD Gallons per Day GPM Gallons per Minute GSP Groundwater Sustainability Plan HDPE High Density Polyethylene HP Horsepower Hr Hour HWY Highway ID Inside Diameter Ind Industrial LF Linear foot/feet M&I Municipal and Industrial MCL Maximum Contaminant Level � ��r�cr�ry�a�n� rt�ar�e�.��r��fi��r�� R/�t�r��d��C��r 1��r�l�.�r� 2��"�� ACRONYMS and ABBREVIATIONS (Continued) MCLG Maximum Contaminant Level Goal MDD Maximum Day Demand MF Multi family MG Million Gallons MGD Million Gallons per Day N/A Not Available NL Notification Level No. Number O&M Operations and Maintenance OEHHA Office of Environmental Health Hazard Assessment PG&E Pacific Gas and Electric PLC Programmable Logic Controller PPB Parts per Billion ppc Persons per Connection pph Persons per Household PRSV Pressure Reducing and Sustaining Valve PRV Pressure Reducing Valve PS Pump Station PSI Pounds per Square Inch PVC Polyvinyl Chloride Rd. Road REU Redding Electric Utility RL Response Level RR Railroad RW Raw Water SCADA Supervisory Control and Data Acquisition SFR Single Family Residential SMCL Secondary Maximum Contaminant Level STL Steel TDH Total Dynamic Head Temp. Temporary UBO Ultimate Build-Out ug/1 Micrograms per Liter Unk Unknown USBR U.S. Bureau of Reclamation UWMP Urban Water Management Plan VFD Variable Frequency Drive WAPA Western Area Power Administration WMP Water Master Plan WSA Water Service Area WSCP Water Shortage Contingency Plan WSL Water Surface Level WTP Water Treatment Plant WWTP Wastewater Treatment P1ant �M �°"��r:� Clti��r 1��i��r°��r� ��)�� lr�t�°��.cc��ic.�� 1. INTRODUCTION The City of Redding (City) is located at the northwest end of Northern California's Central Valley, approximately 160 miles north of Sacramento and 100 miles south of the Oregon border. It has a population of just over 95,000, a land area of approximately 60 square miles, and is one of three City's located in Shasta County. The City's water service area(WSA)provides water to the majority of residents and businesses within the City, and the Water Utility Division (Utility) is responsible for developing, managing, and maintaining its water system to ensure reliability for its customers within the WSA. This Water Utility Master Plan 2023 (WMP)provides a comprehensive evaluation of the City's water system to assist and guide the Utility with decision making, planning, and budgeting for the management and development of its water infrastructure for the foreseeable future. It provides a program for improvements needed to meet anticipated water demands, provide redundancy, replace aging facilities, and address operations and maintenance needs. It also includes a Capital Improvement Plan(CIP) through the year 2032 to assist the Utility with planning and budgeting for necessary improvements. However, this WMP is a planning level document and, as such, has inherent uncertainties and is not suitable for final design purposes. A detailed design process wi11 be required for the projects and improvements recommended in this WMP to further develop and refine the planning level recommendations provided herein. 'I'.'I BACKGROUND This WMP was prepared by the City of Redding Public Works Engineering Division, with assistance from the Utility. It is an update to the City's previous water master plans, including the City of Redding Water Utility Master P1an 2012, and the most recent City of Redding Water Utility Master Plan 2016 Update, both of which were also prepared by the City of Redding Engineering Division. These previous plans were updates to the prior Water Master Plan 2000. As part of the effort for the Water Master Plan 2000, a hydraulic model of the City's water distribution system was developed and calibrated to simulate the operation of the water system with computer modeling software. Since the development of the hydraulic model, the City has continuously maintained and updated it by incorporating water system improvements from new development and public projects, verifying and updating water facility attributes and information, and upgrading and updating computer modeling software. In preparation for this WMP, the hydraulic model of the water system was updated for recent capital improvements to the water system and calibrated with historical data from the water system. It was also updated and utilized to model scenarios with expected demands for future conditions. Further description of the hydraulic modeling history, methods, scenarios and software are provided in Appendix D. 1.� GOALS AND OBJECTIVES The goal of this WMP is to provide a long-term plan to guide the City's decision making concerning the development and management of its water system infrastructure. Some of the key tasks performed by the City's Engineering Division and Utility staff during the preparation o� this WMP to accomplish the goal include the following: � �_ ��rt�rt��c�c��ic�� R/��r°C��l�fi�r��s��r�� • Data collection and review of the existing water system facilities and operations; • Assessment of current and future water demands and supplies in the City's water service area and pressure zones; • Update and calibration of the computer-based hydraulic model of the water system; • Evaluation of the City water system and its ability to consistently distribute water to meet current and expected future deinands throughout the WSA, with adequate redundancies; • Identification of deficiencies in the water system and improvement projects needed; • Development of a capital iinprovement plan with prioritized projects and preliminary cost estimates for the projects determined necessary. For preparation of this�VMP, facility and operations information were collected and reviewed for all major components of the City's water system. This includes water supplies, water treatment plants, groundwater wells, storage reservoirs, distribution piping, pump stations, and valve stations. The City's Geographic Information System (GIS) data for the water system, along with the City's historical data and recorded data trends for pump operation, flow meter readings, reservoir levels, and other records were reviewed and evaluated. Historical water production, distribution, and demand data were collected and reviewed to determine current demands and patterns within each pressure zone. These current demands, along with growth projections and planned land use in the WSA, were then used to estimate future water demands in each pressure zone for future planning horizons in the years 2025, 2030, 2035, 2040, and ultimate buildout (UBO). The computer-based hydraulic model for the City's water system was updated and calibrated for current conditions, based on the facilities, operations, and demand evaluations performed. The model was also updated for future planning horizons. It was used to assess multiple scenarios with and without various improvement alternatives through the future planning horizons. An evaluation of the City's water supplies, treatment, storage, pipe network, pump stations, valve stations, and the water system as a whole was performed to assess ability to reliably supply water to meet current and expected future water demands in various scenarios, with adequate redundancies in place far emergencies or equipment failures. Field investigations and condition assessments were also performed to assess facility physical condition, operability, and life expectancy for the City's water facilities. The hydraulic modeling and evaluations of the City's water system and its various components were used to identi�y deficiencies and develop alternatives to increase capacity and meet projected water demands, and to provide system redundancy far potential emergency scenarios. A CIP through the year 2032 was developed to provide recommendations for specific capital improvements needed to address the identified deficiencies, including project costs,priority ranking, and year of construction. Anticipated long-term pipeline and reservoir replacement schedules were also developed to assist with planning efforts necessary to support their eonstruetion. It is anticipated that a cost of serviee and rate study will be performed by an independent team based on the results of this WMP. °�p� �°"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� 2. WATER SYSTEM FACILITIES AND OPERATIONS The City of Redding's e�sting water system includes two water treatment plants (WTP's) with Sacramento River and Whiskeytown Lake surface water resources for supply, seventeen groundwater wells, twelve storage reservoirs, eleven pump stations, and approximately 2.98 million feet(565 miles) of conveyance and distribution pipelines. The City`s water system is licensed with the California Department of Public Health under System Number#4510005. The City's WSA is divided into six primary pressure zones and its boundary does not match the City's corporate boundary exactly. Some parts o�the City are served by neighboring water systems, such as the Bella Vista Water District and Centerville Community Services District. Also, the City's WSA includes areas located outside the city limits in the Buckeye area. The City's water system currently has approximately 30,400 service connections and a WSA population of nearly 90,000 people,based on utility records projections from the City's 2020 Urban Water management plan. The WSA and overall water system have grown steadily since the City's original water system incorporated with the old California Water Service Company system in 1941. The incorporation was followed by annexations of several special water districts, with major annexations including the Buckeye County Water System in 1967 and the Cascade and Enterprise special districts in 1977. The City owns and operates two water treatment plants, including the Foothill WTP and Buckeye WTP, as well as two groups of groundwater wells. The groundwater wells include twelve Enterprise wells, which supply most of the City's groundWater, and five Cascade we11s, which are a relatively minor supply. A map of the City's water service area,pressure zones, and key water facilities is provided in Figure 2-1, and Figure 2-3 at the end of this section provides a schematic profile of the main water system facilities. An interactive map viewer of the City's water system is also available online at: https://gispub.cityofredding.org/reddingmap. With the layer for the water system turned on, the interactive mapping provides approximate locations and information for the City's water main pipelines, treatment plants, reservoirs, pump stations, and pressure zone boundaries. �.'I WATER SERVICE AREA PRESSURE ZONES The City of Redding WSA is divided into six primary pressure zones for supply and distribution operations, including the following • Buckeye Zone � Cascade Zone • Enterprise Zone • Foothill Zone � Hi11900 Zone � Hilltop Dana Zone General statistics, from 2021 data, for each pressure zone are provided in Table 2-1. �.�°� �°"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� „ �� << � _ `,� ___ � --, � , �"� � summNt e�ty�� s � t ; � t w ` � � _ a.�. ;> � � _ �rr, ��= R �� , , � e � � t x � r,;Q �� : � �,� - _ ; � ,,; . . ��,� ... ,,a � 1 ti �� e � � + Y'� � 7 e, � t � � �� ,.+ .. ,,t L . � .� �.�� '�� .. �,�f t� � � � � � � .. .�: � .... . . n� I i �. � -y (:. � ' �r �'�B�IC��YE V11TP �`�, € �� B�ckeye Zon�e � � ¢ �� -✓-�'��"� � s.,t F �, � �; / � � . � ti� �� /� ��--"` } k t � � �r � � �� ,� � , � � , � � �� , - � ,� � `� _� � �u �.�;...�_..u��...��W� ;sr � 1 � ` r �� '� _� � � � _ � B�LLA VISTA� � .� � � � ''. � `� �., ° ' � �~ VrJATER�1BSTRICT - f . 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' �...�� ; ' v � 4 . � �..�.. ��..� r '.tii..., � :�� . � '.C� � �� ,�. � EiN-23 : � � � "'� � �;A , � a��v�� : ^.Y Y ; '' _. _y � �.�. , �, ��crrr�r��r PR�SSUR�Z�N�S � `�1 � �,� _"� 4 �.�1NhTER TREATI`9ENT Pt,�k9VT „„_,w$UCKEYE.. . . "` � , � RESERY9IR ='�SCA6E ��, ,,v., A � �� -PUMF STATIdN �ENTERPRISE �� `�.�,.� �� '# GROUN�WATER WEL� faOTHILL . .- ... �'h� . , i" � ..� �HILL 9aD ti�i� '��°, � �WATER PHPES 16"&GREATER w ` - � ,.,�,°u, ,_�HILLT�}P.DANFI ._._ �..,, . ....WP:TER PEPE$i2"°&GREATER �-"�` ..........WATER PIPES LE55 THAN�12" .... ' . Figure 2-1 City of Redding Water Service Area Map _._ ___________................. ....... �.�� °"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� Table 2-1 Pressure Zone Statistics Area 5tarag� No.Seruice Pressure Zone (Acres) Primary Water Sc�urce(s} ; (MG) ' Connectic�r►s Buckeye 9,828 Buckeye WTP 6.2 5,329 Cascade 5,009 South Bonnyview Valve Station, 3.0 3,528 Railroad Valve Station Enterprise 9,553 Enterprise Wells and Cypress Valve 9 5 9,151 Station Foothil) 3,372 Foothill WTP 10.0 4,452 Hill 900 3,579 Foothill WTP via Pump Station 2 4.0 4,852 Hilltop Dana 2,148 Pump Station 5 and Palisades PRV's 0.0 3,064 System Total: 33,489 32.7 30,376 2.'1.1 Buckeye Zone The Buckeye Zone is located at the northwest side of the City. Its primary supply is the Buckeye WTP via a 30-inch transmission main and the Keswick Valve Station (FS-01). The City's Pump Station 3 (PS-03) and Pump Station 4 (PS-04) can also be used to supply the Buckeye Zone with water from the Foothill WTP through the Foothill Zone, when needed. Water from the Buckeye Zone is regularly conveyed to the Hilltop Dana Zone through the Palisades pressure reducing valve (PRV) stations (FS-13 and FS-14). Water can also be conveyed from the Buckeye Zone into the Foothill Zone through PRV bypasses at both PS-03 and PS-04, as needed. The U.S. Bureau of Reclamation (USBR) contract water serving the Buckeye WTP also serves a small pressure sub-zone, located generally along Walker Mine Road west of Lake Blvd, called the Summit City Pressure Zone. Water serving the Summit City Pressure Zone is purchased by the City as part of the Buckeye Contract with USBR, but it is treated and delivered to customers by the City of Shasta Lake under a Water Delivery Agreement with the City of Redding. Water serving the Summit City Pressure Zone originates at Shasta Dam and is transferred by way of the 6-inch Toyon main pipeline. Water delivery to the zone by City of Shasta Lake is tracked by a 4-inch compound meter located at 12984 Beltline Road. For the purpose of this Master Plan, the Summit City Pressure Zone is treated as a subzone of the Buckeye Zone, since they share Buckeye Contract water and also an intertie connection. 2.1.� Cascade Zone The Cascade Zone is located at the southwest side of the City. Its water supply typically comes from the Foothill Zone via the Railroad Avenue Va1ve Station, and from the Enterprise well field via the South Bonnyview Valve Station and pump station (FS-04). A small portion of the supply in the southern portion of the zone is also provided from the Cascade Wells. During low demands, most of the water supply eomes from the Foothill Zone. During high demands, flow from both Foothill and Enterprise Zones is required and the South Bonnyview pump must operate to meet peak demands. The Caseade Zone makes no regular transfers of water to other _ �n�� °"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� zones, but the El Reno Booster Pump can provide transfers from Cascade Zone to the Hi11900 Zone in an emergency. �.1.3 Enterprise Zone The Enterprise Zone is supplied water from both the Foothill WTP through the Cypress Valve Station (FS-02) and the Enterprise Wells. During low demand periods, most of its supply comes from the Foothill Zone because of lower net supply costs. During average to high water demands, the Enterprise Zone uses water from both the Foothill WTP supply and the Enterprise Wells. Water is conveyed from the Enterprise Zone into the Cascade Zone through the South Bonnyview Valve/Pump Station, and into the Hilltop Dana Zone via Pump Station 5 (PS-OS). The Goodwater Pump Station (PS-06) can also provide transfers from the Enterprise Zone to the Hilltop Dana Zone in an emergency, but it does not typically operate. 2.'1.4 Foothill Zone The Foothill WTP provides the regular water supply for the Foothill Zone during average and high demands. However, the Foothill WTP does not always operate during winter months because of low water levels and elevated turbidity in the Sacramento River. The Buckeye WTP is the primary source of water to the Foothill Zone during winter months, providing water through the PRV's at PS-03 and PS-04. Water from the Foothill Zone is regularly transferred to the Hill 900 Zone via Pump Station 2 (PS-02), and by gravity to the Cascade Zone via the Railroad Valve Station and to the Enterprise Zone via the Cypress Valve Station. Water is also transferred from the Foothill Zone to the Buckeye Zone, when needed, with PS-03 and PS-04. 2,9.5 Hill 900 Zone The Hill 900 Zone receives all of its water supply from the Foothill WTP via PS-02, which is located inside the Foothill WTP. Limited secondary emergency supply can be provided via the El Reno Pump Station, which can pump water from the Cascade Zone into the southern end of the Hi11900 Zone. The Hi11900 Zone makes no regular transfers of water to other primary zones. There is a small pressure sub-zone within the Hill 900 called the Mary Lake Zone. It includes an area with higher elevations near Mary Lake and its pressure is maintained by the Mary Lake Booster Pump Station (PS-07). 2.1.6 Hilltop Dana Zone The Hilltop Dana Zone's primary water supply comes from the Enterprise Zone from PS-OS and the Enterprise Tanks. During average and high-water demand periods, the Palisades pressure reducing valves (FS-13 and FS-14) also supply water from the Buckeye Zone into the Hilltop Dana Zone. Emergency supply can be provided from the Enterprise Zone with the Goodwater Booster Pump Station. The Hilltop Dana Zone makes no regular transfers of water to other zones. �.e�. �°"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� 2.� SURFACE WATER TREATMENT FACILITIES The City owns and operates two surface water treatment facilities, the Foothill WTP and the Buckeye WTP. 2.2.1 Foothill Water Treatment Plant The Foothill WTP provides the City's largest and primary water supply during average and peak water demands. It provides more than half of the City's water supply during high demand periods by treating water pumped from the Sacramento River via Pump House 1. The Foothill WTP is located off Foothill Boulevard, on the west side of the City. The Foothill WTP was initially constructed in 1920, with one sedimentation basin and one open storage reservoir. The plant experienced modest upgrades in stages through the 1940s. In 1959, a major expansion was completed that included a concrete lined flocculation/sedimentation basin, a concrete lined reservoir, a building to house controls and chemical feed systems, and development of PS-02 for supply to the Hi11900 Pressure Zone. The last major facility upgrades occurred in 1981 when improvements were made to increase capacity and treatment operations, including filtration facilities and a covered storage reservoir. A filter-to-waste basin was also added in 2016. Major features/facilities at the Foothill WTP include, a flocculation sedimentation basin, filtration system with filters and an air scour and backwash system, backwash waste handling facilities, a sludge drying bed, a control building, chemical feed systems, a chlorine building, and a 6 million gallon(MG) concrete clear well. PS-02 is also located inside the Foothill WTP. At the time of the 1981 expansion, the treatment facilities were designed to meet the reguirements of the State of California Department of Health Services and federal drinking water regulations. However, California Waterworks Standards as administered by California Division of Drinking Water (DDW) allows a higher surface loading rate than what was historically used at the treatment plant. At the allowable filter surface loading rate, the Foothill WTP's firm capacity is 36 million gallons per day(MGD), making the limiting factor the firm capacity of PS-01, which is currently 29 MGD. Planned future expansion capacity for the Foothill WTP is 42 MGD. 2.2.� Buckeye Water Treatment Plant The Buckeye WTP was built in 1993 and is located on Benson Drive, northwest of the City boundary. It was designed with an initial capacity of 7 MGD and was expanded to 14 MGD in 2008. Source water to the Buckeye WTP comes from the 17-foot diameter Spring Creek Tunnel which draws raw water from Whiskeytown Lake, located approximately three miles west of the treatment plant. A 48-inch raw water pipe taps into the Spring Creek Tunnel and feeds the plant. The treatment system at Buckeye WTP currently includes a rapid mixing chamber, flocculation basins, sedimentation basins, a filtration system including air scour and backwash system, backwash wastewater handling facilities including a wash water recovery basin and sludge drying beds, a control building, chemical feed systems, and other miscellaneous systems. �.�, �°"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� The Buckeye WTP is the City's primary source of water during the winter, when the Foothill WTP does not operate regularly. It also typically accounts for close to 20 percent of the City's water supply during high water demand periods. The Buckeye WTP is unmanned for much of the time and typically the key processes are monitored and controlled from the Foothill WTP. �.� GROUNDWATER SUPPLY AND FACILITIES The City currently has 17 groundwater wells,including twelve in the Enterprise Pressure Zone, and five in the Cascade Pressure Zone. Well locations are approximately shown in the previous Figure 2-1. General information for the City's groundwater wells is provided in Table 2-2. Table 2-2 Groundwater Well Data Install Update �ep#h Casing 17ia'. Capacity; Purnp wel� Year Year (ft) i(�n) (GPM� tHP) status Enterprise Wells EW-03A 1962 1983 510 12 & 16 500 100 Active EW-04 2001 2012 500 16 400 60 Inactive EW-06A 1968 1983 510 16 550 75 Active EW-07 1969 1993 600 16 1,200 200 Active EW-08 1980 1985 410 14 1,100 200 Active EW-09 1986 ----- 505 16 1,750 250 Active EW-10 1986 2012 525 16 960 150 Active EW-11 1991 2002 525 16 1,400 200 Standby EW-12 2002 ----- 505 16 2,500 350 Active EW-13 2002 ----- 505 16 1,500 250 Standby EW-14 2006 ----- 410 16 1,800 350 Active EW-23 2009 2013 420 16 1,500 300 Active Cascade Wells CW-01 1960 1981 172 10 165 30 Active CW-05 1964 1984 358 16 95 20 Standby CW-06 1967 2002 712 12 100 15 Active CW-08 1971 1971 200 12 150 40 Active CW-09 1974 1974 170 12 95 20 Active Additional information concerning each well is provided in facility evaluations included in Appendix B. 2.3.1 Enterprise Wells The Enterprise WeIls provide approximately 96 percent of the City's groundwater supply. The active Enterprise Wells (not including EW-4, EW-11 and EW-13) can provide up to 17 MGD, which is slightly above 40 percent of the City's water supply during max day demands. The we11s vary substantially in their capaeities, as shown in Table 2-2. The older wells(EW-3A,EW-4,EW- 6A, EW-7) are located in lower yielding areas of the aquifer, and the newer wells (EW-8 through EW-23) are located farther southeast, in the higher yielding area of the aquifer. �.�� °"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� During low deinand periods, one or two of the larger we11s (EW-8 through EW-23) are typically operated automatically to maintain water levels in the Enterprise reservoirs and to keep the water moving in the same general direction in order to not disrupt the water quality. During maximum demand periods, most of the active wells are typically running on manual operation. The water quality from the Enterprise Wells is generally acceptable,but requires a certain amount of special treatment. Chlorination is provided at each wellhead. Wells EW-6A, EW-7, EW-10, and EW-14 also have injection of blended ortho/polyphosphate to reduce iron and manganese and improve taste and odor issues. In addition, the City typically employs an annual water main uni-directional flushing program to help remove solids in the mains supplied from the Enterprise Wells and improve water quality. In general, the City has observed better water quality�roin the we11s that are further south in Enterprise Zone. Wells EW-ll, EW-12, and EW-13 have shown arsenic concentrations near or exceeding the maximum allowable contaminant level (MCL) of 10 parts per billion(PPB). The City is currently completing the design for a wellhead treatment system at EW-12 that is planned to start construction in 2023 to reduce its loading of iron, manganese, and arsenic into the water system. EW-11 and EW-13 are currently on backup "standby" stat�us for emergency use only. If state regulations for metals and arsenic levels become more stringent in the future, then additional treatment systems may be needed for several of the Enterprise Wells. The City plans to evaluate the costs and operations associated with the treatment system at EW-12, once completed, to determine whether additional treatment for other Enterprise Wells, or installation of new wells at the south end of the zone wi11 be most practical. 2.3.2 Cascade Wells The five Cascade Wells typically provide less than 4 percent of the City's annual groundwater supply, and have a combined pumping capacity of approximately 0.73 MGD (excluding CW- OS). The water from the Cascade Wells is generally of good quality. The Cascade Wells do not have chlorine injection at the wells because water quality testing shows sufficient chlorine residual in the system resulting from blending the well water with the supply from the Foothill WTP and Enterprise Wells. The Cascade We11s are run on manual control only and the City has only operated CW-Ol and CW-08 on a regular bases recently. The City has determined that the Cascade We11s do not produce enough water to justify costs to update or maintain them. The City will continue to operate them for the foreseeable future, but it plans to decommission them as their associated equipment reaches the end of its service life. 2.4 CONVEYANCE AND DISTRIBUTION PIPING As of 2023, the City's water distribution system includes over 565 miles of conveyance and distribution pipe ranging in size from 1-inch to 48-inch. Tab1e 2-3 summarizes the lengths of existing distribution system piping by size and material, based on the City's GIS database. �.�� °"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� Table 2-3 Water S stem Pi in Inventor S�ze Pipe M�terial and Length(ft) {in) AC CCC ' CI CO ' DIP PUC 57L Unk. Total % 0.75 - - - 200 - - 14 214 0.0% 1 335 - 101 2,877 46 3,678 3,165 50,362 60,564 2.0% 1.5 - - - 115 43 116 - 144 417 0.0% 2 163 - 12,345 1,989 795 19,309 18,197 2,016 54,813 1.8% 3 5,327 - - - 270 5,765 13 223 11,597 0.4% 4 21,690 - 1,851 - 1,193 36,695 4,678 3,195 69,302 2.3% 6 498,006 - 135,189 103 56,489 319,547 36,895 17,457 1,063,686 35.6% 7 - - - - - - - 219 219 0.0% 8 217,728 - 42,583 - 46,583 665,040 7,229 2,189 981,353 32.9% 9 - - - - - 126 - - 126 0.0% 10 2,458 - 4,406 - 2,173 7,589 990 - 17,616 0.6% 12 106,663 4,763 84,300 - 236,437 17,339 7,588 161 457,250 15.3% 15 220 - - - - - - - 220 0.0% 16 4,013 - 6,307 - 95,921 - 3,299 - 109,540 3.7% 18 1,349 2,894 122 - 11,366 - 20,084 - 35,815 1.2% 20 - - - - 1,149 - 189 - 1,337 0.0% 24 - - 146 - 43,402 - 15,498 - 59,046 2.0% 30 - - - - 29,394 - 25,328 - 54,722 1.8% 36 - - - - 1,770 - 2,632 - 4,402 0.1% 42 - - - - 1,609 - - - 1,609 0.1% 48 - - - - 419 - - - 419 0.0% Unk - - - - - - - 61 61 0.0% Total 857,949 7,658 287,350 5,283 529,059 1,075,203 145,786 76,039 2,984,329 - % 28.7% 0.3% 9.6% 0.2% 17.7% 36.0% 4.9% 2.5% - - Abbreviations: AG Asbestos Cement DIP-Ductile Iron Pipe CCG Concrete Coated Cylinder PVG Polyvinyl Chloride CI-Cast Iron STL-Steel CO-Copper Unk.-Unknown Most of the City's piping consists of materials with good corrosion and service properties (AC, PVC, and DIl'). The current City Construction Standards reguire DIP for all pipe 12-inch or larger, and allows either PVC or DIP for main piping less than 12-inch. Further information concerning pipe age, life expectancy, and recorded issues and repairs is provided in Section 5. Over 75 percent of the City's piping is 8-inch or smaller, of which approximately 4 percent is 4- inch or smaller. This smaller piping is located primarily in older areas of the City and areas where the City annexed existing community water systems, such as the Buckeye County Water System and the Cascade Special District. The City's current construction standards require a minimum water main pipe size of 8-inches and greater. �.�� °"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� 2.� PUMP STATIONS The City's water system includes twelve pump stations. Pump House 1 is used for raw water supply to the Foothill WTP, and the others are used for conveyance of treated water between pressure zones, as einergency backup sources, or to increase pressure for higher elevation areas. Table 2-4 provides basic information for each of the pump stations. Table 2-4 Pum Station Information Ye�r �irm "�[3H at T�g Instailedj #�rf Pump Size C�pacity� Capacity Ba�l€up ' No. ' Station N�m� llpgr�ded Purnps ', �HP) (iVIGD) (ft) Pc�wer 1937 1-400 PS-01 Pump House 1 1968 S 2-500 28.9 310 Dua) REU 1981 2 �� Feeds 1989 1959 Dua) REU PS-02 Pump Station 2 1978 4 200 13 200 Feeds 2011 PS-03 Pump Station 3 1968 4 75 3 340 None PS-04 Pump Station 4 1985 3 75 2 340 Receptacle PS-OS Pump Station 5 1993 4 75 6.5 120 None PS-06 Goodwater 2003 1 125 3.6 125 None PS-07 Mary Lake Booster 2004 2 �� 1.5 102 None PS-08 EI Reno Booster 1995 1 75 1.3 220 None PS-09 Mercy Hospital 1979 1 10 0.3 350 None PS-10 Cypress (temp.) 2019 1 200 3 50 None PS-11 Southern Pacific 1943 2 25 0.6 180 None FS-04 South Bonnyview 1995 1 40 3,500 25 None 1. Firm Capacity assumes that largest pump is out of service. A brief description of each pump station and its operation is presented below. Further information concerning the pump stations is provided in their facility evaluations, included in Appendix B. 2.5�.1 Pump House 1 The City's Pump House 1 (PS-01) is located on the south bank of the Sacramento River, along the Sacramento River Trail and approximately 1/4 mile upstream of the Diestelhorst and Lake Redding Bridges. It pumps raw water from the Sacramento River to the Foothill WTP. PS-01 is the only source o�raw water to the Foothill WTP, which provides more than half of the City's drinking water during average and peak demands, making PS-01 a very critical component of the City's water supply chain. PS-01 was construeted in 1937 and has been in continual service since. Major modifications were performed in 1968, 1981, and 1989 to replace aging pumps and add new pumps to incr�ase the station's capacity. The station has five vertical turbine pumps, which operate automatically in �� °"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� a set sequence controlled by water levels in the Foothill WTP's 6 mg storage reservoir. Testing performed in 2010 indicates that PS-01 has a firm capacity of approximately 289 million gallons per day(MGD). PS-01 discharges raw water through two 30-inch ductile iron pipelines, installed in 2010 and 1978. The pipelines are routed along different alignments from PS-01 to the Foothill WTP, as shown in Figure 2-2 below. ��C�� , ,�� x, � r �, � , � �,. � � ,�', �� ,� ,� < t , ,�� wF,�,�, � �� ., ,� � �"�� §�; A � �� , �� . � � . � � �' � < �,�,� °,� °;�: . � �4 � � �' �� :�� . ,;. ��.� �� 1ti��,d��3`�, . „ � � � „ �. ��,�� ,p .,t� n ., � ,vY�'u��t�'`�u'ia�. '.,�ki 1 ., t A e h 1 f . , 4� � ��. ��'� � � ;"�FY6 n.. " � i �, . . ' , 0 � ... --�t � '' �ry •( ' , 3 Yi ., �.� +� t� ., 't. � g � �. �Y� �C)��Il�� r �, � , ' � y-�",� '. � `�:..�,w,, °`v+'�ti ,'d �� ' � �' APPRON3MATE�3CALEE � 9 � y� , .. �9�OOPT �. � � ° " � � , . ... ry ', ' .. Figure 2-2 Raw Water Pipelines from PS-01 to Foothill WTP Water from PS-Ol is typically conveyed through both 30-inch pipelines simultaneously. The two 30-inch pipelines combine to a single 36-inch ductile iron pipeline in Foothill Blvd near the entrance to the Foothill WTP, where chlorine is injected with a chemical injection static tube mixer. The raw water is typically routed directly to the Foothill WTP filters. The City is currently in the design phase to replace and relocate PS-01 because of the following general deficiencies: • Its intake is located in a shallow area of the river that impaets its operations depending on the status of the Anderson Cottonwood Irrigation District (ACID) dam, which is approximately one mile downstream. When the dam is removed, typically between November and April, water depths are too shallow to operate the pump station at its capacity. Four of the five pumps eannot operate and pumps must operate at reduced speeds to avoid eavitation. _. �..'��7 �°"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� • The existing intake and screens depart from standard design criteria and might not meet long term state and federal criteria regarding protection of endangered fish species. • PS-Ol limits Foothill WTP capacity. Foothill WTP capacity is currently 36 MGD,but PS-01 limits its capacity to only 28.9 MGD. • Based on the City's General Plan seismic hazard map, the pump station building and intake structure are located in an area of high seismic liquefaction potential and may not be adequate to withstand critical damage during a design earthquake. The City performed evaluation studies into replacement of PS-01 in 2002 and 2022 and is currently proceeding with detailed design and environmental process to completely replace and relocate Pump House 1 and its intake/fish screen approximately 1,600 feet upriver from its current location, in a deeper portion o�the Sacramento River. The new station will utilize the two existing raw water pipelines and its construction is expected to start in 2026. �.�.2 Pump Station 2 The City's Pump Station 2 (PS-02) is located inside the Foothill WTP. It provides treated water from the 6 MG clear well in the Foothill WTP to the I�i11900 Zone. It has four constant speed horizontal split case centrifugal pumps that pump directly into the Hi11900 Zone distribution system and to the two Hi11900 reservoirs, which are located atop the hill at the south side of the Foothill WTP. PS-02 is the only regular water supply to the Hill 900 Zone, with some marginal back up supply available from the El Reno Booster Pump Station in an emergency. The four constant speed pumps at PS-02 are controlled by the water level in the Hill 900 reservoirs. The City is currently completing a project that will install a standby generator that can power both the Foothill WTP and PS-02 in an emergency. Construction is expected to be completed in 2024 or 2025. 2.�.3 Pump Station 3 Pump Station 3 (PS-03) is located on the west side of Market Street, adjacent to a Redding Electric Utility(REU) electrical sub-station and Sulfur Creek. It has four vertical turbine pumps and is used to supply water from the FoothiIl Zone into the Buckeye Zone, when needed. When in operation,PS-03 pumps operate sequentially based on the water level in the Buckeye 2 MG reservoir. The City recently installed variable frequency drives on all four pumps. Following completion of the Buckeye WTP expansion to 14 MGD in 2008, PS-03 is no longer reguired to run on a regular basis. It does not operate when Buckeye WTP is operating,but it serves as a backup if Buckeye WTP cannot operate, or to conserve USBR contract water reguired for the Buckeye WTP to operate. In the summer of 2022, USBR contract water from Whiskeytown Lake was not available for much of the summer because of drought restrictions, so PS-03 was required to operate throughout the summer. A 12-inch pressure PRV at PS-03 ean also provide flow from the Buckeye Zone to the Foothill Zone. It is typically open during average and low water demands, when the Foothill WTP is not in operation. When sufficient USBR contraet water is available, the City will also use this PRV �-�.1� �°"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� during the summer to utilize as much water from the Buckeye WTP as possible. The PRV is set to operate based on the water level in either the Foothill 4 MG reservoir or the 6 MG clear we11 at the Foothill WTP. 2.a.4 Pump Station 4 Pump Station 4 (PS-04) is located on Benton Drive, near the intersection with Riverpark Drive. Its design is similar to and based on the design of PS-03, with vertical turbine pumps. Like PS- 03, it no longer operates on a regular basis since the completion of the Buckeye WTP expansion in 2008, but it provides a backup supply to the Buckeye Zone if the Buckeye WTP cannot operate, or to conserve USBR contract water from Whiskeytown Lake. PS-04 was also required to operate throughout the summer of 2022 because USBR contract water to the Buckeye WTP was not available. When in operation, the PS-04 constant speed pumps operate sequentially based on the water level in the Buckeye 2 MG reservoir. PS-04 originally had four pumps,but the fourth pump was removed to install an 8-inch PRV to provide flow from the Buckeye Zone to the Foothill Zone. This PRV is typically operated in conjunction with the PRV at PS-03. It is typically open during average and low demands, when the Foothill WTP is not in operation. When sufficient USBR contract water is available, the City will also use this PRV during the summer to utilize as much water from the Buckeye WTP as possible. It is set to operate based on the water level in either the Foothill 4 MG reservoir or the 6 MG clear well at the Foothill WTP. �.�.� Pump Station 5 Pump Station 5 (PS-OS) was relocated to near the Enterprise reservoirs in 1993, northeast of the intersection of Churn Creek Rd and Browning Street. It is the primary water supply into the Hilltop Dana Zone,pumping from the Enterprise reservoirs into the Hilltop Dana Zone distribution system. The City also has two PRV's (the Palisades PRV's)that supply the Hilltop Dana Zone from the Buckeye Zone,but PS-OS typically operates year-round and 24 hours per day to maintain pressure and meet demands in the Hilltop Dana Zone. The four vertical turbine pumps have variable speed drives and operate sequentially to maintain a setpoint pressure of approximately 60 pounds per sguare inch(psi) at their discharge. �.�.6 Goodwater Pump Station The Goodwater Pump Station (PS-06) is located on the north side of Goodwater Avenue, across from the intersection with Velia Street. It was constructed in 2003 and its single horizontal centrifugal pump is intended to provide a backup to PS-O5, ar be used to provide additional fire flow to the Hilltop Dana Zone in an emergency. It does not operate regularly, but when used it is operated manually. �.�.7 Mary Lake Booster Pump Station The Mary Lake Booster Pump Station (PS-07)was installed in 2000 to increase pressures in an isolated subzone within the higher elevations of Hi11900 Zone. The station is located on the southside of M�ary Lake, off Lakeside Drive. It was upgraded in 2002 with a second pump and ��1� �°"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� check valves located at critical downstream locations to prevent recirculation of water back through the pump. The pumps are variable speed and run continuously to maintain a downstream pressure of approximately 100 psi. 2.�.$ EI Reno Pump Station The E1 Reno Pump Station is located between El Reno Lane and Riviera Drive. Its single vertical centrifugal pump is used to deliver up to 1.3 MGD from the Cascade Zone into the southern end of the Hi11900 Zone during an emergency. Its automatic operation is no longer functional and it can only be operated manually. At one time the station was needed to meet peak demands in the Hi11900 Zone. However, with improvements to the distribution piping in the Hi11900 Zone, the station is no longer needed under normal operation conditions. The pump may be useful to support fire flows at the south end of the Hi11900 Zone, but it can only provide for less than 4 percent of maximum day demands (MDD) for the Hill 900 Zone. �.�.� Mercy Hospital Booster Pump Station The Mercy Hospital Booster Pump Station (PS-09) is located east of the hospital, off of West Street. It is intended to provide emergency backup supply to Mercy Medical Center, which is normally supplied from multiple feeds off of the Hi11900 Zone distribution piping. The pump station lacks a backup power supply, which reduces its reliability as an emergency supply. 2.�.1{} Cypress Pump Station The Cypress Pump Station is located near the City's Cypress Valve Station, at the southeast side of City Hall and off of Parkview Dr. The existing station is a temporary installation that was constructed after the Carr fire to provide limited flow in an emergency from the Enterprise Zone to the Foothill Zone. The temporary station is currently utilizing a spare 200 HP pump from Pump Station 2. This temparary pump is not designed for use at this location and if operated at full speed the pump would operate outside of its recommended curve, which could result in damage to the pump. The City is currently in the design phase to replace the temporary station with a permanent pump station that will be capable of pumping approximately 12 MGD in both directions. It will be capable of pumping from the Enterprise Zone to the Foothill Zone, as we11 as boosting flows from the Foothill Zone to the Enterprise Zone during peak demands. The permanent station is expected to start construction in 2024 and the City plans to use it regularly to boost flow from the Foothill Zone to the Enterprise during max day demands. It wi11 only be used to pump from the Enterprise Zone to the Foothill Zone in an emergency, in which the Foothill WTP and Buckeye WTP cannot meet demands. 2.5.11 Southern Pacific Pump Station The Southern Pacific Pump Station (PS-11) is located on the opposite side of the Sacramento River from the PS-01 intake and under elevated railroad tracks. It is used solely to pump raw river water to irrigate a golf course. Water rights for this pump station are covered under the ��-'1� �°"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� City's Sacramento River Contract with USBR. The facility is leased to the City by Union Pacific Railroad and maintained and operated under contract from the golf course property owner. 2.5.12 South Bonnyview Valve/Pump Station The South Bonnyview Valve/Pump Station (FS-04) is located in a vault off South Bonnyview Road, west of the Sacramento River. It is used to transfer water from the Enterprise Zone to the Cascade Zone and the pump is used to increase flows, as necessary. During average water demands, actuated valves in the South Bonnyview Valve/Pump Station a11ow flow by gravity from the Enterprise Zone to the Cascade Zone and the pump does not operate. The pump typically only operates to increase flows to meet peak water demands, during mornings of summer days. The actuated valves and the pump are both controlled by the 1eve1 in the Redding Ranchettes Reservoir, in the Cascade Zone. The pump station currently only has a single pump. In the event that the pump fails, the flow rate through the station is limited to gravity flows, which are not sufficient for current max day demands. �.6 STORAGE RESERVOIRS The City's water system currently has twelve reservoirs and a total of 32.8 MG of storage for equalization of supply and demand flows, fire service supply, and emergency supply. Table 2-5 lists the individual reservoirs and key information for each. Table 2-5 Stora e Reservoir Information Tag Pressure U�lurne 13ia. Max WSL Install No. Des�ription Zor�e ' (MGj Typ� �fkj (ft) Year RS-01 Foothil) WTP Foothill 6 Concrete, Varies 21.2 1980 partially buried RS-02 Hil) 900- 1 Hill 900 2 Concrete 100 35 1959 RS-02 Hill 900-2 Hill 900 2 Welded Steel 100 35 1984 RS-03 Foothill Foothill 4 Welded Steel 166 26.7 2007 RS-04 Cascade Cascade 1 Welded Stee) 74 32.3 1964 RS-05 Redding Ranchettes Cascade 2 Welded Steel 103 32.5 1982 RS-06 Enterprise- 1 Enterprise 3.5 Welded Stee) 120 42.4 1968 RS-06 Enterprise-2 Enterprise 6 Welded Steel 172 42.2 1985 RS-07 Buckeye - 1 Buckeye 0.2 Welded Stee) 41 23.5 1949 RS-07 Buckeye -2 Buckeye 2 Welded Stee) 100 34.5 1978 RS-08 Buckeye WTP-3 Buckeye 4 Welded Steel 172 42.2 2004 RS-09 BWTP - Backwash Buckeye 0.1 Welded Stee) 42 18.6 2000 �.�14 �°"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� 2.ki.1 Buckeye Zone Storage The Buckeye Zone has 6.3 MG of total storage, provided mostly by Buckeye Reservoirs 2 (RS- 07) and Buckeye Reservoir 3 (RS-08). A small amount of storage is also provided by the 86,000- gallon Buckeye backwash tank at the Buckeye WTP. Buckeye Reservoir 1 is near the end of its service life and is currently not being utilized. It should be decommissioned and removed soon. The 4 MG RS-08 was completed in 2002 to provide secondary storage and to support the expansion of the Buckeye WTP from'1 MGD to 14 MGD capacity in 2008. The Buckeye Zone has adequate storage to meet current conditions but will need additional storage by 2040. The more immediate issue related to the Buckeye Zone storage is the current operation strategy for use of RS-07. The water surface elevation of RS-07 is approximately 74 feet below the water service elevation in RS-08, so RS-07 reservoir will overflow and not regularly release flows back into the water system without some sort of valve or pump system in place. The Keswick Valve Station currently serves this purpose. It consists of two 24-inch actuated valves and piping that open and close to limit flow from the Buckeye WTP and RS-08 to the Buckeye Zone based on the level in RS-07. When the water surface level (WSL) in RS-07 reaches the high set level, the 24-inch valves close and water is rapidly released from RS-07 into the Buckeye Zone,resulting in a large pressure drop in most of the Buckeye Zone and excessive flow velocities through piping from RS-07. There is a 6-inch bypass at the Keswick Valve Station to convey reduced flows and maintain pressures when the larger 24-inch valves close,but there is still a significant pressure drop of up to 60 psi when the larger valves close. Construction of a pump station at RS-07 is recommended to address these operational issues. Further evaluation and recommendations associated with these storage and operational deficiencies are provided in Section 5. 2.fi.2 Cascade Zone Storage Storage in the Cascade Zone is provided by the Cascade Reservoir and the Redding Ranchettes Reservoir, with some backup storage available from the Enterprise and Foothill zones. Cascade Zone storage is currently deficient and improvements should be performed to improve capacity and redundancy for supplies from the Enterprise and Foothill Zones. The Cascade Reservoir currently needs to be recoated. It is also nearing the end of its service life and should be replaced before 2035. Additional information and recommendations concerning storage in the Cascade Zone are provided in Section 5. 2.6.3 Enterprise Zone Storage The Enterprise Zone storage is provided by the Enterprise Reservoirs 1 and 2. Secondary storage can also be provided by the Foothill Zone via the Cypress Valve Station. The Enterprise Zone should have adequate storage through ultimate buildout. Both of the reservoirs have effective drain and fill patterns under the fu11 range of annual demand conditions. The current deficiency noted for Enterprise reservoirs is that their coatings are in poor condition. The Enterprise Reservoirs should be recoated as soon as feasible to maintain their anticipated service lives. ��.1 a �°"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� 2.6.4 Foothill Zone Storage The Foothill Zone storage is provided by the Foothill WTP 6 MG clear well and the 4 MG Foothill reservoir. Secondary storage is available from the Hi11900 Zone reservoirs, which can gravity feed into various areas of the Foothill Zone if necessary. The Foothill Zone should have adequate storage through ultimate buildout. Each of the reservoirs generally have effective drain and fill patterns under the full range of annual demand conditions. The 6 MG clear well at the Foothill WTP provides the supply to the plant's backwash pumps and PS-02. A water level above 35 percent in the 6 MG clear well is required for the filter backwash pumps, and essentially the Foothill WTP, to operate. �.6.� Hill 900 Zone Storage Storage in the Hill 900 Zone is provided by Hi11900 Reservoirs 1 and 2. No other storage sources can gravity feed into the Hi11900 Zone. Both of the reservoirs have effective drain and fill patterns under the full range of typical demand conditions. However, additional storage is needed to meet current emergency conditions, in case of an issue or outage at Pump Station 2. Also, Hill 900 Reservoir 1 is nearing the end of its service life. A third storage reservoir, near the two existing reservoirs, and rehabilitation of Hi11 900 Reservoir 1 are recommended, see Section 5 for additional information. �.�i.6 Hilltop Dana Zone Storage The Hilltop Dana Zone shares storage with the Enterprise Zone because its primary supply is from PS-O5, which draws water from the Enterprise reservoirs. PS-OS uses variable speed pumps to maintain a setpoint pressure and facilitate use of equalization storage from the reservoirs by matching supply to demand rates. Secondary storage is provided from the Buckeye reservoirs via the Palisades PRV's. Also, several interties with check valves between the Enterprise and Hilltop Dana Zones can provide fire service and emergency backup supply from the Enterprise Zone in the event of low-pressures in the Hilltop Dana Zone. As a result of the multiple supply and storage sources, the Hilltop- Dana Zone should have adeguate storage to meet ultimate buildout conditions. 2.7 FLOW CONTRO� AND PRESSURE REDUCING VA�VE STATIONS The City water distribution system has fourteen flow control and pressure reducing valve stations that are used to provide regular and/or back up flow from a higher pressure source service areas into a lower pressure service areas. Pressure reducing valves allow flow from a higher pressure area/zone into a lower pressure area/zone with a s�t pressure on the downstream end. Several of the City's valves also have a pressure sustaining feature (PRSV's)to help maintain the pressure upstream of the valve. Table 2-6lists the existing valve stations and basic information for each. Further information facility evaluations for the City's major valve stations is also provided in Appendix B. ��0.1� �°"��;� C1ti�a��/}��f�:r'��r� ��)�� '�t�;r»�.�r�t�^a�� I�cii�:� �� a�f��a� Table 2-6 Flow Control and Pressure Reducin Valve Stations upstre�m/ [�ownstream 1"ag Facility �fiation Zone�nd Typ. Ncr. Name LocaticrnjAddres� Type Pressure(PSIj TypicaM Position FS-01 Keswick Keswick Dam Rd. at Flow Buckeye- 115 Actuated per Buckeye 2 Valve Station Buenaventura Dr. Control Buckeye-70 MG reservoir level FS-02 Cypress 670 Parkview Ave Flow Foothill- 115 Actuated per Enterprise Valve Station Control Enterprise- 100 reservoirs (evel FS-03 Railroad 3626 Railroad Ave Flow Foothill- 100 Actuated per Ranchettes &15 Valve Station Control Cascade-75 Reservoir level FS-04 S. Bonnyview S. Bonnyview Rd at Flow Enterprise- 110 Actuated per Ranchettes Valve Station Indianwood Dr. Control Cascade- 110 Reservoir level FS-10 PS-03 PRV 299 Sulphur Creek Rd PRSV Buckeye- 175 Actuated per Foothill Foothill-85 Storage �evels FS-11 PS-04 PRV 1898 Benton Dr PRSV Buckeye-200 Actuated per Foothill Foothill-85 Storage �evels FS-12 Linden Ave Linden Ave PRV Hill 900- 140 Closed Foothill-60 Palisades No. Palisades Ave at Buckeye- 105 Actuated per Enterprise FS-13 1 Hilltop Dr. PRSV Hilltop/Dana-55 reservoirs level FS-14 Palisades No. g31 Riverbend Rd. PRSV Buckeye- 140 Closed 2 Hilltop/Dana-80 FS-16 Market Market St at Fell St. PRV Foothill- 100 Closed Street Foothill-90 Bechelli Ln. at Redcliff Hilltop/Dana-95 FS-17 Bechelli �ane PRV Closed Dr. Enterprise-55 Victor Ave at Hilltop/Dana-85 FS-18 Victor Ave Mistletoe Ln. PR� Enterprise-50 Closed FS-21 Park Marina Park Marina at Check Foothill- 100 Closed, except during Cypress Bridge Valve Foothill- 105 peak hour demands Keswick Dam Rd, east Buckeye- 180 Opens when Keswick - Keswick Dam of Keswick dam PRV Buckeye-140 Station valve closes 2.8 INTER-AGENCY CONNECTIONS The City of Redding has service interties with several neighboring water systems, mainly for emergency use. These interties can provide backup supply to local areas of the City. Additionally, the City of Redding provides water to approximately twenty customers in the vicinity of Summit City outside the City of Shasta Lake with water supply purchased from USBR and treated and delivered by the City of Shasta Lake. Table 2-7lists the existing intertie connections and provides basic information for each. ��.17 �°"��;� a.�'�f��r ��;cl�� a�� :g�'��ti�r�.� ��R/�t�r��dtt�C��r 1��r�l��ra ��7�� Table 2-7 Inter-A enc Connections Neighb�rring System/Agency Intertie i.oc�tion Size Pressure'Zon� City of Shasta Lake Knauf, on Beltline Rd 6-inch Buckeye City of Shasta Lake Walker Mine Road 6-inch Buckeye City of Anderson Meadowview Road 8-inch Enterprise Bella Vista Water District Canby Road 12-inch Hilltop-Dana Bella Vista Water District Old Alturas-Abernathy 6-inch Hilltop-Dana Bella Vista Water District Edgewood Drive 8-inch Hilltop-Dana Centerville CSD Record Lane 8-inch Hill 900 Centerville CSD Rainier Dr 6-inch Hill 900 Centerville CSD Clear Creek Road 12-inch Cascade Shasta CSD Hwy 299 at �ower Springs Rd 8-inch Hill 900 Shasta CSD Rock Creek Rd at Bandana Trail 6-inch Buckeye Shasta CSD Rock Creek Rd at High Street 6-inch Buckeye The following Figure 2-3 provides a schematic profile of the City's main water system facilities. �.�1� SOURCE WATER FROM � Buckeye Water 14 MGD Max Cap � Treatment Plant �}�,� Buckeye 4MG Reservoir WHISKEYTOWN LAKE VIA �� "� — — — — — — — � , SPRING CREEK TUNNE� �� Elv 1 30� Legend 1000' Elv 1034 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 30" Buckeye Reservoirs Primary Water Source `�.ClY,Jk S.r� Max WSL w Groundwater Well Hill 900 Reservoirs Elv 956 ° Decommissioned �5Q - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - « WaterStorageReservoir , ' Max WSL Elv 925 30�� 16" �� SUMMIT CITY ��, ;W'��;� Water Treatment Plant . SUBZONE :, � ,, , 900' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - � Pump or Booster Station 1.5MGD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - h � ��,« � � �� Max Cap MARYLAKE �� _____�'�� "' �� BUCKEYE ZONE� �""� PR Pressure Reducing Valve(s) SUBZONE �. ��'�� _, «v �� ~^° '�� 11.5 MGD MDD FC Flow Control Valve s 850' � � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - �„ � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - �_. Keswick Vault ° ,... ��"' �.,..�.,, , , "'" H/LL.900 ZONE� ;� ��,,,,�, Customer Supply Zone --- - FC � ,� 7.1 MGD MDD ,, 800' ��' 14 MGD Max Cap Palisades Vault - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - FWTP Clear Well 12 PR Foothill Reservoir � , , � 2.0 MGD Max Cap 750' - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - _ - - - - - - - - - - - - - - - - - - - - - - - - - - - Foothill Water 36 MGD Max Cap . _ �� N1L��`C��"-�,�NR�`�� Reddin Ranchettes �;, Enterprise Reservoirs _ _ g Cascade Treatment Plant ; Max WSL Max WSL ��#� Reservoir f T; Elv 742 Elv 742 � � � 4.2 MGD MDD , � Reservoir <«� �' Max WSL Max WSL �� EIv 726 42" �,,, ,n, a .,,, ,». � Elv 706 Elv 706 � 704' - - - - - � - - - - - - - - z - - - - - - - - - - - - - - - - - - - - - - - _ _ _ _ _ _ - - - - - - - - - - - _ - - _ _ _ _ _ _ _ _ _ _ _ _ _ _ o Max WSL Max WSL �� ' �"��" � Elv 696 Elv 696 ( � _��FOOTHILL ZONE >: 5.7 MGD W � 13.2 MGD - 24„ Max Cap 650' ( Max Cap � 8.1 MGD MDD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - :� `��,. - - - - - - - - - - - f - - - - - - - - - - - - - - - - - - - - - - - - -.. fi..- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ,,, - - - - n,�, . , � � �� ENTERPRtSE � 30" ' 3.4MGD ----------------- -- -- ZONE �2°f�6� ( Max Cap Goodwater Pump Station !� 14.8 MGD MDD ,<.�� ( �2°/16° 4.2 MGD � to Hilltop-Dana u,� ,�,.,..�.� 600' - - - - - - - - - - _ _ _3.OMGD - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - Nraz Cap Max Cap I ENTERPRISE WE�LS ( Cypress Vault 17 MGD Max Capacity(Excluding EW-11 and EW-13) ( Foothill Zone to �ti,� m a . �� a �"` z�� Enterprise Zone ' ` � °� � � ` ` FC C ress Ave 550' - - - - - - - - - CASCADEZONE - - - - - - - - - - - - - 1 - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - ( Yp ) - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - , ; - - -� � '` � Railroad 8 MGD Max Cap 24° �� 6 3 MGD MDD EI Reno ( Vault " PR » ��.z .a, , SOURCE WATER FROM ��°��°��' ``� � 1.4 MGD SACRAMENTO RIVER 3.5 MGD FC :� 500' - - - - - - - - - - - � MaxCap - - - - ' 28.9MGD - - - - - - - -MaxCap - - - - - - - - - - � - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - � - - - - - - - - - - - - - - - � Max Cap �g° 24" � �� „, � � � � � � � I 8„ ��:�` �a��`� � �2„ 24„ 450' _ CASCADE WELLS S.Bonnyview Pump Station 0.7MGDMaxCap - - - - F - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - EnterpriseZonetoCascadeZone - - - - - - - - - - - - - - - FIgUt'@2-3 � �.. 5 MGD Max Cap CITY OF REDDING WATER SYSTEM � �� SCHEMATIC PROFILE OF MAIN FACILITIES 400' — — - - - - _j '- - - 2023 Water Utility Master Plan 2/28/2023 THIS PAGE INTENTIONA�LY LEFT BLANK �°"��r:� C1ti��r 1��i��r°��r� ��)�� R/�t�r�,��y��r°r� L��r�r�;��c�� 3. WATER SYSTEM DEMANDS The City's historical daily water production logs, water meter records, and records from the City's supervisory control and data acquisition (SCADA) system for its water facilities were evaluated to determine the City's current water demands. In addition, historical growth,recent trends and patterns in the growth, types of water use, and City and County land use planning data were analyzed to project future growth in the WSA. The calculated current water demands and the growth projections estiinates were then used to forecast future water demands within the City of Redding water service area for planning horizon years 2025, 2030, 2035, 2040, and ultimate buildout (UBO). Water demands were assessed systemwide, and within each pressure zone. Demands were also evaluated seasonally for the average day demand(ADD) and maximum day demand (MDD) daily usage, as well as for average hourly demand trends (diurnal patterns). The total annual water demand was determined for Zong-term water supply planning, in terms of total acre-feet (ac-ft)per year consumed from both surface and groundwater sources. The ADDs, MDDs, and diurnal trends was determined for facility planning, including the capacity and locations of water treatment plants, well fields, storage facilities, conveyance and distribution piping, pump stations, and flow control or pressure reducing valve stations. �.1 CURRENT WATER DEMANDS AND RECENT GROWTH The City's water service area has experienced relatively slow growth over the past decade, with approximately 1,600 service connections being added from 2010 to 2021. This is equal to an annual growth rate of only approximately 0.5 percent citywide, which is consistent with population estimates for the water service area during that timeframe. Population estimates from the City's 2020 Urban Water Management P1an indicate a similar annual growth rate of 0.6 percent in the water service area during that period, with population estimates of 82,467 in the year 2010 and 87,741 in the year 2020. The following Table 3-1 provides a summary of service connections,population, and water demands for the City's water service area from 2010 through 2021. Demands were determined from the City's daily production logs. Population estimates were determined using the Department of Water Resources Population Tool and utilizing 3.31 persons per connection data from 2010. Some population data from 2012 to 2015 is not available because the City was transferring record keeping of service connections and meter usage to a private billing consultant during that time, so the information is either not readily available or does not appear to be consistent with other years. As of 2021, the City's WSA had approximately 30,376 service connections serving a population of nearly 88,000, with an annual production of 24,865 acre-feet per year (AFY), an average day demands of approximately 22.2 MGD, and max day demands of approximately 39.7 MGD. It appears that conservation efforts and associated reductions in water usage have mostly offset the growth since 2010, so yearly water production has only increased by approximately 3 percent since the year 2010. While yearly production and average day demands have increased slightly since 2010,per capita usage and maximum day demands have actually decreased sinee 2010. a��1 �°"��;� a.�'�f��r ��rrrr�r��;� ��R/�t�r��dtt�C��r 1��r�l��ra 2�� Table 3-1 Water Service Area Po ulation and Demand Growth ' Annual ADD/, A�C►/ nnt7�/ ', Na.5erui+ce Production �1DD C�pita' Cc�nnection MD[7 Connectic�n Y�ar Connections Population {AFY} (MG�) �GPt�j; (GPC?j �MGt�) ;(GPdj ' 2010 28,212 82,467 24,098 21.51 261 763 43.99 1,559 2011 27,886 82,839 23,638 21.10 255 757 40.17 1,441 2012 28,322 NA 26,526 23.62 NA 834 43.63 1,540 2013 29,114 NA 28,650 25.58 NA 879 45.22 1,553 2014 29,117 NA 24,429 21.81 NA 749 39.14 1,344 2015 29,175 NA 21,401 19.11 NA 655 30.49 1,045 2016 29,230 85,676 21,665 19.29 225 660 36.30 1,242 2017 27,394 86,070 24,297 21.69 252 792 40.02 1,461 2018 29,511 83,515 25,021 22.34 267 757 40.26 1,364 2019 29,747 86,345 24,507 21.88 253 735 38.79 1,304 2020 30,072 87,741 25,534 22.73 259 756 39.88 1,326 2021 30,376 87,988 24,865 22.20 252 731 39.72 1,307 The City's water system customer-connection types include single family homes, multi-family housing units, commercial users, industrial users, government and public facilities such as offices and schools, and large irrigation users such as golf courses. The number of service connections usage type from 2010 through 2021 and growth per usage type are presented in Table 3-2. Table 3-2 Historical Service Connections and Growth b Usa e T e Year SFR M�I� �ommercial Inc�ustrial Institutic�n�l �ther ' 2010 23,021 1,905 2,782 169 335 2011 23,022 2,005 2,690 169 338 2012 23,111 2,013 2,699 164 311 2013 23,149 2,066 2,743 162 347 2014 23,306 2,150 3,525 190 374 2015 23,714 2,170 2,833 395 2 2016 23,853 2,184 2,173 390 630 2017 23,494 1,735 1,535 229 401 2018 23,880 2,189 2,341 405 696 2019 24,042 2,216 2,384 408 697 2020 24,296 2,212 2,442 421 701 2021 24,429 2,228 2,584 424 711 Total Growth: 1,408 323 -198 255 711 -335 %Citywide Growth: 65% 15% -9% 12% 33% -15% The majority of growth and development in the City's water service area has been single family residential homes since 2010. It appears that significant number of service classifications were changed from commercial and"other"to insritutional type when reeord keeping services were transferred. These three usage types experienced a net increase of 178 connections since 2010 - ___ __ �� °"��r:� C1ti��r 1��i��r°��r� ��)�� R/�t�r�,��y��r°r� L��r�r�;��c�� and it is likely that these three usage types have grown somewhere in the range of 5 to 10 percent since that time. It should be noted that delivery volumes are slightly lower than production voluines presented in the previous table as a result of water losses in the system, as we11 as minor discrepancies between the sum of customer meter readings and production meter readings. The City's historical water deliveries by usage type and average daily water usage per connection type from the years 2010 through 2021 are shown in the following Table 3-3 and Table 3-4,respectively. Table 3-3 Historical Water Deliveries b Usa e T pe SFR MF Cornmercial Indus#ria! Institutianal ' �ther fi�tal i �rear (aFY) (a�v) (a��r) ��ra {a��r) (a��r) �a�Y) 2010 14,009 2,329 5,634 172 810 22,955 2011 13,410 2,346 5,297 175 1,042 22,270 2012 15,148 2,722 5,438 196 101 881 24,487 2013 15,756 2,682 5,935 203 104 1,212 25,892 2014 13,408 2,449 3,516 1,051 2,035 22,459 2015 11,099 2,178 2,957 989 1,838 19,060 2016 11,311 2,212 2,900 992 1,820 19,235 2017 13,088 2,368 3,258 972 2,146 96 21,929 2018 13,508 2,365 3,476 1,061 2,086 90 22,587 2019 13,017 2,337 3,400 1,229 1,986 91 22,059 2020 14,437 2,477 3,396 1,131 2,186 71 23,697 2021 13,864 2,501 3,578 1,196 2,171 113 23,423 Table 3-4 Avera e Dail Water Deliveries Per Connection T e SFR IUI� C+�rnrnercial fndustrial In�#ituticrnal Clther ; �rear (��[�) (�a�) (��a� (��a� (�pa� (��n} 2010 543 1,092 1,808 908 2,159 2011 520 1,045 1,758 924 2,752 2012 585 1,207 1,799 1,069 2,528 2013 608 1,159 1,932 1,116 3,119 2014 514 1,017 890 4,937 2015 418 896 932 2,234 2016 423 904 1,192 2,271 2,579 2017 497 1,219 1,895 3,791 4,779 2018 505 964 1,326 2,339 2,676 2019 483 942 1,273 2,688 2,543 2020 530 1,000 1,241 2,398 2,784 2021 507 1,002 1,236 2,518 2,726 Single family residential water usage has consistently accounted for approximately 60 percent of the Citywide usage since 2010. Multi-family residential water usage has also remained relatively ��;� �°"��;� a.�'�f��r ��rrrr�r��;� ��R/�t�r��dtt�C��r 1��r�l��ra 2�� constant in recent years, accounting for approximately 10 percent of Citywide usage. Non- residential usage accounts for the remaining 30 percent of Citywide usage, variances in usage trends for non-residential usage have resulted from the City's changes in data collection and utility billing record keeping over the years. Based on historical water delivery records, it appears that water use reductions and conservation in recent years have mostly offset the growth that the City has experienced and deliveries per usage type have remained relatively constant since 2010. Water usage per connection also indicates a reduction�or most usage types since 2010. Each of the City's six primary pressure zones has differences in terms of land use, growth rates, and other factors that influence the total water demands and the seasonal and daily patterns within each zone. These differences determine decisions regarding major water system facilities such as pump stations, pipelines, and storage reservoirs, so it is important to consider water demands for each pressure zone as we11 as the total system. Table 3-5 compares the number of service connections and relative growth in each pressure zone between 2010 and 2021. Table 3-5 Pressure Zone Service Connections and Growth 20�.0 2021 �Ma.Seruic� Nc�. 'Seruice %a Citywide Pressure Z�rne Connections l c�f Tc�tal Connecticrns 1 of Total Growth Buckeye 5,008 18% 5,329 18% 31% Cascade 3,339 12% 3,528 12% 18% Enterprise 8,719 31% 9,151 31% 42% Foothill 4,469 16% 4,452 15% 0% Hi11900 4,539 16% 4,852 17% 30% Hilltop Dana 2,458 9% 3,064 10% 58% Total: 28,532 - 30,376 - - The City's water service connections from 2010 to 2021 indicate that the I�illtop Dana Zone experienced the most growth, while most other zones experienced similar growth, excluding the Foothill Zone which experienced little to no growth during this period. 3.1.1 Pressure Zone Demands The City's daily water production logs and data from the City's SCADA historian for the water system were evaluated to determine average day demands, max day demands, demand patterns, and peaking factor for each pressure zone. A. Seasonal Peaking Factors The City's daily water production logs from the years 2017 through 2021 were evaluated to determine Citywide average day and max day water demands and seasonal peaking factors. The seasonal peaking factor is considered to be the ratio of maximum day demands to average day demands (MDD/ADD). A summary of historical demands and calculated seasonal peaking factors are provided in the following Table 3-6. �P�. �°"��r:� C1ti��r 1��i��r°��r� ��)�� R/�t�r�,��y��r°r� L��r�r�;��c�� Table 3-6 Historical Demands and Seasonal Peakin Factors Average Day Max Day Se�rsr�nal C��rnand ' �emand ' Peaking , Ye�r (MGa) (MGC�) Factc�r 2010 21.51 43.99 2.04 2011 21.10 40.17 1.90 2012 23.62 43.63 1.85 2013 25.58 45.22 1.77 2014 21.81 39.14 1.79 2015 19.11 30.49 1.60 2016 19.29 36.30 1.88 2017 21.69 40.02 1.84 2018 22.34 40.26 1.80 2019 21.88 38.79 1.77 2020 22.73 39.88 1.75 2021 22.20 39.72 1.79 The City's daily water production logs are updated manually on a daily basis by City staf£ However, meter readings for the logs are not taken at the same time every day. This results in slightly different recording periods for each day. The current recording method should be accurate for evaluating average day demands, because the duration of recordings for specific days should not impact the overall average. However, with the varying durations for the daily log recordings, the daily production logs cannot provide for an accurate determination of the maximum day water demands. Slightly longer recording periods will indicate higher demand volumes, while shorter recording periods will indicate lower demand volumes and not provide an accurate representation of the maximum day demands, which should be for an exact 24-hour period. To account for the differing recording durations and for abnormal demand days, such as during a water main break or a fire, the top 98-percentile daily demand for each year was considered for max day demands. In the future, the City should consider implementing an automated system for the recording associated with its daily production logs so that data is recorded at the exact same time every day to improve accuracy. Because of the varying recording durations and associated inaccuracies with the City's daily produetion logs, the City's SCADA historian data was used to more accurately determine the current maximum day demands for each pressure zone. Dai1y data from the SCADA historian from the years 2020 through 2021 for water production, reservoir storage levels, and inter-zone transfers were evaluated. Av�rage day and maximum day water demands, average usage per service connection, and peaking faetors for each pressure zone for the years 2010 and 2021 are presented in the following Table 3-7. The 2010 data shown is from the Water Master Plan 2012. _ _ _. �� °"��;� a.�'�f��r ��rrrr�r��;� ��R/�t�r��dtt�C��r 1��r�l��ra 2�� Table 3-7 Pressure Zone Demands and Seasonal Peakin Factors Pressure Zc�ne Buckeye, Cascade �nterpris� �c�othill Hill 9i�0 ' Hilltap dar�� 2010 Water Demands: ADD (MGD) 3.75 2.5 6.94 3.3 3.5 2.19 MDD (MGD) 8.38 5.59 15.32 6.93 8.02 4.75 ADD/Service (GPD) 749 749 796 738 771 891 MDD/Service (GPD) 1,673 1,674 1,757 1,551 1,767 1,932 Seasona) Peaking Factor 2.23 2.24 2.21 2.10 2.29 2.17 2021 Water Demands: ADD (MGD) 3.99 2.83 5.72 2.91 3.52 1.94 MDD (MGD) 6.79 5.41 10.47 7.18 6.47 3.44 ADD/Service (GPD) 792 824 642 708 743 649 MDD/Service (GPD) 1,539 1,510 1,175 1,716 1,430 1,059 Seasonal Peaking Factor 1.70 1.92 1.83 2.47 1.84 1.77 Data suggests that seasonal peaking factors and maximum day demands have decreased since 2010, likely as a result of drought conditions and State mandated water conservation and water use reductions. The outlier in the calculated 2021 data is the max day demand for Foothill Zone, which appears to be inaccurately high, based on its high seasonal peaking factor and customer water meter records. The City's customer meter records for the month of July 2021 and typical residential usage throughout the City indicate that the max day demand may be closer to 5 MGD for the Foothill Zone. However, customer meters are only recorded monthly, so an accurate calculation for the max day demand cannot be determined from the customer meter records. It could be possible that one or more of the City's flow meters measuring interzone transfers from the Foothill Zone are inaccurate and resulting in higher than actual demands being recorded in the Foothill Zone. The City has plans to replace flow meters for interzone transfers at Pump Station 2, the Cypress Valve Station, and the Railroad Va1ve Station in the near future, which measure flows out of the Foothill Zone to the Hi11900, Enterprise, and Cascade Zones,respectively. Replacement of these flow meters may lead to more accurate demand data associated with these zones in the future. B. Diurnal Patterns and Peak-Hour Demand Factors The City's SCADA historian data was analyzed to determine demand patterns for each pressure zone. SCADA historian data from max day demands in 2020 and 2021 for applicable water production, reservoir storage levels, and interzone flow meter readings in 15-minute increments were analyzed. The following Figure 3-1 shows the calculated diurnal patterns for each zone. �� °"��r:� C1ti��r 1��i��r°��r� ��)�� R/�t�r�,��y��r°r� L��r�r�;��c�� 2.� z �� ..� � `� _ �s� ��,�i«�E z�n� � � �� .W� <Cascade Zan� � ^��,„��'�� EnterpriseZone � � ' � � � � �e �, > �°� "��' � � .Foot'hil�one �, � � 1 �" e �� `� � � ` Nsll 900 Zcr�e � � .,ueUri • � `�"�°.�,,� � �,�� „Hilltap C7ana Zone �.. �� ..6�� . _ � �o��,� . �am.�„��„ Q.5 : Q . 1 z � � s s � � � aa �� zzsz� x� �s �7 �� z� zaza. zzz� z� �a�r Figure 3-1 Calculated Diurnal Patterns It was determined that the peak hour demand occurs around 6:00 a.m. in a11 of the City's pressure zones and hourly peaking factors range from 1.7 to 2.4, with the Cascade Zone the Zowest and the Enterprise Zone the highest. Data analyses for the Foothill Zone resulted in an irregular pattern that appears to be inaccurate. Possible causes for the inaccuracy could be the irregular shape of the 6 MG clear well at the Foothill WTP leading to inaccurate flow calculations for the net flow rate, a delay between treatment plant flow monitoring and discharge to the distribution system, or potential inaccuracies with flow meters used for interzone transfers, as previously noted, Given the apparent inaccuracy with the Foothill Zone results, the Hill 900 Zone demand pattern was assumed for the Foothill Zone, which should be similar based on the comparable water connection and usage types between these two zones. Seasonal peaking factors from 2021 and the calculated hourly peaking factors from max day demands were used to determine peak-hour demand factors for each pressure zone. Peaking factors for each zone and the Citywide average are summarized in Table 3-8. Data from the Foothill Zone was excluded from the average because of the apparent inaecuracies previously described. a��7 �°"��;� a.�'�f��r ��rrrr�r��;� ��R/�t�r��dtt�C��r 1��r�l��ra 2�� Table 3-8 Pressure Zone Peak-Hour Demand Factors ' �easona! Hc�urly Peak-Ht�ur Pr��sure�one i�eaking Factor P�aking Factor [�emand Factor ' Buckeye 1.70 1.88 3.19 Cascade 1.92 1.71 3.28 Enterprise 1.83 2.39 4.37 Foothilll 2.47 2.22 5.48 H i I I 900 1.84 2.22 4.08 Hilltop Dana 1.77 1.84 3.26 Citywide Average2 1.81 2.01 3.64 1. Hill 900 hourly peaking factor assumed. 2. Average excludes Foothill Zone. Peaking factors provided in the previous Water Master Plan 2016 Update were based on the patterns provided in the Water Master Plan 2000, and were lower than current estimates, with a previous Citywide peak-hour demand factor of 3.39. However, monitoring data for calculating diurnal patterns in the year 2000 was limited, so the previously calculated peaking factors may have been lower than actual peaking factors at that time. The City has steadily improved its system for monitoring and recording operations data for the water system since the year 2000 and given the recent droughts and statewide water reductions, it is more likely that the peak-hour demand factors have decreased some in recent years. The diurnal patterns and peaking factors listed herein should be reasonably accurate, and they provide the best available estimates for the current demand conditions based on available operations data. However, the patterns should be re-evaluated after the City replaces some of its flow meters between its pressure zones, including at Pump Station 2, the Cypress Valve Station, and the Railroad Valve Station. 3.2 FIRE SERVICE DEMANDS The City water distribution system was evaluated for its capacity to provide required flows for fire suppression at some speci�ic locations in the WSA. The required fire service flows are dictated by California Fire Code (CFC)requirements which depend on building size and construction materials to determine the magnitude and duration of water supply reguired for fire suppression efforts. The AWWA has also issued its own standards for�re flows,presented in AWWA M31 Distribution System Requirements for Fire Protection. Analysis for this plan used CFC flows and locations of the largest fire flow demands within each pressure zone to analyze fire flow requirements. The analysis also conservatively included peak-hour water demands as the base condition. Further evaluation of fire service flows is provided in Section 5, System Evaluation. Fire flow requirements can often be the controlling factor in the sizing of water pipelines and other distribution system infrastructure. As new development occurs between now and future planning horizons, the size of water mains required will need to be designed and sized to provide adequate fire flow to development areas. The 2022 California Residential Code, which became � �� °"��r:� C1ti��r 1��i��r°��r� ��)�� R/�t�r�,��y��r°r� L��r�r�;��c�� effective statewide on January 1, 2023, requires installation of fire sprinklers in all new residences. Fire sprinklers alone will not change water demands,but their installation will require larger water ineter connections. �.3 FUTURE WATER DEMANDS Future water demands for the City's WSA were projected from current conditions to ultimate buildout. Evaluated planning horizons include the years 2021 (current conditions), 2025, 2030, 2035, 2040 and ultimate buildout. Current conditions and demands far each pressure zone were used as a baseline for applying growth and additional demands for each planning period. 3.4 WATER DEMANDS THROUGH 2O40 Growth for planning periods through 2040 were determined from: • Shasta Regional Transportation Agency(SRTA) Travel Demand Model • Community outreach discussions with developers, engineers, and major land owners in a shared effort with preparation of the 2022 Wastewater Master Plan • Internal coordination with City of Redding staff regarding pending projects in the development community The SRTA model provides an estimated number of households within specified Traffic Analysis Zones (TAZ) throughout Shasta County at five-year increments through 2040. The SRTA model, applicable TAZ boundaries, and the number of current and projected households in each TAZ were correlated with the City's water service area and pressure zone boundaries using GIS mapping software. Current water demands and the total number of households within the pressure zones were utilized to determine average water demands per household in each pressure zone. The projected increases in household numbers for each TAZ, along with the estimated water demand per household were then used to estimate increases in water demands within TAZ's, each pressure zone, and the WSA as a whole for each planning horizon. This method assumes that the percentage of water usage sectors (single family residential, multi-family residential, commercial, etc.) will remain consistent through future planning horizons, since the number of households was used to estimate all water usage types. In addition to the water demands determined from the SRTA model, water demands were added to specific TAZ's where it was determined from community outreach or coordination with City staff that development will occur but the development did not appear to be included in the SRTA model. Estimated average day and maximum day water demands for each pressure zone for planning periods through 2040 are provided in Table 3-9. It was assumed that seasonal peaking factors will remain consistent with current peaking factors for each zone. Additional data, tables, and calculations related to the demand forecasting performed, and a map of the TAZ numbers and boundaries associated with the City are provided in Appendix C. �� °"��;� a.�'�f��r ��rrrr�r��;� ��R/�t�r��dtt�C��r 1��r�l��ra 2�� Table 3-9 Pressure Zone Water Demands MGD Throu h 2040 current(�az�.� �ozs �o�o �c��s ��rao Pressure Zone ADI� MDC3 ADD MI�D A[?� MDD ADI� MDD AD�, MC�� ' Buckeye 4.13 6.79 4.56 7.49 4.74 7.79 4.86 7.99 4.84 8.24 Cascade 2.72 5.42 2.73 5.44 2.79 5.54 2.90 5.78 3.28 6.29 Enterprise 7.23 10.47 7.79 11.28 7.87 11.39 7.98 11.56 6.33 11.59 Foothil) 3.04 7.19 3.21 7.59 3.27 7.73 3.34 7.90 3.27 8.08 Hi11900 3.53 6.47 3.69 6.76 3.80 6.96 3.81 6.98 3.89 7.16 Hilltop Dana 1.61 3.45 1.64 3.49 1.64 3.49 1.68 3.59 2.02 3.59 TOTAL 22.27 39.78 23.61 42.05 24.10 42.92 24.58 43.80 23.65 44.95 The projected water demands indicate an average annual growth rate of only 0.6 percent citywide through 2040, which is consistent with recent growth trends since 2010. 3.5 WATER DEMANDS AT ULTIMATE BUILDOUT The term"buildouY' or"ultimate buildout(UBO)"refers to the planning condition under which the maximum level of development and population has been reached,based on the long-term land use plan. Since the SRTA model only provides data through the year 2040, the City's General Plan was used to estimate water demands at ultimate buildout. To estimate the amount of growth/development in each pressure zone for ultimate buildout, data and mapping for the City's existing parcels were compared to that of planned land usage from the General Plan using GIS mapping software. The mapping data was correlated to the pressure zone boundaries and the increases in developed areas for each land use type between existing parcels and the General Plan mapping was considered to be the area of development in each pressure zone. Once the areas of growth per land use type were estimated in each pressure zone, assumptions about water usage per acre and land use type were used to determine the additional water demands from the estimated growth/development. The maximum day water demands per acre and land use type for the growth areas were estimated based on Ju1y 2021 billing records and from demand averages for the various land use types. The estimated water demands per acre and usage type were then assumed for the calculated development/growth areas to estimate the additional maximum day water demands associated with the development in each pressure zone for ultimate buildout. The following Table 3-10 summarizes the total areas of growth and development for various land use types from current conditions to ultimate buildout within each pressure zone. It also provides the estimated additional maximum day demands associated with the development areas in each zone. ��1� �°"��r:� C1ti��r 1��i��r°��r� ��)�� R/�t�r�,��y��r°r� L��r�r�;��c�� Table 3-10 Additional Land Use and Water Demands at Ultimate Buildout Buckeye ' Cascade Enterprise Poothrll Hill90U H�Iltop/I�ana Area MD� Area MDd Area Ma� Aeea MDd Area MDD Area M�D ' Land Use Type (Acres) �MGD) (Acres� (MGDj (Acres) (MGD� (Acres� (MCD) {Acres} (MGI7) {Acres) (MGD) Airport Service 108 0.04 Commercia) 121 0.10 General Comm. 39 0.03 93 0.08 32 0.03 1 0.001 Generallndustry 198 0.07 182 0.07 832 0.31 GeneralOffice 30 0.04 6 0.01 Greenway 2,269 715 943 331 904 161 Heavy Commercial 114 0.10 158 0.14 81 0.07 158 0.14 3 0.002 Heavy Industry 52 0.02 176 0.07 Limited Office 9 0.01 28 0.03 28 0.04 Mixed Use Core 145 0.21 Multi-Family 317 1.25 65 0.26 379 1.49 76 0.30 81 0.32 160 0.63 Neighborhood Comm. 4 0.01 3 0.005 6 0.01 11 0.02 6 0.01 Parks 66 0.02 135 0.04 Regional Comm. 250 0.21 36 0.03 95 0.08 Shopping Center 48 0.04 64 0.05 14 0.01 Single Family Res. 1,211 2•98 33 0.08 g52 2.10 9g 0.24 29 0.07 Tota)Additional: 4,446 4.71 1,316 0.62 3,743 4.37 846 0.93 1,186 0.47 423 0.72 The estimated additional demands were added to current demands to determine ultimate buildout demands for each zone. For the Cascade and Hi11900 Zones, water demands estimated from the SRTA model for 2040 exceeded UBO demand estimates based on the General Plan. A potential reason for this could be that the General Plan density population values were generated based on midrange density values whereas some of the SRTA data may have assumed development at higher density values. To be conservative, the higher water demands from the SRTA model were assumed for ultimate buildout in the Cascade and Hill 900 Zones. Table 3-11 provides estimated average day and max day demands for each pressure zone. It was assumed that seasonal peaking factors for each zone will remain consistent with current peaking factors. Table 3-11 Ultimate Buildout Water Demands cuR��n��r{a,a2�� u�c► Pressure�one A1717 IV1DD ADD MDD ' Buckeye 4.13 6.79 7.00 11.50 Cascadel 2.72 5.42 3.16 6.29 Enterprise 7.23 10.47 10.25 14.84 Foothill 3.04 7.19 3.43 8.12 Hi119001 3.53 6.47 3.91 7.16 Hilltop Dana 1.61 3.45 1.95 4.17 TOTAL 22.27 39.78 29.70 52.08 1. Estimate from SRTA model 2040 data exceeds UBO estimate from General Plan.SRTA data used. _ °� „11 �°"��;� a.�'�f��r ��rrrr�r��;� ��R/�t�r��dtt�C��r 1��r�l��ra 2�� The City's General Plan indicates that the majority of growth in the water service area will occur in the Buckeye and Enterprise zones. Demand estimates based on the General Plan data indicate the City's maximum day demand at ultimate buildout will be approximately 52 MGD. This estimate is significantly less than that of the Water Master Plan 2016, which estimated maximum day demands at ultimate buildout of 87.5 MGD. However, the previous master plan estimate was based General Plan 2000, which estimated over a 4 percent growth rate and a buildout population of 201,000 for the City and 163,000 within the WSA. The City's most recent draft General Plan indicates a much lower growth rate and a City population of only 101,588 by the year 2045, significantly less than the General Plan 2000 estimates. At the recent growth rate of 0.6 percent, ultimate building would be reached somewhere around the year 2065. �'��1� �°"�f�:r�C1ti�a��r 1��f��r°��r� ��)�� "�t��r°��a�'��d�,� 4. WATER SUPPLIES The City of Redding uses both surface water and groundwater supplies to meet the water demands within its water service area. On average, approximately 70 percent of the City's water supply comes from surface water, with the remaining 30 percent coming from groundwater. Surface water is used throughout the year and groundwater is used minilnally in the winter but peaks along with surface water use in the summer. 4.1 SURFACE WATER SUPPLY The majority of the City's surface water supplies are governed under two separate contracts with USBR, the Sacramento River Contract and the Buckeye Contract. The City also has a contract with ACID for purchase of surface water, which typically only accounts for a sma11 portion of the City's surface water supply. 4.1.1 Sacramento River Contract Supply Sacramento River Contract water is pumped from the Sacramento River via PS-01 to the Foothill WTP. In 1966, the City entered into long term Sacramento River Contract (Contract No. 14-006- 200-2871A)with USBR, with an initial term from April 1964 to March 31, 2004. The Sacramento River Contract was one of a group of USBR supply contracts generally referred to as "Settlement Contracts" intended to resolve legal water rights conflicts that arose between pre- 1914 water rights holders along the Sacramento River and USBR following completion of the Central Valley Project(CVP). On June 7, 2005, City Council approved by Resolution No. 2005- 69 authorizing the Mayor to sign the Redding Settlement Contract No. 14-06-200-2871-A-R-1, which extended the previous contract for another forty(40)years to March 31, 2045. In 2008, USBR approved an inclusion action for water made available under the Contract to be conveyed through the integrated City-wide water system. The Sacramento River Contract limits the water supply to municipal and industrial(M&I) and domestic uses within the City's WSA boundary, as shown in the previous Figure 2-1. Water use for other purposes or outside of the water service area must be approved by USBR. The Sacramento River Contract supply is allocated into two classifications, base and project supply. The base supply includes up to 17,850 acre-feet per year(AFY) and has no associated cost. The project supply includes up to 3,150 AFY that includes an M&I rate charge that varies per year. Current 2023 charges are $39.39 per acre-foot (AF) for the project supply portion of the Sacramento River Contract supply. USBR can reduce the Sacramento River Contract supply by up to 25 percent from the City's average usage during April 1 through October 31 in the three proceeding non-critical years. A critical year designation is made when existing supply and projected river inflows are at or below certain trigger points that limit CVP's ability to meet the current system demands. From 1964 to present, the supply was reduced under this eondition in 1977, 1992 and 1994, 2015 and 2022. Under the terms of Central Va11ey Project Improvement Act (CVPIA), future cutbacks are foreeast to be more �requent and more severe because of inereasing overall demands on the CVP and requirements for allocation of CVP yield to environ.mental water uses. �.A.� �°"��r:r a�r��a�s�;� �R/�t�r��d��C��r l��a�t��°��'��ar� ��"� 4.1.� Buckeye Contract Supply Buckeye Contract supply water can be diverted from the Spring Creek Tunnel, which conveys water from Whiskeytown Lake to the Spring Creek Power Plant at the Keswick Reservoir, to the City's Buckeye WTP. It can also come �rom the Sacramento River via Pump House 1 to the Foothill WTP. In addition, the Contract includes delivery of water to the Summit City sub-zone, which is treated and delivered to customers by the City of Shasta Lake under a separate Water Delivery Agreement with the City. Water serving the Summit City sub-zone originates at Shasta Dam and is transferred by way of the 6-inch main Toyon pipeline. The Buckeye Contract with USBR (Contract No. 14-06-200-5272A) originated from the City's annexation of the old Buckeye County Water District, which was formed in 1951 and eventually dissolved in 1967. The City entered into the original Buckeye Contract with USBR in 1971, which assigned the Buckeye Service Area to the City and made available CVP supply to the City to serve the Buckeye Zone. Amendments to the Buckeye Contract were made in 1990 and 1994. The 1994 amended Buckeye Contract governs the supply to the City's Buckeye WTP, which came online in 1995. City Staff entered into negotiation with USBR regarding the Buckeye Contract in December 1999. On May 18, 2004, the City Council approved Resolution No. 2004- 81, allowing the Bureau to post the draft Contracts for public review and comment prior to completion of the environmental documentation. On March 15, 2005, City Council approved Resolution No. 2005-40 authorizing the Mayor to sign the Buckeye Water Contract No. 14-06- 200-5272A-LTRI, which extended the contract for another forty (40) years, ending February 28, 2045. In 2008, USBR approved an inclusion action for water made available under the Contract to be conveyed through the integrated City-wide water system. Similar to the Sacramento Contract, supply is limited to M&I and domestic uses within the City's WSA boundary and water use for other purposes or in areas outside of the area of use boundary must be approved by USBR. The Buckeye Contract supply includes up to 6,140 AFY of water supply, including 6,110 AFY of City project water and 30 AFY designated for the City of Shasta Lake to serve the Summit City sub-zone. Project water consists of water from the Spring Creek Tunnel or Sacramento River, but the City does not typically use water from the Sacramento River under this contract. Nearly all of the water associated with this contract comes from the Spring Creek Tunnel and is treated at the Buckeye WTP. Costs associated with both classifications include a basic M&I rate, a CVPIA Restoration Fund charge, and a cost for the Trinity Public Utilities District Assessment. The supply water was previously under a tiered pricing structure, but the tiered pricing structure is no longer required by USBR. Project supply costs also include a foregone power charge if the water is diverted at the Buckeye WTP. The foregone power charge compensates USBR and the Western Area Power Administration (WAPA) for the pow�r generation revenue they forego when the City diverts the supply to the Buckeye WTP upstream of the Spring Creek Power Plant and the Keswick Dam generating plant, which reduces each plant's net power generation. On December 18, 2009, the City Council approved Resolution No. 2009-197, to establish a Contract Amendment No. 2 with WAPA for foregone CVP power loss by water diverted from the Spring Creek Tunnel. The original contract,No. 92-SAO-18001, was approved and signed by WAPA and the City on June 22, 1992 and would expire on December 31, 2009. The contract has been extended until December 31, 2024. If the Buckeye supply is diverted at the Pump House 1 intake �.o� �°"�f�:r�C1ti�a��r 1��f��r°��r� ��)�� "�t��r°��a�'��d�,� downstream of Keswick Dam, no foregone power charge is included. The WAPA foregone power cost varies,but it averaged approximately $43 per AF from 2018 through 2022. The following Table 4-1 summarizes costs in 2023 for Buckeye Contract supply. Table 4-1 Bucke e Contract Su I Costs Serv�celClassificati�n Rate/AF Project Supply M&I Rate $33.16 WAPA Foregone Power Cost $43.00 CVPIA Restoration Fund Charges $24.05 Trinity PUD Assessinent $ 015 The total rate in 2023 water usage from the Spring Creek Tunnel under the Buckeye Contract is roughly$100.36 on average, which includes M&I rates, as well as WAPA foregone power costs, CVPIA charges, and the Trinity PUD assessment fees. The Buckeye Contract stipulates that USBR can also reduce supply by up to 25 percent from the City's average usage in the three proceeding non-critical years. However, during the summer of 2022, supplies and projected inflows were at such critically low levels that USBR completely stopped providing Buckeye Contract water. Under the terms of CVPIA, future cutbacks are forecast to be more frequent and more severe than they have in the past because of increasing demands on the CVP overall and requirements for allocation of CVP yield to environmental water uses. 4.1.� ACID Contract Supply In March 2011, the City Council approved an agreement with ACID for the annual water purchase of up to 4,000 AFY. The City typically only uses 500 AFY of its ACID Contract supply. However, during drought years the City utilizes the option to use or transfer the maximum allowed. For example, during 2022 the full allotment of 4,000 AFY was used to make up for the lack of Buckeye Contract supply and meet the summer water demands. Costs for ACID Contract supply increase annually to account for inflation. The total rate in 2023 for ACID Contract supply is $142.57 per AF. 4.� GROUNDWATER SUPPLY The City currently has seventeen groundwater wells separated into two groups, the Enterprise wells and the Cascade Wells, grouped within their respective pressure zone. A map showing approximate locations o�the wells and a table with general information for each well are provided in the previously shown Figure 2-1 and Tab1e 2-2, respectively. The City's wells draw groundwater from the Redding Area Groundwater Basin, which underlies south central Shasta County. The 2014 California Sustainable Groundwater Management Act required development of a Groundwater Sustainability Plan (GSP) for groundwater basins throughout California, including two of the five subbasins within the Redding Area Groundwater Basin, the Enterprise and Anderson Subbasins. In response to this legislation, the City, along with the City of Anderson, Shasta County, C1ear Creek Community Services District, Bella Vista �....� �°"��r:r a�r��a�s�;� �R/�t�r��d��C��r l��a�t��°��'��ar� ��"� Water District, and ACID formed the Enterprise Anderson Groundwater Sustainability Agency and developed GSP's for the two subbasins. The GSP's determined that groundwater elevations have remained relatively consistent since 1999 and overdraft conditions are not present. 4.2.1 Enterprise Wells The twelve Enterprise Wells provide approximately 96 percent of the City's groundwater supply. The active Enterprise Wells (not including EW-4, EW-11, and EW-13) can provide up to 17 MGD,just over 40 percent of the City's water supply during current max day demands. During low demand periods, typically only one or two of the larger wells (EW-8 through EW-23) are operated to automatically maintain water levels in the Enterprise reservoirs. During high water demand periods, most or all active wells are typically running manually at or near capacity. If more frequent or severe cutbacks to the City's contracted surface water supplies are required in the future, then additional groundwater supply may be required to meet projected demands. It is anticipated that at least two new wells will be added within the next ten years to expand the Enterprise well field. The City is also completing the design for a wellhead treatment system at EW-12, which is planned to be completed in 2024, to operate it more often and red�uce its loading of iron, manganese, and arsenic into the water system. As previously noted, wells EW-11 and EW-13 have shown arsenic concentrations near or exceeding the MCL, so they are currently on backup "standby" status for emergency use only. If State regulations for metals and arsenic levels become more stringent in the future, then additional treatment systems may be needed for several of the Enterprise Wells for continued operation. The City plans to evaluate the costs and operations associated with the treatment system at EW-12, upon its completion. Then the City will determine whether additional treatment for the existing Enterprise Wells, or installation of new wells further to the south will be most practical. The Enterprise Subbasin GSP,prepared by Jacobs in 2022, estimates current pumping rates from the Enterprise Subbasin at 20,000 AFY and a sustainable yield of at least 75,000 AFY. Based on these estimates, the Enterprise Subbasin should have more than adequate yield to provide for significant expansion of the Enterprise Wellfield in the future without causing undesirable results to the subbasin. 4.2.2 Cascade Wells The City currently operates five of the original nine wells in the Cascade area, including CW-OS which is available on standby. Four of the original nine Cascade We11s have been abandoned because of a combination of low yield and water quality problems; the shallow infiltration gallery Westwood Manor Wells are considered under influence of surface water and would reguire filtration treatment. Of five Caseade Wells that are eonsidered active, the City has only regularly operated Cascade Wells 1 and 8 recently because the others do not produce enough water to justify their associated operations and maintenance costs. These two we11s have run year-round on manual control. The Cascade Wells that are still considered active, excluding CW- O5, have a combined pumping capacity of approximately 0.73 MGD, providing approximately 4 percent of the City's supply in the winter and only roughly one percent of the supply during summer months. �.P�. �°"�f�:r�C1ti�a��r 1��f��r°��r� ��)�� "�t��r°��a�'��d�,� As previously noted, the City does not plan to update or maintain the Cascade Wel1s because of their low production. They will continue to operate for the foreseeable future but will be decommissioned as their equipment reaches the end of its service life. 4.3 EMERGENCY SUPPLY CONNECTIONS The City of Redding has emergency service interties with several neighboring water systems, as listed in the previously shown Table 2-7. These interties can provide backup supply to local areas of the City, or to neighboring agency systems in some cases. The existing interties do not have adequate capacity to provide significant supply on a regular basis, but they can assist during an emergency. 4.4 PRESSURE ZONE SUPPLY SOURCES AND COSTS A summary of average monthly supply volumes, and percentages of the total supply for each of the four primary water sources from 2017 through 2021 is provided in Table 4-2. Table 4-2 Avera e Monthl Su I Volumes and Percent of Total Su I Sacrament�r River Buckeye; Ent�rprise Well$ Cascade Wells 7'otal 5upply, ' Supply l Su�ply Supply �u�rply Month (a�) '' �Tr�tat ; {AF)`' Tvtal �AF) °!1`�tal (AFj' %7'otal (�,F) Jan 90.7 9% 544.4 53% 357.8 35% 40.8 4% 1,033.6 Feb 54.6 5% 563.9 56% 351.4 35% 36.8 4% 1,006.8 March 161.3 14% 490.0 43% 434.9 39% 40.6 4% 1,126.8 Apri) 635.9 44% 336.7 23% 443.5 30% 38.9 3% 1,455.0 May 1,218.7 52% 541.8 23% 552.9 23% 40.1 2% 2,353.5 June 1,613.3 54% 608.8 20% 712.7 24% 38.7 1% 2,973.5 July 1,936.0 54% 741.4 21% 887.0 25% 39.0 1% 3,603.4 Aug 1,799.3 53% 707.0 21% 870.8 26% 37.0 1% 3,414.0 Sep 1,562.5 54% 626.6 22% 644.1 22% 38.6 1% 2,871.8 Oct 1,350.3 57% 570.4 24% 407.2 17% 40.4 2% 2,368.4 Nov 682.6 44% 502.7 33% 312.6 20% 38.8 3% 1,536.8 Dec 385.8 34% 333.0 29% 384.4 34% 40.3 4% 1,143.5 Total 11,491.1 - 6,566.7 - 6,359.3 - 470.0 - 24,887.1 Avg. 957.6 46% 547.2 26% 529.9 26% 39.2 2% 2,073.9 The City's ability to supply each pressure zone from its various supply sources is restricted by the locations and capacities of water system facilities, as well as the wide geographic extent and topography of the service area. Each of the six pressure zones generally receives supply from a primary source, and from one or more secondary sources, according to the most economical supply alternative. �.o, �°"��r:r a�r��a�s�;� �R/�t�r��d��C��r l��a�t��°��'��ar� ��"� Total costs of supply include contract costs for surface water, as well as costs for chemicals, power and utilities, and the operational costs associated with the treatment and pumping required to deliver the source water to the City customers. The unit cost of supply to each pressure zone, depending on the source and conveyance route, varies widely. Table 4-3 provides approximate average unit supply costs for each pressure zone for primary and typical secondary sources. Since costs for the Sacramento River contract supply are only required for project supply, which accounts for only 15 percent of the total contract amount, it was assumed that the average contract cost for water treated at the Foothill WTP is only 15 percent of the $39.39 contract cost for project supply, which is $5.91 per AF. Table 4-3 Pressure Zone Su 1 Costs Contract P�wer,Chem., Pressure Cost (3&M Costs Tc�tal�ost �one S�urce ' t$l��) t�/��) t�l��) Buckeye Buckeye WTP $ 100.36 $ 68.27 $ 168.63 Foothill WTP via PS-03 & PS-04 $ 5.91 $ 224.69 $ 230.60 Cascade Foothill WTP via RR Valve Station $ 5.91 $ 122.39 $ 128.29 Enterprise Wells via SB Valve Station $ - $ 455.25 $ 455.25 Cascade Wells $ - $ 535.39 $ 535.39 Enterprise Foothill WTP via Cypress Valve Station $ 5.91 $ 122.39 $ 128.29 Enterprise Wells $ - $ 450.00 $ 450.00 Foothill Foothill WTP $ 5.91 $ 122.39 $ 128.29 Buckeye WTP via PS-03 & PS-04 PRV's $ 100.36 $ 68.27 $ 168.63 Hill 900 Foothill WTP via PS-02 $ 5.91 $ 142.10 $ 148.00 Hilltop Dana Buckeye WTP via Palisades PRV's $ 100.36 $ 68.27 $ 168.63 Foothill WTP via PS-05 $ 5.91 $ 180.44 $ 186.34 Enterprise Wells via PS-05 $ - $ 508.05 $ 508.05 The costs per AF for water supply from the City's we11s appears to be significantly higher than supply costs per AF from the treatment plants in recent years. It appears that electrical and chemical costs at the Enterprise We11s are relatively low, averaging only approximately$126 per AF in 2022, but over 70 percent of the supply costs associated with the Enterprise Wells was associated with parts and labor required to maintain them. The City should continue to monitor operations and maintenance costs associated with its we11s and utilize water from the treatment plants when feasible to minimize supply costs. �� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r 5. WATER SYSTEM EVALUATION Detailed evaluations of the major aspects of the City's water system were performed, including water supply, treatment, storage, distribution piping, pump stations, and valve stations. They included assessments for current conditions, as well as future planning horizons in 2025, 2030, 2035, 2040, and UBO. The evaluations were used to identify current and expected future deficiencies, assess improvement options, and make recommendations to address the deficiencies. The evaluations and analysis contained herein assumes that development and future water demands will follow the projections described in Section 3 and Appendix C. Demand projections are based on the SRTA model and the City's General Plan, which are the best tools currently available for estimating growth within the water service area for the planning horizons. However, should development occur earlier than projected or in areas where growth is not projected, improvements necessary to obtain service from the City of Redding water system are expected to be constructed and paid for by the developer of the project and may not be considered eligible for reimbursement by the City or future land developer projects that may benefit from the improvements. The improvements may be required to include infrastructure to extend the water system to the project, as well as improvements with the existing water system to accommodate the development. To mitigate this uncertainty, it is recommended that this WMP be updated on relatively freauent intervals. 5.1 WATER SUPPLY An analysis of the City's current annual water supply was performed to assess its capacity to provide for annual water demands during normal and drought years in each planning horizon through UBO. The analysis assumed that the City's allocations of surface water supplies, contracted with USBR and ACID, wi11 remain at their current annual volumes. It was also assumed that supply from USBR contracts during drought years will be at a 25 percent reduction from the average supply provided under each contract from the most recent unconstrained/non- critical years. For the Sacramento River Contract, the three most recent unconstrained years are 2018 through 2020. For the Buckeye Contract, the most recent unconstrained years are from 2017 through 2019. 5.1'.1 Existing Supply The following Table 5-1 provides a summary of the City's current normal and drought/critical year annual supply compared to projected demands for planning horizons through UBO. Because ACID is agricultural water supply which is more subject to restrictions and therefore less reliable, evaluation for total water supply without ACID supply is also considered. Also, since the City is not planning to maintain the Cascade Wells, it was assumed that they will provide half of their current supply in 2035, and no supply at UBO. Current supplies for both the Enterprise and Cascade Wells were assumed to be equal to their average production from 2017 through 2021, which were provided in the previous Tab1e 4-2. �A.� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Table 5-1 Annual Water Su I vs. Demand 2825 2t�3U 20�5 2t}�#� ' UBO' Nt�RM ,DRGHT NORM dRGHT NORM �RGHT P14RM QRGHI' N�RM DRGHT ��+nn�vlsou�r�e �a�� (a�) �� (a�) {aF) (a�� (aF� �aF)' �aF) (�F) Sacramento 21,000 18,555 21,000 18,555 21,000 18,555 21,000 18,555 21,000 18,555 River Buckeye 6,140 5,566 6,140 5,566 6,140 5,566 6,140 5,566 6,140 5,566 ACID 4,000 4,000 4,000 4,000 4,000 4,000 4,000 4,000 4,000 4,000 Enterprise Wells 6,359 6,359 6,359 6,359 6,359 6,359 6,359 6,359 6,359 6,359 Cascade Wells 470 470 470 470 235 235 235 235 0 0 Total Supply 37,969 34,950 37,969 34,950 37,734 34,715 37,734 34,715 37,499 34,480 Demand 26,452 26,452 27,000 27,000 27,538 27,538 28,213 28,213 33,283 33,283 Excess 11,517 8,498 10,969 7,950 10,196 7,177 9,521 6,502 4,216 1,197 %Excess 44% 32% 41% 29% 37% 26% 34% 23% 13% 4% Excess 7,517 4,498 6,969 3,950 6,196 3,177 5,521 2,502 216 -2,803 Less ACID %Excess 2g�o 17% 26% 15% 22% 12% 20% 9% 1% -8% Less ACID The analysis indicates that the City's existing annual water supply is adequate through ultimate buildout during normal years and drought years, and only slightly deficient with no ACID supply during drought conditions at UBO. However, it is recommended that the City continue to add redundancies and additional supply for the event that USBR is required to reduce its contract water by more than anticipated during critical drought years in the future. Other major factors that are likely to influence long term supply requirements and needs incl�ude the following: • The location, rate, and types of development and growth that occur within both the WSA and in neighboring cities and presently unincorporated County areas. � The influence on groundwater levels and yield in the groundwater basins from long term development, including the annual quantity and patterns of pumping, and development of the groundwater basin resources by other water suppliers. � More stringent regulations associated with groundwater quality, which could render some of the City's wells unusable without improvements for additional treatment. • Agreements between the City and adjacent water suppliers involving transfers of water in or out of the City. • Long term or periodic climate changes altering water supply. • Future State regulations for further water conservation. There are many uncertainties associated with each of the factors listed above, but careful consideration,planning, and action by the City in the coming years can help ensure that the City's water supply has the flexibility and reliability needed to address the uncertainties and provide for the water demands. ,�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r 5.'t.2 Impacts of Water Conservation In November 2009, the Cali�ornia Senate enacted the Water Conservation Act of 2009 (SB X7- 7), which requires that all water suppliers increase their water use efficiency. It required the City, along with other large urban water suppliers in California, to reduce daily per capita water usage by 20 percent by the year 2020, with an interim 10 percent reduction target by the year 2015. The City utilized a 10-year per baseline from 1999 to 2008 for the required reductions,per utility records and in accordance with the requirements of SB X7-7. The baseline daily per capita was determined to be 297 gallons per capita per day(GPCD). Reduced per capita water usage in 2015 and 2020 was required to be 267 GPCD and 237 GPCD,respectively. The City met the interim 2015 target, but the year 2015 did not represent a typical year of use due to the impacts of drought and mandated water restrictions. Unfortunately, the City was unable to meet the 2020 target for a variety of reasons, including the impact of the COVID-19 pandemic and the very dry conditions. The City's 2020 per capacity water usage was determined to be 267 GPCD, short of the 237 GPCD reduction target. SB X7-7 generally stipulates that urban retail water suppliers who do not meet the water conservation requirements are not eligible for State water grants or loans,but in February of 2023 the California Department of Water Resources (DWR) determined that the City adequately demonstrated in its 2020 Urban Water Management Plan (UWMP)that it is a disadvantaged community and the City is still eligible for State water grants and loans. In response to the severe drought in years 2012 through 2016, California Senate Bill 606 and Assembly Bill 166$ were enacted in 2018 to establish a framework for long-term improvements in urban water use efficiency and drought planning as California adapts to climate change impacts. In response to this legislation, the City prepared a Water Shortage Contingency Plan (WSCP) as an appendix to the 2020 UWMP. The WSCP details the stages of action to be undertaken during a reduction in available water supply, either due to reductions in the City's available water supply during drought years, or due to catastrophic interruption due to flooding, major fire emergencies, earthquake, regional power outages, water contamination or other situations that could impact the City's water supply. With the unprecedented drought in years 2019 through 2022 and concerns of climate change, it is likely that California will have additional regulations and reguired water reductions in the fut�ure. Because the timeline and speci�cs of any future reductions are currently not known, and to be conservative with future supply needs, demand projections in this WMP do not consider future water use reductions that could be imposed by the State. 5.1.3 Supply Needs Pump House 1 needs to be completely replaced to address deficiencies noted in Section 2.5.1. The City is currently in the design phase for its replacement and relocation, with construction expected to begin in 2026. Additional well capacity is needed to provide redundancy and more reliability far the City's water supply, independent of surface water contracts with USBR and the associated restrictions that could occur during critical drought periods. aA�.�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� The City may need to secure additional surface water supply to meet projected water demands for long-term population growth and account for supply reductions that could be required with current USBR contracts during critical drought years. 5.1.4 Supply Recommendations Although analysis indicates that the City's water supply is adequate for normal and drought years through 2040, it is recommended that the City continue to add redundancies and additional supply to avoid a potential deficit in case of potential future surface contract water restrictions, further water quality regulations on groundwater, unexpected growth, or other uncertainties that could impact water supply requirements and needs. A. Recommendations for Years 2023 through 2027 The City should perform following actions/improvements from now through 2027: l. Complete construction of wellhead treatment at EW-12 in 2024. Evaluate actual capital costs, as well as costs and resources required for operations and maintenance of the treatment facilities, including for off-haul and disposal of the associated waste. Determine if additional treatment facilities at other wells, such as EW-11 and EW-13, will be practical based on the evaluation. 2. Construct at least one new groundwater we11 at the southeast end of the Enterprise Zone, or install wellhead treatment to allow EW-ll or EW-13 to operate regularly if determined that it is practical from the EW-12 treatment evaluation. 3. Complete the environmental planning/permitting, detailed design, and construction for the replacement of Pump House 1. Relocate it approximately 1,600 feet upriver, to a deeper area in the Sacramento River, so that station capacity exceeds projected demands independent of ACID dam operation. 4. Evaluate transfer opportunities within the Redding Basin that would make non- project surface-water supplies available. For example, the City owns a 12-inch diameter well casing in its property on the northeast side of the Market Street bridge. It may be possible for the City to pump groundwater into the Sacramento River at this location to offset usage from the Sacramento River Contract supply. 5. Review current City planning policies and regulations to ensure protection of groundwater resources. Key factors to consider include water quality protection from surface contaminants, development of groundwater adjacent to the City's well field by other parties, and actions by Shasta County, State andlor Federal agencies that may result in exporting Redding Basin groundwater supplies. 6. Evaluate opportunities far current and future supply arrangements with neighboring water agencies to determine if the City could benefit from additional water supply or revenue, considering capital and long-term costs. _ �A.� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r B. Recommendations for Years 2028 through 2032 The City should perform the following actions/improvements during the years 2028 through 2032: l. Construct at least one new groundwater well at the southeast end of the Enterprise Zone, or install wellhead treatment to allow EW-11 or EW-13 to operate regularly if determined that it is practical from the EW-12 treatment evaluation. 2. Investigate long-term transfer arrangements to secure additional surface-water supply. These supplies may not be needed immediately, but the time frame for planning and constructing facilities to use this supply to meet growth in demands requires that the supply be secured at least five to ten years before it is needed. Such transfer arrangements could be used to compensate for drought-year cutbacks and provide additional flexibility with the City's water supplies. 3. Re-evaluate the City's projected water demands and water supplies considering the most current regulations for water conservation and water quality. 5.2 TREATMENT The City's water treatment consists of its two water treatment plant facilities, the Foothill WTP and Buckeye WTP, as well as some treatment at its Enterprise Wells. �.2.1 Foothill WTP The Foothill WTP provides the City's largest and primary water supply during average and peak demands. Its major features/facilities include: • Flocculation sedimentation basin • Filtration system with filters and an air scour and backwash system • Backwash waste handling facilities; equalization basin, filter-to-waste basin, clarifier, and ret�urn pump station • Sludge drying bed • Control building • Chemical feed systems � Chlorine building • A 6 MG concrete clear well • Pump Station 2 During summer months, the Foothill WTP provides more than half of the City's water supply, but it does it does not continually operate during winter months because of low water levels and elevated turbidity in the Sacramento River. The flocculation and sedimentation processes at the Foothill WTP are typically bypassed and flows are conveyed directly to the filters as an in-line _ a-a �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� treatment process. At the allowable filter surface loading rate, the Foothill WTP's firm capacity is 36 MGD, but it is currently limited by the supply capacity from Pump Station 1, which is currently 29 MGD. An aerial photograph of the Foothill WTP with major facilities labeled is provided in Figure 5-l. � � $� t s � �� . ��.a: �. �, „� � ti � � ,SLUDGE 1?RYlN� 8£� �� ' � � ,�`� � � " �"� ��.;��, �� . �� 'c� i�'��"� ma ��`�t'��'; *�� z ��r� � ��" �,� . �, ,..,�rc �� °�t��rr `"�"��, � '�a ''�e'�'�" �� ., � �«.k�:� �` '� � �' * .� : , �tii�� +n ,� =Y � �"�.,"�N�"e ��`�ddz,,,, �` aw .'� s�a��Ervr,�n�►v a�asrnr ��; � � u �� ; �� ; �,; �, �x � �z �� ,. m �� , � �,,, �.; �. �� , , „ �� ,. ., t, �,� ��5 � . � , " � � FLOC�U��t II�N 6ASIN � ' "' '° Y S �� y� �7w �., � '�9 �� i. ��.,..... 5. ".v + .y „ .. � � .� s �'�m� � �`�� .*�d&�'S. � � :� � � �•�+it�� j , � '"r`', `? �2 � .. `� i % , y�y' � �4 �Arvy� y ��„`^w , � dk�"i� � �tl I q � �+ �`�' � `'�� C� � � W . , t' "Y� . � y ' � �.�+"��'} w v��"N +n`,��'� U��"�` �� ° g�V � '�" � �t � y1y TD NfL� ,�3�1f1 �� , �� _� �� v�' �` � p (�F�y�f/�.�p { "*�k":1e��`a 4?"A ,� � � . ' v ��. 11�JL71 VVjfS� �u, �`�h��:�S�,�,�',4 �.� Y �, � ��. � �` �t�, � n � � `' R5 ��_�� u �,<�. � � F1L TE � �V `�_��_� „�� ,��'�*� �� ° �, , �� , � � u; ; � ��., , �, �� ,, �.v... �, _. .�.„ � „� �< < �� .� , . ]�IL�TER P'(��41P &' '�"w. � � � �� . �,,,.,. ' BLC�IyER BUI�L?1NG , �,� � �� >r�� `� � �� ` � c��rr�� vrcr�rrvc .� � � � � � �� ,�, �� °`� �r �u�r��sr�:nrv. 2 x � � � � ��' � . , �, � , � s � 7 � „ . �� _ �,�G1CVY.�SN �� ,, '�''�� . , ��,a�� ; E17UAtJZ�#TICJh1 B'ASIN �� ' �k, � °;� � �,� �� _ � � �,� � K ;,,� a ��: � � � ��.�..��r� ��. .�GNLG►h'1fVE B�ll�pltV� ' � a,�� , � �� `L.��'lFIER PUMP MAINTfLAB B1l�Cfl1NG � �� STA t�IC1N BUIL�lNG �� t `�� r ��`�� , �, � : , y � �, K � ��' �� r�� r � ��,�� ,�� °+h � ,. 4��y£k��'�+.� Y�'�``�'��° �k� � �. ��., ��`� �' �� , 3 a � � �� r ts.''.��. B�CKWASH �'LARtF1�R�� .��1�� ,� %� ' �.;; � :e Source:Foothill WTP Facilities Plan,prepared by Pace Engineering,May 2011 Figure 5-1 Foothill WTP Aerial Photograph �p� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r In May of 2011 PACE Civil Inc. completed a facilities plan for Foothill WTP,providing an evaluation and recommended improvements for it. Since that time the City has completed some of the recommended improvements and has worked with West Yost for further evaluation and reports associated with the filter and wash water recovery improvements, but many of the major improvements at the plant still need to be performed. In general, some of the major deficiencies that remain at the Foothill WTP include: • Programmable logic controllers (PLC's)need to be replaced. • The current SCADA system is obsolete. • There is no standby generator for emergency backup. • Its main switchgear has reached the end of its service life. • There is currently no wash water recovery system. • There is no individual filter rate and flow measurement and control. • The current in-line treatment process is not adequate if turbidity in the Sacramento River is elevated, during which time the WTP cannot operate. • Pump Station 2 is near the end of its expected service life. In December of 2020 the City was awarded a grant through Federal Emergency Management Agency(FEMA) hazard mitigation program (HMGP) to design and construct a project to install a standby generator at the Foothill WTP. The project will also replace and consolidate switchgears and transformers for the treatment Pump Station 2. It is scheduled to be completed in 2024 or 2025. 5.2.2 Buckeye WTP The Buckeye WTP is a conventional filtration water treatment facility with a treatment capacity of 14 MGD. It typically provides more than half of the City's water supply during winter months, and approximately 20 percent of the City's total supply d�uring the summer. Its major features/facilities include the following: � Rapid mixing chamber; � Flocculation basins; � Sedimentation basins; • Filtration system with filters and an air scour and backwash system • Backwash wastewater handling facilities including a wash water recovery basin • Sludge drying beds � Control building housing controls, several chemical feed systems, and other miscellaneous systems. The following Figure 5-2 provides a schematic for the process flow at the Buckeye WTP. �A.� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� o � w � > J � w � I p _.. �L 4 O � Z O v9 � � 3 w � �y W W Z O �J W y� �Q � a N 3 �W J � � `J` � � � � � 6 Z F Q l� �a' � U �` 3 d 4 J �� w N �z 0 �2 �Z o U a Q� o WASHWATER ¢ t�m N� I K J O � z z TREATED WATER EFFLUENT Z o 0 Oq � ..._ ..... � u N 6 Z = � � � N U �+ � p � w �I w � ch z 3>'� w i'` W U� c i � �Q � ��G o� �� a v~i�w � p � � K z ¢w VI J �� N K � �F� � J � N ~ � W�5 �� W VI w d �^ � � Q� cc 1 w O ¢ Z R' � }i �K ..... �� J � W � Z � [L f/ � W 3 4 p L�� 4 �? w Q O m � � }i� C� �i w + � � � N U � � ....... � � m O � � I__I � W W Z a I I � � �_-J I U^ W r_ � �� U � W Y� U`� � � W � �� W" �Z TO SHASTA C.S.D. Y g PUMPSTATION x d PROCES5 WATER & TO SHASiA C.S.D. DOMESTIC WATER ALU��M POLYMER CHLORINE SPARE SPARE TO DISTRIBUTION SYSTEM Figure 5-2 Buckeye WTP Schematic Flow Diagram The Buckeye WTP was expanded and upgraded in 2008, but a detailed facilities plan or evaluation has not been performed since the effort for the 2000 Water Master Plan. After the Carr Fire in 2018, the City applied for a FEMA HMGP grant for installation of a chain and flight sludge collection system to remove solids from two of the sedimentation basins. However, the erosion resulting from the fire and total suspended solids into Whiskeytown lake and subsequently the Buckeye WTP were lower than expected, so the City did not proceed with detailed design or construction of the project. The most notable deficiency at the Buckeye WTP is currently its SCADA facilities. They are obsolete and new replacement parts and equipment are no longer available for the current system. The City is currently working towards replacing the SCADA system in 2024. �.2.3 Groundwater Wells Treatment Some treatment is required for the City's Enterprise Wells. At each Enterprise wellhead, chlorine gas, a chlorinator, and a chlorine injection system are used to provide disinfection residual to the system. Wells EW-6A, EW-7, EW-10, and EW-14 also have injeetion of blended ortho/polyphosphate to reduce iron and manganese and improve taste and odor issues. In addition, the City is working towards construction of a wellhead treatment system at EW-12 to treat iron, manganese and arsenic, as previously noted. �� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r The existing chlorine injection systems for the Enterprise Wells are currently working well, and chlorine gas is currently the lowest cost alternative that the City is aware of for disinfection. There are, however, some concerns regarding chlorine gas supply reliability, price stability, and the required frequent cylinder use involves the highest risk of accident with chlorine gas during cylinder change-out. The current ortho/polyphosphate systems at EW-6A, EW-7, EW-10, and EW-14 have had issues and are labor intensive to maintain. The ortho/polyphosphate is currently delivered in 30-gallon drums that are difficult for City staff to move and position for use with the current configurations. The facilities are currently inside the well buildings and make access to other facilities and equipment more difficult. Also, the existing diaphragin pumps used for the systems regularly lose prime in their current configurations,requiring additional Utility staff time. The Cascade We11s do not currently require treatment or chlorine injection because water quality testing shows sufficient chlorine residual in the system resulting from blending with treated water from the Foothill WTP and the Enterprise Wells. 5.2.4 Treatment Capacity An analysis through the planning horizons was performed for the City's current/existing daily treatment capacity and treatment capacity with planned improvements compared to the City's projected max day water demands to identify treatment capacity needs. The City's current daily water treatment capacity compared to maximum day demands for each planning horizon are presented in Tab1e 5-2. Enterprise well EW-4, EW-11, and EW-13 are not incl�uded in the capacity shown. Also, since the City is not planning to maintain the Cascade Wells, it was assumed that they will provide half of their current supply by 2035, and no supply at UBO. Table 5-2 Existin Treatment Capacit vs. Max Da Demands zoz� zc��o z�� t��cr u�c� su��r�+lsource (nn+�n) (nn�a) (nn�a� (nn�a) �nn��} Foothill WTP 28.9 28.9 28.9 28.9 28.9 Buckeye WTP 14.0 14.0 14.0 14.0 14.0 Enterprise Wells 17.1 17.1 17.1 17.1 17.1 Cascade Wells 0.7 0.7 0.4 0.4 0.0 Total Existing Capacity 60.7 60.7 60.3 60.3 60.0 Max Day Demand 42.0 42.9 43.8 44.9 52.1 Excess 18.7 17.8 16.5 15.4 7.9 Percent Excess 44% 41% 38% 34% 15% The Drinking Water Division of the California Water Resources Control Board currently reguires that the City provide at least 10 percent excess capacity. The analysis indicates that the City could meet this requirement with its current treatment facilities. However, for added redundancy and to aceount for future uncertainties, sueh as what oecurred in the summer of 2022 when the Buckeye WTP was not able to operate because of the drought and contract water restrictions, the City should proceed with actions and improvements that will inerease its redundancy with supply and�reatment capacity. �-� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� For the analysis with planned improvements, it is assumed that the Foothill WTP capacity will increase to 36 MGD when Pump Station 1 is replaced,prior to the year 2030. Also, the addition of two 2.5 MGD groundwater wells in the Enterprise Zone are included, with the assumption that one will be online in the year 2025 and the other in 2030. Table 5-3 shows the City's improved daily water treatment capacity, with these recommended improvements, compared to maximum day demands for each future planning horizon. Table 5-3 Improved Treatment Capacit vs. Max Da Demands 2U25 ' 2t1�0 ' 2t�35 2�140 uBt� supp��+Isc,urce �nn�� (nn�� {n��) (n�� n��r�� ' Foothil) WTP 28.9 36.0 36.0 36.0 36.0 Buckeye WTP 14.0 14.0 14.0 14.0 14.0 Enterprise Wells 19.6 22.1 22.1 22.1 22.1 Cascade Wells 0.7 0.7 0.4 0.4 0.0 Total Improved Capacity 63.2 72.8 72.4 72.4 72.1 Max Day Demand 42.0 42.9 43.8 44.9 52.1 Excess 21.2 29.9 28.6 27.5 20.0 Percent Excess 50% 70% 65% 61% 38% The analysis indicates that the recommended improvements for Pump House 1 and additional Enterprise Well capacity should provide adequate excess and redundancy to meet the City's maximum day demands through buildout. �.2.� Treatment Recommendations Improvements and actions are needed to address the noted deficiencies at the City's Foothill WTP, Buckeye WTP, and treatment at the Enterprise Wells. A. Foothill Water Treatment Plant The following actions/upgrades are recommended for the Foothill WTP: 1. Work with a consulting�rm to update the Foothill WTP Facilities Plan to determine current deficiencies and needed improvements. 2. Complete construction for the standby generator installation and replacement of the main switchgear. 3. Install a new control building to house complete replacements of the PLC's and SCADA system. 4. Install flocculation basins to operate as a conventional treatment plant. 5. Install a wash water recovery system for improved efficiency and water savings. 6. Completely replace Pump Station 2 and relocate it into a new building. Replace and upsize aging and undersized suction and discharge piping to the pump station. _ �p`�C� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r B. Buckeye Water Treatment Plant The following actions/upgrades are recommended for the Buckeye WTP: 1. Work with a consulting firm to prepare a new Buckeye WTP Facilities Plan to determine current deficiencies and needed improvements. 2. Upgrade the SCADA system. C. Groundwater Wells Treatment The following actions/upgrades are recommended for treatment associated with the City's Enterprise Wells: L The City should continue to assess disinfection methods and chemical costs and availability, and stay informed about the latest disinfection technologies to minimize operation and maintenance costs and risks. 2. Upgrade the ortholpolyphosphate systems at EW-6A, EW-7, EW-10, and EW-14 and add ortho/polyphosphate at EW-9. Evaluation of delivery and storage options/methods should be performed to move away from use of 30-gallon barrels. New sheds or small buildings should be used to house the injections systems to improve access to them, as well as other well facilities. New configurations and pumps should be self-priming. 3. After the treatment system at EW-12 is constructed, the City should eval�uate the operations and maintenance and costs associated with it to determine if use of similar treatment systems would be practical at other wells,perhaps in lieu of adding new wells in the future. 4. As previously noted, the City should construct two new groundwater wells at the southeast end of the Enterprise Zone, or install wellhead treatment systems to allow EW-11 and EW-13 to operate regularly if determined that it is practical from the EW-12 treatment evaluation. 5�,3 POTENTIAL WATER TREATMENT REGULATIONS Potential changes to water treatment regulations for perfluorooctanoic acid(PFOA), perfluorooctane sulfonic acid (PFOS), and manganese could have an impact on the City's operations. 5.�.'I PFOA and PFOS In March 2021, the EPA issued a determination to regulate PFOA and PFOS as contaminants under Safe Drinking Water Act (SDWA), and a preliminary regulatory determination to regulate perfluorohexane sulfonic acid(PFHxS), hexafluoropropylene oxide dimer acid (HFPO—DA) and its ammonium salt (also known as a GenX chemicals),perfluorononanoic acid(PFNA), and perfluorobutane sulfonic acid(PFBS), and mixtures of these per- and polyfluoroalkyl substances ��'11 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� (PFAS) as contaminants under SDWA. The EPA also proposed individual MCLs of 4.0 nanograms per liter(ng/L) or parts per trillion (ppt) for PFOA and PFOS, and a Hazard Index (HI) approach to protecting public health from mixtures of PFHxS, HFPO—DA and its ammonium salt, PFNA, and PFBS of 1.0 as the MCLGs for these four PFAS and any mixture containing one or more of them. The City is currently performing sampling at its treatment plants and wells for these contaminants to determine if these changes will impact its current operations. 5.3.2 Manganese In April 2022, DDW scientific staff recommended that the State Water Resources Control Board revise the notification level (NL) and response levels (RL) for manganese, which are currently set at 500 µg/L and 5,000 µg/L,respectively. DDW also requested that the Office of Environmental Health Hazard Assessinent (OEHHA) review and comment on the following derivation of a manganese health protective concentration of 20 µg/L. The secondary maximum contaminant level (SMCL) for manganese is currently 50 µg/L. This recommendation has received significant push back from water purveyors and the California-Nevada Section of the American Water Works Association(AWWA), which is urging the State Water Board to either postpone the lowering of the NL/RL or set the NL equal to the SMCL. No action from the State Water Board or the OEHHA have been performed yet. However, revisions to the NL or RL for manganese could have major impacts to operation of the Enterprise wells, most of which would be out of compliance with the limits recommended by DDW. The City should follow developments concerning revisions to the manganese limits closely and plan accordingly for its well operations and treatment. 5.4 STORAGE An assessment of the age and capacity for the City's twelve existing storage reservoirs was performed to identify de�ciencies and recommend improvements. The City's reservoirs typically serve one primary pressure zone, but may also have the ability to provide secondary or back up storage to adjacent pressure zones, depending on the relative elevation difference between the zones. For this reason, storage was evaluated separately for each pressure zone. Within each pressure zone, each storage category was analyzed independently, and also considered in combination with the other storage categories. Storage for each of the City's pressure zones was evaluated based on three categories/ components of storage, including equalization storage, fire suppression storage, and emergency standby storage. 5.4.'I Reservoir Age and Condition The effort for this WMP does not include a detailed condition assessment of the reservoirs, only an age analysis with an assumed service life of 75 years was performed for the reservoirs. The following Table 5-4 provides ages and expected expiration years for the City's reservoirs. ��1� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r Table 5-4 Existin Reservoir A es and Ex ected Service �ives Expected Life Expected T�g Pr�ssure �/olume Inst�l) ' Age R�maining Expirati�rrr ' No. R+�serv�ir Descriptior� Zone (MGj 1(ear (yearsj (Years) Year' RS-01 Foothill WTP Foothil) 6 1980 43 32 2055 RS-02 Hill 900-1 Hill 900 2 1959 64 11 2034 RS-02 Hil) 900-2 Hill 900 2 1984 39 36 2059 RS-03 Foothill Foothill 4 2007 16 59 2082 RS-04 Cascade Cascade 1 1964 59 16 2039 RS-05 Redding Ranchettes Cascade 2 1982 41 34 2057 RS-06 Enterprise- 1 Enterprise 3.5 1968 55 20 2043 RS-06 Enterprise-2 Enterprise 6 1985 38 37 2060 RS-07 Buckeye - 1 Buckeye 0.2 1949 74 1 2024 RS-07 Buckeye -2 Buckeye 2 1978 45 30 2053 RS-08 Buckeye WTP-3 Buckeye 4 2004 19 56 2079 RS-09 BWTP- Backwash Buckeye 0.1 2000 23 52 2075 It is recommended that the City implement a program for regular inspection and maintenance of reservoir coatings/linings, associated facilities, and the general condition of its reservoirs on a regular basis to maximize their service life. In particular, the exterior coatings on the Cascade and Enterprise reservoirs are in poor condition and may need to be replaced soon. The City has performed cleaning and inspection in each of its reservoirs on an approximately five-year interval recently. In the most recent cleaning and inspection effort performed in 2020 there were no significant deficiencies noted or repaired on the interior of the reservoirs/tanks. 5.4.2 Equalization Storage Equalization storage, also referred to as operational storage, balances fluctuations between water supplies and demands during daily operation. During times of the day when water treatment or pumping capacity cannot meet peak water demands, then egualization storage is released into the system to meet the demands. During times of the day with lower water demands, excess treatment or pumping capacity is used to refill the egualization storage. Because each water system is unique in terms of operations, supplies, and demand patterns, there is no set standard for sizing equalization storage. Ideally, the egualization storage available should reduce capital and operation and maintenance costs between water treatment and pumping vs. storage. Equalization storage should also provide flexibility in the operation of the water system. For this analysis, the calculated hourly diurnal demand patterns for each pressure zone, as shown in the previous Figure 3-1, were applied to the projected maximum day demands for each planning horizon to estimate hourly demands in eaeh pressure zone and planning horizon. Various operations alternatives were also considered to determine equalization storage volumes required for different operating seenarios in each pressure zone during a maximum day demand. Operation of the City's treatment plants, pump stations, and groundwater wells typically involve increasing or decreasing production based on setpoint levels within respective reservoirs, to _ �=�1;� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� allow for cycling of water within the reservoirs and for efficient operation of the system. This section provides an evaluation for storage needs when production cannot meet peak demands, assuming that treatment plants and pump stations will operate at their firm capacity. However, since treatment plants and most pump stations do not constantly operate at full firm capacity, even during max day demands, some of the equalization storage volumes calculated in this section are likely less than what occur during actual normal operation. For example, Pump Station 2 serves all the demands in the Hi11900 Zone and it has adequate firm capacity to match demands throughout the current maximum day demand, requiring almost no equalization storage in this evaluation, which assuines that all three duty pumps run constantly. In reality, during max day demands the pumps at Pump Station 2 will alternate between one, two, and three pumps running to cycle the Ilill 900 reservoirs between 95 percent and 85 percent full, so approximately 0.6 MG of the 4 MG is actually used for equalization storage. This evaluation only provides equalization storage required when current production capacity cannot lneet peak demands. It is recommended that at least 15 percent of the available storage volume be reserved for equalization storage, even if calculations in this section indicate that less is required, to account for more realistic operating conditions. A. Buckeye Pressure Zone The Buckeye Zone currently has 6.1 MG of total storage available, excluding the 0.2 MG Buckeye-1 Reservoir, which the City has recently taken off-line due to deterioration of the tank roof. The available equalization storage in the zone was evaluated for four operations alternatives, including: 1. Buckeye WTP operating at 14 MGD with transfers of 2.9 MGD out to the Hilltop Dana Zone through the Palisades Valve Stations. 2. Buckeye WTP operating at 14 MGD with transfers of 2.9 MGD out to the �Iilltop Dana Zone through the Palisades Valve Stations and 2 MGD out to the Foothill Zone through PRV's at Pump Stations 3 and 4. 3. Buckeye WTP operating at 14 MGD and only serving demands in the Buckeye Zone, with no transfers into or out of the Buckeye Zone. 4. Buckeye WTP out of operation with Pump Station 3 and Pump Station 4 supplying the Buckeye Zone, and no transfers out of the Buckeye Zone. Alternatives 1 and 2 are how the City typically operates the Buckeye system d�uring the summer, dependent upon how much Buckeye contract water is available. Table 5-5 indicates the egualization storage required in the Buckeye Zone for the assessed operating alternatives through the planning horizons. For operating scenarios in which daily production will be less than daily demands, refilling the storage will not be achieved and results are expressed as the number of hours until the storage is depleted. �p14 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r Table 5-5 Bucke e Zone E ualization Stora e Re uired Current 2025 2030 2t135 2(14t� UBC� ait. (�n�) �n�� (nn�) (nn�� nn�) (nn�) 1 0.11 0.24 0.31 0.35 0.41 353 hrs 2 0.35 0.55 0.65 0.72 0.82 61 hrs 3 0.00 0.00 0.03 0.05 0.09 0.84 4 82 hrs 59 hrs 52 hrs 49 hrs 45 hrs 22 hrs Note:Where daily production is less than daily demands the results are expressed as the number of hours until the storage is depleted. The analysis indicates that the available 6.1 MG in storage should provide adequate equalization storage for the more typical operating alternatives 1, 2, and 3 through 2040. However, transfers out of the Buckeye Zone may be liinited by UBO unless production capacity in the Buckeye Zone is increased. During current max day demands with the Buckeye WTP out of operation and supply only from Pump Station 3 and Pump Station 4 (Alternative 4), firm supply capacity is slightly deficient and storage will be depleted in 82 hours. In the summer of 2022 operation Alternative 4 was required because of restrictions on Buckeye Contract water. However, with water red�uctions from its customers and by operating all the available pumps at times (exceeding firm capacity, which assumes a pump out of service), the City was able to maintain pressure and meet demands in the Buckeye Zone. B. Cascade Pressure Zone The Cascade Zone has a total of 3 MG of storage available, which was evaluated for egualization in four operating alternatives, including the following: l. Cascade Wells operating with transfers in from the Enterprise Zone through the South Bonnyview Valve/Pump Station at 4 MGD, and transfers in from the Foothill Zone at 2.5 MGD through the Railroad Valve Station. This is how the system is typically operated during the summer months. 2. Cascade Wells operating with interzone transfers in from the Foothill Zone at 2.5 MGD through the Railroad Valve Station, no transfers through the South Bonnyview Valve Station. 3. Cascade Wells operating with transfers in from the Enterprise Zone at 1.4 MGD by gravity(pump of�through the South Bonnyview Valve Station and in from the Foothill Zone at 2.5 MGD through the Railroad Valve Station. 4. Cascade Wells operating with transfers in from the Enterprise Zone at 41VIGD through the South Bonnyview Valve/Pump Station, with no transfer through the Railroad Valve Station. Table 5-6 shows egualization storage, in MG, required in the Cascade Zone for the assessed operating alternatives through the planning horizons. _ _ �.��, �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Table 5-6 Cascade Zone E ualization Stora e Re uired Current 2025 203t} �035 2040 UBt} a�t. �n�� nn�� (nn�� (�n�� (n��) �nn�) 1 0.20 0.21 0.23 0.27 0.41 0.41 2 30 hrs 30 hrs 28 hrs 26 hrs 22 hrs 22 hrs 3 173 hrs 165 hrs 133 hrs 92 hrs 56 hrs 56 hrs 4 79 hrs 77 hrs 69 hrs 56 hrs 40 hrs 40 hrs Note:Where daily production is less than daily demands the results are expressed as the number of hours until the storage is depleted. Equalization storage in the Cascade Zone is adequate through buildout when both the Railroad Valve Station and South Bonnyview Va1ve/Pump Station are operating, as they typically do in the summer. However, the evaluation indicates that the Cascade Zone has very little flexibility and redundancy for operation during max day demands, also that supply capacity is deficient with either the Railroad Valve Station or the South Bonnyview pump out of operation. Another challenge with the operational storage in the Cascade Zone is the performance of the Cascade Reservoir. It has an altitude valve to control inflow and prevent overflow and it is at a similar elevation compared to the Redding Ranchettes Reservoir, but the system hydraulic grade is higher at the Cascade Reservoir location, so water does not exit the reservoir and cycle as it should under normal operating conditions. At times the City manually lowers settings for the Redding Ranchettes Reservoir to allow Cascade Reservoir to cycle. This helps prevent stagnation and water quality problems during the portion of the year when zone demands are not high enough to cause turnover of the stored water. Although the Cascade Reservoir only provides limited equalization storage, its location is sti11 beneficial for providing fire suppression and emergency storage. C. Enterprise Pressure Zone and Hilltop Dana Zone The Enterprise tanks provide 9.5 MG of storage and are the primary storage supply for both the Enterprise Zone and Hilltop Dana Zone, so the analysis of equalization storage for these two zones was combined. Three operations alternatives were evaluated, including the following: l. Enterprise Wells pumping 17.1 MGD with PS-05 pumping to the Hilltop Dana Zone. Transfers into the Enterprise Zone from the Foothill Zone through the Cypress Valve Station of 6 MGD, and into the Hilltop Dana Zone from the Buckeye Zone through the Palisades Va1ve Stations of 2.9 MGD. Transfers out at 4 MGD to the Cascade Zone through the South Bonnyview Valve/Pump Station. 2. Enterprise Wells pumping 17.1 1VIGD, no int�rzone transfers except for from Pump Station 5 to the Hilltop Dana Zone. 3. Enterprise Wells producing 17.1 MGD with Pump Station 5 providing the only supply to the Hilltop Dana Zone. Transfer out at 4 MGD to the Cascade Zone through the South Bonnyview Va1ve/Pump Station. �p.16 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r The City typically operates with Alternative 1 in the summer. To be conservative, this equalization storage assessment did not include the proposed Cypress pump station, which will provide additional supply capacity from the Foothill Zone. The evaluation also does not include proposed additional wells in the Enterprise Zone. Those improvements will increase available supply capacity to the Enterprise Zone, and improve redundancy and flexibility for operations in these zones. The required equalization storage, for the Enterprise and Hilltop Dana zones for the evaluated alternatives through the planning horizons is provided in the following Table 5-7. Table 5-7 Enterprise & Hilltop/Dana Zones E ualization Stora e Re uired Current 2025 203U 2�35 2�4fl UB� ait. (m�� (nn�} �nn�� (nn�) {nn�) (nn�) 1 1.01 1.29 1.33 1.42 1.43 2.81 2 1.83 2.18 2.25 2.39 2.40 120 hrs 3 281 hrs 136 hrs 128 hrs 111 hrs 110 hrs 111 hrs Note:Where daily production is less than daily demands the results are expressed as the number of hours until the storage is depleted. Equalization storage in the Enterprise and Hilltop Dana zones for the typical operating Alternative 1 is adequate through UBO. Gl. Foothill Pressure Zone The Foothill Zone has 10 MG of storage. Equalization storage was evaluated for four operating alternatives, including the following: l. Foothill WTP operating at 28.9 MGD, transfers out to the Hill 900 Zone from Pump Station 2, out to the Cascade Zone through the Railroad Va1ve Station at 4 MGD, and out to the Enterprise Zone through Cypress Valve Station at 6 MGD. 2. Foothill WTP operating at 28.9 MGD, only transfers out to the I�i11900 Zone through Pump Station 2. 3. Foothill WTP out of operation. Transfers out to the Hill 900 Zone through Pump Station 2. Transfers in from the Buckeye Zone at 2.3 MGD from PRV's at Pump Station 3 and 4. 4. Foothill WTP operating at 28.9 MGD, transfers out to Hill 900 Zone, to the Cascade Zone through the Railroad Valve Station at 4 MGD, and to the Enterprise Zone after construction of the Cypress Pump Station at 12 MGD. The City typically operates with Alternativ� 1 in the summer. To be conservative, this assessment of egualization storage did not include the proposed improvements at Pump House 1, which will increase capacity of the Foothill WTP to 361VIGD. Table 5-8 provides the reguired equalization storage for the Foothill pressure zone for the evaluated alternatives through the planning horizons. a��'�7 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Table 5-8 Foothill Zone E ualization Stora e Re uired Currerrt 2025 2030 2t}3� 2040 uB� a��. �nn�� {n��) ��n�) (n��) (nn�) (nn�) 1 0.65 0.90 1.08 1.13 1.20 1.21 2 0.00 0.02 0.03 0.00 0.00 0.07 3 21 hrs 20 hrs 19 hrs 19 hrs 19 hrs 19 hrs 4 2.07 2.40 2.70 2.79 3.05 3.07 Note:Where daily production is less than daily demands the results are expressed as the number of hours until the storage is depleted. Equalization storage in the Foothill Zone is adequate for the typical operating Alternatives 1 and 2. A large volume for equalization storage will be required for Alternative 4, with addition of the proposed Cypress Pump Station and a booster pump at the Railroad Valve Station to move more water out of the Foothill Zone. However, the increased capacity of the Foothill WTP from replacement of Pump House 1 will significantly reduce the required equalization storage required. E. Hill 900 Pressure Zone The Hill 900 Zone has 4 MG of storage available. Equalization storage was evaluated for two operating alternatives, incl�uding: 1. Supply of 12.5 MGD from Pump Station 2, no other transfers in or out. 2. Supply of 1.44 MGD from the El Reno Pump Station, no other transfers in or out. Table 5-9 provides the required equalization storage, in MG, for the Hill 900 Pressure Zone for the evaluated alternatives through the planning horizons. Table 5-9 Hill 900 Zone E ualization Stora e Re uired Current 2025 203� 2035 2tI40 UBO �tt. ' �MG) �MG) �MG} (NiGj {MG) (MGj 1 0.08 0.13 0.19 0.19 0.24 0.24 2 19 hrs 18 hrs 17 hrs 17 hrs 17 hrs 17 hrs Note:Where daily production is less than daily demands the results are expressed as the number of hours until the storage is depleted. Equalization storage in the Hi11 900 Zone is adequate through ultimate buildout with Pump Station 2 in operation, but deficient if Pump Station 2 is out of service. �.4.3 Fire Suppression Storage Fire suppression storage is necessary to ensure that adequate water supply is available to deliver fire flows in accordance with the CFC while maintaining 20 psi throughout the distribution system. The CFC fire flow requirements to buildings are based on sguare footage, building materials, and building sprinkler systems. ��1€� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r The City Fire Department and the Water Utility regularly audit the water systeln by utilizing the City's computer-based hydraulic model of the water system to verify that the water system can deliver adequate fire flows to meet the requirements. Table 5-10 provides required fire flows, flow durations, and associated fire suppression storage needed for buildings with the highest fire suppression demands in each pressure zone. Table 5-10 Fire Su ression Stora e Re uired Fire Flaw Durations '5torage ' Pressure Required Re�uired Required Zc�ne Address Bu�tding Descriptic�n (GPM) (Huurs) (MG) Buckeye 4361 Caterpillar Rd. Offices 4,500 4 1.1 Cascade 6446 Westside Rd. Westwood Shopping 5,000 4 1.2 Center Enterprise 2745 Bechelli Ln. Mission Sq. Shopping 6,000 4 1.4 Center Foothil) 2600 Park Marina Blvd. Offices 4,500 4 1.1 Hil) 900 1350 Buenaventura Assisted Living Apartment � 000 4 1.7 Blvd. Complex Hilltop 1291 Hilltop Dr. Mt. Shasta Mall 7,000 4 1.7 Dana 5.4.4 Emergency Standby Storage Emergency standby storage is used to provide water supply during emergency conditions that disrupt the normal water system supply or system operations. Examples of emergency situations include major pipeline breaks,pump station damage (fire, mechanical failure, lightning strike, etc.),power outages, water treatment plant failures (mechanical problems, seismic damage, etc.), or source water contamination caused by winter storms or hazardous material spills. There are no fixed standards set for emergency storage volumes. AWWA indicates that the amount of emergency storage incl�uded within a water distribution system is an owner option based on an assessment of risk and the desired degree of system dependability. Also, that an assessment be made of the type and nature of emergency conditions, including freguency, intensity, and duration to perform a general vulnerability analysis and determine emergency storage requirements. Emergency storage volumes required in each pressure zone were evaluated for providing its respective zone with all of the required supply for at least 24 hours during average day demands, 12 hours during max day demands, as well as some specific emergency conditions/scenarios. The emergency storage requirements considered for the overall storage needs in each pressure zone were based on the available supply redundancies and potential risks associated with each zone, from the volumes and scenarios evaluated. Table 5-11 provides a summary of the emergency storage evaluation, with storage volume requirements for the evaluated scenarios for each pressure zone th.rough the future planning horizons. a_'1� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Table 5-11 Emer enc Stora e Re uirements Currenfi 2025 2030 2035 ' 2�4t� U�CI hressure Zone Emergency Scenario (NIG) �MG� (MG) (MG) ' (MG) {MGj Buckeye ADD, 24 hr 3.99 4.40 4.58 4.70 4.84 6.77 *MDD, 12 hr 3.39 3.75 3.90 4.00 4.12 5.76 PS-03 & PS-04 Supply only for 24 hr MDD 1.79 2.49 2.79 2.99 3.24 6.51 Cascade ADD, 24 hr 2.83 2.84 2.89 3.02 3.28 3.28 *MDD, 12 hr 2.71 2.72 2.77 2.89 3.15 3.15 FS-04 Outage, 24 hr MDD 2.42 2.44 2.54 2.78 3.29 3.29 Enterprise& ADD, 24 hr 7.66 8.13 8.19 8.34 8.36 10.46 Hilltop Dana MDD, 12 hr 6.96 7.39 7.44 7.57 7.59 9.50 *Cypress and Palisades Outage, 24 hr MDD 0.81 1.67 1.79 2.05 2.08 5.91 Foothill ADD, 24 hr 2.91 3.07 3.13 3.20 3.27 3.29 *MDD, 12 hr 3.60 3.79 3.87 3.95 4.04 4.06 Hill 900 *ADD, 24 hr 3.52 3.67 3.79 3.80 3.89 3.89 MDD, 12 hr 3.24 3.38 3.48 3.49 3.58 3.58 *Emergency storage volume/scenario assumed for total storage evaluation. A. Buckeye Pressure Zone The Buckeye Zone supply typically comes from the Buckeye WTP, but it also has backup supply available from the Foothill Zone through Pump Station 3 and Pump Station 4. With the backup supply available from the two pump stations, it is unlikely that there would be an emergency situation where the Buckeye Zone would be required to completely rely on its storage to meet demands for several hours. An emergency storage evaluation was performed for the required storage for a 24-hour period with Buckeye WTP is out of service and backup supply from Pump Stations 3 and 4 at their firm capacity, with one pump out of operation at both stations. Although backup supply from Pump Stations 3 or 4 will likely be available if the Buckeye WTP is out of service, to be conservative with the total storage evaluation for the Buckeye zone, it was assumed that emergency storage will need to provide 12 hours of supply to the Buckeye Zone during max day demands, with Pump Stations 3 and 4 also out of service. B. Cascade Pressure Zone Water supply to the Cascade Zone can be provided from its groundwater wells, from the Enterprise Zone through the South Bonnyview Valve Station/pump, and from the Foothill Zone through the Railroad Va1ve Station. It is unlikely that supply from a11 sources would be unavailable at the same time. The majority of water during max day demands comes from the Enterprise Zone through the South Bonnyview Valve Station, so an emergency of most coneern would be one that puts it or its assoeiated transmission main out of service for an extended period of time during the summer. Evaluation was also performed to determine emergency storage required for a 24-hour period during max day demands with the South Bonnyview Valve Station out of service. It was determined that �_�l� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r emergency storage needed with the South Bonnyview Valve Station out of service would be slightly less than emergency storage needed to provide for 12 hours of during max day demands in the zone. To be conservative, the emergency storage requirement in the Cascade Zone was assumed to be the higher value. C. Enterprise and Hilltop Dana Pressure Zones With the Enterprise Wells and water supplies available from the Foothill and Buckeye zones through the Cypress Valve Station and Palisades Valve Stations, respectively, the Enterprise and Hilltop Dana zones have excellent redundancy and flexibility for operation. It is improbable that there would be an emergency event where no water supply is available and storage would be the only source of water in these zones. The largest single supply source to the Enterprise Zone during max day demands is the Cypress Valve Station,providing up to 6 MGD during peak hour demands. It appears that the emergency of most concern would be an outage of the Cypress Valve Station or its associated transmission main during max day demands. However, analysis indicates that even with both the Cypress Valve Station and Palisades Valve Stations out of operation, the available 9.5 MG in the Enterprise reservoirs combined with operation of the Enterprise Wells will provide 280 hours of service during current max day demands, as shown for the previous equalization storage evaluation Alternative 3. With the various supply sources and redundancies available to the Enterprise and Hilltop zones, assuming that emergency storage would be required to provide all of the supply to meet 24 hours during average day demands or 12 hours during max day demands is probably overly conservative. Emergency storage for the total storage evaluation was assumed to be the storage required for 24 hours during max day demands with the Cypress and Palisades Valve Stations out of service, with the Enterprise We11s sti11 in operation. �. Foothill Pressure Zone The Foothill Zone's primary water supply comes from the Foothill WTP during max day demands, with some backup supply available from the Buckeye Zone through the PRV's at Pump Station 3 and Pump Station 4. With the backup supply available from the two PRV's, it is unlikely that there would be an emergency situation where the Foothill Zone would be required to completely rely on its storage to meet demands for several hours. However, to be conservative the total storage evaluation for the Foothill Zone assumed that emergency storage wi11 need to provide 12 hours of supply during max day demands, with no transfers in or out of the pressure zone. E. Hill 900 Pressure Zone The Hill 900 Zone's only supply source in recent years has been Pump Station 2. The El Reno pump station could potentially provide some backup to the zone,but it has not been operated in recent years, its capacity can only provide for approximately 20 percent of current max day demands, and Water Utility staff have indicated that the station was unable to pump at the head required to raise the Hi11900 tank levels when the station was most recently operated. There is currently no other pump or gravity backup to the Hi11 900 Pressure Zone. Analysis indicates that storage for 24 hours during average day _ �..�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� demands is slightly higher than 12 hours during max day demands for the Hill 900 Zone. The higher value was assumed for the emergency storage requirement. 5.4.� Storage Summary and Recommendations Storage for each zone should be equal to or greater than requirements for equalization storage, fire suppression storage, and emergency storage combined. The following Table 5-12 provides a summary of total storage requirements compared to existing storage available for each pressure zone through the planning horizons. Table 5-12 Pressure Zone Stora e Re uirements Curr�nt 2(I25 2Q30 2035 244t1 U�O Press�are zone A1t. ,, (MG) �MG) (MG� (MG) (MG) �MG) Buckeye Equalization1 0.92 0.92 0.92 0.92 0.92 1.78 Fire Suppression 1.08 1.08 1.08 1.08 1.08 1.08 Emergency 3.39 3.75 3.90 4.00 4.12 5.76 Total Required 5.39 5.75 5.90 6.00 6.12 8.61 Total Existing 6.10 6.10 6.10 6.10 6.10 6.10 Excess 0.71 0.35 0.20 0.10 -0.02 -2.51 Cascade Equalization1 0.45 0.45 0.45 0.45 0.45 0.45 Fire Suppression 1.20 1.20 1.20 1.20 1.20 1.20 Emergency 2.71 2.72 2.77 2.89 3.15 3.15 Tota) Required 4.36 4.37 4.42 4.54 4.80 4.80 Total Existing 3.00 3.00 3.00 3.00 3.00 3.00 Excess -1.36 -1.37 -1.42 -1.54 -1.80 -1.80 Enterprise& Equalizationl 1.43 1.43 1.43 1.43 1.43 2.81 Hilltop Dana Fire Suppression 1.68 1.68 1.68 1.68 1.68 1.68 Emergency 0.81 1.67 1.79 2.05 2.08 5.91 Tota) Required 3.92 4.78 4.90 5.16 5.19 10.40 Total Existing 9.50 9.50 9.50 9.50 9.50 9.50 Excess 5.58 4.72 4.60 4.34 4.31 -0.90 Foothill Equalizationl 1.50 1.50 1.50 1.50 1.50 1.50 Fire Suppression 1.08 1.08 1.08 1.08 1.08 1.08 Emergency 3.60 3.79 3.87 3.95 4.04 4.06 Total Required 6.18 6.37 6.45 6.53 6.62 6.64 Total Existing 10.00 10.00 10.00 10.00 10.00 10.00 Excess 3.82 3.63 3.55 3.47 3.38 3.36 Hi11900 Equalizationl 0.60 0.60 0.60 0.60 0.60 0.60 Fire Suppression 1.68 1.68 1.68 1.68 1.68 1.68 Emergency 3.52 3.67 3.79 3.80 3.89 3.89 Tota) Required 5.80 5.95 6.07 6.08 6.17 6.17 Total Existing 4.00 4.00 4.00 4.00 4.00 4.00 Excess -1.80 -1.95 -2.07 -2.08 -2.17 -2.17 1. Equalization storage value equal to calculated values for Alternative 1 in Section 5.3.1 or 15%of existing storage volume,whichever is greater. _ _... �om�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r A. Buckeye Pressure Zone Storage Recommendations The evaluations performed indicate that storage in the Buckeye Zone will be deficient by 2040, also that at least 2.5 MG of additional storage will be needed by ultimate buildout. In addition, the current operation of the Keswick Valve Station for use of the Buckeye 2 MG reservoir is causing a large range in operating pressures for much of the Buckeye Zone and high flow velocities through the piping from the 2 MG reservoir. Some areas in the Buckeye Zone experience up to a 60-psi pressure drop when the 24-inch valves in the Keswick Valve Station close to allow flow to exit the 2 MG reservoir. Also, flow velocities through the piping from the 2 MG reservoir are well over 6 FPS when the Keswick Valve Station valves close. The large difference in elevations between the Buckeye 4 MG and 2 MG reservoirs, combined with significant frictional losses because of high flow velocities are what lead to this large pressure drop. To address these operational issues, several alternatives were evaluated, including the following: 1. Installation of a booster pump station and act�uated valves at the existing 2 MG reservoir. Replacement of the 0.2 MG reservoir with a new 2 MG reservoir. 2. Upsizing approximately 12,000 LF of piping from the 2 MG reservoir with new 30-inch and 24-inch piping. Replacement of the 0.2 MG reservoir with a new 2 MG reservoir. 3. Installation of a new 3 MG reservoir north of Herbscenta Lane and approximately 5,700 LF of new 24-inch main to connect the new reservoir to the existing 30- inch main in Keswick Dam Road. This alternative was recommended in the 2012 Master Plan and 2016 update. 4. Replacement of the existing 2 MG reservoir with larger reservoirs, at least 4 MG storage, slightly to the west of the existing reservoirs and at a higher elevation. Hydraulic modeling of the alternatives indicates that all of the alternatives could work well addressing the current issues with high flow velocities and changes in pressures in the Buckeye Zone. With Alternative 1 the proposed pump station and actuated valves would prevent the need to open and close the Keswick Valve Station valves during normal operation. The Keswick Valve Station valves would remain open, and the new pump station and actuated valves would operate based on levels in the 2 MG reservoir, allowing the reservoir to cycle. The reservoir would be filled by gravity and the pump station would be used to pump water from the reservoir into the water system. With Alternatives 2 and 3 the Keswick Valve Station would continue to operate similar to how it currently does but the improvements would reduce flow velocities and frictional. losses through distribution piping when the valves elose, so the pressure drop when the valves close would be reduced significantly. ��"�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Alternative 4 would avoid the need for the Keswick Valve Station valves to open and close because the flows could cycle in and out of the reservoir(s) if the base elevation is raised by at least 40 feet. The valves would typically remain open and water in the reservoir(s) could cycle based on the gravity supply from the Buckeye WTP and demands in the zone. However, because there is a large range in flows coming from the Buckeye WTP between winter demands and max day demands, and even more so if transfers are being made out of the Buckeye Zone during max day demands, there is a large range in frictional losses in the 30-inch transmission main from the Buckeye WTP to the Buckeye Zone. Because of this large range in frictional losses, it may not be feasible to raise the reservoir(s) to a level where flow will exit the proposed reservoir(s)in the winter, and there would be significant headroom and wasted storage volume during the summer when frictional losses in the 30-inch transmission main are high. For these reasons, this option does not appear to be practical. Alternative l, for installation of a booster pump station at the existing Buckeye 2 MG reservoir, would be significantly less expensive and easier to construct than Alternatives 2 and 3. It also would not have the environmental impacts and permit requirements, or the property acquisition that would be required with Alternative 2. For these reasons, Alternative 1 is recommended to improve storage operation and capacity in the Buckeye Zone. B. Cascade Pressure Zone Storage Recommendations Tota1 storage in the Cascade Zone is currently deficient. It appears that the most cost- effective solution will be to add redundancy for supplies from the Enterprise and Foothill pressure zones to reduce risks and emergency storage requirements. It is recommended that the South Bonnyview Valve/Pump Station be replaced with a new station that includes a standby pump. It is also recommended that a booster pump be added in the Railroad Valve Station so that maximum day demands can be met if the South Bonnyview Valve Station or the transmission main in South Bonnyview are out of service. In addition, the existing Cascade Reservoir is near the end of its service life and should be replaced by the year 2035. Because it provides for fire suppression and emergency storage but only limited equalizationloperational storage at its current location, it is recommended that the reservoir be replaced at its current location with a similar sized 1 MG reservoir. A1so, approximatly 2 MG of additional storage should be installed near the Redding Ranchettes Reservoir, where the hydraulic grade allows for better cycling during normal operating conditions,prior to 2035. C. Enterprise and Hilltop Dana Pressure Zones Storage Recommendations Storage in the Enterprise and Hilltop Dana zones should be adequate through 2040 but could be deficient by UBO. It is recommended that a storage analysis be updated in future master planning efforts, or if significantly more development than anticipated occurs in these zones. ��4 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r �. Foothill Pressure Zone Storage Recommendations The analysis performed indicates that storage in the Foothill Zone should be adequate through UBO. It is recommended that a storage analysis be updated in future master planning efforts, or if significantly lnore development than anticipated occurs in the Foothill Zone. E. Hill 900 Pressure Zone Storage Recommendations Current storage in the Hi11900 Zone is deficient and additional storage should be provided to meet emergency conditions, in case of an issue or outage at Pump Station 2. The Hill 900 Reservoir 1 is also nearing the end of its service life and should be rehabilitated or replaced soon. Replacing the existing 2 MG reservoir with a larger reservoir would be difficult because of space constraints at the site. Also, complete replacement of the reservoir would require it to be out of be out of service for an extended period of time for construction, during which time it would be difficult to maintain service to the Hi11900 Zone. For these reasons, it is recommended that an additional reservoir, at least 2 MG, be added near the two existing reservoirs, also that the existing Hill 900 Reservoir 1 be rehabilitated. Rehabilitation of the existing reservoir should provide significant cost savings over fu11 replacement. Also, to improve redundancy, mitigate risk, and reduce emergency storage requirements, it is recommended that the El Reno Pump Station be replaced to provide some backup supply for the event that Pump Station 2 is out of service. It is recommended that the replacement station be relocated to off Linden Avenue, as further described in Section 5.6.3. 5.� DISTRIBUTION PIPING A general condition assessment of the City's water services and mains was performed to evaluate recent performance and de�iciencies, as well as provide a recommended replacement schedule for water mains. A hydraulic evaluation of the City's water distribution was also performed to identify hydraulic deficiencies in water mains, consider improvement alternatives, and recommend improvements. �.�.1 Water Services Condition Assessment The City's primary water service line material is copper. Prior to 1976, copper piping was used for service lines. But the City switched to polybutylene service lines from 1977 through 1986, similar to many water systems throughout the country because of material cost savings over copper piping. Polybutylene connections began to exhibit a pattern of failing soon after they were put into widespread service. Approximately 6,500 polybutylene service lines were installed between 1977 and 1986. Sinee that time the City implemented and completed a replacement program for all known polybutylene service lines. Occasionally one is still uncovered and scheduled for replacement. a�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Water Utility service records from 2012 through 2022 were reviewed to assess the recent overall performance of the City's water services. The records indicate that the City performed 608 service line repairs froin 2012 through 2022, an average of 61 per year. With over 30,000 service connections in its system, this is an annual repair rate of less than two repairs per thousand service connections, less than the required default assumption of 2.3 per thousand connections required by the State Water Resources Control Board for water loss performance standards. A map of locations where the City was required to repair or replace water services from the years 2012 through 2022 is provided in Figure 5-3. Blue spots shown on the map indicate locations of water service repairs and red spots on the map indicate areas where multiple water service repairs were performed. In general, the water service repair locations appear to be distributed relatively evenly throughout the City's water system. � lu � ��, �3{;: 4k :.��k ��. �� ik �� {�� ) t S � ct3�{S t' '' � � a �4., c�� n, t � M �, �„t � t x.. W; �• �4 �j t+ � ��„, ��i n,; Figure 5-3 Map of Water Service Breaks ,r.�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r The existing copper services are performing relatively well but are somewhat expensive. The City could evaluate use of high-density polyethylene (HDPE) service lines as a standard in the future to reduce costs. 5.v.2 Water Mains Condition Assessment An evaluation of the City's piping network inventory, age, and maintenance and repair activities was performed to assess the condition of the water distribution network and determine patterns in terms of pipe age, materials, age, locations, etc. The piping inventory provides a snapshot of the current pipe network in terms of pipe sizes, age, and materials. A summary table of the inventory lengths by pipe sizes and materials was provided in Table 2-3. An age analysis of the City's water mains was also performed in order to develop a recommended replacement plan for replacement of aging piping. Table 5-13 provides lengths and percentages of City's water main piping categorized by pipe material and by age. Table 5-13 Pi e Len ths b Material and A e Pipe �ge(Years) , Total Material �30 '31-50 51-60 61-70 >7Q Unkr�own ' (Feefi) Asbestos Cement (Ft) 2,524 331,701 325,222 92,252 4,489 101,499 855,163 (%) 0% 39% 38% 11% 1% 12% PVC (Ft) 439,535 443,793 15,496 7,257 4,306 156,646 627,498 ( %) 70% 71% 2% 1% 1% 25% Cast Iron (Ft) 1,654 27,499 110,009 118,338 2,512 27,300 285,658 (%) 1% 10% 39% 41% 1% 10% DIP (Ft) 169,772 258,500 12,377 4,784 1,749 82,888 360,298 (%) 47% 72% 3% 1% 0% 23% Steel (Ft) 1,193 3,057 52,177 33,860 3,966 56,027 149,087 (%) 1% 2% 35% 23% 3% 38% Unknown (Ft) 4,445 7,501 2,488 2,228 1,089 9,855 23,161 (%) 19% 32% 11% 10% 5% 43% Total: (Ft) 619,124 1,072,053 517,770 258,720 18,111 434,216 2,919,994 (%) 21% 37% 18% 9% 1% 15% Note: Piping equal to or less than 1-inch diameter not included. Approximately 43 percent of the City's water main piping is older than 50 years old or of unknown age. Piping of unknown age, with little recorded information, is likely relatively o1d. The typical life expectancy of water mains can depend on a wide variety of factors, including the pipe material, soil characteristics, quality of construction/installation, flow velocities, and other factors. Average life expectancies recommended by pipe manufacturers and commonly assumed by water suppliers typically ranges from 50 to 100 years. A review of City's maintenance and repair activities for the various water main materials was performed to gauge the overall recent performance for eaeh pipe materiaL The following Figure 5-4 provides a graph summarizing water main breaks by material from the years 2012 through 2022 in the City's water system. a��7 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� 1�� c� _ �� _ � � � � � � � �� p �� _ _ z`��b�sC�s �ast Ir�r� �da�ctif�Pra�rm �'�J'� �t��I l9rtk�aavusa �esrt�snt Pi@�e �3��rial Figure 5-4 Water Main Breaks by Pipe Material, 2012 through 2022 The majority of water main breaks have occurred in steel, cast-iron, and unknown piping. However, simply looking at the total number of breaks by material may not be an accurate representation of which materials are currently performing well or poorly because there is a wide range in total lengths for the various pipe materials in the City's system. Figure 5-5 provides a bar graph showing the number of main breaks from 2012 through 2022 per mile of piping for the various pipe materials. � � � � � � � � � � � � � � a � __ ��t�� C�st Ircar� [��i9elr��a RlP� Sfc:e:i t�r�Bc��arr� �� ci Pi�a� �+Jla��rw�� Figure 5-5 Water Main Breaks Per Mile and Pipe Material, 2012 through 2022 �A.�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r The City's steel, cast iron, and unknown water main piping have had the highest rate of failure per mile in recent years. This is likely because the majority of mains that are these materials are over 60 years old or of an unknown age. The City's asbestos cement, ductile iron, and PVC piping appear to still be performing relatively well. Mapping of water main break and repairs performed during the years 2012 through 2022 is provided in the following Figure 5-6. The mapping indicates that areas with the highest rate o� failure are the older areas of development with aging cast-iron and steel piping. Ye11ow areas in the map indicate areas where multiple repairs were required. ��, e �'� � t��.� � \ 4,��, �,J � ;, _ � Fs � } �e '�� qS� f j��' ��1 `� t �,� �t� s"�4',,t s 7�`s'�r��„' 2. �t''��`t i#� s��,;r �`�,i,`< ��r �y�ti� �,., �.. o � ,� 1 rt,:. � � �r � � ��;� i 7�k ur �"} � „j,:, �,'`�,�4 $��4.x� ..� t� Y �s £�, �� t � � . i �f rt s. 3 .,�,�� 7"t }+' � �; � � a� 3. 4�. 3�t k � 2 ti t� % ° tv�t � 1 1°�'2 ^' , '�'.s �� ,'.'�� J�a .�, >i '�� t f�>s� ,>„� � �s. �, a+ i "��?��t t s� a y: �'�r ��< � t ` i 7f�t ' ` �� 4 t, �� t , � ��3 ti , �" � vc '�� 3 � r Y�; �� t �s� � v € � �'. � � .,.�.� '�tl`zrs t'� �.� t ,i z�� ;�}�,. :i'.� t��'� �r �? �' f �:�� ,S��r 4 . �� 1��1 .. i�'��`;�� 4� � �£�`�','..:: � t�, „�l i,� a j�; ;� } t'h t �t/ s�: ftit,. ... � � � � + t� tt . ,� ��i�t� �y � fl � :.;� . � lr t �;''� i �� ;�, � '` �t� �''�+ � i�\3 t.tt '� �S �I 1 t , {.:v 4 } y; 7i��ti.`�' lj e�. y t� � ?,,,,�u. f � � �� f �r S � 4 ;� j� t 4 '�( J a �, f`��4 „� �,.1,,,�� .,, `' i }�� 1�1 iJ�'` ; . : ��tY �� f e�j7�\: {4� '�"Y"Lt r<L� i . ,\• � +M�°,V' tp� ,. � � 3 �` ll. �4�ii� � Lr `} �; � � � 2 � y�S1 i�'? ,vi�� ,�. t.t�� r�„'� y'� f�� 1 e � �(,i ��^m'�.�, � ��, j... S� 5 � - � .4.. , ,a+d� � 3 c�,k: , �., � �:�� a. ..:x�i'M1:v . . � . . . �y, ��t� Z�`c Figure 5-6 Map of Water Main Breaks, 2012 through 2022 � ��.._. �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Further analysis for repair records from 1996 through 2022 was performed to determine whether general pipe conditions are growing worse or improving. The number of main and service repairs per year from 1996 through 2022 are shown in the following Figure 5-7. T �� .� � �3 _ _ � � � � � � � � � � � � � � �� Figure 5-7 Water Main and Service Breaks Per Year The number of water main breaks and repairs per year since 2009 have been relatively consistent and lower than years priar. This data suggests that the reliability of the City's water main piping has improved slightly since the late 1990s and early 2000s. As previously noted, average life expectancies recommended by pipe manufacYurers and commonly assumed by water suppliers typically ranges from 50 to 100 years. For planning purposes in this evaluation, an average life expectancy o�75 years was assumed for the City's water piping. It was also assumed that half of the pipe with unknown age would reach the end of its service life (expire)by 2040 and the remaining half would expire before the year 2050. The following Figure 5-8 provides a bar graph for lengths of the City's water mains that wi11 expire yearly within time ranges through 2097, it also provides recommended yearly replacement lengths to address the expiring water main piping. aA.��O �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r 1� . . ■Expiring F'ipe Recc�mmende�l Replacemen# 12 � . �u .._ 1p � �.. s� � � g _ C�i � a.., �uo � c �u J . .. ......... .... .. i11 � !�0 � �1! } Q 2 0 "L4` 'l.� '7sb` '�,i�j' �'p` ,A'cy ,�4` �`� �p` �3 '1D` ,kc� 4,�` �.rc� 4i0� '�'� a,y�' �"�`� c,'�`� �'��' �°``� �°``' o�'° a`�`' c��'�° c�'`' Q'�°" a'��' o'�° �'`' o°�° �,`' � � � � �. � � � ^� � � �. � � � ^� Years Figure 5-8 Expiring Water Mains and Replacement Schedule In recent years, the City has averaged approximately four miles of water main replacements per year. This pipe age analysis indicates that the City wi11 need to significantly increase the length of water main piping that it replaces annually in the coming years to avoid having water mains in service beyond the assumed average service life of 75 years. Increasing replacement lengths to approximately eleven miles per year by the year 2040 will be needed. The City should conduct a detailed inventory and evaluation of the older steel and cast-iron mains, focusing on the larger mains (12-inch and larger) and those that are critical links in the distribution system. The result of this eval�uation should be a prioritized pipe replacement program that is based on past repair records, as well as the pipe age, size, location, and conseguences of failure. r.a.3 Hydraulic Evaluation The City's computer-based hydraulic model of the water system, with Innovyze InfoWater Pro software, was utilized to evaluate the general hydraulic performance of the water system piping in terms of velocity, head loss rates, and the system's ability to provide the necessary flows and pressures to meet demands through each planning horizon. Details of the hydraulic model and its ealibration are presented in Appendix D. a��1 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� In general, conveyance improvements are recommended where the modeled flow velocities regularly exceed 6 feet per second(FPS) during max day demands, in order to reduce frictional head losses and extend pipe lifespans. Conveyance improvements are identified with a project tag "CONV" followed by a unique project number for ranking and listing purposes in the Capital Improvement Plan. Conveyance improvements typically include replacement of existing mains with larger mains, or installation of a para11e1 main to improve flow capacities and reduce velocities and head loss in the system. Proposed pipe alignments shown in the following figures are shown in general locations for planning purposes only. A detailed evaluation for specific alignments was not performed, and no evaluation o�right-of-way or environmental investigations were performed. Should such pipes enter a design process, the appropriate detailed studies, including alternatives analysis, feasibility studies, environmental documentation, and potential right-of-way studies will need to occur at that time and determine the detailed alignment for the proposed piping. A. Current Needs and Recommended Conveyance Improvements Evaluation of the existing distribution system under current and projected 2025 max day demands was performed to identify the following deficiencies and recommended improvements: Outlet from Hill 900 Reservoirs (CONV-Ol): The existing 12-inch main conveying water from the Hill 900 reservoirs to the south is undersized. Modeling indicates that flow velocities in this main exceed 9 FPS during peak hour flows. The existing piping is also located in easements between private properties and single-family homes, and the pipe is near the end of its service life. It is recommended that this pipe be replaced with new 24-inch main to reduce flow velocities. The pipe should also be routed along a different alignment to minimize piping within easements. Figure 5-9 on the following page provides a planning level design concept map for the project. Foothill Blvd Bottleneck Replacement (CONV-02): The Foothill 4 MG reservoir is located approximately 2,000 feet to the east of the Foothill WTP. Flow is conveyed from the Foothill WTP through a 42-inch ductile iron main east towards the reservoir. At the intersection of Foothill Blvd and Manzanita Hill Ave, tees in the piping split flow to convey it to the east, the south, and to the reservoir. There is currently a bottleneck consisting of approximately 60 feet of 24-inch main at this location. Modeling indicates peak velocities up to 8 FPS in this segment, the addition of the Cypress Pump Station, scheduled for construction in 2024, will further increase flows and velocities in the segment because additional flow will be conveyed to th� south th.rough a 30-inch transmission main to the pump station. The head loss in this bottleneck reduces the water lev�l, and thus the available storage, in the 4 MG reservoir during max day demands. To reduce velocities and head loss through this section, the existing 24-inch bottleneck should be replaced with 36-inch piping, as approximately shown in Figure 5-10. �� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r �� r� �> 7 �,�� ,y 4 ��{fi�Q'� � �� ' ,. � �� ' '' , F��'S�I"�;�lf�� z :� � Aa,�° ` � k; r,' �� , � » � �, � t „��: ,Akrs3r�C�Gtrt��:��tlt7 12"11t�" � �� . � � � � � � . � � � q, , � ;� � ��..� � .> > �� w � ` � �� r . -, r ", � �i � y � . �"r{� C}�e�d�4'��"�ter ��. � � � �_ � � � �P�ro� �,��I�F � ; n � } �; �� •�� z � � S�, �"� � � �� .... �_ � " fi � � � ,��is o- '� � � .,�'t�,� � �i^ �� .n � �, �^,� . �� %�� y �� ' � �� , � ,� � < �� '�,� �� '° � �4z �i., i rL�` �� x.,^"d y '� � '�� : �. �. '0. � '�'., � ��' i,�, y � � � Y �( � \ �\ � 1�� '`� e� � ��` t� v� �t � .''i�, � �`� �'�T� u �`� N+, t �� , ' , , ` ', �� d � � � �f� �i � `� '�, '� § 1� t:# �, r�*� �`�� 5 ,. i s � :�. t�r�l��r��'�� 1 �; r � � � $ �c� *�� 3'& F'I�G'P.G'`�'fC�� " � , � � cs �„ ,��` f t ' ��;�'ssrits�� y � i� �. �:, l�� t �.� TM � � �Y 3 . � }� . f r � yi+' � �� , i��1'� �� s r{� � � � �t� �� , ��i ,.�� a t�t '`, ,.� '�.`�� "... -.�� '�. t r��z�� ., . �i ��'� rS t��`.v�� ,�2 �4 �� . �� '� ��; YY , l�jt t .t�.i4tl{1A° jl�l Zhlt i.. �� . S f � '.'�.,�,�� u'' '' � y�t3}� '�` t�"s `:�'�`�� x, >�.i ��tF�rh�^!�,... . . . .. �r. , _ . �._��s�„��v��.erevv s, .�t.r. . �U„tib `�a.,.�''a�;� ,., ., s:r� ._,. „ Figure 5-9 CONV-01 Project Map .,, t�� . "�> ��'� ' ,r?sF4S��S ss ��,�.� �� s ' � �`� �� „� �� t j � u��i � s��'� /'�� i�r �2 �`� it�,�� t �t� ��t �. �jl .�; ��.i�� ` � 'i'z r �t t��4 ; t b�t ,`�. �� t3�rs , ', � Q5�F'F3�j� ��c, �� i� . �� Y� s }t� � � , , �' � , ,;:� tf �±;�; . �c;;� � +�"4R'1�3f �� 'C+�(�tJS��"`V� �. �� tt' 4 � y `. i a � �"`�'� ' � �`l . ., ,�� Ft�mc�v�and replace �� 3 � ��4' � � r� �E)�4 �t�! , �� I � � rt S � �� y�� t�� 4� � � , � u � � t� � �� =�"�s� ��.� � � � �<. � � ,� � �'��.�� ,�� Fc�athill 4 MG � � , �, � �� t � � �: �, � ��5�'Iti/QIC� � �� a�^.� � i � � �a 17 ss�i;slt,. y�3 t�4 L'fit t {1 �`4i t 4 ti'�1�;��4 �y t�t ttt�'t � '� � 7 � ,�' I x``c5( �t� .o � 4 .. j� `� �� . F��a'' � �� C�;:., � 9� .,�t "�� . � �� . � . . ,� i A �" . , :.. . ,<� 2 �� „�` ' �`�� ,� � � � �� 1 � � �w�� +z+w:�i �� ' .'= w � � '°G; ,. }i a � �, ;�"i"fe�'4�'t `�• ,� t c � ;,` �} �,'"ss ?i , � .: ��:, „y wum� �� t .w" . Y� �' � � � �� P x . �� -' �, '� �� ,j �� . �2� �� ' �� r �e,��;,°��'`'``�,. s. � �v e.�*r,�;. :�� '�-V^.�''" s;�' �,��1c'` �. �'� ��,�^ ,�""�' 4 ��'�N ,"��`Y'. , �. �{��"�.,. �� t� , e.��„"`1" �::." � ' ��,<h�" Y io�jt��'x i��`` �`, ,�� ^. { ��2 � t i .P�i' ,�� C�� { �1 �. * ,...:.,...�.W, .,(�'�. .��,.. ' .` . ..«:., . . ,. ... . , x...,.e.. , � , ^.. . x�,,..Y�.Y° ,�. .,........ '. Figure 5-10 CONV-02�Project Map ��'�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Westside Road Bridge Over Canyon Hollow Creek(CONV-03): Hydraulic modeling indicates flow velocities are over 6 FPS during peak flows through the existing 12-inch water main on the Westside Road bridge over Canyon Hollow Creek during current max day demands. The City is in the design phase to replace the bridge. As part of the bridge project, the water main at the bridge should be replaced with a new 20-inch main to account for the expected flow increase through this pipeline from the proposed pump at the Railroad Valve Station, as described in 5.6.3. A location map of the project is shown in the following Figure 5-11. �� s ' t �l �s� r+ � 2 �. �,��3fra`c, f�'� 4�1� } `kt � � � �'R^"'�'""M�\ � � ��' � � �, � 1��, � �` ��s��i'� .� � � `��`t'�` i�� \ �t 1. U `��" �� i }`� 5. t� *,��, R �,�:y�.'�,�, �<m�t �€� �. ,"�� e�.b �1, � � '�k 4�i� � �� i �`�� .`C \ '�,t� 'm �� t � �""�.^,�+ �� c? � '�t'�7�� .� ��t � � �� , �t�� i �t ��{�s�� y r ,�� i �� ,'�' �ti " , � ti� ,, ��'� � ��`�Sa �� tY4 � i��a� , � ��ti��, i � �� { s�,�`s`�4Y �'°�;�ta�:� �� '4 ��.. y} . � ss �� y„ �t+� �`.i� s,� � �h \ s n �� ti z 9tJ � `�. tt�.3��.t ��.,Z si p� a*� ,�� Y�`ti��s� �za� � �; ��1tia ' � „� y t� �� '�2��?,'� � "�`'�'��°*,5��.� *.�"'� „ ; �� s �r�f�� ' �, sfi � tt �� y�;' '�� f� l ��ti y�i�,,i3t9;-�}ttt �s� � �� i� � #�}.{3 .� � R � .� � 3 �s � � ��.�: �� :�.,a.��.d`.- '�� ',�,� � 7S�i�.`W� � � �! � i :� �+, } S`1�.ti��i�ykx< � 1 t � �x t t t� ��:. ti�t� � � t�� r�4 5�� z t .i � �;�, 4 '^'*,„„„�, �z'� '��➢1 E i�l�,� � ti Y t� � �''�u � � x � �� 1 ;t7¢ �:d � t �� i � s�'y x a p� � T � � ` y�''� r� t�"�"��c � �� '� 4� Ct7 3� � & �� ' �� iti' � � ,.� ��.,�q l�s,� .. '� � � tt *, � � �;s � � � . -<yr�;`�„�� . s�{Z�„ �; z %" . ,, �" 1`� �.'� � � � �' �", '�y�` i. � '��.�� , �e�� si �, , t,, �i , ,a,�na.��; �`��" �s��` � ` ��'�� `, ,�.��' �.� ," t�� „ �2 � �i � �� ''�r'�� , �, „ C�; i F F tW � t � � �� , � � �� >�' �' �+�`�"x�ae�o"s.+. 4 , �� t� �.� x � `��.,..�?,n �{ ; � ��p � ��, PF�psa��t9 ��" W: � �� I �� ' t �. Re lace ExiStin 12' 1N � � � ` ° �` � ' � I� 9 � � �,� �,� � � �� r>:�� - Y � �� r x , � � � � � � - �� . �. �� 3';3 t w x Y�.; t ..°a.�w� � ' `,'" �ii��i trl '� ' ;�i;. . 4 b �� s �'� � "'� s ��' t �. '�"' tia { tji;�. �,� �$'�'�� '�._.. t i „"� �, ti. i� � � �`� � �C Y� � y �� tt " �' '�, �y$'4�� c i i '''' � �t �� `� . �,� ta'..-�S +i �� ;�� L''��i ��l�. �,� � �� yar ' t „ . � �`�u�3 ,'�. , 3 , ri ty� �� +, �� '�� a� � 3 �s ,� t §�4�a a � °; `�a`��. £ 4'Y � � �. ,. � � � Q t t�� } s ��' ��` t� _� � �� t 7i � � Y i � � ' ^� `� �a;; ..�r �,s� "" "� t � � 1 5 � �S � „�` aA^Y� �;F �� lr� �' �� [�t �� w�� c � ,� � �� tih ' i + ' �" �� t} � „�� t i � �� a l�. ;t�',�YmP 1 .`k . i Y� � S 'P � �� a �+htn ".'�� 4'b� �{ � ,. : � '+„t.\ � � � � 1 �j �.�� t .�.� � .wy ��:' � �" : '��',�i``'��i � �S 5 "� � �'�-' ' "�i�„:. �s � . i\,... ...:. �� '�" � 'i,e;.$.� lti.. �' �� ,.'��n t��@}. ' ��"��..�2=��{�1�Y�si�ru Figure 5-11 CONV-03 Project�Map Ranehettes Area Seeond Supply Main (CONV-04): The Redding Ranchettes area is located at the southwest end of the Cascade Zone. There is currently only one water main supplying this area, which includes the Redding Ranchettes Reservoir. The existing main is a 16-inch asbestos cement pipeline that was constructed in 1964 and is near the end of its service life. In 2020 there was a break in this main and the area had to rely complete on supply from the Ranchettes R�servoir for over 24 hours. Fartunately, the storage in the Redding Ranchettes Reservoir was adequate to provide for the water demands while the repair was completed. A second water main to supply this area should be installed for redundancy. The new pipeline will need to cross Clear Creek. Caltrans has indieated that attachment of a pipeline to its Highway 273 bridge wi11 not be allowed. The City has already gone through the environmental planning and permitting proeess to open treneh a ��;�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r large diameter wastewater pipeline across Clear Creek in this area(the Westside Interceptor Project). For efficiency, it is recommended that the new water main be constructed at the same time as the wastewater interceptor at the creek crossing, with adequate clearance between the two pipelines and while the creek is being bypassed. If constructed with the Westside Interceptor Project, then the creek crossing will be at the north side of the City's Clear Creek Wastewater Treatment Plant. Connection to existing water mains inside the treatment plant wi11 not be possible because there is a backflow preventer that will not a11ow flow from the treatinent plant back into the water system. The new water pipeline will need to be routed to the adjacent property to the west of the treatment plant. Figure 5-12 provides a preliminary concept map for the project. � �:: �� , � ,n � �� .. �; � � � � � �, � ��a� Co�rr�ct t�a E��3"i� �� ;��Y { �1 a„ , �,�� z5 � �� ,..� . �"� � �� r k � r " t � ww� �� t�t'� �� '+ ��p ��„', r` �'rca�aD�et�12"V�`, ,� �� `� �PK�r�x. �,1��D LF'� `"�'' �� ,r,� ��` �� "� � � �� 1 �� 4£, � }�,�y , 2 �l �. }. Y. 4 n. � � i . , 7 � � �� f�� ,� i,Y � , S � { i �� , ,t ,� a �s��. � �i �. � �� . r�� 5.. � � '�,�� 's wffi m'�� v. ��> >ro. � '� �� '` � � `� �;� ` �t?�1n�Gt t��E� 1`�y'"W �� .» �� tis<. ':�� ;�� '" ^�� , � ��, €, k � �� '�.�r�qt{[q�p��4, � 1 � �i� �� ,�°„3 v� { �� YYNN t� '�� '�..w`''"t� , r lN �.. Y E� ��, i r�K � i� �v �i,�� Y I 3�'aU.*. 1 :K"" � m� '.. �v p 2' # ` .`�, � S . �; �� 'C .. t� � t °Y�t�s � ��'�t'�i�i�� r�t��{� ��5 t � 1S� §� � t�� ' r � . �' i� ��:� �� l�L : � S� d �l 1„t �+ �v � j � ;� � � t�1� 1� } � \ � � , ,� ��„� 4'l�S, �j��\ t �' � � �� ., f� , � , l�� '°��`�r��, � _ �.�,��,�� a v� ,a' ' , :«,�i'�� ,. Figure 5-12 CONV-04 Project Map Ranchettes Area Supply Main Rehabilitation/Replacement (CONV-OS): As previously described in the description for CONV-04, the Ranchettes area and reservoir at the southwest end of the Cascade Zone currently only have one aging 16-inch asbestos cement pipeline for water supply. The CONV-04 project will provide a second supply main, but this project will repair/replace the existing main to provide continued service of two supply mains to the area. The majority of the existing main is located in easements and private property. It is recommended that the new main be re-aligned into City right of way as much as possible. Also, to avoid environmental impacts and construction costs to eross Clear Creek, utilization of trenchless methods for rehabilitation or replaeement o� the existing main at the creek crossing is recommended. Figure 5-13 provides preliminary concept and map for the proposed project. �.�°�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� , �.� ;t�, �r,,, ��' l�, a � �, � t� � � � �� ti � 4 � �� E5, " � . 2 ��''�` S�}' 1 "'Z� p ,. � ,�.3d., . ��.. *v�.a�1 t t�R � �.�. 1�� j . � ��' t �t i� � ��_ �. F$�� 7 ti . I\I �� ,� �� Conne�t tc� � � �� b. � � ' .�', �E)'��12" ,�,, ,, m� t.` � �� : � �.,, 1'( h ,� /� �n� �w,s � S, l � � �.L - w'�..,iaaA°"�""�'.�, � A��' ��;r � �.a�,��r�- �� ,�, " ,. r3 Y � �,.��'��`'� �' � ��z s C'iC�NV-t�J� �i�� ;` �� '�� , �Propased 12"'11V, �;��.�� ti `� � '��"�� `, a�prox 3,8€�D LF �� , � � � �' � r �`? m�'� { } r�� , , ,.;,;�{' �'t ��` � « � `� � ��4` s� �t� t�.1.'��t��ry�'�� , 3a a+ � qr o '�, �, z � � . ��. t� "r�" � ,� � � .�.; -�,� � v � �Tr�enChless Rehab �} � � �� 4 t� � ��, � °at �Clear Cr�eek ", �� @ �`� '' ; .. Y� �� ti�� .��kK * Q ��Y�� },�� @Yi� ;��i C Y� i�, j�"Y ::�'��*� ` �rc 6 ,�„ ?� ;l � Y: �� Connect to ' ' t� 4E) 1�"W � �, �� r�r: � °'` x, a i�� "rc � ��,�� 5 il" ��Y'��V ,4 f ;.„�� G d6�� l� '�, ,�, � � 9 P P 1 S'F" i�� .� r,�H� � � ;sit � �'t 4,� � d t. .ak'�`s.. �tiS .: � >...,,su, n S�„w ,.. . ,�� ,t��l`.N. }Y��S... ,:m> \ ��t/� Figure 5-13 CONV-05 Project Map Benton Drive Water Main (CONV-06): The hydraulic modeling performed indicates high flow velocities in a section of existing 12-inch main in Benton Drive when the PRV's at Pump Station 3 and Pump Station 4 are utilized to convey flow from the Buckeye Zone to the Foothill Zone. The undersized 12-inch segment is approximately 1,000 feet long on the Foothill Pressure Zone side in Benton Drive, immediately west of Pump Station 4. This main should be upsized to at least 16-inch, as shown in the preliminary concept map in Figure 5-14 on the following page. West Street and Court Street (CONV-07): Modeling indicates high flow velocities in two sections of existing 8-inch water mains in the downtown area. The mains are in West Street at Gold Street, and in Court Street from Sonoma Street to Rosaline Street. The existing mains are less than 15 years old and should be in good condition, so it is recommended that they remain in place and new parallel 12-inch mains be installed at these loeations. Figure 5-15 provides a preliminary concept and map for the proposed pipelines. ��:�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r j��ss. � 'ir��.ti ' �C M P°V t �,� ��.t��v 3�„`:e \ z Bf� { w 4 t 4 Y ��„�� .t:,�'. � 7' � ��} ' >�. � � m, � � ;� PUnlp`'u`fakl0n 4 � � � \ �� .�� \ � yt � 4 �� " f �` �:�.� ��Uti � 1 } d �. ` �� c� :��i1� �ti,� �� ' ?��'� `� ��,��`�� x �,� � u � � t� �� Tr�� f��`��4��' i � c t ,��e`��t i}..� 1 t i��4 ��1��'��a`Y�rr,��'1� � �; •� �r��.. .,.� P ropr�sed 1� �1tJ ,��;,3��'�' t�,� �, ., Ft2pI�G0�XiSt��g 12"W�, �� .�. ��,�t., a App�t�x 1,4fl�1 LF � , "` v ��,�� 1 � `. #(�} � � �; � � ,�� v1 )7\ �� Yd`'. m i ��,v ti. � � �� i i(> £ ,«,. ,, \ �.:, � �� „��t � � �; _� y�: � Figure 5-14 CONV-06 Project Map "� � � z�s'�`� ` 1rw s��`�" '��"��* ��a�� 3� �� , .� r � � �t `� � „�� z &" � ��t��.� ��Proposed��Parallel � �I ,� � �12"'lhl ' � �` "� Approx 125 LF � ` f ,�� , � � � � � �i , ��. � ,,..� 1��,�'��; �t v4�`�.�,� � �, 3;� � �j� t � �t� �.'� �" '� �'`y`. ��;'� „ �: ,�� ufi� '�a{� r a 1 � y�'.� v ;�u,}4Si �! ?�. � I .� � 1`�t �r� t�� ¢�F i � ` � s�.u. t� - �� ; �. �i � ;s'y � '�1� c „,,"�k q � '�,� g s �� I�� i`� ��.. �� . 1 � � �. � � �t} ' ,� '�, 4; mr '� "� �c� ao t�` zu v, � � �� Prop�osed P�rallel 1�"lr� � � Approx 800 LF ; `t„ �= u,_ �� . � � . � a � � � ��. , � � k f � ,,:'iti ��#��LI i� � ` � � �(1 z � �t` \ y r � � \ � � �s�, , a � G� �� t�� a a ��fi �' a�� '� ��.�e"�� t � �s � � � ` t� ,� „ti�`�� a�m ;�„ �t ' �� i� � � �� j �� < �� U, � k � �, � �.�r)�L��\4��k , � �`��, �,,> .., ��, Figure 5-15 CONV-07 Project Map �_�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Twin View Blvd Main (CONV-08): This proposed project will install approximately 6,000 linear feet of 16-inch main in Twin View Blvd to Oasis Rd to accommodate planned development, from the Oasis Road Specific plan, on the east side of Interstate 5. The project includes a jack and bore crossing under Interstate 5 from the existing 12-inch water main in Caterpillar Road to provide fire flow to development area. Development off Oasis Road on the west side of Interstate 5 may be limited by available fire flows unless a second pipe crossing under the freeway from the proposed 16-inch main in Twin View Blvd to the west side is provided, in a separate future project. A preliminary concept map for the project is provided in Figure 5-16. Yi� !t y.lk�pi�jJ�� „§l��.P �. }� ��'t`yY�e �'g � r� � � ttb „�-.' �s � . ,u•, z,�{�zi ��p�`:: ,��;:,4^�� ?S��«i�� (,� iz � tR t t�� t31�6i tt�>}t J� a� m.� �4l�lU\�k� 'Jr 11 �` ?� ...�� v� ' �� I'�l � , ��. �w , � � � �� t�� .. ., , � �t � ,v. �.� �`5N��l�. � 4 � � �� . � '�� > ,� �1 v� t�, � � ,,� �� ° �� ` � s�' $` ��Bridge Attachm�nt � ;� �� + � , r t �� ^ a� � ; 4�� l. � "z'} �� b G �Y,�" ' ,�". ', �4 )v.,,..t �l' ��`� �� Prtipos�d �6 Vtil � � �� , �� PArc�;��,000 LF�� i�� e��ti �� t, . c ��1� ��C� ' y��` . .� � `' t� � �'� l�� s �� . � '„ ��,j��, �� .fi&�'I�:�y . . t�ti� a �� ,, ` �� Yq } i � 4 4 ;� .�+,...,� i �" � �� ff+ q � h�.� � �l f��4� .��, � 3 � � � � �� r�ti. �t � �� , � �� \�f�� j � � 1 � 4 �� Ir�`�ttlbt y tVt � � � b � Y nt�ali r Md�i �" �� t�� 0. mSr�`iv� 'q�y �r � &S � i ;r ; t�� R� {; �', � vR � .,'� �' �� s �,r��"�. �,�� 1� �t i. ��'i�` �i ��,5� L �� ,{}lF�.. , ;° e,e w ..' ' ��, ` � C�' ,� � � *'� v�.,; � � � :��. ` , ti �� C�nne�t tb � � �, � ��}� �+ �� '� Ja�k& Bor� un�l�er 1=�, i � k @ ��, ��) 12"'4'�' � ' � fi �5� ��`�� , apprc�x 3(�t? LF �.. V��,;,t:�.,,., .�3��a.�"", ��`�.. ��ik�.�,`�.��, �'�k'�t'::. , �5.�"�°5 � .u: � . .. Figure 5-16 CONV-08�Project Map Stillwater Business Park Loop (CONV-09): The City of Redding is designing and developing the Stillwater Business Park, approximately 700 acres on the northeast side of the Enterprise Zone. The north end of the business park is partially developed and includes a 16-inch water main. This proposed project wi11 extend the water main approximately 10,3001inear feet to connect to the existing water main in Fig Tree Lane. Water modeling does not indicate that this piping is immediately necessary for conveyance,but it wi11 be needed if the business park is further developed to the south. It will also be practical to install the water main prior to extension of the road to the south. If this piping is not constructed before installation of additional we11s to the south, then �A�."�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r upsizing some of the water mains in Airport Road may be necessary to convey additional flows from proposed future wells at the south end of the Enterprise Zone to the north. Figure 5-17 provides a preliminary concept and map for the proposed project. :�?". t�; � c� �'m�,a�y tieu. ,��z'�a"`y�'��..�xa�. � � ti�ltc �� 7�1�k 0 c �'��i�' ;�\�'i1la�� s��' �4��;�� a � t�,, ��g,,;�i ; � ,�� "� � >� ',,�,� ' ��e�;a �,.,� 5�'� „f,�'�"3`52Y",°z�aX y��,� a e •k�' ...�� q � � 4t,�§��„ls��, +�ws .� � '�= � �� a � �� t�r a �n�� f�ti��t� � �i, av�? �, � � �, ti �� ti k�r � � '�,.� �'�� , `� y 373}�tj � �,;�, �S� k { 4 � � �"w� a. "� ��3�4t�t'�* i i�`�iy ,.}.�� 3 s� �; � �� } .t j� } �CS'�'��}��? ;�l�xk 3� �ll�� ,��5��, z�, t 4�{F� x 1 J p ;��iul�`��\ ��+c",�,1,�l � �,ho��+�}� ' �.t � ��tr{ �'.,�� .� t ��,� �s t}i�i _ ..� ��5 w. �tt t � �� -,�'„�.,� �;, �r�h`��,� rg� t ' �3��, �u �� n��{�it 4{� �' E�i �`� �� scs�+j1��.+ Ri � Jr# � ��, Y b�`� `1 A L� �� . i`.,� '� 3t li ' � � � `:2�S � l � Y � �� \ Y��q �� u 4't' u� . ^ h �� 4 ��j f��b��it i��1"+*�$fyJ��.. �}',! >u?�,v�*,� � .>. r��,..,�^� P' �' . il�� F�i , ��'}�4't`1t,.�C1�„�ti`�`�: � ^-, i'�, L3� §� ��` t ?'s1�,?� � � ' ��' ��'��"� `f�i�f� \` � � a rox 1� 40� L� ��{�� ,z�� '`� � s� �,� �� t� 115,3��,?��l��„��, � ��t4 i�£�� . �,' s��t�l�t�'��`�;�� , � ty1ysr� � tzs �y.y `asl..m ' � ��Y gt 4�i"'�3�'l��y�� h�? ;k1�. �G��,. �i �� Y1LC � �` ��j�� y �"� � �� j��1�`1��t1�.5�. � f3��l��t�� } �� ya ��?(s�� '��L1i,5�;ti��.3� ��(g A�r'pt�r� �;�� ?��>,t�,$tti , � ,f� �� '4 3Ya }� t` \ 1' � 1�J� � lj i2 I Q4�.. � ' fl,,�,\. � ':��. :.l' t'�{{ Gq . � � �I"IIC�� 4��` ,� , � r ,� � � ¢� � ��;� � �� A�tt��hrn�nt ' ��'`� � � ��'�� t ,� , r � � � ��s � �� t `� � '�.�� s`��'t � i�`S� � t, � �� i�' � ��. `��i� �,v, >�R��, .`�,,�+m''�:��U ?�? a � � Y� � � ", ' � �_':.- � 1 1�r t�� ? �� ; „ ti c.'�'Cfl'1t1�+�t tC) � � . �� , a �� t �° � ` � ,.` �� , � o �� t � �� ,1� ��. � � ` � as�,F�� x i�� r }. �� ' � "�''� ~� � �' a�, q,d � ,.:,e.� � , � ��... �� Yt' � s� �'� a. ., ��,� .� . < t�� . , Figure 5-17 CONV-09 Project Map B. 2030 Planning Horizon Needs- Conveyance Improvements Evaluation of the distribution system under projected max day demands for the year 2030 was performed to identify potential deficiencies and provide recommended improvements. Hydraulic modeling indicates that the improvements noted above for current and 2025 demands should be sufficient through the 2030 planning horizon, without any other significant conveyance projects needed. However, as previously noted, if the Stillwater Business park loop (CONV-05) is not constructed and additional wells are added on the southeast end of the Enterprise Zone, then improvements to piping in Airport road may be necessary to convey flow from the new wells to the north. Up to 8,7001inear feet of existing 12-ineh mains may require upsizing. The size of piping will depend on capacity of the new wells, which has yet to be determined. However, if �.�3� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� (CONV-OS) is constructed, then piping in Airport Road should be adequate through the 2030 planning horizon. C. 2040 Planning Horizon Needs- Conveyance Improvements Evaluation of the distribution system under proj ected max day demands for the 2040 planning horizon was perfonned to identify potential deficiencies and provide recommended improvements. Eureka Way Crossing (CONV-10): Hydraulic modeling indicates that the 8-inch main crossing Eureka Way on the east side of Buenaventura will be undersized with expected development and increased water demands at the northeast end of the Hill 900 Zone. This pipe, which is in Caltrans right-of-way, should be replaced and upsized to 12-inch. A preliminary concept map for the project is provided in Figure 5-18. ��'�� `�` � � �-` � �,�� , t "� ` }'u �� 1 �'' $� u�� t �� k � � �� z��s y` z �� , ,� �� ?�1 � � 3 �: `S k t �� a,r �jf�) ,��u.. t �� ¢� i, � `�t� c ��*�.�y � ��t l},. �� ;� �,� �`� 4 ¢ � �� ..,, ° �� q�,� „ 7 . $r ti ...ie� y� � h '�. � � Y 'h,�� d ;��\ ,.:du �� ' 3� ��N•,,��1 �'�..k"''� 1 �,y; �'. Q`�i' y.. ��'� ��` � � �. '�.�, � . ��';5�; 2 ,� � �� @ � � '��`' . `� � �4�s�g.� �`�`'``��\� � 14. \ ^�. tis�' � t., t,� �. � a��a �.��il�i� � � �� "�,`� �i ��:� � � �`� r . � s� 3 r s } �,< �'1 � �,��fl S ? ��'��s t�c`��. ,;,� � ,�� r��.`� ` ^, , ,.�m`I � s�y,��."�, a`w" i�� , `ii� .�: '� @� w��.�, .�Q �� ., �� , �.i ,�m: ti , A'� �e.c�.��k��n �:�„�M-+'.� � ` ., °'` � 1.�'�� `�'t'r '�., ' 'r', �`�,+5�"�i .. .r�,. '_: � ,ti; �if� � �� Abandon (E7 8"W � � � 7 S�tSt, '� �'^�'�'�� "`w 7' � ��,� yy " �� } s � ��. .�" »r, �' r 42 � � �, �t�,�4�� ' .... " �� R 1 . H t ,{�� 'i ��t� t ' tv ..� 1� �Zf�t� ` 2 .., ,;. _ " �'��.�ii�i}4sh��' ti t i}�i�� ' �`� � d§'z �� „, � �t Proposed 12" W, »: �+ ,� �1`�� µ,�� ,;� s vx c.'�)2`�,. �t 1 � ��: f,.�� 'Approx. 100 LF�� . � ,�y� ti , � ` � ''�� "S5t'"4'f'k�'��4.1 � 2 q 3� � �� : „ � t y n � y �.�fi �� , ��F`t'�� } � "v�}�i� tl�: � �� "� �� 5 � �� vi;l. � m 1.�`i , y c� �{�{ C�V4S. ,.v' ,�c ��, . k� �C �,��. ;rt � ,2 .. ,} l `�; �� t '� # � `� 1�� r �� t � r �' �. � �� ,�� k r� � .. � .. .,. ��4l��'�' ?v;h, , �'"`� ,...,;= „ ,....,. 4 . , ..�..,� .. ..'sc„u�a,t;i`��t . , . z.�?tn:,, . Figure 5-18 CONV-10 Project Map Foothill Blvd Water Main (CONV-11): Hydraulic modeling indicates that development and increased water demands on the northeast end of the Hi11900 Zone will result in increased flows and flow velocities over 6 FPS through the existing 12-inch main in Foothill B1vd from the Foothill WTP to Stone Ridge Place. It should be upsized to 18- inch. A preliminary concept map for the project is provided in Figure 5-19. Also, the 20-inch steel pipeline from Pump Station 2 to Foothill Blvd, and the 18-inch main in Foothill B1vd to the east of this proposed pipe are curr�ntly 68 years old. The hydraulic capacity of these pipes should be adequate, but given their age, their condition should be evaluated and it may be practical to replace them in this project. _ a-�0 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r �� 1 k� �'.�,? A � ` 2 f(�r ��` � v ^� 4riS. �� Y \ � �+:1� �Q � � i `. �`` {, � Y�`.. �. � � y Nr.v � �'� . 4� � �'s� �� w� t �y. � � F "�s ' ti aa��n : ¢ � gp „�` `�' t t �£ fnk ��'}& :4 �. � 4 ? � ti � 2� e � �z Y �� a�tf �,;��5� �5' �' a�`'� j "�.�i t ��'��.^7li�'� S �;��..��4e,�'��t"r�:`�p'�t�� 'lt 6i�.'., i'. 4 C" . 4 {{ �'� z t�� J2��au�.ri�� a r.ai,t��,�� 14a .',';,.", k� 1,tk `�: �,�� r � ' '�� Proposed 18 W, � � � �� . � �� <<, �� ;��,..R�pla��E�ist�r�g 12'W, �� z � � �,� � Ap�rox 1,2�0 LF '� � � ��'� � � � �� t �� L`��. r � � . � ��ZL,sis�i,"w.-n. c � �; ��` . i. �! c ' �a;Y�t L... , t ^, '�.; {c � A ,�� `�,� Us,� � 2 �'} ��ix, �: � � ��i�'�:�il`b�a�Y�`.,��si'u`.�"w t4�'k1t�,i. � , � b��,' .�, ,+ � �' '�'4 ti r `, x a �s �� ?5�, a` �. tiP Y1,,;�,�.'�� t�`� a �'`' t'`i t ti� 3.�� t� � � �� . � �C�tia �� or " � � r� �``�'*a��`�il��ts��,, �`�.�'�r ��} db' . � `*,. �°��,� � � s � �y ��'V�r a�`1,t�� z, i C�r �r,��N p `�4 v u�{t�. � ; @�i �� '. '�'i �} F `• �` ; '�S �.�� '� �, �' � � �� F�pathi�� „�� c�nrrect ta �� r£ ��s Exi�ting 20 W�� .,� �� ;��,��`�� WTP � �� . � � s� � , :s>�, �Jh�+ i e>�r.��s� ''� � d�Y�t s ,C�f1F1�G`t�0 � < � 4� vw r N:"'�'aF��`�, �'�` �g `� � � �' l„�t iP� �p�y� 4 `� � � �� `t t��f�� `� �� Exisfin��12"W . � � � �� , ` � � ^. `t�I14��'�� ty`i� �� xr��c�} . *,, z,x,. ,.�. "�,�. ... ..�� t,..., ,�h ,. � 4��, � � w.,, .. .�'3, ,..�..., ;��. ..��as.�� Figure 5-19 CONV-11 Project Map Manzanita Hills Transmission Main (CONV-12): With proposed improvements for the Cypress pump station and the proposed addition of a booster pump at the Railroad Avenue Valve Station, the City could be transferring signi�cantly more flow from the Foothill WTP to the Enterprise and Cascade zones during peak demands. Flow for these zone transfers is conveyed through the same transmission main piping from the Foothill WTP. Modeling indicates that a 30-inch diameter portion of this main, from the intersection of Foothill Blvd and Manzanita Hills Ave to south of Shasta Street, may be undersized for 2040 demands with the proposed pump stations. This segment should be upsized to at least 36-inch, as shown in the preliminary concept map provided in Figure 5-20. � � � ��m , _�a � �� ,,. ,t> 5 , ;i w'�; � a�=°" � �� s� � �. ��z� yi�� L�Qc +c`� M � ;,��}�� ,: $f �� ;� h , � , a � , � �, �;� � e�� ` a,. t�4� � � � tt " ��. z. {�4� �t' i � �S,sa ° . ��yf� i t�� 4` � �'�^�,� � , '� � �+3Q��i1�� "�S� ' � a � k�' a w �� , � v �� ,� R�S�lvcsar a:, 7 r� u � ? �` � , � , t ` � �� W �� "��1J„ �'�� z �:: � ��',�.�" �tS�c ; ri a� �S �, ` ' r "ih�}�� ` 4�� g�� `� �' `'; � `��' �� , ��t ��h �� ,��,. �.�� F'�'mp��;�� '� ,y�u� � , �� t �� ;i � � a ti+� �, �t�x "��t�L.� �� 1" "�' � , .� �t�;�� ' � t'ix �� . Fv;�r � +k{ ` � � � � � ti4 t S§}� � s y � � �' ` � � � R j � t � k� �� ,� t;. � �� ` �� r . ,t� �v.., � w t s �,�� ` 5 v �� .. �� . ae�'ti>>}��v��:, , � t ' �+," ��CtYi s; Vr � w �t'� � � � � �}�t7 4�i!" � � �� y `\ � `* i> 1 1 �� ' � � � ��a �i,.,�..�..a\��, H' � � �h �t4l s`�,.�. `t� � �,�� r.,A �r �4�c "`'.�„" "" ��( ;��a'�t �"�i,,�.t�^.� i�'�1��jki�y� �` � � �'1u ` Y� �4t 4rS�C�E��.tiM 6� �4\�i 4.'�'l,� 1 2Y i � $ t 4 � � � ,� �' � � � � �' ��3�"�� r u� � �� w s i ��'f�"G� ,*r .; , k V `� '� ��;' g , 4 ., .�,� � � . t � ,i� ��" � 3� �� . �, .e ,e.�,. �`A1"��BE4ft "i �,,.,. � E , , �, :�, � , . �.,..�:.fi �r.,u,..a ,�' � . ,�, ,� , 2�ti: �, '��.::� w�.�,� „ ,� h . �� ,, � . Figure 5-20 CONV-12 Project Map ,�.a41 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Railroad Ave Water Main (CONV-13): With proposed improvements for addition of a booster pump at the Railroad Avenue Valve Station and increased demands in the Cascade Zone, the existing 16-inch main in Railroad Ave could be undersized with flow velocities exceeding 6 FPS during peak demands. The need for these improvements will depend on the capacity of the proposed booster pump, but if flows through the Railroad Valve Station will be close to 4,000 GPM, then a section of piping improvements should be upsized to 20-inch, as shown in the preliminary concept map provided in Figure 5-21. ��w..�... � �°��. � �w �ir e, x ;�c� � � � zy' ( ? l�Y� � 4� � f � � � �� 4Y��.��c�� 1 � .�,p t 'R ��., . � n� � � n .� Y "��v�.� � `� �t '��atrS l ,\I �. \ !�tl � �j� 5 �`�4 1 lk, i��'� � ' 'b t:R�l�rt�c`�� l.l�t �� a�. � m � � � �;�'� f) ��'� a Y, � �r @ �� . p�t7�OS�t��° �I/1�, � �� ` z� ` Appr�x 3,9C�0 LF_ �� `�.� � � R�pla�� {E) 1�" W' ,�'m �, �� { � � � :� � �� + ; � � � , �,�a$`K� � ts � �� m � � ��ti � � �� t t� `.� �` �� `,`,`,, t � �� ;� �� < � � � � �"� u+� � � , � � � 7��u�� °° � �� Y �{#� � ` l ��1 4 ,,,yl� �,e•'. . ;y � `\° 4 a�� i .��` '�g.4 s' .�l�'' � '�^"� ISE�i`k � t �� ..1 �' ,. �g� '� � :5� ti�� t�� i � �'��.�\` �,�a{��`� �� y � � ��. ��y ��w�� `�� s: � f' � � �,s` �.. � +.,` ��t:'� { � '""`3"`"� > c"��.� a �' �;t�' 1� �`� � �Y r� � �3 y��t� � )�'<. � � �°: �� s��, � '� ,.�5^„t �4`h }� � , � �tt� }k �� ha�..4� ,< :,, ��t �� C� 4, T� m � l.�@°t �� k �{ i� 2 � '� 1 � � �w Y'' �S i� �u,��c��,, � t; � `� �� t a 1�a3ra �Y�q�� t� � s � �� '�' y �` � � t s �`�'' � � j£ � � F� � i t� �� s c { � � „` ES � s � � ��` � �`� i. �3 �� '�� , �,r+'� V; ,5 h ...�., i �34, ��'�'� 3 �a..`: �f j�`p,�..� � x h 1` � 1 � �� f 1�'�s �� t`�xy,� �Q�. k �� ,�� l {�. '4"k.? w �� `�� °� `��c '� � x .. �; ,,y� �„.� � .'� ��',. �,f�+, qt}i . .l '� , ` Y� SE � t { t ��;r�, Gt�f�U-03� �� E � � � , �� , �,�� .;�� .�� Figure 5-21 CONV-13 Project Map 5.5.4 UBO Planning Horizon Needs- Conveyance Improvements Evaluation of the distribution system under projected max day demands at ultimate buildout was performed to identify any potential major deficiencies in the distribution system pipe network. The hydraulic modeling for UBO max day demands indicates that if the previously identified deficiencies are addressed with the conveyance projects recommended above, then water piping with flow velocities slightly over 6 FPS will be relatively limited, with no major deficieneies observed. However, the ultimate buildout �A.�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r demands and the locations and extents of�uture development that will occur for ultimate buildout were deemed too speculative and uncertain at this time to warrant performing extensive effort identifying specific projects or infrastructure improvements for ultimate buildout demands. 5.6 PUMP STATIONS Facility evaluations for each of the City's pump stations were performed by the City's Engineering Division and Utility staff to identify de�ciencies and needs. More details associated with the facility evaluations are provided in Appendix B. A hydraulic evaluation of the pump stations was also performed for current and planning horizon demands. The hydraulic evaluation included calibration of the computer model with available pump curves for the existing pumps, and evaluation of flow and pressure data available from the City's SCADA historian. �.6.1 Energy Costs Energy costs for pumping water,both from the pump stations and groundwater wells represents a significant operating expense for the City. In 2022 the City Water Utility spent over$2,209,000 on energy costs at its pump stations and wells. It is recommended that the City perform an audit and regular testing of the energy efficiency at each of its pump stations to reduce energy costs as much as practical. There is also potential to generate significant energy at the PRV's at Pump Station 3,Pump Station 4, and the Palisades Valve Stations. The water utility should coordinate with the Redding Electric Utility and determine if it could be beneficial to install power generation at these facilities. 5.6.2 Existing Pump Station Needs and Recommendations This section provides general needs and recommendations for the City's water pump stations. For a more detailed list of deficiencies and recommended repairs or improvements, refer to Appendix B. A. Pump House 1 (PS-01) As previously noted, the City is currently in the design phase to completely replace Pump House 1 and relocate it and its intake and fish screen approximately 1,600 feet upriver, to the west. The replacement station is expected to start construction in 2026. A preliminary concept of the pump station replacement is provided in Figure 5-22. The replacement Pump House ] is expected to have a firm capacity of 42 MGD and will not limit the capacity of the Foothill WTP. �� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� rt �� , � �. 5� ,�� ,� �� i�` 3�5� t ts� �ti� � �� a � l� ��" `'�ir c � Y+at �k . �ilb � ot5;�' R �it, ` 'hS 4 '.�" �� ,�� "� �� }p �1U>��;. '� ; ��`�� '�:"' �t�, j N � b �� ,�, 4� � �{� .+isi� U.. � � � � . 2 � �� S � ��`:"i y1 ,�' '3� _ � � �� t ^�, � �, � � �� ,��t `�5:3� ��:. t t� �1 �� 1t � � e �� •, �, ,.. r� iie6 :. � ,�, ,. ,3�,.; 4 ,r �y `t �; . �',- ry;•., „�� " ., . ... �i � .,` . �......� �. � �_ � ;�;� y � v �. w m,� '�� . . Prdpased R;epk�cernent'�� Exi�ting P;um�,H�u�e 1'�� Pump Hcruse 1 Praposed 4�"RW,Connect tc�(E)30"RW F�ipelines'�� t;.� ,,... �.� � ,,; �:., � �� r: , �1, �,: � h 1„,�, � ,.� , , �, � � �'t +�^p , ... n: ..4.,y , . �. �� .. �� 1� �,. � t cs`` Y , luy. �� Figure 5-22 Pump House 1 Proposed Re�placement � B. Pump Station 2 (PS-02) The firm capacity of Pump Station 2 appears to be adequate through ultimate buildout, since the impellers were replaced and upsized recently. However, in general, the pump station building, electrical facilities, and suction and discharge piping are old and should be replaced. Complete replacement of this aging pump station is recommended. To facilitate construction of the replacement station while the existing station continues to provide water to the Hi11900 Zone, the new station may need to be relocated inside the Foothill WTP. A project to install a standby generator that can power both the Foothill WTP and PS-02, is scheduled for completion in 2024. This standby generator should be utilized with the replacement pump station. C. Pump Station 3 (PS-03) In the summer of 2022, USBR contract water from Whiskeytown Lake was not available for much the summer because of drought restrictions, so PS-03 was required to operate throughout the summer to supply water to the Buckeye Zone. The station's existing firm capacity of 3 MGD (with one standby pump out of service) was inadequate and all four of the existing pumps were required to run on a daily basis for much of the summer to meet demands. The pumps and motors should be replaced so that Pump Station 3, along with Pump Station 4, can serve as a long-term baekup to Buckeye Zone in the event that the Buckeye WTP cannot operate for an extended period, similar to the summer of 2022. Firm capacity for PS-03 should be inereased to at least 5.25 MGD to meet demands through 2040. Preliminary sizing for the replacement vertical turbine pumps and motors indicates that four 150 HP pumps wi11 be required. It appears that the existing building and piping can be utilized for the new mechanical equipment. The electrical facilities wi11 need to be completely replaced for the new larger pumps. A new and separate electrieal building is recommended to house the new electrical facilities. The project should also include installation of a SCADA tower for improved coverage in the area, an eleetric gate �-�4 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r at the entrance road for added security at the site, and paving around the building for improved access. D. Pump Station 4 (PS-04) Pump Station 4 was also required to operate throughout the summer of 2022 to supply the Buckeye Zone while the Buckeye WTP could not operate. The station's existing firm capacity of 2 MGD (with one standby pump out of service) was inadequate and all three of the existing pumps were required to run on a daily basis for much of the suminer to meet demands. PS-04 originally had four pumps,but the fourth pump was removed to install an 8-inch PRV to provide flow from the Buckeye Zone to the Foothill Zone. To increase the station's capacity to meet demands in the Buckeye Zone through 2040, in conjunction with Puinp Station 3, the existing PRV should be relocated outside of the building and a fourth pump should be added again, increasing the firm capacity to approximately 3 MGD. In addition to relocating the PRV and installing a fourth pump, some improvements should be performed to improve access and security at the site. For security, fencing around the sides and back of the building should be added to prevent unauthorized access behind the building. For improved access, a portion of the existing vertical curb in front of the property should be replaced with rolled curb and asphalt concrete pavement should be added. A SCADA tower should also be installed for improved signal at the site. A general concept plan for the improvements is provided in Figure 5-23. �,�.. ��st�li��n�i�r� � `;; � �r�s��"PR�' � }4s��rr�k�ly� ; � �� In�t�l!��C3A T[ruu�g '� A�P�w�m�rat��r � � �ec��s�r�e�Par�ir�� '� � �� ,#G t��m��t��r �� t��' �t a � `�� ,� `, � A��s�r�+�P�rkinr� �� ,. , ��zt �� s�� w,�� <. � ti� ��`�� s � �� r>itJ�lr�ttzl;}lt�� {rY ��'�� , � r� '�� h ` ' ��i 4 t�s>�t t`� a� 7 �,.. .� -,.,v.. &t t�tC �� $ � ' i �t k�: �`£�2��t�i'��lt 1 ,> � �� h�?�t�rs 1y��t �a" 3 �� 1bs '�`�.� 'e `� .� .� �} ,r`��L \.'°�`��`� i ��Tr'�.�15fQ7'�4"1�'E�I 4 � �� `� ��#��s��s } s t � ,' � 1 .�s tt�`"� � , ti v 1 �r� ?S ; ti�� t��tt4� � �� u �, v �� b��3��s�s � � , ��41��2�',t£ �fi�� B� a��x 7� ��j ' ., .. �,��.*.e�.�, ;�t ��y�fi � � , � ti�` tti�°�t 2 k�t i o �� „ `�t � �� iy4 � c � � � � r t,�. . . ' .'l l � � s ��4�.��,, , . �y.w�i} '�f� p� p �2 � §lf� t Y{ L7Mik��"�� . � . G�aa4�� i �� • •�: �� -I�� -��`�� ,, ,,.: �Lli�! , `` '6 , ;,,.:. . �I1�u��j��43�Y?�'1 �� . � �r� �,: �l � ��;�, � '<'_�� < �'� 75 M�'tP'��ti��l'� � � v , , ?,y�, �,.,:, ' ��: � �x. . �=� �ued�i�� '�� rv ��; .: .. � �, .. ��t4 �� :�� 14�1R��\�� `�...✓+ ' '^"'�'""�., �,� ��.-n...,.,—..,..r.a,. .. ��.te.:""= '�� . � � :..: � ..+.�rvw""`..�,.�, t � 1'.. • ' �.�� I�'�p��'� t1iG�( � � � �,�ta�7�nrith Fii�ll�d � � ,� �� f� int�� t� ,�'��'} � � n �t � � ��,r : u k�ti' � _��talr�7�{Ir AcC�Ss .... �" �`J '� � i 5 tlY „ �� ' � , ��i� � a1��'�� ,. ,�� }t„ �4� ��i � �.<. t�� i r,a�� t �;; , a. � n �".. �� ., Y �5, � � • � �„ � �- -��1��miv . r�. , .�,T��},.*�hi�;..a , ,,,`, "•� , ,� '".. ':.'. . , .':iik..�, ,,._ �S5�i, .. Figure 5-23 Pump Station 4 Recommended Improvements _ ___ _ �-�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� E. Pump Station 5 (PS-05) Pump Station 5 should have adequate firm capacity through ultimate buildout and is in relatively good condition. No major capital improvements are necessary at Pump Station 5, but City staff has plans to improve the air conditioning system, upgrade the PLC, install a receptacle for a portable generator, and install a SCADA tower at the site. F. Goodwater Pump Station (PS-06) The Goodwater Pump Station is in good condition and no significant improvements are necessary at this time. Fencing should be added to the sides and back of the building to prevent unauthorized access behind the building. G. Mary Lake Pump Station (PS-07) The Mary Lake Pump Station has adequate capacity and is in relatively good condition. No significant upgrades or improvements are necessary at this time. H. EI Reno Pump Station (PS-08) The E1 Reno Pump Station has not been operated in recent years. Utility staff have indicated that when the pump was most recently operated, it was unable to pump any flow when the Hill 900 reservoirs were approximately half full. The building for this station is old and undersized for adequate access. The electrical facilities are old and do not meet current codes. There is no SCADA available at the site and the signal to the area is poor because of the surrounding hills. In addition, the piping on the Cascade Zone side of the station is undersized to allow for adequate flows to be pumped from the Cascade Zone into the Hill 900 Zone at this location. It is recommended that this station be completely demolished. A replacement pump station to provide an emergency backup to Pump Station 2 is recommended off Linden Avenue, as described in Section 5.6.3. I. Mercy Hospital Pump Station (PS-09) The existing pump station is in poor condition. In addition, the station is located on the side of a hill with stairs required to access and maintain the facility. Site security is poor and vandalism at the back of the small building has been an issue. A photo of the station and access stairs is provided in Figure 5-24. It is recommended that this station be completely demolished. A replacement pump station to provide an emergency backup to the Mercy Hospital is recommended off Linden Avenue, as described in Section 5.6.3. �� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r .��s , �� . � '� �� ; a � �'_ � tta:= �� °�,:•: � '�� ?r�i � �� :w s�a�� ( � f � .k� �iy � � 1 .�' .j, A ,�� *,k � ,.�'�� `'� �a�ti`., �Y t�' �t� � t f?-,�s"r�iu.. r�4 r� I �n' �' I'I i �� a S i Figure 5-24 Mercy Hospital Pump Station Photo J. Cypress Pump Station (PS-10) The City is currently in the design phase to replace the temporary Cypress Pump Station with a permanent pump station that will be capable of pumping approximately 12 MGD in both directions, from the Enterprise Zone to the Foothill Zone, as we11 as boosting flows from the Foothill Zone to the Enterprise Zone during peak demands. The permanent station is expected to begin construction in 2024. The City plans to use it regularly to boost flow from the Foothill Zone to the Enterprise during max day demands. It will only be used to pump from the Enterprise Zone to the Foothill Zone in an emergency, when the Foothill WTP and Buckeye WTP cannot meet demands. K. South Bonnyview Pump Station (FS-04) The South Bonnyview Pump Station currently only has a single pump, and water supplies to the Cascade Zone are de�cient during max day demands with it out of service. A standby pump should be added to improve redundancy. In addition, the station is located in a vault at the side of the busy South Bonnyview Road. lVlaintenance activities typically reguire a lane closure and work next to the busy road, as well as confined space entry into the vault. For improved redundancy, access, and safety, it is recommended that the station be completely replaced and relocated into a building further off of the road and �a �7 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� approxiinately 100 feet east of the existing station. A general concept for the recommended South Bonnyview pump station layout is provided in Figure 5-25. Y t�C�Y �� ',�� , }t{h4�� ' ��u3, �i.b� . ,��i��t `�s �1�y� ��. ai'�� '�, a,k��t�Y �� s �4 y : �a 3 J� �:a�' � /�/��,^s:e� 4 1 j�} ��y� �' l� �' � � � �. ' ��> � � � � ��;,4r,i?�c,� . ��} .':,,�;; ;, ; ;:� �� , J �` �,. � , �� * • } }t'� t{ �. '�' �^kr , t�y ., � �� }l i �,� ,';� �. lY t� � � � \ Y}4 't�{ ��t�{'� '� �'�`�:�� z.� zG, t'� �'� ;� `u.��.f�: ��e.4t�1�. ��*, `� �,` F�� c �� s� t ��'�� " � " ,. .� i�`� 'o h�. ,��1 . �..�; .�"1 �� „y tJt�lA �.�� `i ;�m �i, f �� a 0.�� New F�ncin ' ��,�� . y �{,y k� S t4..` �i�t� �o,, �§,.��''�, � k� , ,�. �,,., Z,. .�� ,',. . % �-` � .� ��. �� , ; f k:e � T �� .�, � � ��' Aceess Gate,�� a �� ,,� � �� Typ of 2 s� t��,�,�°� � � >, �.� ` � �� , < ' �� °� � �,� � ,�� ` � ` � � n{ �� y �r u v�Q�\� � �� . `�• � f �'��`�� F� "� ��t,�ti4 `� ,} {f r t � \ t lt 3 � � �}�� J y�, S . t"� � t�£t��}��}�SZ . . � ..,, ,,,,,�� 4} � 5 r� ,,.tRc,� �`�� , x ,�;5`};;��{;��}�,SAC P'a�erner�t for ti ��>t� ,�tts � � ��. � � � 1�, , ��kz> �. t d ,f �',�,,��;�A�ces$and Parking�� s �� }�t �� 3 ��,��,�� r � s � � � _� ��j �' 17i ttti�cs��%� 1 '�z'�'��'1,�..,. �<�t r � � r t� }�\�.h��:��' tr��r� a'�� }��.r � i �c`'��'!F`zr s�zi i c��s�l+�,,a� ,�;, a t� � � w �3�?�`��'��l�iz�� s s;�� 'yf � K��?�? ��W �U lllp 7 .;�, ,�s��,� �ti�tt 4{{j 1 �r..��r{�i � t } . �.� �� '�' u�tc�tlt7YB gUIIC�IfI i 4t L}'c � St j� t t'��'��2f7fQ�IS}l �,"C1Stl�1� .�Ss ��,'��ic4'�i� � � �.�5� s �"� � ijsat�> rtj�t��}..M� r tiv � 2�t7z�4,t,��$�� aU�t�PU171�..�`i.tc�tl(J'I'1 ts�r°��'1 t�i4ts t' }�� ti itf a t`, ��'��t�i�t�� .`t., .., ...,..>.�t ti i 'S t<tjst tc c ti �tif� �,.��fh`�.s�i��tf��.. r {�t iY1��ti��``��} $ Y,.. � �.1„ §i �:t+��`��3 �, .rs�.h;.,S ti �».,a��`."'��..a��:�t..,,,�s s ,..,., .. .s,ts.A,.. �..r�u.c�„�. '��t4 ,,,,�a.,��.��i.. �,.�mk. z 2tu,�tt�,e�,�S�L=..� Figure 5-25 South Bonnyview Pump Station Concept r.�.3 Recommended Future Pump Stations The addition of pumps and/or pump stations are recommended at the following locations: A. Booster Pump Station at the Buckeye 2 MG Reservoir (RS-07) As previously noted in the storage evaluation, a booster pump station is recommended at the Buckeye 2 MG reservoir (RS-07) to avoid the large pressure drop in the Buckeye Zone and high flow velocities from the reservoir that currently occurs when the Keswick Valve Station valves close. It appears that there is sufficient space at the south end of the City's parcel for RS-07 to accommodate the proposed pump station. The proposed booster pump station would discharge flow from the reservoir to the water system to allow water in the reservoir to cycle without the need for regular operation of the Keswick Va1ve Station valves. Aetuated valves between the pump discharge and reservoir will be required to prevent cycling pumped flow back into the reservoir. �A.�� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r Preliminary pump sizing indicates that a single 100 HP duty pump would be required to pump up to 3,000 GPM from the reservoir. To minimize pressure increases in the Buckeye Zone, discharge rates should not typically exceed this flowrate. A standby pump should be provided for redundancy. A new 480-volt three phase electrical service to this site will be required to power the pumps,but it appears that Pacific Gas and Electric (PG&E) has existing three phase high voltage utilities near the bottom of the access road to the reservoir site that should be able to accommodate the new electrical service. B. Booster Pump at the Railroad Avenue Valve Station (FS-03) To facilitate transfer of more water from the Foothill Zone to the Cascade Zone, addition of a booster pump in the existing Railroad Valve Station building is recommended. The addition of a pump would also provide redundancy for an event where the South Bonnyview pump station or the water main in South Bonnyview Road are out of service for an extended period of time. It appears that removal of the existing 16-inch PRV and long radius elbow in the building could facilitate installation of a vertical in-line pump inside the existing building, as generally shown in the concept provided in Figure 5-26. It appears that the existing PRV is currently not reducing pressures between zones when open, but simply actuating between open or closed. �� , �� ° : * , }ti �� ..\ ��I�astall 1�'ert�cal �: � � . � �? , �� Fl�11��Y�I1CI �' � � � �3 ` �i `'�� 1�'�Uc��t��l'�I�I�'�� i�17�L1�/� �� `y�y y) . � �;^" � t��tf��7�� , .� �� y l�� 1"1"3Y ti �� "�.� �� k "� �,' ��,' � �t7��,1b�JM�,' �� {r {�� ; � 1�s � �; . � ��°','��t 4 v;s�r "� � � ��!. s F�t# v�: : � � �� i�i�ti t� �� .� Q:. � : '�� 4�i��} �� Fq�� , � 4t}Y t t � � i� ��. `S • '`��3�„� �� t� . , t .::t�.� . zy".�`1� " ; 4 � � 7 � � ,� �� 7«t��t � � � , �� , � � � �;z� � � �'. , 4 ��.� ; �� t � � �� , �� r . ; � <� � �� _ � z, ��&�y �� y `'�� ti;` �'. 1 t�1�t� ° ,i � V�y, �uf � ti �r V a'4� v� �r4�� Wr t � �� .;. t� ` j� �',�,. 1;;" 7 > „ � i � � � � � ��:, �� ,�,�� a� � wo,u��ri�l"�14 i��'��+�*` t��%�X�".'� "��,"�w.,�.�:�,:*��'a,x�; ��,, ..a{c?.;�`',tf t22k� 22 � � �`�>�, �:4�.,...�,� `� �a�"�i�.ua }�i��,'s�'� Y��''i.��,�htl�sn��SiY�`; � ti ~,„`��„i.�}�44��1� �.� t-` . . .. . . ��u�. ,;, „r�. a� , Figure 5-26 Railroad Valve Station Pump Concept �..�� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Preliminary sizing of the proposed pump indicates that an 80 HP pump would be required to pump 5 MG at this location. A new 480-volt three phase electrical service to this site will be required to power the proposed puinp. There does not appear to be adequate space in the existing building for the new electrical facilities needed far the pump addition. It is recommended that the new electrical facilities be installed outside of the existing building with a shade structure to protect them and extend their service life. Modifications to the existing building roof and trusses and addition of a removable panel or sky light will also likely be necessary to facilitate installation and removal of the proposed pump. C. Linden Avenue Pump Station A new pump station off of Linden Ave is recommended to provide a backup supply to the Hi11900 Zone for an emergency event where Pump Station 2 is out of operation, and to replace the aging El Reno and Mercy Hospital pump stations. There are existing 30-inch and 8-inch diameter water mains on Linden Avenue from the Foothill pressure zone for supply, and an existing 12-inch main in the Hill 900 Zone side for discharge in the area. The existing water mains from both pressure zones in the area will minimize the need for new piping associated with the proposed pump station. The following Figure 5-27 provides a map of the proposed improvement area. � � , t � �«� , � ��{ � �Demolis� (E} �" �, 4 � ��'�� i�c § ��,� 4��} s `7� � ti�c �+; ,�� ,��°�� ' ��r„�� Mer�y Ha�pital �` �� ` �,.�� ; PumpSiatio� � �� N � � � > �� * �� , � � � � � �� x �� , ,,. �' �f�t� ro ^ s �*`��'°'�p�,' <,�2P+it`� .�� , � '�` `'�� '�Hc�fipital ;� �r �,:.. � ; s �� s � �'�s.� �� a�� ,,��, l�� '^� �4�s�, � i W _ �S '� �+ \�, � v 15�c � �s�..� ; ��'��..'��Y rv q�. ��'`i4 � } yy'i � � � ' � � � � � � � �`� � �� 1 � ' w "z a; p��H �� .� i�an � � � �� v�� b � �# fi � ro � ,� . . ! �'. .. ��.�� 4 "� �U 3 �� ' � � � � �� S i Z S �` `i `:Z{ � P �� ... ' �_ � Yy�� l `t �, \"„S � � �\ t 4. . � �. , -' '�`�� tlz � € � s��'��'�a t � � � 4} , �� # ��G�s� � �l;��c"c' �> s��yt��t��`�ti� N�Ec"ifi25t REU � � � �,� � ��` � �'' �� , Proposecl Pump 3 �'�� , �� Elec#rical Utilities � � �, � � � � � , �� 'v�}�i s � ` 3sh �� tt3tlOfl�.008tI0Tl'� t��t`� r� �;2 ��"�` 9 �.. `t� �2'r?�I' t F p t � ^ 3 ,`t� � 3 h: J��Z a �l � ,� � �t�,� � , � �. � � 3 , ,„�. �. a�, � �t�� u= � 3 tl� � � ,,.�, »r �y,E, Z�,�`y"�` �,� } � �,a � .. , �.„.. „�. . (E� 12"W 4..� H�II 9(}q Zorrel � `� �>` ,� �,�� E��„�W and�E� �t3"W, � �;�bischa�'�e sid� �oothill Zone1��Suction��Sic�e ! ..�-. 4�� .�..a». . .�� . Figure 5-27 Linden Avenue Pump Station Location Map Further evaluation should be performed into the capacity needs for this pump station, but a preliminary analysis indicates a that a 200 to 250 HP duty pump would be required for a capacity of 4 MGD at this loeation. A spare pump should be provided for redundancy. There is currently a significant homeless population and a history of vandalism in this proposed pump station area. The security for the site and building should be a high priority in the design for this station. �A.��p �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r 5.7 FLOW CONTROL AND PRESSURE REDUCING VALVE STATIONS Facility evaluations of the City's major valve stations were performed by the City's Engineering Division and Utility staff to identify deficiencies and needs. This section provides general needs and recommendations for the City's water flow control and pressure reducing valve stations. A more detailed list of deficiencies and recommended repairs or improvements is provided in Appendix B. �.7.1 Keswick Valve Station (FS-01) The Keswick Valve Station facilities are generally in good condition. However, its current facilities and connections for the City to pump in the reverse direction towards the Buckeye WTP are not adequate for the required pressures over 200 psi. A better system for connecting a portable pump, or a permanent pump should be installed. These improvements are relatively minor and can be performed by City staff without the need for a capital improvement project. The proposed pump station at RS-07 should address the previously noted issues of pressure drops and high flow velocities in the Buckeye Zone that result from the regular operation of the Keswick Valve Station valves. 5.7.2 Cypress Valve Station (FS-02) The existing Cypress Valve Station and flow meter will be replaced with the Cypress Pump Station, which is currently being designed and expected to begin construction in 2024. �.7.3 Railroad Valve Station (FS-03 & 15) The existing Railroad Valve Station is in good condition. Other than the proposed project for addition of a booster pump at this location, as previously described in the pump station recommendations, no other improvements are necessary at this time. 5.7.4 South Bonnyview Valve Station/Pump Station (FS-03) Complete replacement of the South Bonnyview Valve/Pump Station and relocation into a building further off the road is recommended to address access and safety issues with the existing vault, as described in the previous Section 5.6.2. 5.7.5� Palisades No. 1 (FS-13) Facilities at Palisades No. 1 are generally in decent condition and operating well. However, there have been issues with unauthorized entry in its fenced area. Also, the existing vertical curbs along the adjacent roads are not ideal for vehicle access to this station. Figure 5-28 provides a photo of the site. ��'� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Y .'M1 �'� �� l'a��23��J��§� ��},�j'�,\`` s��,,, �3� �� 1s ratrtt s t �,.k��> ��,��`r? r�7�`tii`,'��1�`�`r,`�,`�A\ � ��`.,`'�� .. � ,rY ..., y z 1 �,, � t ta, � �� t � ' � ti , � � �'',,,� �� = t �{,., � `� � �� s��.��t{�ls�< �,�.�t .. .,. „�,. �., m . .. = 7h ,.�� . � � ' �C9 ��' �� ' ,�� a �� ii� �' �� F� F.�^'�� 4 .� ; r e:�k�'� � r ��,j i ti � � w � � �ti�,n , .� �>: „ � � � .� � . � � ��. ,- �, � � � w.. r� � . . x = � � 'r`. k. .�. "._.: �r� • . � , � ... � �dxi\��v... .w� . t„" . .. . .. . . .. . .. . . . a.5a . . .. Figure 5-28 Palisades No. 1 Site Photo A small building to house the station or more secure fencing should be installed to improve security, and portions of the vertical curb around the site should be replaced with rolled curb or driveway for vehicle access. If a building is not added, then a shade structure to protect the existing facilities from weather and sun should be considered to extend their service lives. 5.7.6 Palisades No. 2 (FS-14) The Palisades No. 2 station has rarely been used in recent years because of limited capacity when operated concurrently with the Palisades No. 1 station. However, the City is currently constructing a 24-inch water transmission main in Lake Blvd that should facilitate transfer of additional water from the Buckeye Zone to the Hilltop Dana Zone through both of the Palisades stations. Some improvements to Palisades No. 2 should be performed if it will be operated regularly after completion of the Lake Blvd transmission main. Palisades No. 2 does not currently have an electrical service or any connections to the SCADA system. An electrical service and connections to SCADA should be added to monitor and control the station remotely. As part of the improvement project, the existing propeller flow meter should be replaced with an electromagnetic flow meter for improved accuracy. In addition, the existing steel hatch for the Valve Station is heavy and unsafe because it does not have a lateh to lock it in the open position. The hatch should be replaced. Figure 5-29 provides a photo of the existing Palisades No. 2 Valve Station. aA.a� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r � as °� � �� uv t ��4 ��.�� .� � k � � `•. Fh��`b�"v*. ..�� h � � � � � � $ ��` e��, �� fi� � �. � � � � � :�.. `��,�.5�� ;�� ` .; �y. ,��„s��,�. � " ' ,K�re,x ;°k'��'��" 3 w �„�. � � o-�' �,..;.. " . v *"''�, -0e��.�� i s`�; °`� ,.��',�. :�,r.. 'a*�' � �`� � � a .. t � � � �� , � �� "�� { t�i +t. �`R 5 r,`°`"��ra '*" ''^4�'i . .°�" i�.,r,,,x,�; �� >�, � �� „�� s r� ��' , �� x �� < � ��„�� 1 I('N' ��Vr��V �II I�i� � � 0.��II, � ili�I i G 4? � Figure 5-29 Palisades No. 2 Valve Station Photo 5.7.7 Park Marina Valve Station (FS-21) The Park Marina Valve Station is located under the southwest end of the Cypress bridge, off Park Marina Drive. It connects the 24-inch main east/downstream of the Cypress Valve Station to a 16-inch main in Park Marina Drive. It currently has a check valve that prevents flow from the 16-inch to the 24-inch at this location, but it will allow flow from the 24-inch to the 16-inch when pressure is lower in the 16-inch. Hydraulic modeling indicates that flow is regularly conveyed through this valve station in the morning during max day demands. However, prior to addition of the proposed Cypress Pump Station, City staff will need to replace the existing check valve at this valve station with a PRV with check valve feature to prevent a large portion of the flow from the proposed pump station from being pumped to the 16-inch main in Park Marina, instead of as intended to the Enterprise Zone. 5�.� FIRE SUPPRESSION An evaluation of the water system for fire suppression was performed by assessing the largest fire flow requirements within each pressure zone during current peak hour demands, as well as during peak hour demands during planning horizon years 2030 and 2040. 5.8.'I Current Fire Suppression Hydraulic modeling was performed to verify adequacy of the water distribution system to provide the required fire flows for the required durations during current demands. Table 5-14 _ �-s� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� lists the required and available fire flows and durations for buildings with the highest fire flow requirements in each pressure zone. Required fire flows and durations shown are per CFC requirements. To be conservative, available flows and durations shown are from the City's computer model during current peak hour demands. Table 5-14 Fire Flow Evaluation Durin Current Peak Hour Demands Fire Flow [iur�tion� Flauv D�ration Pressure Address of Highest F'rre Required Req'uired ' Available �luailable Zcrne Flow Requirernent �GPMj (Haurs) �CPM� �Hr} Adeguate? Buckeye 4361 Caterpillar Rd. 4,500 4 >2,900 >4 No Cascade 6446 Westside Rd. 5,000 4 >6,500 >4 Yes Enterprise 2745 Bechelli Ln. 6,000 4 >9,000 >4 Yes Foothill 2600 Park Marina Blvd. 4,500 4 >5,000 >4 Yes Hill 900 1350 Buenaventura Blvd. 7,000 4 >8,000 >4 Yes Hilltop Dana 1291 Hilltop Dr. 7,000 4 >8,000 >4 Yes Note: Flows required and flow available shown at 20 psi residual pressure in water main. The hydraulic modeling performed indicates that the water distribution system will adequately provide fire flow to meet requirements for the buildings with the largest fire flow requirements in each pressure zone, except for the Buckeye Zone. A. Recommendations for Current Fire Suppression The following improvements are recommended within the Buckeye Zone: Caterpillar Road Hvdrant Connections: There are existing 8-inch and 12-inch diameter parallel water mains in Caterpillar Road that are both currently active. Most of the existing fire hydrants in the area are currently connected to the existing 8-inch main. The 24-inch transmission main in Lake Boulevard that is currently under construction will increase fire flows to the hydrants off the 8-inch main to the Caterpillar Road to approximately 4,300 GPM, which is still slightly deficient to meet fire flow requirement. To increase available fire flows further at this location, it is recommended that the City Water Utility disconnect the existing fire hydrant nearest 4361 Caterpillar Road from the 8-inch main and connect it to the existing 12-inch main. With connection to the 12-inch main and the addition of the Lake Boulevard transmission main, fire flows available at 4361 Caterpillar Road will be approximately 7,000 GPM at 20 psi during current peak- hour demands, more than sufficient to meet the requirements. 5.8.2 Future Fire Suppression An evaluation of fire flow demand and available supply was performed for future planning horizons in years 2030 and 2040 to determine necessary infrastructure to avoid degradation of emergency support as future demands are applied. The evaluation assumed that improvements recommended in this WMP will be eonstructed within the reeommended timeframes. For �-.�4 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r example, the storage, conveyance, and pump station improvements recommended for construction prior to the year 2030 were assumed to be complete in the fire flow evaluation for the year 2030. The following Table 5-15 provides fire flow requirements and the projected fire flow available in the years 2030 and 2040. To be conservative, available fire flows are based on the City's hydraulic model under projected peak hour demands. Table 5-15 Fire Flow Evaluation Durin Future Peak Hour Demands Requirerr�ent 203p Av�ilable 20�U Available I�res�ure F1nw �ur�ti+�n Flow C�uration �low C�uratinn ��ne aa�r�ss (��) (�r) {��nn) ' ��r� ��nn) (�r� Buckeye 4361 Caterpillar Rd. 4,500 4 >6,000 >4 >5,200 >4 Cascade 6446 Westside Rd. 5,000 4 >6,500 >4 >5,400 >4 Enterprise 2745 Bechelli Ln. 6,000 4 >9,000 >4 >8,400 >4 Foothiii 2600 Park Marina Blvd 4,500 4 >5,000 >4 >5,000 >4 Hill 900 1350 Buenaventura Blvd 7,000 4 >8,500 >4 >8,200 >4 Hilltop 1291 Hilltop Dr. 7,000 4 >8,000 >4 >8,000 >4 Dana Note: Flows required and flow available shown at 20 psi residual pressure in water main. The analysis indicates the available supply for fire suppression will be sufficient through 2040 with the improvement projects recommended in this WMP completed within the recommended timeframes. �� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� THIS PAGE INTENTIONALLY LEFT BLANK ��6 �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r 6. CAPITAL IMPROVEMENT PLAN Evaluation of the City of Redding water system found that numerous improvements will be required over the next ten years to replace aging pipes and facilities, improve water system operations, and increase storage and capacity. Capital improvements were identified by the evaluations described in the previous sections, computer-based hydraulic modeling, facility evaluations, alternatives analysis, and coordination between City Engineering Division and Utility staf£ Planning level cost estimates for the identified capital improvement projects were prepared and the projects were ranked and prioritized to develop a capital improvement plan for the water system through the year 2032. The Capital I�nprovement Plan project listing is lunited to recommended projects through the year 2032. Attempting to refine or delineate projects beyond 2032 was deemed to be unproductive due to the level of uncertainty regarding growth,potential water usage restrictions/reductions, and potential regulatory requirements. However, the City should plan and budget for increasing its annual program for replacing aging water mains by increasing annual pipeline replacement lengths to approximately eleven miles per year by the year 2040, as detailed in Section 5.5.2. fi.1 COST ESTIMATES Planning level cost estimates were prepared by the City Engineering Division staff for each improvement project recommended through the year 2032. Unit costs for construction work items are based on bids tabs from recent City projects, where available, as well as the BNi Public Works 2023 Cost Book. Unit cost and project cost breakdowns are provided in Appendix A. Estimated project costs incl�ude a 15 percent planning level contingency for construction, and also soft costs for design engineering, environmental planning and permitting, as well as construction engineering and management. The soft costs were assumed to be percentages of the estimated construction cost,per the City's Project Development Costs Preliminary Cost Estimating Table, which is provided in Appendix A. The estimated costs are intended for planning purposes only. Costs associated with each project will need to be evaluated further prior to making speci�c �nancing decisions or establishing project budgets. The final cost of each project and the resulting budget impacts will depend on final project scope determined in the detailed design phase, competitive market conditions, actual labor and material costs for construction, act�ual site conditions, and other variables that cannot practically be determined at this planning stage. 6.2 PROJECT RANKING AND PRIORITY To prioritize recommended improvement projects, each project and existing facilities associated with it were ranked. The criteria used for the ranking process was developed by City Water Utility and Engineering Division staff and is summarized in Tab1e 6-1. �a�1 �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Table 6-1 Pro'ect Rankin Cate ories Ranking Category t��scri�ti�n Reliability . Dependability of the existing facility when needed. • �evel of redundancy/backup for the existing facility. Operability • Maintenance and staffing requirements for the existing facility. • Complexity of operation with the existing facility. • Access or safety issues or concerns associated with maintenance or repairs. Constructability • Complexity or ease of the project construction. • Environmental constraints or permitting for the improvements. • Timing and coordination with other improvement projects in the area. • Political considerations. Regulatory • Current or pending regulatory requirements dictate the need for the project. Relative Cost • Relative cost for the project. • Rate of return/impact per dollar spent for improvements. Risk • Potential for significant repercussions if the existing facility fails or the improvement project is deferred. Each ranking category was weighted on a scale from one to six based on its relative importance, as determined by the City's Water Utility and Engineering Division staff. Higher weights were considered to be of higher immediate importance/priority. Each project was then scored from zero to two for each ranking category. Ranking category scores were then multiplied by the category weights to determine total scores for each project. Projects with a higher score were considered to be a higher priority. Ranking criteria weights and scoring methods are summarized in the following Table 6-2. Table 6-2 Pro'ect Rankin Cate o Wei hts and Scorin 5core �tanking�ategc�ry Weight 0 1 Z Reliability 4 Good Normal Poor Operability 3 Good Normal Poor Constructability 2 Difficult Normal Easy Regulatory 6 None Potential Required Relative Cost 4 Low Normal High Risk 5 Low Normal High In general, the recommended improvement projects were organized by their ranking scores. However, some project dates in the capital improvement plan are organized with dates based on available funds, other related projeets that eould impact timing, as well as praetieal timelines for construction. For example, Pump House 1 was ranked as the highest priority project,but the environmental permitting process required prior to construction will take multiple years, so its construction is not scheduled to start unti12026. Also, although the evaluations indicate an immediate need for several improvement projects, the initial year of the Capital Improvement Plan (2023) does not include construction of most of the specific projects due to the time typically required to initiate, perform the detailed design, and bid and award for construction associated with public works capital projects. _ �� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r f.3 CAPITAL IMPROVEMENT PROJECTS This Capital Improvement Plan includes projects to improve the City's water system with improvements for its treatment plants, groundwater wells, storage,piping,pump stations, and flow control stations. f.�.1 Treatment Plant Improvements Hydraulic modeling for planning horizons indicates that capacity of the City's water treatment plants should be adequate through buildout. However, SCADA upgrades and improvements are necessary at both treatment plants and several significant upgrades have been identified at the Foothill WTP to replace its controls and process methods. The capital improvement projects that have been identified for the Buckeye WTP and Foothill WTP are summarized in Table 6-3. Table 6-3 Treatment Plant Im rovement Pro'ects Tc�t�l Facility/ Ranking Y��r St�rt Estirnated Project ID �acility Name Islentified Prc�jects Score' Cc�nstructic�n Prc►j�ct Cc�st BWTP-01 Buckeye WTP SCADA Upgrades 34 2024 $1,000,000 FWTP-01 Foothil) WTP New Control Building, including 32 2025 $4,780,000 PLC's and SCADA upgrade. Install flocculation basins. Install FWTP-02 Foothil) WTP Wash water recovery system for 24 2027 $16,160,000 filter to waste operation. Replace Pump Station 2. The City should also work with a consulting firm to update the Foothill WTP and Buckeye WTP Facilities Plans for further evaluation of current operations and conditions at each WTP. G.3.2 Groundwater Well Improvements Several well improvement projects have been identified based on the evaluation of future water supplies, and from facility evaluations of the City's Enterprise Wells performed by the City's Engineering Division and Water Utility staf£ Additional information from the facility evaluations is provided in Appendix B. There are some uncertainties at this time that could have major impacts on improvements needed at the City's Enterprise Wells including: • Potential regulatory changes to manganese limits could require a treatment at all of the wells to meet requirements. � The EW-12 treatment system operations and disposal costs wi11 need to be evaluated after its construction to determine if wellhead treatment is a practical alternative at other wells, such as EW-11 and EW-13. � Future well capacity and groundwater quality at potential we11 sites wi11 need to be evaluated further to confirm that the additional wells will be praetieal and feasible. �� °"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� The City should perform further investigation into potential �uture well sites to determine potential well capacity and water quality. It should also evaluate operations and maintenance costs associated with the EW-12 treatment system after its construction to determine whether the addition of new wells or installation of treatment to existing wells will be most practical. For purposes of this capital ilnprovement plan, it was assumed that regulatory requirements for manganese limits will not change in the foreseeable future, also that installation of new groundwater wells will be more cost effective than the capital and operational costs associated with installation of wellhead treatment systems at existing wells. Table 6-4 summarizes recommended iinprovements projects associated with the Enterprise Wells. Table 6-4 Enter rise Wells Im rovement Pro'ects Total Estim�ted Fa�ility/ R�nking Year Start Project Prc�j�ct 1�7" Facility Name Identified Projects Score ' Ccrnstru�tlon Cost EW-01 Enterprise Wells Ortho/polyphosphate 33 2024 $600,000 6, 7, 9, 10, and 14 system upgrades. New well near Stillwater EW-24 Enterprise Well 24 21 2025 $7,350,000 WWTP, 6,200 LF 18" main. EW-02 Enterprise Wells Replace Roofs. 22 2028 $1,250,000 3 A, 6, 7,8, a n d 10 EW-25 Enterprise Well 25 New well near Fig Tree �n. 21 2030 $4,320,000 The City has determined that the Cascade Wells do not produce enough to justify costs to update or maintain them. The City wi11 continue to operate them for the foreseeable future, but it plans to decommission them as the equipment reaches the end of its service life. No costs associated with the Cascade Wells are included in this Capital Improvement Plan. 6.�.3 Storage Improvements Evaluation of the City's water storage in each pressure zone indicates a need for additional storage in the IIi11900 Zone for current conditions and in the Buckeye Zone prior to the year 2040. Improvements are also recommended to improve operation of storage in the Buckeye Zone. Table 6-5 summarizes the recommended storage improvement projects. Table 6-5 Stora e Im rovement Pro'ects Tc�tal : Estirrrated ' Facrli#yj Ranking Ye�r Start Prc�ject F�roject 1�7 Facitity Name Identified Pr�jects ' Scare ' Constructi+�n Cost ' Hill 900 Install new 2 MG reservoir. RS-02 Rehab existing concrete 27 2027 $5,970,000 Reservoirs reservoi r. Buckeye 2 MG Booster pump station at RS-07-01 &0.2 MG Buckeye 2 MG reservoir. 25 2025 $1,440,000 Reservoirs Demo 0.2 MG reservoir. Buckeye 2 MG Install second 2 MG tank near RS-07-02 next to existing 2 MG 18 2029 $4,680,000 Reservoirs reservoi r. �� °"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r fi.3.4 Distribution Pipeline Improvements Approximately 60 percent of the total costs estimated in the capital improvement plan through 2032 are associated with the annual programmatic pipe replacement that should be performed to replace aging pipelines in the City's water distribution system. The capital improvement plan assumes annual pipe replacement lengths recommended in Section 5.5.2, with replacement lengths starting at 22,000 linear feet in 2023 and 2024 and increasing to 50,000 linear feet replaced in the year 2032. Several assumptions were required to develop planning level costs associated with the programinatic pipeline replacements. It was assumed that replacement projects will be broken up to include approximately 10,000 feet of pipeline per project. Also, that approximately 80 percent of piping replaced will be 8-inch diameter and approximately 20 percent will be 12-inch diameter, roughly in-line with the City's overall pipe inventory. Further assumptions were made for the number of service lines, hydrants, new valves, required traffic control, sheeting and shoring, and other general work items required per linear foot of pipeline replaced. Further breakdown of these assumptions is included in the cost estimates provided in Appendix A. A summary of lengths and costs associated with the recommended annual programmatic pipeline replacement program through the year 2032 is provided in Table 6-6. Table 6-6 Pro rammatic Pi eline Re lacement Costs Annu�l Pipe Tc�f�l Facilityj Repl�cement R�nking Year of E�timated l�rQj�ct ID Length(LF) Score Constru�tian ' Praject Co�t PPR-2023 22,000 24 2023 $10,118,000 PPR-2024 22,000 24 2024 $10,118,000 PPR-2025 25,000 24 2025 $11,497,200 PPR-2026 30,000 24 2026 $13,796,640 PPR-2027 30,000 24 2027 $13,796,640 PPR-2028 35,000 24 2028 $16,096,080 PPR-2029 40,000 24 2029 $18,395,520 PPR-2030 44,000 24 2030 $20,235,072 PPR-2031 48,000 24 2031 $22,074,624 PPR-2032 50,000 24 2032 $22,994,400 The City should conduct a detailed inventory and evaluation of the older steel and cast-iron mains, focusing on the larger mains (12-inch and larger) and those that are critical links in the distribution system. The result of this evaluation should be a prioritiz�d pipe replacement program that is based on past repair records, as we11 as the pipe age, size, location, and consequences of failure. � a �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� Conveyance pipeline projects are recommended to provide redundancies in the system, reduce flow velocities, and provide �or planned development. The following Table 6-7 provides a summary of the recommended pipeline conveyance projects with associated ranking scores, recommended year of construction, and estimated project costs. Table 6-7 Pi eline Conve ance Im rovement Pro'ects Total ' Estim�ted FacilityJ Pressure Rar�king, Ye�r St�rt Project Proj�ect II? Zon� ' Prc�ject Descriptior� 5c�re ' Cc�nstr�ction Crrst Replace outlet from Hill 900 CONV-01 Hill 900 Reservoirs to Placer Street with 27 2025 $1,730,000 new 24" pipeline. Foothill Blvd. bottleneck. Upsize CONV-02 Foothil) 24"to 36" near Foothill 4 MG 23 2025 $270,000 reservoir. CONV-03 Cascade Westside Rd Bridge over Canyon 13 2025 $290,000 Hollow Creek, replace 16"w/20". Redding Ranchettes area second CONV-04 Cascade supply main.Approximately 4,100 29 2026 $1,500,000 LF of new 12". Redding Ranchettes area supply CONV-05 Cascade main rehab/replacement. 2� 2028 $1,390,000 Rehab/replace failing existing 16 with at least 12" main. CONV-06 Foothil) Benton Dr water main,west of 24 2028 $440,000 Pump Station 4. Upsize 12"to 16". CONV-07 Foothill West St and Court Street, install 19 2029 $670 000 12" parallel mains. ' CONV-08 Foothill Twin View Blvd main. Install 5,900 16 2029 $3 130 000 LF 16" pipe to Oasis Rd. ' ' Stillwater Business Park(oop CONV-09 Enterprise completion, 11,300�F of 16" main. 19 2030 $4,240,000 6.3.5 Pump Station and Valve Station Improvements Hydraulic modeling through the planning horizons and facility evaluations for the City's pump stations and valve stations were performed to identify improvement projects needed through the year 2032. Additional information associated with the facility evaluations performed can be found in Appendix B. The following Table 6-8 provides a summary of the recommended pump station and valve station improvement projects, including ranking scores, years of construction, and estimated project costs. The recommended replacement of Pump Station 2 is included in the treatment plant improvements, since it is located inside the Foothill WTP, and the proposed booster pump station at the Buckeye 2 MG reservoir is included with the storage improvements. �KK� �°"�fr:��C1ti��r 1��i��r°��r� ��)�� 61�t��r°��t�;�a� ��«��,��er�r Table 6-8 Pum Station and Valve Station Im rovements Tota�l F�cilityf R�nkin�' Year St�rt Estim�ted Project ID �acility N�rne Id�nfiified Projects Score Canstrucfii�n Prc��ect Ccrst Pump House 1 PS-01 Pump House 1 Replacement and 40 2026 $39,000,000 Relocation Upriver PS-04 Pump Station 4 Add fourth pump, new 33 2027 $400,000 PRV,fencing, paving PS-03 Pump Station 3 Upgrade to improve 2� 2027 $1,400,000 capacity and security FS-03 Railroad Valve Add Booster Pump into 23 2027 $490,000 Station existing building. FS-04 South Bonnyview Upgrade and relocate 30 2028 $1,290,000 Pump Station station Replace EI Reno and PS-11 New �inden Ave Mercy Pump Stations w/ 22 2028 $2,220,000 Pump Station single new station off �inden Ave. Upgrade Palisades PRV#1 FS-13 Palisades PRV#1 facilities for access and 13 2031 $260,000 security. Upgrade Palisades PRV#2 FS-14 Palisades PRV#2 facilities for operations, 13 2031 $70,000 safety, and SCADA. 6.4 PROJECT SUMMARY A prioritized summary table for the proposed Capital Improvement Plan is provided in the following Table 6-9. It includes facility and proj ect numbers/IDs, descriptions, a breakdown of scoring for ranking, construction years, and estimated project costs. Detailed breakdowns for unit and project costs are provided in Appendix A. �KK� �°"��;� a.�'�f��r ��1��a�r ��R/�t�r��dtt�C��r 1��r�/��ra 2�� THIS PAGE INTENTIONALLY LEFT BLANK �KK� TABLE 6-9 CITY OF REDDING WATER MASTER P�AN 2023 CAPITA� IMPROVEMENT PLAN Category Score Weighted Score Category Weight 4 3 2 6 4 5 .� .� _ � _ � � N � N � =� v � V r �' v � V .Q � +L' � � .Q � +.i+ � � Facility/ � � _ � '� ,� � � � � '� ,� Total Year Project ID Facility Type Facility Name Identified Projects Status/Notes: � O v � � � � O v � � � Score Construction Estimated Cost PPR-2023 Distribution System Pipe Network Pipe replacement prog. 2023 Programmatic Pipe Replacement, 22,000 �F 1 1 1 1 1 1 4 3 2 6 4 5 24 2023 $10,118,000 Subtota12023: $10,118,000 PPR-2024 Distribution System Pipe Network Pipe replacement prog. 2024 Programmatic Pipe Replacement, 22,000 �F 1 1 1 1 1 1 4 3 2 6 4 5 24 2024 $10,118,000 BWTP-01 Treatment Plant Buckeye WTP SCADA Upgrades 2 2 1 0 2 2 8 6 2 0 8 10 34 2024 $1,000,000 EW-01 Wells- Enterprise Zone Enterprise Wells 6, Ortho/polyphosphate Upgrade systems to improve reliability and 2 2 2 1 1 1 8 6 4 6 4 5 33 2024 $600,000 7, 9, 10, and 14 system upgrades. operations. Relocate into new small buildings. Subtota12024: $11,718,000 PPR-2025 Distribution System Pipe Network Pipe replacement prog. 2025 Programmatic Pipe Replacement, 25,000 LF 1 1 1 1 1 1 4 3 2 6 4 5 24 2025 $11,497,200 Distribution System Outlet from Hill 900 CONV-01 Hill 900 zone Pipe Network Reservoirs to Placer St., Consider combining with Hill 900 tank project. 2 1 1 0 1 2 8 3 2 0 4 10 27 2025 $1,730,000 2,400 LF of new 24 pipe. Foothill Blvd. bottleneck. CONV-02 Distribution System Pipe Network Upsize 24"to 36" near Consider combining with CONV-01. 2 1 2 0 2 0 8 3 4 0 8 0 23 2025 $270,000 Foothill Zone Foothill 4 MG reservoir. Reservoir Buckeye 2 MG and Add booster pump station Project eliminates need to use Keswick vault and RS-07-01 at Buckeye 2 MG Tank. need to install 12,000 LF of 24"and 30" pipe from 2 2 1 0 1 1 8 6 2 0 4 5 25 2025 $1,440,000 Buckeye Zone 0.2 MG Reservoirs Demo 0.2 MG. existing tanks or storage elsewhere. Distribution System Westside Rd Bridge over Replace pipe as part of bridge project. Cost per CONV-03 Cascade Zone Pipe Network Canyon Hollow Creek, estimate from Dokken Engineering. 1 1 1 0 1 0 4 3 2 0 4 0 13 2025 $290,000 replace 16 with 20 . EW-24 Well- Enter rise Zone Enter rise Well 24 New well near SWWTP A lied for a rant. 1 1 1 2 0 0 4 3 2 12 0 0 21 2025 p p and 6,200 of 18" main. pp g $7,350,000 FWTP-01 Treatment Plant Foothill WTP New Control Building 2 2 1 1 0 2 8 6 2 6 0 10 32 2025 $4,780,000 Subtota12025: $27,357,200 PPR-2026 Distribution System Pipe Network Pipe replacement prog. 2026 Programmatic Pipe Replace., 30,000 LF 1 1 1 1 1 1 4 3 2 6 4 5 24 2026 $13,796,640 Distribution System Ranchettes area second �nstall creek crossing with Westside Interceptor CONV-04 Cascade Zone Pipe Network supply main. Approx 4,100 Phase 3 project(wastewater) 2 1 2 0 1 2 8 3 4 0 4 10 29 2026 $1,500,000 LFofnew12 . PS-01 Pum Station Pum House 1 PH1 Re lacement �n design. Grants or loans will be needed. Cost per 2 2 5 1 0 2 8 6 10 6 0 10 40 2026 p p p Jacobs's preliminary design report. $39,000,000 Subtota12026: $54,296,640 6/27/2023 TABLE 6-9 CITY OF REDDING WATER MASTER P�AN 2023 CAPITA� IMPROVEMENT PLAN Category Score Weighted Score Category Weight 4 3 2 6 4 5 .� .� _ � _ � � N � N � =� v � V r �' v � V .Q � +L' � � .Q � +.i+ � � Facility/ � � _ � '� ,� � � � � '� ,� Total Year Project ID Facility Type Facility Name Identified Projects Status/Notes: � O v � � � � O v � � � Score Construction Estimated Cost PPR-2027 Distribution System Pipe Network Pipe replacement prog. 2027 Programmatic Pipe Replace., 30,OOOLF 1 1 1 1 1 1 4 3 2 6 4 5 24 2027 $13,796,640 PS-04 Pum Station Pum House 4 Add fourth pump, new Consider addin ower eneration at PRV. 2 1 2 0 2 2 8 3 4 0 8 10 33 2027 p p PRV, fencing, paving g p g $400,000 PS-03 Pump Station Pump House 3 Upgrade to improve Consider upsizing PRV and adding power 2 1 1 0 1 2 8 3 2 0 4 10 27 2027 $1,400,000 capacity and security generation at PRV. Increase storage capacity New tank near existing tanks and rehab existing RS-02 Reservoir Hill 900 Reservoirs by adding a third 2 MG tank#1. 1 1 0 1 1 2 4 3 0 6 4 10 27 2027 $5,970,000 tank. Flow Station/ Add Booster Pump into Increase flow from Foothill to Cascade zone. $490,000 FS-03 New Pump Station Railroad Vault existing building. Redundancy for South Bonney PS. 2 1 2 0 2 1 8 3 4 0 8 5 28 2027 Install floc basins, FWTP-02 Treatment Plant Foothill WTP washwater recovery. 2 1 1 1 0 1 8 3 2 6 0 5 24 2027 $16,160,000 Replace Pump House 2. Subtota12027: $38,216,640 Subtota12023-2027 $141,706,480 Facility Improvements 2028-2032 PPR-2028 Distribution System Pipe Network Pipe replacement prog. 2028 Programmatic Pipe Replace., 35,OOOLF 1 1 1 1 1 1 4 3 2 6 4 5 24 2028 $16,096,080 Flow station and Booster South Bonnyview Upgrade and relocate Move station out of street for safety. Improve access FS-04 Pumps Station Pump Station station for maintenance. 2 2 1 0 1 2 8 6 2 0 4 10 30 2028 $1,290,000 Ranchettes area supply Distribution System main rehab/replacement. Relocate into right of where were possible. CONV-05 Cascade Zone Pipe Network Rehablreplace failing 16" Trenchless repair utilizing existing pipe under creek. 2 1 1 0 1 2 8 3 2 0 4 10 27 2028 $1,390,000 with at least 12" main. Distribution System Benton Dr water main, CONV-06 Pipe Network west of Pump House 4. 1 1 2 0 2 1 4 3 4 0 8 5 24 2028 $440,000 Foothill Zone Upsize 12"to 16". EW-02 Wells- Enter rise Zone Enterprise Wells 3A, Re lace Roofs 2 2 1 1 0 0 8 6 2 6 0 0 22 2028 p 6, 7, 8, and 10 p $1,250,000 Replace EI Reno and PS-11 Linden Ave Pump Station New Pump Station Mercy Pump Stations w/ REU service to the site will be needed. 2 1 1 0 1 1 8 3 2 0 4 5 22 2028 $2 220 000 single new station on ' ' Linden Ave. Subtota12028: $22,686,080 6/27/2023 TABLE 6-9 CITY OF REDDING WATER MASTER P�AN 2023 CAPITA� IMPROVEMENT PLAN Category Score Weighted Score Category Weight 4 3 2 6 4 5 .� .� _ � _ � � N � N � =� v � V r �' v � V .Q � +L' � � .Q � +.i+ � � Facility/ � � _ � '� ,� � � � � '� ,� Total Year Project ID Facility Type Facility Name Identified Projects Status/Notes: � O v � � � � O v � � � Score Construction Estimated Cost PPR-2029 Distribution System Pipe Network Pipe replacement prog. 2029 Programmatic Pipe Replace., 40,OOOLF 1 1 1 1 1 1 4 3 2 6 4 5 24 2029 $18,395,520 Reservoir Buckeye 2 MG Install second 2 MG tank Connect to previously installed booster pump RS-07-02 guckeye Zone Reservoir next to existing 2 MG. station. Consider including in pump station project, if 2 1 1 0 0 1 8 3 2 0 0 5 18 2029 $4,680,000 funds are available at that time. CONV-07 Distribution System Pipe Network West St and Court Street, 2 1 2 0 1 0 8 3 4 0 4 0 19 2029 $670,000 Foothill Zone install 950 �F of 12". Distribution System Twin View Blvd main. CONV-08 Foothill Zone Pipe Network Install 5,900 LF 16" pipe to 2 2 1 0 0 0 8 6 2 0 0 0 16 2029 $3,130,000 Oasis Rd. Subtota12029: $26,875,520 PPR-2030 Distribution System Pipe Network Pipe replacement prog. 2029 Programmatic Pipe Replace., 44,OOOLF 1 1 1 1 1 1 4 3 2 6 4 5 24 2030 $20,235,072 Distribution System Stillwater Business Park CONV-09 Enterprise Zone Pipe Network loop completion. Install 2 1 2 0 1 0 8 3 4 0 4 0 19 2030 $4,240,000 11,300 LF of 16' main. EW-25 We�� Enterprise Well 25 New Enterprise well near 1 1 1 2 0 0 4 3 2 12 0 0 21 2030 $4,320,000 Enterprise Zone Fig Tree Ln. Subtota12030: $28,795,072 PPR-2031 Distribution System Pipe Network Pipe replacement prog. 2031 Programmatic Pipe Replace., 48,OOOLF 1 1 1 1 1 1 4 3 2 6 4 5 24 2031 $22,074,624 PRV Station, Upgrade Palisades PRV FS-13 guckeye & Hilltop Dana Palisades PRV#1 #1 facilities for access and 1 1 1 0 1 0 4 3 2 0 4 0 13 2031 $260,000 security. PRV Station, Upgrade Palisades PRV FS-14 Buckeye & Hilltop Dana Palisades PRV#2 #2 facilities for operations, 1 1 1 0 1 0 4 3 2 0 4 0 13 2031 $70,000 safety, and SCADA. Subtota12031: $22,404,624 PPR-2032 Distribution System Pipe Network Pipe replacement prog. 2032 Programmatic Pipe Replace., 50,OOO�F 1 1 1 1 1 1 4 3 2 6 4 5 24 2�32 $22,994,400 Subtota12032: $22,994,400 Subtota12028-2032 $123,755,696 CAPITAL IMPROVEMENTS TOTAL 2023-2032 : $265,462,176 Note: All costs are in 2023 dollars. 6/27/2023 THIS PAGE INTENTIONALLY �EFT B�ANK APPENDIX A CAPITAL IMPROVEMENT PROJECT COST ESTI MATES � � � � � � - �� .:M�.� � � � � � � � � � �-��r WATER UTILITY MASTER PLAN 2023 THIS PAGE INTENTIONALLY LEFT BLANK CITY OF REDDING WATER MASTER PLAN 2023 SUMMARY OF UNIT PRICES DESCRIPTION UNIT UNIT COST NOTES/SOURCE Construction Area Sign EA $600.00 Woodacre Sewer Project Bids Project Funding Sign EA $2,000.00 Woodacre Sewer Project Bids Clear and Grub SY $4.00 PW Costbook$13,750 per acre for heavy areas. Tree Removal EA $1,600.00 PW Costbook$1190 up to 12"dia tree. Unclassified Excavation CY $42.00 Building Exc 3/4 c.u.bakhoe, hauling 10 mile$13.25 Hydro Seeding SY $1.00 PW Costbook$0.8 Aggregate Base CY $100.00 Bechelli ATP Project Bids Sidewalk(PCC) SF $15.00 Bechelli ATP Project Bids Curb and Gutter(6") LF $55.00 Bechelli ATP Project Bids Curb and Gutter(Rolled) LF $65.00 Bechelli ATP Project Bids AC Pavement SF $15.00 Bid tabs. Fence(6',Chain Link) LF $40.00 PW Costbook,see breakdown. Gate(4'Wide,Chain Link) EA $700.00 PW Costbook. Gate(20'Wide,Chain Link) EA $2,400.00 PW Costbook. Bollard EA $520.00 PW Costbook,see breakdown. Sheeting and Shoring LF $8.00 See breakdown. Water(8" PVC), Paved Area LF $135.00 Bechelli W&Sewer Project Bids Water(8" PVC,Slurry), Paved Area LF $210.00 Magnolia Area Sewer Project Bids Water(12" DIP), Unpaved Area LF $170.00 PW Costbook,see breakdown. Water(12" DIP), Paved Area LF $220.00 PW Costbook,see breakdown. Water(12" DIP,Slurry), Paved Area LF $280.00 PW Costbook,see breakdown. Water(16" DIP), Unpaved Area LF $210.00 PW Costbook,see breakdown. Water(16" DIP), Paved Area LF $260.00 PW Costbook,see breakdown. Water(16" DIP,Slurry), Paved Area LF $320.00 PW Costbook,see breakdown. Water(18" DIP), Unpaved Area LF $230.00 PW Costbook,see breakdown. Water(18" DIP), Paved Area LF $290.00 PW Costbook,see breakdown. Water(18" DIP,Slurry),Paved Area LF $350.00 PW Costbook,see breakdown. Water(20" DIP), Unpaved Area LF $270.00 PW Costbook,see breakdown. Water(20" DIP), Paved Area LF $330.00 PW Costbook,see breakdown. Water(20" DIP,Slurry), Paved Area LF $390.00 PW Costbook,see breakdown. Water(24" DIP), Unpaved Area LF $330.00 PW Costbook,see breakdown. Water(24" DIP), Paved Area LF $390.00 PW Costbook,see breakdown. CITY OF REDDING WATER MASTER PLAN 2023 SUMMARY OF UNIT PRICES DESCRIPTION UNIT UNIT COST NOTES/SOURCE Water(24" DIP,Slurry), Paved Area LF $470.00 PW Costbook,see breakdown. Valve(8"Gate) EA $3,000.00 Magnolia Area Sewer Project Bids Valve(12"Butterfly) EA $6,300.00 Magnolia Area Sewer Project Bids. Valve(16"Butterfly} EA $11,000.00 Material costs from Ferguson Valve(18"Butterfly) EA $12,500.00 Material costs from Ferguson Valve(20"Butterfly} EA $16,000.00 Material costs from Ferguson Valve(24"Butterfly) EA $21,000.00 Material costs from Ferguson Valve(30"Butterfly) EA $26,000.00 Material costs from Ferguson Valve(36"Butterfly) EA $30,000.00 Material costs from Ferguson Fire Hydrant Assembly EA $14,000.00 California Water Main Project Bids Water Service EA $4,000.00 Magnolia SS and Bechelli W&SS Bid Tabs. Abandon Valve EA $750.00 Magnolia Area Sewer Project Bids Remove Valve EA $1,000.00 Magnolia Area Sewer Project Bids Building SF $300.00 PW Costbook Historical Costs CITY OF REDDING WATER MASTER PLAN 2023-UNIT COST CALCULATIONS Metro Area Multiplier(Sacramento Area): 1.3 fTEM: 7rench 5heeting 5horing Unit: LF # item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Trench Sheeting SF 12 $0.50 $6.00 Assumption based on recend bid tabs. w/Metro Area Multiplier $7.80 Rounded Unit Cost $8.00 ITEM: FENCE(b fT,CHAIN LINK) Unit: LE # item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Fabric,galv 2"mesh 6'high LF 1.00 $10.50 $10.50 2 Barbed wire with hangers,3 strand LF 1.00 $6.06 $6.06 3 Line Post EA 0.10 $57.00 $5.70 4 Corner Posts EA 0.01 $140.00 $1.40 Subtotal $23.66 w/Metro Area Multipiier $30.76 Rounded Unit Cost $40.00 ITEM:WATER MAIN SizeJdiamefer: ' 12 inch location. UNPAVED AREAS Backfill 7ype: Import Unit LF Estimated # Item Description Unit Unit Cost Item Cost/�F Comments Quantity/LF 1 Trenching Excavation CY 0.56 $7.43 $4.13 Hyd.Excavator,assume heavy/wet soil, 3.5'cover. 2 Trench Backfill CY 0.56 $33.00 $18.33 3 Ductile Iron Pipe(12") LF 1 $100.00 $100.00 Push on=$68,20"MJ=$110 4 Area Prep SY 0.44 $0.51 $0.23 5 Reseed Disturbed Areas SY 2.22 $0.38 $0.84 Assume 20 ft wide area disturbed Subtotal $123.53 w/Metro Area Multipiier $160.59 Rounded Unit Cost $1'�U.00 ITEM:WATER MAIN Size/Diarneter: ' 12 inch location: PAVED AREA Backfill Type. Import Sand Unit. L� # item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.56 $7.43 $4.13 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Trench Backfill CY 0.42 $33.00 $13.75 Excavation less pavement base. 5 Pavement-Base Course SY 0.33 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(12") LF 1 $100.00 $100.00 Push on=$68,20"MJ=$110 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $166.63 w/Metro Area Multiplier $216.62 RouhdedUnit£ost $220.00 CITY OF REDDING WATER MASTER PLAN 2023-UNIT COST CALCULATIONS I7EM:WATER MAIN ' Size/Diameter: 12 inch Location: PAVED AREA Backfili Type:Slurry Unit: LF # Item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demoiition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.56 $7.43 $4.13 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Slurry Backfill CY 0.56 $100.00 $55.56 Excavation less pavement base. 5 Pavement-Base Course SY 033 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(12") LF 1 $100.00 $100.00 Push on=$68,20"MJ=$110 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $208.43 w/Metro Area Multipiier $270.96 Rounded Unit Cost $280.00 ' I7EM: WA7ER MAIN SizeJdiameter: ' Sfi inch Location: Unpaued Areas Backfill Type: Import Sand Unit: Lf Estimated # item Description Unit Unit Cost Item Cost/lF Comments Quantity/LF 1 Trenching Excavation CY 0.59 $7.43 $4.40 Hyd.Excavator,assume heavy/wet soii, 3.5'cover. 2 Trench Backfill CY 0.59 $33.00 $19.56 3 Ductile Iron Pipe(16") LF 1 $130.00 $130.00 Push on=$100,20"MJ=$150 4 Area Prep SY 0.44 $0.51 $0.23 5 Reseed Disturbed Areas SY 2.22 $0.38 $0.84 Assume 20 ft wide area disturbed Subtotal $155.03 w/Metro Area Multiplier $201.54 Rounded Unit CosY $21d.00 ITEM:VIiA7ER MfiIN Size/Diameter: ' i6 inch Location: In Pavement Backfill Type: Import 5and Unit: LF # item Description Unit Estimated Unit Cost Item Cost/lF Comments Quantity/�F 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.59 $7.43 $4.40 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Trench Backfiil CY 0.45 $33.00 $14.97 Excavation less pavement base. 5 Pavement-Base Course SY 0.33 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(16") LF 1 $130.00 $130.00 Push on=$100,20"MJ=$150 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $198.13 w/Metro Area Multiplier $257.56 Rnunded Unit Cost $260.00' ITEM:WA7ER MAIN Size/Diameter: 'I 16 inch Location.In Pa�ement Backfill Type: Slurry Unit: LF # Item Description Unit Estimated Unit Cost Item Cost/lF Comments Quantity/lF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.59 $7.43 $4.40 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Slurry Backfill CY 0.59 $100.00 $59.26 Excavation less pavement base. 5 Pavement-Base Course SY 0.33 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(18") LF 1 $130.00 $130.00 Push on=$10Q 20"MJ=$150 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Materia)and Installation Subtotal $242.41 w/Metro Area Multiplier $315.14 RoundedUnitCost $32D.00 CITY OF REDDING WATER MASTER PLAN 2023-UNIT COST CALCULATIONS I7EM:WATER MAIN SizeJDiameter: 18 inch Cocation: Unpeved Areas Batkfiii Type: Import Santl Unit: LF # item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Trenching Excavation CY 0.61 $7.43 $4.54 Hyd.Excavator,assume heavy/wet soil, 3.5'cover. 2 Trench Backfiil CY 0.61 $33.00 $20.17 3 Ductile Iron Pipe(18") LF 1 $150.00 $150.00 Push on=$120,20"MJ=$170 4 Area Prep SY 0.44 $0.51 $0.23 5 Reseed Disturbed Areas SY 2.22 $0.38 $0.84 Assume 20 ft wide area disturbed Subtotal $175.78 w/Metro Area Multipiier $228.51 Rounded Unit Cost $230.00' ' I7EM: WA7ER MAIN 5izeJDiameter: ' 18 inch Location: In Pavement Backfill Type: Import Sand Unit: LF Estimated # item Description Unit Unit Cost Item Cost/lF Comments Quantity/LF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5°thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.61 $7.43 $4.54 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Trench Backfill CY 0.47 $33.00 $15.58 Excavation less pavement base. 5 Pavement-Base Course SY 0.33 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(18") LF 1 $150.00 $150.00 Push on=$120,20"MJ=$170 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $218.88 w/Metro Area Multiplier $284.54 Rounded Unit Cost $290.00 ITEM:VIiA7ER MfiIN Size/Diameter: ' i8 inch Location: In Pavement Backf�ll Type:Slurry Unit: LE # item Description Unit Estimated Unit Cost Item Cost/lF Comments Quantity/�F 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.61 $7.43 $4.54 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Slurry Backfill CY 0.61 $100.00 $61.11 Excavation less pavement base. 5 Pavement-Base Course SY 0.33 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(18") LF 1 $150.00 $150.00 Push on=$120,20"MJ=$170 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $264.40 w/Metro Area Multiplier $343.72 Rnunded Unit Cost $350.00' ITEM:WA7ER MAIN Size/Diameter: 'I 20 inch Location.Unpaued�lreas Backfill Type: Import Sand Unit: Lf # Item Description Unit Estimated Unit Cost Item Cost/lF Comments Quantity/lF 1 Trenching Excavation CY 0.63 $7.43 $4.68 Hyd.Excavator,assume heavy/wet soil, 3.5'cover. 2 Trench Backfill CY 0.63 $33.00 $20.78 3 Ductile Iron Pipe(20") LF 1 $180.00 $180.00 Push on=$130,20"MJ=$200 4 Area Prep SY 0.44 $0.51 $0.23 5 Reseed Disturbed Areas SY 2.22 $0.38 $0.84 Assume 20 ft wide area disturbed Subtotal $206.53 w/Metro Area Multiplier $268.49 Round�dUnitCost $270A0' CITY OF REDDING WATER MASTER PLAN 2023-UNIT COST CALCULATIONS I7EM:WATER MAIN ' Size/Diameter: 20 inch Locataon: In Pauement Backfiii Type: Import Sand Unit: LF # item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demoiition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.63 $7.43 $4.68 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Trench Backfiil CY 0.49 $33.00 $16.19 Excavation less pavement base. 5 Pavement-Base Course SY 033 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(20") LF 1 $180.00 $180.00 Push on=$130,20"MJ=$200 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $249.62 w/Metro Area Multipiier $324.51 Rounded Unit Cost $330.00 ' I7EM: WA7ER MAIN SizeJdiameter: ' 20 inch Location: In Pavement BackFlll Type:Slurry ' Unit: Lf Estimated # item Description Unit Unit Cost Item Cost/lF Comments Quantity/LF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5°thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.44 $20.00 $8.89 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.63 $7.43 $4.68 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Slurry Backfill CY 0.63 $100.00 $62.96 Excavation less pavement base. 5 Pavement-Base Course SY 0.33 $15.00 $5.00 12"thick base course,includes material and installation 6 Ductile Iron Pipe(20") LF 1 $180.00 $180.00 Push on=$130,20"MJ=$200 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $296.39 w/Metro Area Multiplier $385.31 Rounded Unit Cost $390.00' ITEM:VIiA7ER MfiIN Size/Diameter: ' 24 inch Location: Unpavetl Arees Backfill Type: Impart Sand Unit: Lf # item Description Unit Estimated Unit Cost Item Cost/lF Comments Quantity/�F 1 Trenching Excavation CY 0.89 $7.43 $6.60 Hyd.Excavator,assume heavy/wet soii, 3.5'cover. 2 Trench Backfiil CY 0.89 $33.00 $2933 3 Ductile Iron Pipe(24") LF 1 $210.00 $210.00 20"DIP:Push on=$130,20"MJ=$200 4 Area Prep SY 0.56 $0.51 $0.28 5 Reseed Disturbed Areas SY 2.22 $0.38 $0.84 Assume 20 ft wide area disturbed Subtotal $247.07 w/Metro Area Multiplier $321.19 Rounded Unit Cost $330.00' ITEM:WA7ER MAIN Size/Diameter: 'I 24 inch Location.In Pavement Backfill Type: Import 5and Unit: LF # Item Description Unit Estimated Unit Cost Item Cost/lF Comments Quantity/lF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demolition SY 0.56 $20.00 $11.11 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.89 $7.43 $6.60 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Trench Backfill CY 0.75 $33.00 $24.75 Excavation less pavement base. 5 Pavement-Base Course SY 0.44 $15.00 $6.67 12"thick base course,includes material and installation 6 Ductile Iron Pipe(24") LF 1 $210.00 $210.00 20"DIP:Push on=$130,20"MJ=$200 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Materia)and Installation Subtotal $293.99 w/Metro Area Multiplier $382.19 RoundedUnitCost $390.00 CITY OF REDDING WATER MASTER PLAN 2023-UNIT COST CALCULATIONS I7EM:WATER MAIN SizeJDiameter: 24 inch Cocation: In Pauement Batkfiii Type:Slurry Unit: L� # item Description Unit Estimated Unit Cost Item Cost/�F Comments Quantity/LF 1 Saw Cutting Pavement LF 4 $4.41 $17.64 5"thick AC(assume trench and T cut both sides) 2 Pavement Demoiition SY 0.56 $20.00 $11.11 Increase PW cost assuming average 5"thick. 3 Trenching Excavation CY 0.89 $7.43 $6.60 Assume heavy/wet soil, 3.5'cover,so 5.5'Deep trench. 4 Slurry Backfill CY 0.89 $100.00 $88.89 Excavation less pavement base. 5 Pavement-Base Course SY 0.44 $15.00 $6.67 12"thick base course,includes material and installation 6 Ductile Iron Pipe(24") LF 1 $210.00 $210.00 20"DIP:Push on=$130,20"MJ=$200 7 Bituminous paving for pipe trench,4"thick SY 0.44 $38.75 $17.22 Material and Installation Subtotal $358.13 w/Metro Area Multipiier $465.57 RoundedUnitCost $470A0 ' I7EM:SCADA Tower w/Concrete Base Unit: LS Estimated # Item Description Unit Unit Cost Item Cost/�F Comments Quantity/LF 1 Building Excavation CY 24.75 $8.59 $212.60 2 Formwork SF 200.00 $11.00 $2,200.00 3 Concrete CY 15.00 $250.00 $3,750.00 4 Tower EA 1 $15,000.00 $15,000.00 $6,000 materials,plus markup and install Subtotal $21,162.60 wJ Metro Area Multiplier $27,511.38 RoundedUnitCost $28,000.00 1.AII costs in 2023 doilars. 2.Unit Costs were prepared based on the BNi Building News Public Works 2023 Costbook. CITY OF REDDING PROGRAMMATIC PIPE REP�ACEMENT- ESTIMATED LINEAR FOOT COST PROJECT ID: Annual Pipe Replacement Costs Per LF Prepared by: Kurt Maire,PE FACILITY TYPE: Distribution System �ate: 12/27/22 Facility Name: Annual Water Main Replacement Length Per Project: 10,000 LF PROJECT DESCRIPTION: CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Construction Area Sign EA 20 $600 $12,000 3 Project funding Sign EA 1 $2,000 $2,000 4 Traffic Control LS 1 $200,000 $200,000 5 Sheeting and Shoring LS 1 $20,000 $20,000 6 Water(8"PVC),Paved Area LF 5,333 $135 $720,000 7 Water(8"PVC,Slurry),Paved Area LF 2,667 $210 $560,000 8 Water(12"DIP),Paved Area LF 1,333 $220 $293,333 9 Water(12"DIP,Slurry), Paved Area �F 667 $280 $186,667 10 Fire Hydrant Assembly EA 20 $14,000 $280,000 11 Valve(8"Gate) EA 40 $3,000 $120,000 12 Valve(12" Butterfly) EA 10 $6,300 $63,000 13 Water Service(1"j EA 170 $4,000 $680,000 14 Abandon Valve EA 33 $750 $25,000 15 Remove Valve EA 17 $1,000 $16,667 SUBTOTAI(CONTRACT ITEMS) $3,193,667 CONTINGENCY: 15% $479,050 CONSTRUCTION SUBTOTAI $3,672,717 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 18% $574,860 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $351,303 TOTAL $4,598,880 UNIT COST PER�F $459.89 Note:All costs in 2023 dollars. Assumptions: 1 80%of pipe will be 8"diameter,20%will be 12"diameter 2 1/3 of pipe replacement will require slurry backfill. 3 One valve replacement per 250�F,based on averages from the City's recent capital projects. 4 One fire hydrant assembly replacement per 500 LF of main. 5 One water service per 60�F of main. 6 Quantity of abandoned/removed valves equal to new valves,2/3 old valves can be abandoned in place. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: EW-01 Prepared by: Kurt Maire, PE FACILITY TYPE: Groundwater Wells Date: 03/13/23 Facility Name: Enterprise Wells PROIECT DESCRIPTION: Upgrade existing ortho/polyphosphate injection systems at Enterprise Wells(EW)6,7, 10,and 14.Add ortho/polyphosphate injection systems at EW-9. Install new small buildings adjacent to the well buildings and relocate systems into the new buildings. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 Otho/Polyphosphate Building(approx.. 10'x12') EA 5 $36,000 $180,000 3 Mechanical Upgrades, per well EA 5 $25,000 $125,000 4 Otho/Polyphosphate Storage System, per well EA 5 $5,000 $25,000 5 Electrical Improvements, per wel) EA 5 $5,000 $25,000 SUBTOTAL(CONTRACT ITEMS) $365,000 CONTINGENCY: 15% $54,750 CONSTRUCTION SUBTOTA� $419,750 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $102,200 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $73,000 TOTAL $594,950 TOTAL ROUNDED $600,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-01 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System �ate: 12/os/22 Facility Name: Hill 900 Pressure Zone PROIECT DESCRIPTION: Replace the existing 12° main from Hill 900 tanks to the south with new 24° main to Placer Street. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Construction Area Sign EA 10 $600 $6,000 3 Project Funding Sign EA 1 $2,000 $2,000 4 Clear and Grub SY 1,500 $4 $6,000 5 Tree Removal EA 5 $1,600 $8,000 6 Nydro Seeding SY 1,500 $1 $1,500 7 Traffic Control LS 1 $50,000 $50,000 8 Sheeting and Shoring LS 1 $20,000 $20,000 9 Water(24" DIP), Unpaved Area �F 620 $330 $204,600 10 Water(24" DIP), Paved Area LF 1,700 $390 $663,000 11 Valve(24" Butterfly) EA 8 $21,000 $168,000 12 Remove Valve EA 6 $1,000 $6,000 SUBTOTAL(CONTRACT ITEMS) $1,150,100 CONTINGENCY: 15% $172,515 CONSTRUCTION SUBTOTA� $1,322,615 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 20% $230,020 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 15% $172,515 TOTAL $1,725,150 TOTAL ROUNDED $1,730,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-02 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System �ate: 12/os/22 Facility Name: Foothill Pressure Zone PROIECT DESCRIPTION: Replace the existing 24° bottleneck between the Foothill WTP and the Foothill 4 MG reservoir with 36-inch pipe to increase available storage during peak demands. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 Construction Area Sign EA 4 $600 $2,400 3 Project Funding Sign EA 1 $2,400 $2,400 4 Traffic Control LS 1 $25,000 $25,000 5 Sheeting and Shoring LS 1 $2,000 $2,000 6 Water(36" DIP), Paved Area LF 60 $1,000 $60,000 7 Valve(30" Butterfly) EA 1 $26,000 $26,000 8 Valve(36" Butterfly) EA 1 $30,000 $30,000 9 Remove Valve EA 2 $2,500 $5,000 SUBTOTAL(CONTRACT ITEMS) $162,800 CONTINGENCY: 15% $24,420 CONSTRUCTION SUBTOTAL $187,220 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $45,584 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $32,560 TOTAL $265,364 TOTAL ROUNDED $270,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: RS-07-01 Prepared by: Kurt Maire, PE FACILITY TYPE: Reservoir �ate: 12/12/22 Facility Name: Buckeye 2 MG and 0.2 MG PROIECT DESCRIPTION: Add a booster pump station at the existing 2 MG tank. Remove the existing 0.2 MG tank. Larger replacement tank to be installed in project RS07-02. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Clear and Grub SY 2,000 $4 $8,000 3 Demo 0.2 MG Tank LS 1 $50,000 $50,000 4 Unclassified Excavation CY 70 $100 $7,000 5 Aggregate Base CY 50 $100 $5,000 6 Sheeting and Shoring LS 1 $2,000 $2,000 7 Water(18" DIP), Unpaved Area LF 200 $230 $46,000 8 Valve(18" Butterfly) EA 3 $12,500 $37,500 9 New Pump Station Building SF 800 $300 $240,000 10 Pump(100 hp Vert Centrifugal) EA 2 $46,000 $92,000 11 Pump Station Piping,Valves,and Flow Meter LS 1 $80,000 $80,000 12 Electrical Service to Site(480V,3-phase) LS 1 $50,000 $50,000 13 Site Electrical & Instrumentation LS 1 $250,000 $250,000 SUBTOTAL(CONTRACT ITEMS) $882,500 CONTINGENCY: 15% $132,375 CONSTRUCTION SUBTOTAL $1,014,875 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $247,100 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $176,500 TOTA� $1,438,475 TOTAL ROUNDED $1,440,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: EW-24 Prepared by: Kurt Maire, PE FACILITY TYPE: Groundwater Well Date: 12/12/22 Facility Name: New Enterprise Well 24 PROIECT DESCRIPTION: Install new groundwater well near the City's Stillwater WastewaterTreatment Plant. Install new 18"transmission main to connect to the existing water system in Airport Rd. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $20,000 $20,000 2 Construction Area Sign EA 12 $600 $7,200 3 Project Funding Sign EA 1 $2,000 $2,000 4 Traffic Control LS 1 $200,000 $200,000 5 Sheeting and Shoring LS 1 $50,000 $50,000 6 Water(18" DIP,Slurry), Paved Areas LF 5,300 $350 $1,855,000 7 Valve(18" Butterfly) EA 8 $12,500 $100,000 8 Test and Production Well Installation LS 1 $1,000,000 $1,000,000 9 Well Site Improvements, Bldg, Mechanical,and Electrical �S 1 $1,800,000 $1,800,000 SUBTOTAL(CONTRACT ITEMS) $5,034,200 CONTINGENCY: 15% $755,130 CONSTRUCTION SUBTOTAL $5,789,330 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 18% $906,156 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 13% $654,446 TOTAL $7,349,932 TOTAL ROUNDED $7,350,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: FWTP-01 Prepared by: Kurt Maire, PE FACILITY TYPE: Treatment Plant Date: 02/14/23 Facility Name: Foothill Water Treatment Plant PROIECT DESCRIPTION: Upgrade of FWTP to provide a new control building and program logic controller(PLC). CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 New Contro) Building SF 8,000 $300 $2,400,000 3 Electrical and Controls Upgrades LS 1 $1,000,000 $1,000,000 SUBTOTAL(CONTRACT ITEMS) $3,410,000 CONTINGENCY: 15% $511,500 CONSTRUCTION SUBTOTAL $3,921,500 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 14% $477,400 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $375,100 TOTA� $4,774,000 TOTAL ROUNDED $4,780,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-04 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System �ate: 12/os/22 Facility Name: Cascade Zone PROIECT DESCRIPTION: Install second water supply to Ranchettes Tank with new 12" main from Platinum Way across Clear Creek.The creek crossing work to be performed with the wastewater Westside Interceptor Phase 3 Project,while the creek is being bypassed. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Prepare Storm Water Pollution Prevention Plan LS 1 $5,000 $5,000 2 Implement Storm Water Pollution Prevention Plan LS 1 $45,000 $45,000 3 Construction Area Sign EA 6 $600 $3,600 4 Project Funding Sign EA 1 $2,000 $2,000 5 Clear and Grub SY 3,000 $4 $12,000 6 Tree Removal EA 10 $1,600 $16,000 7 Hydro Seeding SY 3,000 $1 $3,000 8 Traffic Control LS 1 $10,000 $10,000 9 Sheeting and Shoring �S 1 $33,000 $33,000 10 Water(12" DIP), Unpaved Area LF 2,400 $170 $408,000 11 Water(12" DIP), Paved Area �F 1,700 $220 $374,000 12 Valve(12" Butterfly) EA 4 $6,300 $25,200 SUBTOTAL(CONTRACT ITEMS) $936,800 CONTINGENCY: 15% $140,520 CONSTRUCTION SUBTOTA� $1,077,320 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 25% $234,200 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $187,360 TOTAL $1,498,880 TOTAL ROUNDED $1,500,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: PS-04 Prepared by: Kurt Maire, PE FACILITY TYPE: Pump Station �ate: 12/os/22 Facility Name: Pump House 4 PROIECT DESCRIPTION: Upgrade Pump House 4 to improve capacity,access,site security,and SCADA communications. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 Construction Area Sign EA 4 $600 $2,400 3 Project Funding Sign EA 1 $2,000 $2,000 4 Clear and Grub SY 360 $4 $1,440 5 Unclassified Excavation CY 100 $42 $4,200 6 Curb and Gutter(Rolled) LF 80 $65 $5,200 7 AC Pavement SF 2,970 $15 $44,550 8 Fence(6',Chain Link) LF 100 $40 $4,000 9 Gate(4'Wide,Chain Link) EA 1 $700 $700 10 Gate(20'Wide,Chain Link) EA 1 $2,400 $2,400 11 Bollard EA 8 $520 $4,160 12 Sheeting and Shoring LS 1 $2,000 $2,000 13 Water(12" DIP) LF 70 $220 $15,400 14 Valve(12" Butterfly) EA 3 $6,300 $18,900 15 Pressure Reducing Valve Assembly(12"w/Enclosure) LS 1 $25,000 $25,000 16 Replace Flow Meter Box w/Traffic Rated Vault EA 1 $5,000 $5,000 17 Pump(75 hp Vert Turbine) EA 1 $50,000 $50,000 18 HVAC Upgrade LS 1 $12,000 $12,000 19 Demo Copper Plumbing LS 1 $1,500 $1,500 20 Replace Pressure Transmitter EA 2 $2,000 $4,000 21 SCADA Tower w/Concrete Base LS 1 $28,000 $28,000 SUBTOTAL(CONTRACT ITEMS) $242,850 CONTINGENCY: 15% $36,428 CONSTRUCTION SUBTOTAL $279,278 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $67,998 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $48,570 TOTA� $395,846 TOTAI ROUNDED $400,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: PS-03 Prepared by: Kurt Maire, PE FACILITY TYPE: Pump Station �ate: 12/os/22 Facility Name: Pump House 3 PROIECT DESCRIPTION: Upgrade Pump House 3 to increase capacity with new larger pumps and motors and improve site security.Add site paving to reduce site maintenance. Move new electrical equipment into a new electrical building. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 Clear and Grub SY 330 $4 $1,320 3 Unclassified Excavation CY 150 $42 $6,300 4 AC Pavement SF 3,000 $15 $45,000 5 Gate(4'Wide,Chain Link) EA 1 $700 $700 6 Gate(20'Wide,Chain �ink) EA 1 $2,400 $2,400 7 Gate(20'Wide, Electric) EA 1 $15,000 $15,000 8 Demo Electrical,Concrete,and Fencing LS 1 $30,000 $30,000 9 Pump(175 hp Vert Turbine) EA 4 $80,000 $320,000 10 New Electrical Building SF 500 $300 $150,000 11 Electrical and Instrumentation LS 1 $250,000 $250,000 12 SCADA Tower w/Concrete Base LS 1 $28,000 $28,000 SUBTOTA�(CONTRACT ITEMS) $858,720 CONTINGENCY: 15% $128,808 CONSTRUCTION SUBTOTAL $987,528 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $240,442 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $171,744 TOTAL $1,399,714 TOTAL ROUNDED $1,400,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: RS-02 Prepared by: Kurt Maire, PE FACILITY TYPE: Reservoir �ate: 12/os/22 Facility Name: Hil) 900 Reservoir PROIECT DESCRIPTION: Addition of a third 2 MG storage tank for Hill 900 zone,on north side of existing tanks.Connect to existing transmission main near existing tanks with new 20" main from the new tank. Rehabilitate existing 2 MG concrete tank. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Clear and Grub SY 3,000 $4 $12,000 3 Tree Removal EA 10 $1,600 $16,000 4 Unclassified Excavation CY 1,000 $42 $42,000 5 Aggregate Base CY 500 $100 $50,000 6 Fence(6',Chain Link) LF 650 $40 $26,000 7 Gate(4'Wide,Chain Link) EA 1 $700 $700 8 Gate(20'Wide,Chain �ink) EA 1 $2,400 $2,400 9 Sheeting and Shoring LS 1 $3,000 $3,000 10 Water(20" DIP), Unpaved Area LF 150 $270 $40,500 11 Valve(20" Butterfly) EA 4 $16,000 $64,000 12 Tank(2 MG Concrete) LS 1 $2,600,000 $2,600,000 13 Rehab Existing Tank(2 MG Concrete) LS 1 $1,250,000 $1,250,000 14 Electrical&Instrumentation LS 1 $80,000 $80,000 SUBTOTA�(CONTRACT ITEMS) $4,201,600 CONTINGENCY: 15% $630,240 CONSTRUCTION SUBTOTAL $4,831,840 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 16% $672,256 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $462,176 TOTAL $5,966,272 TOTAL ROUNDED $5,970,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: FS-03 Prepared by: Kurt Maire, PE FACILITY TYPE: Flow Station Date: 12/O8/22 Facility Name: Railroad Vault PROIECT DESCRIPTION: Add booster pump in existing Railroad Vault building to boost flows from Foothill pressure zone to Cascade Pressure Zone. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $5,000 $5,000 2 Demo Piping and Electrical LS 1 $10,000 $10,000 3 Remove and Replace Fence(6'Chain-link) LF 65 $50 $3,250 4 Site Drainage Improvements LS 1 $8,000 $8,000 5 Shade Structure for New Electrical SF 200 $150 $30,000 6 Roof Modifications for Pump Install/Remova) LS 1 $20,000 $20,000 7 Ductile Iron Piping LS 1 $6,000 $6,000 8 Pump(80 hp Vert Centrifugal) EA 1 $50,000 $50,000 9 Valve(16" Butterfly,actuated) ES 1 $15,000 $15,000 10 Shade Structure for New Electrical Equipment SF 200 $150 $30,000 11 Electrical and Instrumentation LS 1 $120,000 $120,000 SUBTOTAL(CONTRACT ITEMS) $297,250 CONTINGENCY: 15% $44,588 CONSTRUCTION SUBTOTAL $341,838 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $83,230 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $59,450 TOTA� $484,518 TOTAL ROUNDED $490,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: FWTP-02 Prepared by: Kurt Maire, PE FACILITY TYPE: Treatment Plant Date: 03/13/23 Facility Name: Foothill Water Treatment Plant PROIECT DESCRIPTION: Upgrade of FWTP for flocculation basins,washwater recovery,and an alternate access road.Complete replacement of Pump House 2 in new building. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Prepare Stormwater Pollution Prevention Plan LS 1 $5,000 $5,000 2 Implement Storm Water Pollution Prevention Plan LS 1 $45,000 $45,000 3 Five Flocculation Basins LS 1 $7,460,000 $7,460,000 4 Washwater Recovery-Gravity Alternative LS 1 $1,352,000 $1,352,000 5 Alternative Access Road-Foothil) Blvd Alternative LS 1 $536,000 $536,000 6 Pump House 2-Demolition LS 1 $80,000 $80,000 7 Pump House 2-Suction Piping(30" DIP) LF 125 $450 $56,250 8 Pump House 2-Discharge Piping(24" DIP) LF 160 $390 $62,400 9 Pump House 2-Pump(250 HP) EA 4 $175,000 $700,000 10 Pump House 2-Mechanical LS 1 $300,000 $300,000 11 Pump House 2-Bridge Crane LS 1 $150,000 $150,000 12 Pump House 2-Building SF 1,300 $300 $390,000 13 Pump House 2-Electrical LS 1 $400,000 $400,000 SUBTOTAL(CONTRACT ITEMS) $11,536,650 CONTINGENCY: 15% $1,730,498 CONSTRUCTION SUBTOTAL $13,267,148 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 14% $1,615,131 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $1,269,032 TOTA� $16,151,310 TOTAL ROUNDED $16,160,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: FS-04 Prepared by: Kurt Maire, PE FACILITY TYPE: Flow/Pump Station Date: 03/29/23 Facility Name: South Bonnyview Vault/Pump Station PROIECT DESCRIPTION: Replace the existing station with a new station in a building outside of the road. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Clear and Grub SY 750 $4 $3,000 3 Unclassified Excavation CY 80 $42 $3,360 4 AC Pavement SF 6,600 $15 $99,000 5 Fence(6'Chain-link) LF 400 $40 $16,000 6 Gate(20'Wide,Chain �ink) EA 2 $2,400 $4,800 7 Demo Existing Valve and Pump Station LS 1 $25,000 $25,000 8 Water(12" DIP), Unpaved Area LF 80 $170 $13,600 9 Valve(12" Butterfly) EA 5 $6,300 $31,500 10 Pump Station Piping and Valves LS 1 $75,000 $75,000 11 Pump(50 hp Vert Centrifugal) EA 2 $30,000 $60,000 12 New Building SF 800 $300 $240,000 13 Electrical and Instrumentation LS 1 $200,000 $200,000 SUBTOTAL(CONTRACT ITEMS) $786,260 CONTINGENCY: 15% $117,939 CONSTRUCTION SUBTOTAL $904,199 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $220,153 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $157,252 TOTA� $1,281,604 TOTAL ROUNDED $1,290,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-05 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System �ate: 12/os/22 Facility Name: Cascade Zone PROIECT DESCRIPTION: Replace failing 16" main to the Ranchettes area. Reroute outside of private property where possible. Utilize existing pipe for trenchless installation under Clear Creek. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $20,000 $20,000 2 Construction Area Sign EA 6 $600 $3,600 3 Project Funding Sign EA 1 $2,000 $2,000 4 Clear and Grub SY 2,500 $4 $10,000 5 Tree Removal EA 10 $1,600 $16,000 6 Nydro Seeding SY 2,500 $1 $2,500 7 Traffic Control LS 1 $15,000 $15,000 8 Sheeting and Shoring LS 1 $30,000 $30,000 9 Water(12" DIP), Unpaved Area �F 1,500 $170 $255,000 10 Water(12" DIP), Paved Area LF 1,100 $220 $242,000 11 Water(12" PVC,Slipline) �F 1,200 $170 $204,000 12 Valve(12" Butterfly) EA 10 $6,300 $63,000 SUBTOTAL(CONTRACT ITEMS) $863,100 CONTINGENCY: 15% $129,465 CONSTRUCTION SUBTOTA� $992,565 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 25% $215,775 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $172,620 TOTAL $1,380,960 TOTAL ROUNDED $1,390,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-06 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System �ate: 12/12/22 Facility Name: Foothill Pressure Zone PROIECT DESCRIPTION: Replace existing 12" main in Benton Dr to the west of Pump House 4. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 Construction Area Sign EA 6 $600 $3,600 3 Project Funding Sign EA 1 $2,000 $2,000 4 Traffic Control LS 1 $20,000 $20,000 5 Sheeting and Shoring LS 1 $4,000 $4,000 6 Water(16" DIP,Slurry), Paved Area LF 480 $320 $153,600 7 Valve(8"Gate) EA 1 $3,000 $3,000 8 Valve(12" Butterfly) EA 1 $6,300 $6,300 9 Valve(16" Butterfly) EA 5 $11,000 $55,000 10 Fire Hydrant Assembly EA 1 $14,000 $14,000 11 Remove Valve EA 3 $1,000 $3,000 SUBTOTAL(CONTRACT ITEMS) $274,500 CONTINGENCY: 15% $41,175 CONSTRUCTION SUBTOTAL $315,675 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 25% $68,625 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $54,900 TOTAL $439,200 TOTAL ROUNDED $440,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: EW-02 Prepared by: Kurt Maire, PE FACILITY TYPE: Groundwater Wells Date: 03/29/23 Facility Name: Enterprise Wells PROIECT DESCRIPTION: Replace roofs at some of the Enterprise Wells with new removable roofs.Costs per Pace Roof Replacement Feasibility Report, prepared in 2014.Assumed annual inflation rate of 5%to 2023 dollars. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $5,000 $5,000 2 Enterprise Well 3A-Removable Roof LS 1 $194,000 $194,000 3 Enterprise Well 6A-Removable Roof LS 1 $129,000 $129,000 4 Enterprise Well 7-Removable Roof LS 1 $194,000 $194,000 5 Enterprise Well 8-Removable Roof LS 1 $153,000 $153,000 6 Enterprise Well 10-Removable Roof LS 1 $153,000 $153,000 SUBTOTAL(CONTRACT ITEMS) $828,000 CONTINGENCY: 15% $124,200 CONSTRUCTION SUBTOTAL $952,200 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 20% $165,600 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 15% $124,200 TOTAL $1,242,000 TOTAL ROUNDED $1,250,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: PS-11 Prepared by: Kurt Maire, PE FACILITY TYPE: Pump Station Date: 03/14/23 Facility Name: Linden Ave Pump Station PROIECT DESCRIPTION: Add booster pump station on �inden Ave to replace EI Reno and Mercy Pump Stations and provide to PS02 and backup supply to hospital. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Demo EI Reno Pump Station LS 1 $60,000 $60,000 3 Demo Mercy Pump Station LS 1 $40,000 $40,000 4 Clear and Grub SY 400 $4 $1,600 5 Tree Removal EA 3 $1,600 $4,800 6 Unclassified Excavation CY 200 $100 $20,000 7 AC Pavement SF 2,500 $15 $37,500 8 Fence(6'Chain-link) LF 220 $40 $8,800 9 Gate(20'Wide,Chain Link) EA 1 $700 $700 10 Gate(4'Wide,Chain Link) EA 1 $2,400 $2,400 11 Sheeting and Shoring LS 1 $2,000 $2,000 12 Water(18" DIP), Unpaved Area LF 100 $230 $23,000 13 Valve(12" Butterfly) EA 4 $6,300 $25,200 14 Valve(18" Butterfly) EA 2 $12,500 $25,000 15 New Pump Station Building SF 800 $300 $240,000 16 Pump(250 hp) EA 2 $175,000 $350,000 17 Pump Station Piping,Valves,and Flow Meter LS 1 $100,000 $100,000 18 Conduit for REU Electrical Service to Site LS 1,700 $60 $102,000 19 Pump Station Electrical &Instrumentation LS 1 $300,000 $300,000 SUBTOTAL(CONTRACT ITEMS) $1,358,000 CONTINGENCY: 15% $203,700 CONSTRUCTION SUBTOTAL $1,561,700 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $380,240 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $271,600 TOTA� $2,213,540 TOTAL ROUNDED $2,220,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: RS-07-02 Prepared by: Kurt Maire, PE FACILITY TYPE: Reservoir �ate: 12/12/22 Facility Name: Buckeye 2 MG Tank PROIECT DESCRIPTION: Install 2 MG tank where 0.2 MG tank currently is.Assumed that 0.2 MG tank will be demolished with the previous booster pump station project(RS07-01). CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Clear and Grub SY 2,000 $4 $8,000 3 Tree Removal EA 5 $1,600 $8,000 4 Unclassified Excavation CY 8,000 $53 $420,000 5 Aggregate Base CY 450 $100 $45,000 6 Fence(6',Chain Link) LF 350 $40 $14,000 7 Gate(4'Wide,Chain Link) EA 1 $700 $700 8 Gate(20'Wide,Chain �ink) EA 1 $2,400 $2,400 9 Sheeting and Shoring LS 1 $2,000 $2,000 10 Water(18" DIP), Unpaved Area LF 100 $230 $23,000 11 Valve(18" Butterfly) EA 2 $12,500 $25,000 12 Tank(2 MG Concrete) LS 1 $2,600,000 $2,600,000 13 Site Electrical & Instrumentation LS 1 $80,000 $80,000 SUBTOTAL(CONTRACT ITEMS) $3,243,100 CONTINGENCY: 15% $486,465 CONSTRUCTION SUBTOTAL $3,729,565 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 18% $583,758 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $356,741 TOTA� $4,670,064 TOTAL ROUNDED $4,680,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-07 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System Date: 02/14/23 Facility Name: Foothill Pressure Zone PROIECT DESCRIPTION: Install 12" mains in Court Street from Sonoma to Rosaline and in West Street at Gold Street to reduce flow velocities. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Construction Area Sign EA 18 $600 $10,800 3 Project Funding Sign EA 1 $2,000 $2,000 4 Traffic Control LS 1 $40,000 $40,000 5 Sheeting and Shoring LS 1 $8,000 $8,000 6 Water(12" DIP,Slurry), Paved Area LF 950 $280 $266,000 7 Valve(8"Gate) EA 6 $3,000 $18,000 8 Valve(12" Butterfly) EA 4 $6,300 $25,200 9 Valve(18" Butterfly) EA 2 $12,500 $25,000 SUBTOTAL(CONTRACT ITEMS) $410,000 CONTINGENCY: 15% $61,500 CONSTRUCTION SUBTOTAL $471,500 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $114,800 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $82,000 TOTAL $668,300 TOTAL ROUNDED $670,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-08 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System Date: 03/13/23 Facility Name: Buckeye Zone PROIECT DESCRIPTION: Install 16" main in Twin View Blvd from Ramada Inn to 0asis Rd, including crossing under Interstate 5 from Caterpillar Rd,as well as a bridge crossing over Churn Creek. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $15,000 $15,000 2 Construction Area Sign EA 10 $600 $6,000 3 Project Funding Sign EA 1 $2,000 $2,000 4 Traffic Control LS 1 $60,000 $60,000 5 Sheeting and Shoring LS 1 $50,000 $50,000 6 Water(16" DIP), Paved Area LF 5,700 $260 $1,482,000 7 Valve(12" Butterfly) EA 2 $6,300 $12,600 8 Valve(16" Butterfly) EA 10 $11,000 $110,000 9 lack& Bore 24"Casing w/16" Main �F 300 $1,300 $390,000 10 Water(16" DIP), Bridge Attachment LF 280 $250 $70,000 SUBTOTAL(CONTRACT ITEMS) $2,197,600 CONTINGENCY: 15% $329,640 CONSTRUCTION SUBTOTA� $2,527,240 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 16% $351,616 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $241,736 TOTAL $3,120,592 TOTAL ROUNDED $3,130,000 Note:All costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: CONV-09 Prepared by: Kurt Maire, PE FACILITY TYPE: Distribution System �ate: 12/os/22 Facility Name: Enterprise Pressure Zone PROIECT DESCRIPTION: Stillwater Business Park Phase 2.The project will close the 16°water main loop to the business park.The project will also include street and sewer improvements. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Sheeting and Shoring LS 1 $50,000 $50,000 2 Water(16" DIP), Unpaved Area LF 10,300 $210 $2,163,000 3 Water(16" DIP), Paved Area LF 800 $260 $208,000 4 Water(16" DIP), Bridge Attachment LF 250 $250 $62,500 5 Valve(16" Butterfly) EA 12 $11,000 $132,000 6 Fire Nydrant Assembly EA 26 $14,000 $364,000 SUBTOTAL(CONTRACT ITEMS) $2,979,500 CONTINGENCY: 15% $446,925 CONSTRUCTION SUBTOTA� $3,426,425 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 16% $476,720 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 11% $327,745 TOTAL $4,230,890 TOTAL ROUNDED $4,240,000 Notes: CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: EW-25 Prepared by: Kurt Maire, PE FACILITY TYPE: Groundwater Well Date: 12/27/22 Facility Name: New Enterprise Well 25 PROIECT DESCRIPTION: Install new groundwater well in southeast end of Enterprise Zone,assumed near Fig Tree Lane. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $20,000 $20,000 2 Construction Area Sign EA 12 $600 $7,200 3 Project Funding Sign EA 1 $2,000 $2,000 4 Traffic Control LS 1 $30,000 $30,000 5 Sheeting and Shoring LS 1 $10,000 $10,000 6 Water(12" DIP), Paved Areas LF 350 $170 $59,500 7 Valve(12" Butterfly) EA 4 $6,300 $25,200 8 Test and Production Well Installation LS 1 $1,000,000 $1,000,000 9 Well Site Work, Bldg, mechanical,and electrical �S 1 $1,800,000 $1,800,000 SUBTOTAL(CONTRACT ITEMS) $2,953,900 CONTINGENCY: 15% $443,085 CONSTRUCTION SUBTOTAL $3,396,985 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 18% $531,702 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 13% $384,007 TOTAL $4,312,694 TOTAL ROUNDED $4,320,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: FS-13 Prepared by: Kurt Maire, PE FACILITY TYPE: Flow Station Date: 12/28/22 Facility Name: Palisades PRV#1 PROIECT DESCRIPTION: Upgrade Palisades PRV#1 to install a building and improve access. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $10,000 $10,000 2 Construction Area Sign EA 4 $600 $2,400 3 Project Funding Sign EA 1 $2,000 $2,000 4 Clear and Grub SY 230 $4 $920 5 Site Demolition LS 1 $10,000 $10,000 6 Aggregate Base CY 100 $100 $10,000 7 Curb and Gutter(Rolled) LF 40 $65 $2,600 8 Fence(6',Chain Link) LF 250 $40 $10,000 9 Gate(4'Wide,Chain Link) EA 1 $700 $700 10 Gate(20'Wide,Chain Link) EA 1 $2,400 $2,400 11 Building EA 350 $300 $105,000 SUBTOTAL(CONTRACT ITEMS) $156,020 CONTINGENCY: 15% $23,403 CONSTRUCTION SUBTOTAL $179,423 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $43,686 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $31,204 TOTA� $254,313 TOTAL ROUNDED $260,000 Note:Al)costs in 2023 dollars. CITY OF REDDING PRELIMINARY PROJECT COST ESTIMATE PROIECT ID: FS-14 Prepared by: Kurt Maire, PE FACILITY TYPE: Flow Station Date: 12/28/22 Facility Name: Palisades PRV#2 PROIECT DESCRIPTION: Upgrade Palisades PRV#2 to improve access and safety,and add SCADA capabilities. CONSTRUCTION CONTRACT ITEMS Unit Quantity Unit Price Amount 1 Water Pollution Control LS 1 $5,000 $5,000 2 Construction Area Sign EA 4 $600 $2,400 3 Replace Vault Hatch EA 1 $4,000 $4,000 4 Replace Flow Meter LS 1 $6,000 $6,000 5 Light Pole and SCADA Facilities LS 1 $25,000 $25,000 SUBTOTAL(CONTRACT ITEMS) $42,400 CONTINGENCY: 15% $6,360 CONSTRUCTION SUBTOTAL $48,760 DESIGN ENGINEERING(Environmental,Geotech.,Design,Review,Permits,Surveys): 28% $11,872 CONSTRUCTION ENGINEERING(Contract Admin.,Inspecting,Testing,Staking): 20% $8,480 TOTA� $69,112 TOTAL ROUNDED $70,000 Note:Al)costs in 2023 dollars. APPENDIX B WATER SYSTEM FACILITY EVALUATIONS � � � � � � eµ �� r= � � � � � � � � � � �� WATER UTILITY MASTER PLAN 2023 THIS PAGE INTENTIONALLY LEFT BLANK ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a �' L F' � °T �TS Section Paqe B. FACILITY EVALUATIONS.................................................................................B-3 B,1 Purpose and Approach ..................................................................................... B-3 8�.2 Pump Station Evaluations ................................................................................ B-5 B.2.1 Pump House 1 ............................................................................................... B-5 B.2.2 Pump House 2............................................................................................... B-8 B.2.3 Pump House 3............................................................................................. B-10 B.2.4 Pump House 4............................................................................................. B-12 B.2.5 Pump House 5............................................................................................. B-14 B.2.6 Goodwater Pump Station............................................................................ B-16 B.2.7 Mary Lake Booster Pump Station............................................................... B-18 B.2.8 El Reno Pump Station................................................................................. B-20 B.2.9 Mercy Hospital Pump Station..................................................................... B-22 B.2.10 Cypress Pump Station................................................................................. B-24 B.2.11 South Bonnyview Pump Station................................................................. B-25 �3.� Groundwater Well Evaluations...................................................................... B-27 B.3.1 Enterprise Well No. 3A............................................................................... B-27 B.3.2 Enterprise Well No. 4 ................................................................................. B-29 B.3.3 Enterprise Well No. 6A............................................................................... B-31 B.3.4 Enterprise Well No. 7 ................................................................................. B-33 B.3.5 Enterprise Well No. 8 ................................................................................. B-35 B.3.6 Enterprise Well No. 9 ................................................................................. B-37 B.3.7 Enterprise Well No. 10 ............................................................................... B-39 B.3.8 Enterprise Well No. 11 ............................................................................... B-41 B.3.9 Enterprise Well No. 12 ............................................................................... B-43 B.3.10 Enterprise Well No. 13 ............................................................................... B-45 B.3.11 Enterprise Well No. 14 ............................................................................... B-47 B.3.12 Enterprise Well No. 23 ............................................................................... B-49 B.4 Flow Control and Pressure Reducing Valves................................................. B-51 B.4.1 Keswick Valve Station................................................................................ B-51 ^__ ��1 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.2 Cypress Valve Station................................................................................. B-53 B.4.3 Railroad Valve Station................................................................................ B-54 B.4.4 South Bonnyview Valve Station................................................................. B-55 B.4.5 Pressure Reducing Valve at Pump House 3................................................ B-55 B.4.6 Pressure Reducing Valve at Pump House 4................................................ B-56 B.4.7 Palisades Pressure Reducing Valve No. 1 .................................................. B-57 B.4.8 Palisades Pressure Reducing Valve No. 2 .................................................. B-58 �.�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B. FACILITY EVALUATIONS 6.1 Purpose and Approach In November 2022 through February 2023, the City of Redding performed evaluations of key facilities and systems associated with its water distribution system infrastructure. The effort was a multidisciplinary assessment of the condition,capacity,operability, structures, mechanical and electrical equipment, and other related components associated with each facility. The goal of this effort was to form a prioritized list of system components that need replacing, upgrading, expanding, and/or modifying. Due to the timeframe necessary to complete this portion of the work, the evaluation was performed without developing detailed engineering concepts. The evaluation consisted of engineers and operators touring selected facilities to assess their condition. The evaluation included civil, struct�ural, mechanical, electrical, SCADA, and operations/safety. Utility operations staff allowed visual inspections of each facility by the engineering team and provided input on operational needs. The evaluation forms from the site visits are provided at the back of this report. The approach of this report is to briefly describe each facility, identify its major components, evaluate the condition of the facility and components, identify and list deficiencies, and list recommended improvements or repairs to address deficiencies. When appropriate, a table of pertinent design criteria of the facility is shown. Photographs for many of the facilities are included to show the overall facility, or specific deficiencies that should be addressed. Water treatment facilities and reservoirs wi11 be evaluated independently from this effort. Facility evaluations for the Buckeye WTP and Foothill WTP have not been performed for some time and their existing evaluations may be outdated. It is recommended that detailed facility evaluations for both WTP's be performed in the near future. Specific facilities included in this evaluation are listed in the following Tab1e B-l. Recommended repairs and improvements are listed in the following specific facility evaluation sections. Many of the recommendations listed in this report are maintenance items or relatively low-cost repairs that City staff can perform in-house or through purchase orders with local contractors. However, the larger scale improvements and repairs that are recommended will need to be completed as capital improvement projects through the City's Public Works Department and are included in the Capital Improvements Plan and the projeet recommendations in the Water Master Plan. ��;� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Table B-1 Facilities Evaluated T e of Fa�cili Facili Ta No. Pump Station Pump House 1 PS-01 � Pump House 2 PS-02 Pump House 3 PS-03 Pump House 4 PS-04 Pump House 5 PS-OS Goodwater Pump Station PS-06 Mary Lake Pump Station PS-07 El Reno Booster Pump Station PS-08 Mercy Hospital Booster Pump Station PS-09 Cypress Pump Station PS-10 South Bonnyview Puinp Station FS-04 Groundwater Wel1s Enterprise We113A EW-03 Enterprise Well 4 EW-04 Enterprise Well 6A EW-06 Enterprise Well 7 EW-07 Enterprise Well 8 EW-08 Enterprise Well 9 EW-09 Enterprise Well 10 EW-10 Enterprise Well 11 EW-11 Enterprise Well 12 EW-12 Enterprise Well 13 EW-13 Enterprise Well 14 EW-14 Enterprise We1123 EW-23 Flow Control and Keswick Valve Station FS-01 Pressure Reducing Cypress Va1ve Station FS-02 Valve Stations Railroad Valve Station FS-03 & 15 South Bonnyview Valve Station FS-04 PRV at Pump Station 3 FS-10 PRV at Pump Station 4 FS-11 Palisades PRV No. 1 FS-13 Palisades PRV No. 2 FS-14 �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a �.2 Pump Station Evaluations The City's water system has twelve pump stations used for raw water supply, conveyance of treated water between pressure zones, as emergency back-up sources, or to increase pressure for higher elevation areas. Brief descriptions and evaluations for each are provided herein. B.2.1 Pump House 1 The City's Pump House 1 is located on the south bank of the Sacramento River, along the Sacramento River Trail and approximately 1/4 mile upstream of the Diestelhorst and Lake Redding Bridges. It pumps water from the Sacramento River and is the only source of raw water to the City's Foothill WTP. Pump House 1 was constructed in 1937 and has been in continual service since. Major modifications were performed in 1968, 1981, and 19$9 to replace aging pumps and add new pumps to increase the station's capacity. A photo of the exterior of Pump House 1 is provided in Figure B-1. ��; ,�� 4 � �r�� r��,��,�''�� _ - t�`� , � � ti�, �«, .' „ �„ �� , �, �,' ��.. ,. .. � "n�15 v„' '� �t ?., t:�, .3`". wH�� . ..,� {, .� .. , `�y+��{� �,�'°*•� �`� " ti �� " :k a � S, ��, �� a��o-:� Figure B-1 Pump House 1 South Exterior D�sign criteria for the existing Pump House 1 is provided in the following Table B-2. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Table B-2 Existin Pum House 1 Desi n Criteria Item l)escri'tic�n Number of Pumps 5 Size of Pumps 1-400hp 2- SOOhp 2- 700hp Pump Station Firm Capacity 289 MGD Pump Station TDH, at Capacity 310 ft Pump Type Vertical Turbine Fish/Debris Screens Cylindrical tee screen, self-cleaning Pump Control Storage Level in 6-MG reservoir at Foothill WTP Backup Power Supply Backup REU feed,requires line crew to switch. The City is currently in the design phase to completely replace Pump House 1 and relocate the replacement station and fish screen approximately 1,600 ft up river because of the following general deficiencies with the existing station: • Its intake is located in a shallow area of the river that impacts its operations depending on the status of the Anderson Cottonwood Irrigation District(ACID) dam, which is approximately 1 mile downstream. When the dam is removed, typically between November and April, water depths are too shallow to operate the pump station at its capacity. Two of the five pumps cannot operate and pumps must operate at reduced speeds to avoid cavitation. � The existing intake and screens might not meet long term state and federal criteria regarding protection of endangered fish species. • The capacity of Pump House 1 will need to be increased to meet the future capacity of the Foothill WTP, up to 42 MGD. � Based on the City's General P1an seismic hazard map, the pump station building and intake structure are located in an area of high seismic liquefaction potential and may not be adequate to withstand critical damage during a design earthquake. G�neral design criteria for the proposed Pump House 1 replacement are included in the following Table B-3. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Table B-3 Re lacement Pum House 1 Preliminar Desi n Criteria Item l�eseriptic�n Number of Pumps 4 Size of Pumps 800 hp Pump Station Firm Capacity 42 MGD Pump Station TDH, at Capacity 320 ft Pump Type Vertical Turbine Fish/Debris Screens Vertical flat plate, self-cleaning Puinp Control VFDs,level in 6-MG reservoir at Foothill WTP Backup Power Supply Backup REU feeds. ��7 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.2 Pump House 2 Pump House No. 2 is located at the Foothill WTP site. It delivers treated water from the 6 MG clear well at the Foothill WTP to the Hi11900 Zone and its reservoirs. Design criteria for Pump House 2 is presented in Table B-4. Table B-4 Pump House 2 Desi n Criteria Item Descripti�n Number of Pumps 4 Size of Pumps 200 hp Puinp Station Firm Capacity 9,000 GPM Puinp Station TDH, at Capacity 200 ft Puinp Type Harizontal Split Case Pump Control Constant Speed,level in Hi11900 Reservoirs Backup Power Supply None. Standby generator project in construction. Engineering Division and Water Utility staff general observations and recommendations regarding Pump House 2 are provided in Table B-5. Table B-5 Pump House 2 Recommendations No. U�ficiency Recommendation Purpose 1 Station nearing the end of its service life. Replace Completely Reliability 2 Suction/discharge piping are aging and Replace Piping Reliability undersized. 3 Electrical eguipment is old and was poorly Replace Electrical Reliability installed. Photos of the interior of Pump House 2 are provided in Figures B-2 and B-3. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a �� :� �� , ��'� 3 ,� �» � � �� `��, `� � � �n�� ., � .,. �,,.,.,..... " 1 S2 „>. $. ' > ,....:'� �.�ti f 4? F � ��3tYq � �: � � e t Jr,y k i 'i'l,�i � �t k i,J}Y it� 2 { �lr � � �, k �� { ,,.� i � "7�"�54\ �.t..,a<: � Sy� �.y n��l �t r= � ' f + �,`�,��xt r1� �..��i s �n��EK `s�} C�t�s iJt'>%' �.,� .�:,,r , � Figure B-2 Pump House 2 Interior ��,�� , � a;�� r� .,�. � � , ,,., z�� B� � ��.�, �? � ��, L �'�s, Y`yY � � �' � � .:.''� .��'it; � � �� : � l " s� � �� : � , � �,F � � � � btv i, 4� `r' �� I ��, ��i7'f�, P g b i� �Gi � � , � � r Y �� + (� ��`�1��: � ,��.,��', ¢ Figure B-3 Pump House 2 Suction Piping �p� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.3 Pump House 3 Pump House No. 3 is located west of North Market Street(Highway 273) immediately north of Sulphur Creek. The station is designed to pump water from the Foothill Pressure zone to the Buckeye Zone. The station has been operating since the late 1960s and was more recently modified to include a pressure reducing valve (PRV) that allows water to move from the Buckeye Zone into the Foothill Zone as needed (see Section B.4.5 for PRV information). Design criteria for the existing station is presented in Table B-6. Engineering Division and Water Utility staff observations and recommendations regarding Pump House 3 are included in Table B-7. Table B-6 Pum House 3 Desi n Criteria Item ' De�cription Number of Pumps 4 Size of Pumps 75 hp Pump Station Firm Capacity 2,100 GPM Pump Station TDH, at Capacity 340 ft Pump Type Vertical Turbine Puinp Control VFD, level in Buckeye 2 MG tank Backup Power Suppiy None Table B-7 Pump House 3 Recommendations Nc�. Deficiency 'Recornm�ndati+�n Purperse 1 Site security issues. Unauthorized vehicles and Install electric gate on Securit campers staying next to station. access road. y Capacity is deficient for max day demands Replace pumps for min 2 when Buckeye WTP is not operating. firm capacity 5 1VIG Capacity 3 Existing electrical equipment will need to be Replace electrical. Relocate Operations replaced for larger pumps and motors. into new separate building 4 Vehicle access around site is deficient. Weeds pave around building Operations around building create additional maintenance. 5 SCADA signal is inadequate at the site. Install SCADA tower. Comm. 6 No standby generator or receptacle for portable Add receptacle for portable Reliability generator. generator. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Photos of Pump House 3 are provided in Figures B-4 and B-5. �� , '° �� i + ` E�i�j �U . i � ,.� � ��° � 4.` �� c o- . s�� a � , � � �� i �� ta 7 �`n '�t�^£'� �+p`„�i w,n�"` �tt ,��, s.�: k �4£'��.�. 7 t''b .'",V''� 3��. dtw�,y. � 4j C "��G�'M+r�� + ��'�N �� , �� '� �'; �� ` n � `a� �� , � �a",�'.,"�' � ��w�� -.., . � aw � ' � �s. ��2, � � akt. � � �� . �� S �r,:a..k ; t� s �ti z � d.ti,>, u a y,:,' �,:,,,y. �.l� ,> ;eSv't. a{i �i �,_ ,S�'�c,;�`��`'�%'- � a1.at � �,< .; �,�a'r+�.;�'��.�' ,�.r4��N�,�`.a`'�'`t .., �aur �,� 'F�- �s�, ��'� �ws��. e,�,. ' �+?� �., � � t z . . . . . , � ,� .�� „M�� .. � y a; �� Figure B-4 Pump House 3 Exterior .,�,-,: Ye,. r� ,� �� .. ;t � � .� �� `�� ,�i� •��, � ��"��`��i��,�� a � t��6`tr`�i� ��., „w4. ��{�;� �V5,� 1��.'� � x��i t x A ! lifi�A`v�"w�;. ` \ 4;J: ; 4. Figure B-5 Pump House 3 Interior � � �� — ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.4 Pump House 4 Pump House No. 4 is located on Benton Drive, near the Lake Redding Golf Course, and it pumps water from the Foothill Zone to the Buckeye Zone. It was constructed in 1983 with four pumps originally. The fourth pump was removed to facilitate installation of a PRV to move water from the Buckeye Zone into the Foothill Zone as needed(see Section B.4.6 for PRV information). Design criteria for the station is presented in Table B-8. Table B-8 Pump House 4 Desi n Criteria Item Descriptian Number of Pumps 3 Size of Pumps 75 hp Puinp Station Firm Capacity 1,400GPM Puinp Station TDH, at Capacity 340 ft Puinp Type Vertical Turbine Pump Control VFDs, level in Buckeye 2 MG tank Backup Power Supply Connection for portable generator. Engineering Division and Water Utility staff observations and recommendations regarding Pump House 4 are provided in Tab1e B-9. Table B-9 Pump House 4 Recommendations No. Deficiency 'Recornm�ndati+�n Purpase 1 Homeless sleeping behind the building. Install Fencing Security 2 Vehicle access and parking is deficient. �stall rolled curbs and AC Access pavement. 3 PRV currently in fourth pump location. Relocate PRV outside. Operations Capacity is deficient for max day demands Install forth pump, as 4 when Buckeye WTP is not operating. originally installed Capacity 5 HVAC should be upgraded to prevent Replace swam�p cooler Reliability overheating with recently added VFDs. with AC. 6 SCADA signal is inadequate at the site. Install SCADA tower. Comm. � Copper piping in the building for pressure Remove and relocate Operations transmitters fails and causes added maintenance. transmitters with PRV. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Photos of the exterior and interior of Pump House 4 are provided in Figure B-6 and B-7. <�� a �� ,� � a.s�454 � �is r`� 4� �,L�� i`at it�a '��.� �{ �� ' 1� �};�Z�.ty1a � �'� � �v �5�`csl.�:, ��z��"�'"�'"q�� 4 7 f . 6 ; .,(,. �y'a� tc��°��,r*,. � c� �� , � w, w,��q t� y �Y� . `va' 2 3 V34. �' q ),�) � � A �S P�S S a'ro'il`v� �� j � qµ��fr,°� l t �..,y '� � �a��;�,�.«;rl��k, £, t � :� � �` �.�'a t `�u �s ..d,. �:,, t .1 s ��;�� , � o`:'�,, ... �,...,, i 1 3 � �, � � � � �. " �� ; 1 � � � � >. ..z.: ti � � � �� , � � � ' � � � E � � � � �� : ; � � � ��, . s��.:. ,,,,., . � „ �..., t {� e1 ��9So�`��£� . ..... .... ..... . . ............._ ' '_"_' _ _" . _..—. .. . Figure B-6 Pump House 4 Exterior , ,__�,; - � r �� y�� :' i . ;�, ts ... � Yt � �. �d ��: 4 � r °� s��, `tt�., �� ' � " .,,. �� x,° ; ��,� �„ �� ''�� 't1�y�1 �,��,�, �� "v. r �. '�,� s �' 4`�K��. �' �� 1�,�� '�� "�� `�.�..y;�u x ��,i+,u,�tu;�h �t�,s`�:.`�::v �.cs�Z.'n, `atm�.�."�u 2� *x :+�.�s4�.'1 f'.��`��3�`�, �� A tt''�� t z,�>f � `�`'a ia 1 t �� r ( . � F��.&Y„u,.wT�* � ba*;,�:.aut?�L'��+u� "�`"� � . , �� .,� ��t t �..;a ! � � �..�'Ys�,;u.�'ta(�.�,� `��.�^ �'�E �;�;i w,�� ui.. ��r � p � V � �� , �� t� ,rz I S � y y, tS7 Yl�?��;�F� � � ... . "+vs� ��"�� "�. t �� E�� "a: w.;.� ! . �� , � ,4i„� : *,{L�:« a u Figure B-7 Pump House 4 Interior ��.1� - ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.5 Pump House 5 Pump House No.S was relocated to the Enterprise Reservoir location, off of Churn Creek Road near Browning Lane, in 1993 and a fourth pump was added in 1997. The pump station is the primary source of water to the Hilltop Dana pressure zone. Design criteria for the pump station is presented in Table B-10. Table B-10 Pum House 5 Desi n Criteria Item Descriptir�n Number of Pumps 4 Size of Pumps 75 (each) Pump Station Firm Capacity 4,500 GPM Puinp Station TDH, at Capacity 120 ft Pump Type Vertical Turbine Pu�np Control VFDs. Setpoint pressure approx. 60 psi. Backup Power Supply None Engineering Division and Water Utility staff observations and recommendations regarding Pump House 5 are included in Table B-11. Table B-11 Pum House 5 Recommendations N+�. Lte�ciency Recornmendati+nn Purpose 1 Dirt access roads around site and tanks gets �stall gravel on road. Access inuddy and makes access difficult. 2 Entrance gate is difficult to open and close. Replace gate. Access 3 Swamp cooler old and inadequate. Replace w/u�ini split Reliability 4 SCADA signal is inadequate at the site. Install SCADA tower. Comm. 5 No standby generator ar receptacle for portable City staff to add receptacle Reliability generatar. for portable generator. Photos of the exterior and interior of Pump House 5 are provided in Figures B-8 and B-9, respectively. ��.1� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a �' @ ,� ��`�'��?��,�� ,,, � = ts � ��y�jt�,,�s�`Ret4� i`if` � i '� �� , t{ �� 1}.�t T� 1 t � i . �, ��1iEttj$$r 4t ��}�t 7� °"71 � �,"�` �� a� 1� � � . a � �`>��` � ��`c�'�ti'�'��,�.; �� ? ,� ��5��k��1�� ,. zt,.a�� , �� , , �. � � ; ��' ,W, r h` u,'" �'��Y.��.S"Y I rn r, ''� Y' 4 t� :�,s� � �, ��1q'i�� '� I� w d,a� �'�� ,� 'i �� : i i '� �� ,;e� +aw Y P � .��liY"`� " `�. � � ,�,�", ti'� ��3 . .. . '� . . ,. �� . . . , � Figure B-8 Pump House 5 Exterior t � �� ,,, � . � f,. �: ., , �� . �� :,� � � � 4 z{k r ijt � .y . � a ,`��``}' {i � � ',:.'r v � ,� .. � ,��'�� " f� ��ti � "f \��5��5'k a..�il :F?}, a k,e. 4..�� .. � � § �� . 4 ,i} t� �� t n� `� � � ��;� � Figure B-9 Pump House 5 Interior ��-.1 a ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.6 Goodwater Pump Station The Goodwater Pump Station is located on the north side of Goodwater Avenue, south of Hwy 44, and across from the intersection with Velia Street. The pump was constructed in 2003 to provide additional pressure and flow to the remote east end of the Hilltop- Dana Zone in an emergency or outage of Pump House 5. Design criteria for the pump station is presented in Table B-12. Table B-12 Goodwater Pum Station Desi n Criteria Item ' Description Number of Pumps 1 Size of Pumps 125 hp Puinp Station Capacity 2,500 GPM(no standby pump) Puinp Station TDH, at Capacity 135 ft Puinp Type Vertical Split Case Pump Control VFD, manual in an emergency Backup Power Supply Connection for portable generatar Engineering Division and Water Utility Staff observations and recommendations regarding the Goodwater Pump Station are included in Table B-13. Table B-13 Goodwater Pump Station Recommendations No. Deficiency 'Recornm�ndati+�n Purpose ' 1 Site security issues. Homeless sleeping behind ��all Fencing Security the pump house building. Suction and discharge piping currently Pipe supports should be 2 supported by the pump. added to extend life of Longevity pump 3 Swamp cooler adequate,but o1d and should be Replace swamp cooler Maintenance replaced soon. with AC Photos of the exterior and interior of the Goodwater Pump Station are provided in Figures B-10 and B-11, respectively. ��,�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a � r � �,��°� x * « M �P� � ' g #��4 � �1? �+ sI�'� t�,f �a� `� ` , � . _ � ° � ,� � . � � p � ey r'.,� . k, � ,.,.M:•'•9,. •i �II .I„'. I III'�''� I ill� �Ili�� Y �` „�4�+.,.��3� \ � a�' l i� � 1'�;�;,r�.,�x; �`'�'�• �kM 1�.1��` k�ihsc n�, ia Figure B-10 Goodwater Pump Station Exterior t , � �"�'.r ��"'�-`�."�'"`�.��"""ff��,^`�.t t ,�S?3 �.i�y wa. �, e�,w�:,;..;� �� '�,;,>;..;�� , ' ..a� � 4. i � � � �., n;.� � ;. � r , �.w�,�� . . ... _ : � �k� �, ' t � � �„ �: wi�t�� „�,..�.. �� , � ,� � ., � ;,, � ; r.�.,,� 1� ��., _�. �r�,. � t�� ;��... 'Y.i" "'."43° 'i', # M.„.., ,.,.�.,, ,��;�4� � ��a� � ��,� s C � C3}? �p7„� �� i xli°` \� t �b r �.., 'ai�a�!14¢'q��t 4�9 .^3 �"�Y� ��a�Y ,�7 i�<;:� �P�� ffi_ � �t�+�,` �� V �, , ;� S ;, . � „ � " �� .,. ,.,�n, r", � ti) }'h �, ",xr.»�t �r�,i � � �"�V�� + � " ��."�' �� P;,�,,Y� ,..'�,.� r.� � , ��1 „, ,,, ` .r " i� �� '�� .. �� ;.a. '� .; k , .r.:. F?%� . � 1� .a �.� �' . �,..,�,, ��~ � `"�"ia't� �z. �. Figure B-11 Goodwater Pump Station Interior _ I�.��7 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.7 Mary Lake Booster Pump Station The Mary Lake Booster Pump Station was constructed in the year 2000 and expanded in 2004. It is located on Lakeside Drive, west of Ridge Drive. It is used to maintain adequate pressure in the Mary Lake subzone, which is a higher elevation subzone within the Hi11900 pressure zone. Design criteria for the Mary Lake Booster Pump Station is presented in Table B-14. Table B-14 Mar Lake Booster Pump Station Item Descriptic�n Number of Pumps 2 Size of Pumps 1-40 hp 1- 75hp Puinp Station Firm Capacity 1,000 GPM(with larger pump out of service) Pump Station TDH, at Capacity 100 ft Pump Type Horizontal Close-Coupled Pump Control VFDs. Setpoint pressure approx. 100 psi. Backup Power Supply Connection for portable generator. Engineering Division and Water Utility staff observations and recommendations regarding the Mary Lake Pump Station are included in Tab1e B-15. Table 8-15 Ma Lake Pum Station Recommendations No. Deficiency Recatnmendation Purpose During rain, stormwater coming up from under �vestigate further. 1 transformer into the station. Backf�ill or storm drain Drainage repair may be needed. Photos of the Mary Lake Booster Pump Station are provided in Figures B-12 and B-13. ��`�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a , `' �` � tt r is �� s i�.,� � �,��T 1 t 1 s �`� ' i {� `s�� r r�1 s i �� '�� . �;t tiLc� �i`°4 tsf4 { �ss 1t� s�s rt t�t.��1t ; � �.,e �t 7 ,`� s � �r1's y�, �� ; Y� 1 1 �� ; ��' tr tt i { rs�� s . . 4mS��+I� �t� t�egz4�ty n�tis s9 s� ih� � �: t �.�` �'t�"� ,�ti7t Ct'��y� S}�i rt# �.ti �7n t ��7 iT . Y tI Y' � ��\�k: ,�7 {�Y t :U1�i �� k. " W� .�.�. � �'ii Figure B-12 Mary Lake Booster Pump Station Exterior . .�.� ��',� �. '�t ,� „�'�� •" r �k S �. , �'"�p� � �� 'e � `W �� P� 9 `� ^3 N y Y � 3u�r' �`e p a.. �� A �� mr k a R��„ �1 �`P '�' ��: �� :,� 4� � � � � �'y ,��. �; ,; � � d�i , ,� ', ��,�,,��; �4� ` � � �� E� ; � :�� . „ . , �� 3` w� �� . � � _ �� ,.; �.� m„ � � � �,f � �xt«::= ��' , � �� ,'�:; �}�,� s�� (�k1 �� Figure B-13 Mary Lake Booster Pump Station Interior ��.��) ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.8 EI Reno Pump Station Constructed in 1994, the E1 Reno booster pump station is located on El Reno Lane. It provides a backup source of water supply from the Cascade Zone to the Hill 900 zone in an emergency. Design criteria for the El Reno Pump Station is presented in Table B-16. Table B-16 EI Reno Pum Station Desi n Criteria Item Descriptic�n Number of Pumps 1 Size of Pumps 75 hp Puinp Station Firm Capacity 900 GPM Puinp Station TDH, at Capacity 220 ft Puinp Type Vertical Split Case Pump Control Constant speed. Manual(typically of� Backup Power Supply None Engineering Division and Water Utility staff observations and recommendations regarding the El Reno Pump Station are included in the following Table B-17. In general, the station is in poor condition and should be replaced and relocated to an area with better SCADA signal and more water supply capacity available. Table B-17 EI Reno Pump Station Recommendations No. Deficiency 'Recornm�ndati+�n Purpase Building is in poor condition and undersized for Replace with a new 1 adequate space to perform maintenance and Operations meet electrical code clearances. larger building Mechanical layout is awkward and provides Replace building and � very little space/clearance for maintenance. mechanical equipment. Operations 3 Pump does not move water when Hi11900 tanks Replace with larger pump. Capacity are approximately half fu11. 4 Electricai is old and does not meet code.PLC is Replace electrical Safety not functional. Not connected to SCADA currently, and signal Relocate station, connect 5 is blocked by the hills in the area. new station to SCADA Comm. Photos of the exterior and interior of the EI Reno Pump station are provided in Figures B- 14 and B-15, respectively. _ _ �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a � � �� `�,� ��yf��}`a s i y>i y�,.7�t� rS r{ �tsd3 St5?}l�St S��S;tt }yt;.,: Y ' �e tv.� �k� �" �. '\ j �,{'." � . �� ,e V+i �i x fi• � � � � �� ,a, # 1 � ,�" ��i � ��s, , + ��„ °'� � �u `^Y w��i( �.�r�� E��y}.�� .„t' W Ny` � 3 . ...�.. . .. �... . ..... .. .. . ... . Figure B-14 EI Reno Pump Station Exterior 7s;�. �_��;. �,, , � � � � . # ��`�� e; ti `r ;'i` `.'. �� ,i �� ,'�`: t �� q � � #. FT a F �5; i '�sst;�t�U`".��it, � ��5� y tS } ( � ��'!' E �� `� ��y�5 �4� x,v�..,,r,.Li� �4 is'7 ,.�a�, .�. � � Figure B-15 EI Reno Pump Station Interior �3w�1 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.9 Mercy Hospital Pump Station The Mercy Hospital Booster Pump is located east of the hospital, off of West Street. It provides emergency backup water supply to Mercy Medical Center, which is normally supplied from multiple feeds off of the Hi11900 Zone distribution piping. Design criteria for the Mercy Hospital Pump Station is presented in Table B-1$. Table B-18 Merc Hos ital Pum Station Desi n Criteria Item Descriptitrn Number of Pumps 1 Size of Pumps 10 hp Pump Station Capacity 205 GPM(no standby pump) Pump Station TDH, at Capacity 350 ft Pump Type Horizontal Close-Coupled Puinp Control Constant Speed,Manual. Backup Power Suppiy No Engineering Division and Water Utility staff observations and recommendations regarding the Mercy Hospital Pump Station are included in the following Table B-19. In general, the station is in poor condition and should be replaced and relocated to an area where access for maintenance is easier. Table B-19 Merc Hos ital Pum Station Recommendations N+�. Lleficiency Recornmendation ' Purp�se 1 Building and roof are in poor condition. Replace Building Longevity& Operations 2 Stairs to building make maintenance difficult. Relocate station to more Operations accessible location. Replace station/electrical. 3 No backup power supply. and provide connection for Reliability portable generator 4 Not connected to SCADA. Replace station, connect to Comm. new station to SCADA Photos of the exterior and interior of the Mercy Hospital Pump Station are provided in Figures B-16 and B-17, respectively. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a � � ` �� ' ��:�� r � : � ��. ��, ��`�;�i* � ; i� �� , ' � ,FYo � >�� .� � � i �� u'' � 4„ti t ��' ,s' i � ,..� , �4 , �t..;, �,�. c, �. �,. .w� a�� '' � �I � $ ?y� �':'; 4� Figure B-16 Mercy Hospital Pump Station Exterior ,4M1 �5.,. 5 w � ...t.,...�,. � ��. �.� �il�?,"'�+ '�ra=�.�. � � ,., �' t,.; �� 5 � O �� ;�` � ��t �,��,_ ��; `� �, ��4 �. . , . . �a .. .. Figure B-17 Mercy Hospital Pump Station Interior _ �-�"�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.10 Cypress Pump Station The Cypress Pump Station is located at the southeast side of City Hall, off of Parkview Drive. The existing station is a temporary installation that can provide limited flow in an emergency from the Enterprise Zone to the Foothill Zone. The temporary station is utilizing a spare 200 hp pump from Pump House 2. The temporary pump is not designed for use at this location and if operated at full speed the pump would operate outside of its recommended curve, which could result in damage to the pump. The City is currently in the design phase to replace the temporary station with a permanent pump station that will be capable of pumping approximately 12 MGD in both directions, from the Enterprise Zone to the Foothill Zone, as well as boosting flows from the Foothill Zone to the Enterprise Zone during peak demands. Because the permanent Cypress Pump Station is currently in the design phase for replacement, a detailed evaluation of the existing station is not included in this evaluation. A photo of the temporary station is shown in Figure B-18. �� r,, � � ; 9p �y � " �''��v�OB��ojy��s...: �.r �� t . p �� I �� . �,.. �`,.T��. ,,,, �. $ "(s�+x1 �°�� "� ` � �� f�, �mR ��'� d��* �� d � �, � .. �� •:� , f , � � �a ,.,,„ , ,. � �,t t,<r� ,.,, �.,.�,...,. � .,;,,..,, ,. ,.'. .' : :,�; � � , r � ¢ ��,.: 4 � . �� ;�� I �' �t� � �;,,. , � , ' �" .,. �_ -_'.r',.` ' '' .. ,-„ �, Fd. Y� „� ,,�-_, '::.. ;...:, "� � . ��.,,>:,s. .,, , � .,..".. . �. ,. .. ,. <.,. „, . <<..' _ ..:'. ',.. � �� '< .�' ,.... i `x�n�'� i � .." : ' ,:"'� � . „ „ „ . .. �.. � , ,,' �. , „ , . , , , ".�<`� . ( '. � ' ;, " ..'' NI . � i � > .. :,. ..�.� ; �,,�_. r . , , . .:.::a. �.. . .,,�, < ,. ..�>. . . , .� ",., ,.,....:,. - ..,,�:< t ;: �� . .» ..�� :�... :._ ,. � .= : . �, ,. ,,,._ <.... .. ' '�. � �� , . " :�- ... '� .. . .,. '�., :. ��' . . � . ., . . ,u ,;�,.t ,,.:., , ..�,,,,,,; ,,,,, , ,, ,,,,,,,,,,,,,,, , ,<...� ,� , . < . «� . . .. , . �.�� .n U; Figure B-18 Temporary Cypress Pump Station �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.2.11 South Bonnyview Pump Station The South Bonnyview Pump Station is located on South Bonnyview Road, west of the Sacramento River. The pump is used to increase flows from the Enterprise Zone to the Cascade Zone during high deinands. During average demand conditions, the pump is not needed and the parallel "gravity" pipeline is sufficient. However, during high demands the pump station is needed to maintain the level in the Ranchettes tank. Design criteria for the pump station is presented in Table B-20. Table B-20 South Bonn iew Pum Station Desi n Criteria Item ' Descriptic�n Number of Pumps 1 Size of Pumps 40 hp Pump Station Capacity 3,500 GPM(no standby pump) Pump Station TDH, at Capacity 25 ft Pump Type Split case vertical Puinp Control Constant speed,based on Ranchettes Tank Level Backup Power Suppiy None Engineers' and City staff observations and recommendations regarding the South. Bonnyview Pump Station are included in Tab1e B-21. Table B-21 South Bonn view Pum Station Recommendations N+�. Lleficiency Rec�mmendatic�n Purpose 1 Vault is at side of busy road.A lane closure is Replace relocate the Safety required for most maintenance. station further off road. 2 Vault requires confined space entry. �stall above ground in a Operations new building. 3 N�o standby pump. Install standby pump Redundancy 4 No standby generator or receptacle for portable Add receptacle for Reliability generatar. portable generator. Existing concrete pad for PLC and light pole Stabilized with concrete or 5 with SCADA equipment is settling. �out prior to the full Longevily station replacement. Photos of the exterior and interior of the Goodwater Pump Station are provided in Figures B-19 and B-20, respectively. _ ��-�� _ ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a ��, ,: , Yfl,r . ;� .`:�+�� ' ' 4;7 ' �. ' � m �� .� as �X �tii � {: S 4 .. �L�.. ... �� ..��'��. Figure B-19 South Bonnyview Pump Station Exterior F":. i x ' �� 4 f(�� "�T',:� '�UN � ty '�I � � �� U�r�� ,e� ,� � i"� � ��; �� k4� �� k , ,, ��' ��4a. �� svl'.n� t`c� 1 r, y l' d� ....ed u � .. ?:� ,vi4�pv "�@ ti �F l�['r � �,'� � �, ( �`� � }�i,�,�� . ` ,t ��41�i�� "� i �m� 4 ,�� + p' � . � � � �*.r .��. ��j �:�� y�..,.�. i� � � � t ��t y ti�r� � + r��`p�. ''�' ' t:, e �. � ' ;?�,� k � � ,*`�"k�-.:.„� �'u, � � : Figure B-20 South Bonnyview Pump Station Vault Interior _ �� _ ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3 Groundwater Well Evaluations The City owns and operates 17 groundwater wells in the Enterprise and Cascade pressure zones. In general, the City's Enterprise wells are old and showing signs of wear. Housekeeping and inaintenance are needed for most of them. The City is not planning to repair deficiencies at the Cascade wells because their low production does not warrant the costs for repairs or improvements. As such, evaluations of the Cascade wells were not performed as part of this WMP effort. B.3.1 Enterprise Well No. 3A Enterprise Well No. 3A is located on Alta Mesa Drive at Galaxy Way and was installed in 1983. Electrical and chemical systems for the well are housed in a small building and mechanical facilities are outside. Design criteria for criteria are provided in Table B-22. Table B-22 Enter rise Well 3A Desi n Criteria Itern Tl escription Pump Size 100 hp Capacity 460 GPM Station TDH, at Capacity 460 ft Pump Type Submersible Pump Control Constant Speed. Manual control. Casing Size 16"to 244 ft, 12"to 496 ft We11 Depth 510 ft Backup Power Supply None Engineering Division and Water Utility staff observations and recommendations regarding Enterprise We113A are included in the following Table B-23. Table B-23 Enter rise Well 3A Recommendations No. Defciency Recommendatit�n Parpose 1 Site fencing in poor condition. Replace fencing Security 2 Roof leaks/dry rot at roof opening Replace Roof Longevity 3 Narrow door into chlorine room makes access Consider replacing with Operations difficult. wider door. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Photos of the exterior and interior of the well are provided in Figures B-21 and B-22, respectively. � � ` �� uil �; �5� � � � ��j 57)��"��`� t� � � �� f� � �:�. � ��f�,� i�''�� l�c2t�?�j � � r � A�S��4 � �kl?��C�S' � �{�}�� ;�;t c ` �t�g�};P l.�$� � � �� 7 � � P��``'}'P4� ��` ,� sxms`uro�. � � �j��,7'�� l� F�� 3� li` `�`� �� , � � � �, '' � i' k � � �.,., , � ' � � , ,;�, �. � n. i .� ,�,3 �... � r.S: •'r' �5u� i �' Y � .k`��iki%., .�� Figure B-21 Enterprise Well 3A Electrical and Chemical Building ��. � � �'; �,�;r,� �,�; � � ,: � �. �. � � � � �� .�r �. � .3.. rz � �, � . p � � � , �� f� � � �� c r.. ��a a.� �x '� r� � 5§U't,` 9 x k G'„�±� k # d Figure B-22 Enterprise Well 3A Mechanical Facilities �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.2 Enterprise Well No. 4 Enterprise Well No. 4 is located off Castlewood Road and was drilled in 1963. Its design criteria are provided in Table B-24. Table B-24 Enter rise Well 4 Desi n Criteria Item ' lleseription Pump Size 60 hp Capacity 400 GPM Station TDH, at Capacity 4'73 ft Pump Type Submersible Pump Conxrol Constant Speed,manual. Currently inactive. Casing Size 16" Well Depth 500 ft Backup Power Supply None Engineering Division and Water Utility staff observations and recommendations regarding Enterprise Well 4 are included in the following Table B-25. Table B-25 Enter rise Well 4 Recommendations N+�. Lle�iciency Rect�mmendation Purp►ose 1 Roof leaks New roof would be needed,but Longevity, decommission well Cost per AF 2 No pump or motor eurrently installation. New pump,motor, and casing Operations, Well casing needs to be replaced. needed,but decommission well. Cost per AF Major electrical upgrade would Operations& 3 Electricai facilities do not meet code. be needed,but decommission Safety, well. Cost per AF 4 SCADA signal is deficient. SCADA tower would be needed, Comm, but decommission well. Cost per AF This well is eurrently inaetive and major upgrades of inechanical and electrical would be required for it to operate safely again. Given its low water production, it appears that repairing and upgrading EW-03 will not be cost effective. The City plans to decommission this well. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a Photos of the exterior and interior of the well are provided in Figures B-23 and B-24, respectively. ,, ��`�t� '�,�`ti��4�" �� ,4�g�3r>? 1��.� �;,> ��C�� `V�i tj� � � �� 4�� . �� sw� :� v � s ' ` �� '�� +�ro;�x ��;5^, a, C i �t'�c�'�� s�4,t." e %L�� '��., . `,�y.. '�`' H°^N�;< � ,ti �.�a� q § .. . ;,...'�: . , . . .. , .. . ..'.i . '" . .. .. . . Figure B-23 Enterprise We114 Exterior � � z� � , � � � ��, ,� , S � �. 't��x. �VY ��ti.. V,tYStt� �� av ; � �, , y ,d P. '"�°'� � k> � ! "��,. �r ,;r:, , , ��. � � � t��' � ,�4�t;, . �s. . � ,;• LL _. ,� � � � � � ��. t�` � � � 1; � ? t � �'� Figure B-24 Enterprise Well 4 Deficient Clearance ��°�C� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.3 Enterprise Well No. 6A Enterprise Well No. 6A was constructed in 1983 on Western Oak Drive near Brittany Drive. Electrical and chemical systems for the we11 are housed in a sma11 building and mechanical facilities are outside. The pump and motor need to be replaced, so the well has not been operational in recent years. When operating, it is normally only operated during the summer. Its design criteria are provided in Table B-26. Table B-26 Enter rise Well 6A Desi n Criteria Ztern'� Descri�tion Pump Size 75 hp Capacity 550 Station TDH, at Capacity 440 Pump Type Submersible Pump Control VFD. From Enterprise tank level or manual. Casing Size 16" Well Depth 510 ft Backup Power Supply None Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-27. Table B-27 Enterprise Well 6A Recommendations No. U�ficiency Recommend�tic�n Purpose ' 1 Roof leaks Replace Roof Longevity 2 Pump and motor not operational. Replace Operations 3 Swamp cooler is near end of service life. Replace w/AC Operations 4 Electricai paneis on the south wall are being Recoat. Longevity damaged by the sun. 5 SCADA signal is deficient. Install SCADA tower. Comm. Photos of the electrical and chemical building, and the outdoor mechanical equipment at Enterprise We116A are provided in Figures B-25 and B-26, respectively. ��-°�1 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a k � � � r�s�� x . � 1 �� t� ,"��''.� � � � ��st�s f�ls��; -� i t t �� '��,�.'n��.", i�4� ^�.�*.', ��, ��,"�,�,.,��,; � .. . „, ,:„�,u,#�,.titi ��,�'�a,�,�,� ti i . . a ` � !,U�� tti�rit4„� �`2 �'i��l��ty� �'� � � ' `�� . t a SS lf4}}��?��. � � .. , �.,. � 15 f�tf'�`"i�Ji�R�.��S�� S �'� � 1Jst'i}1:}ttt`��`4{ '�u�,'r�f $ :°� .;N?�Y� ��. ^��'�� i� s �°�Y� �� "��.�,.axia+„z� � - �o x� ';"�'�y'; �:tv�.�,`�a�y ��aa,y YiiY3a?.: ;..,�^'�� "�c � S,; 4. ,..�9by1 � �� `r,Cn�,"�'t � �k" t „ ". �,,. y . . �., :�.e : .�.,.. Fi ure B-25 Enter rise W g p ell 6A Electrical and Chemical Building � �.�� 7, ,, ��. �� » �� ,,�� "� „ ��. :. �. �: � , �, ,.. , , ��:; �.� �� J� �� . � �� , � � �„�,,.� ..• � * , �,_ ,. w � t° ��m�,.; , . �� s . � x , �• � � �� , � „ � , ,. �. x f M � , � v ..� � m ;� � � < . :.31� , , , o ,,, . ..� ... . . . . .. , . , _... ..., m. . ....x. .. Figure B-26 Enterprise Well 6A Mechanical Equipment _._______. ��.e°�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.4 Enterprise Well No. 7 Enterprise Well No. 7 was constructed in 1968 and is located off Goodwater Avenue near Freeman Way. Its design criteria are provided in Table B-28. Table B-28 Enter rise Well 7 Desi n Criteria Itern Description Pump Size 200 Capacity 1,200 GPM Station TDH, at Capacity 450 ft Pump Type Submersible Pump Conxrol VFD. Enterprise tank level,or manual. Casing Size 16" Well Depth 600 ft Backup Power Supply None Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-29. Table B-29 Enter rise Well 7 Recommendations N+�. Deficiency 'Recommendatitin Purpose ' 1 Roof leaks Replace Roof Longevity 2 Hi�;h iron and manganese levels. Treatment may be required Regulatory in future 3 Swamp cooler near the end of service life. Replace with AC Operations Aquamag system is high maintenance. Uses 30- Replace Aquamag system. 4 gallon drums that are difficult to move, and Evaluate delivery and Operations chemical pump loses prime often. storage options. Photos of the exterior and interior of the we11 are provided in Figures B-27 and B-28, respectively. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a � � , � _ ti,;� ; � � � ; �`�� '�� ' �� 's �� .,�� 2�4s��t�a ?��z�� g Is� � �`� ��,�,�. � ^^..`,��'� � � �,.,, �t��c� �7;� �� „�, �'t.�.� ra} f {z�t.�t�5�4�C�t � �; ��F�,,�`� ^�' � � a ,.�. � , ;�, � I �. Y § � �"„ � t�� @ i �i �_ ��i �� YjLJi �5 � w-�-''��V rv h � �, . � „� a . ,..,'. , .:,,,<. .'�. a Figure B-27 Enterprise Well 7 Exterior �� -, .��e� -b. � �.ar*�"��+`;.�.k'�. wx� .ra... .�..i 7 '..' � ,.w,^�,�.n*�a«d^"- . �5,., ,1n„* �� r:,�; . " , , r�. . , :'a�`.o�.ear E ar...�:�..w�. ��. � ..,,.r� � �� •r.. ' Z�`\��2; ' � �� nwn� � r *��32`��i�'3� S� , � ' A ��tiS jt } � } �� e�� § ��j�i�i L ��5,; i :A4 � t .� ...�..�4_-. � ..� 1��Z�i#�1i��k' � '��h � ` ` l�EF�i 1 �, ,.�� r y ��1� i ��4 1' f ��S��5? �k} � ��1�1 t�� , �tT ..,,i.: ��r��et�$ `v � ,,_ ��ti��\� a � �� :, � `��*. � ; �,� � � �+' � ji� ��;i 4 �}i�j�`t�y�. �ti ,� Figure B-28 Enterprise Well 7 Interior �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.5 Enterprise Well No. 8 Enterprise Well No. 8 is located at the Redding Municipal Airport. It was constructed in the late 1970s and redeveloped in 1998. This well is often run year-round. Its design criteria are provided in Table B-30. Table B-30 Enterprise Well 8 Desi n Criteria Itern U�scription Pump Size 200 hp Capacity 1,050 GPM Station TDH, at Capacity 345 ft Pump Type Vertical Turbine Pump Control VFD. Per Enterprise Tank level, or manual. Casing Size 14" Well Depth 410 ft Backup Power Supply None Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-31. Table 8-31 Enterprise Well 8 Recommendations No. U�ficiency Reco�rtmend�tic�n Purpose ' 1 Poor warkmanship for recent roof installation. Replace Roof Longevity 2 Pipe coatings in poor condition. Recoat Longevity 3 Swamp cooler near end of service 1ife. Replace with AC Operations 4 No provisions for backup power. Install connection for Reliability portable generator. 5 No main electrical breaker outside of building. Install breaker outside of Safety building 6 No auto shutoff for chlorine gas. City staff to install Safely 7 SCADA signal deficient.No level prob. Add tower, if airport Comm allows. Add level prob. Photos of the exterior and interior of the well are provided in Figures B-29 and B-30, respectively. ��a ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a � � ��; �� t ��.`.v r� �, t, }�k,t,Y �' ��;; z.�; � . �., Figure B-29 Enterprise Well 8 Exterior ��"", y�'.�k.�'�ak4�u i -x.'v '. P .y„ '. § t�j,�'�)� e' �� 4�.�i, ti� ii. xw.� � �.,; 't ��;^v �� ` t� �t � � � �� s, � � � �; �,. ti }:=r ��:, �_� ,,�� ,� �� , u M 'h� �I �,�I�,�� , i,,i�;, ,, ,; � .: � � ��..�.��I k '��P'1P 'y '.'�ii�,�i r ��' t� = i �ur�p�a�° 4 ��Y.� �,�.r,.. s��`,� y'�"�S�? i�''� ,�,��,�g , y a'�"�� u�.y,,�,� �� +s'� y '��.`��.�� ``�, �� r � a a r � � ,�„� �� ' n'" a 'c " � �. �� ' � � � � �� ,�� ti� �� t ,�. Figure B-30 Enterprise Well 8 Interior �—°�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.6 Enterprise Well No. 9 Enterprise Well No. 9 was constructed in 1986 and is located on Airport Road. Its design criteria are provided in Table B-32. Table B-32 Enter rise Well 9 Desi n Criteria Item llescription Pump Size 250 hp Capacity 1,750 GPM Station TDH, at Capacity 380 ft Pump Type Vertical Turbine Pump Conxrol VFD.Per Enterprise Tank level, or manual. Casing Size 16" Well Depth 505 ft Backup Power Supply Connection for portable generator. Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-33. Table B-33 Enter rise Well 9 Recommendations N+�. Lleficiency Reco�nmend�tic�n ' Purpose ' 1 Roof leaks Replace Roof Longevity 2 Pipe coatings and coating on electrical panel on Recoat Longevity south side of building in poor condition. 3 Arsenic level near MCL during droughts. Treatment may be required Regulatory in future. 4 Swamp cooler near end of service 1ife. Replace with AC Operations 5 SCADA signal deficient.No level prob. Add tower and level prob. Comm Photos of the exterior and interior of the we11 are provided in Figures B-31 and B-32, respectively. ��7 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a , � +z"�: , t�r��f� ��<, ,«.. �t, ��gz� �{ �.. x da� z �-��,�r ...�„�4 U;�.�,;��' < � n�S,�,�` 1 I ::�� t�� i�� E. ��i � i�� .,� t `�- � u i x � � ��I � I' `� � �"t�54 Z'� 1 � � ��,�L�1 t�.1} �ii c � �� t t �1 � d 'l)S)r \ �t�` `'s`� k4 3 '� a??. �„3 �. � t �� t : c�$ s� � � 1��t: ��,� � ?� , �2 a��.� �� p n�;,� ��4� �rt � :x � ��''_. .', ��"„ .'��' tt l l�� ' .�, ��5�� a � q �+w � �� ti �� d t � � .�WkP�;'��. G i , � �� t xt•,� i 4 , .. , ,e , , �^�1� . '` � iM�:S #, , ,rt a �� ': .�:�. �, ......:. ... ,: ',. Figure B-31 Enterprise Well 9 Exterior �� »,�u�� .. ?��; , � �,�� r�u� ��` ~ 4�� .1�` ,� ,W�� ' ,�� i ti . � 1 I y 4}t � � S�2Y�S} Y�. }� Y ��. i �� ,� 4�7�� `� �� `� � � ft� �� i� � ��, �:� � � � �� ` �_�� ,�3 a �'�' �: ��,; � ,�� ; � ,��, x , � - ��c��a,. ,� � ` .. `��;.$,.a�� :( 1� �"��" �� r i'�5\?s. � � � s � � ` r �. � ,s�'h`� s�, � �� Y 'M.�y .�W'�" �.�y 4: �3Yw ,�' ��a �'� �� \ 1 � S�� e�iu�N;�� ` �1 4� ��.`�.� o±e"y��'`"� '�� at��,�� ,U7'�' � ��-�,. �� '� ��'�J ''�.'jEt'�� ''3�'"�,'"�i,e ^ � ��?v� 4j 3�. �+"�"u+u";'� �t�3� . t�� :°` � �� a �a��y 1�t ��.3y'� . � � �,'��\�4'ST'�;�'� � -�} �{rFz`.`�'�� `�� , �� `" � ��}��,f'� �� i'� �4 �iz4�t��it7`��sxt � �Y�sy`:�� t�;'.. '� ;�Ftst�?s,� � i .:,.��b„� ��3 ..�. ,, �.ta`_ .��1�.�., s�4�4}�5�1.��t444`,s`„`..�. . , Figure B-32 Enterprise Well 9 Interior �-°�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.7 Enterprise Well No. 10 Enterprise Well No. 10 was constructed in 1986 on Goodwater Avenue. Its design criteria are provided in Table B-34. Table B-34 Enter rise Well 10 Desi n Criteria Ztem��'�� llescription Pump Size 150 hp Capacity 960 GPM Station TDH, at Capacity 380 ft Pump Type Submersible Pump Conxrol VFD.Per Enterprise Tank level, or manual. Casing Size 16" Well Depth 525 ft Backup Power Supply None Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-35. Table B-35 Enter rise Well 10 Recommendations N+�. Lleficiency Recommendatidn Purpose ' 1 Flat roof leaks Replace Roof Longevity Aquamag system is high maintenance. Uses 30- Replace Aquamag systein. 2 gallon drums that are difficult to move, and Evaluate delivery and Operations ehemieal pump loses prime often. storage options. 3 Swamp cooler near end of service 1ife. Replace with AC Operations Photos of the exterior and interior of the well are provided in Figures B-33 and B-34, respectively. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a ti � �'� � x� � ?,j t��";y y �`"'` l.. ro� . k �: �� t '�""�a ��'� �y�a� ��t��t �'�� `�'�'�—��,a �a�e � �s�� `'��.�.�� s i. �� t ��' �y�� c�� , �� , �.�� a ;� �� t �� ,��q �. , w�� '� �' ' ��.,� �.�''- k, � : i`� +�n \+��' at � m ��' '� `�°�..��""c3,aa�p�b, s� '� � � i � ��`�...��`��"t �'P*e�'�� re, � . �. AR' �. t ,P �� ?�..— � � t"�"v� � 4}:�`�*�� `�3� ��. `� z 3 ,�, �" a'��i� �,�_ � ��„� � d � �� w� � �E,.�.„��`�� , � � 1�� 4 p v :. � � '� . ��h+j..�.. �"..�� .� kc'S . � �s . ��a�"` q,�1� `�t� � ,�eas�. .�,�,� � � ��''� -�--��'�� -'��,,;.y^"""-� y �'�.�'S� i� .,�`"�' �; � �35�" l� �� ;� a ��' e 1 -. „ .w.�� 4 �`� � � i ,�dm, �� t'��", w rv`� �'" �a;, t a p ,4s ..<. . ��:� . � N . ..9,i , v ah�.., wyo n*. ' . 'Mi . r '� .�„ � W"W'd � z.... �. ,... 4 :s.,.+,"' ..:o � r e. ,;ir,�' �;'�. "�. Figure B-33 Enterprise Well 10 Exterior � , � �� `��, � � s ;� � �� '�� f��f.��i„��,'�i�� `�� ..� a G�r� ��, �.� � �l; �'r� ,.72�` ti ��1��„t �� y �w,. �� ;� � �� lkS l � �+'i�'' , l L 33 `.. ' fi}��7 � t y��`�� t}, l `lf f t�Sf��(�7�� 3� ? '� iz `i M1�� \��l4 �� '}l �� O",'ti`�� r„�:\ �� ' ,:44; Figure B-34 Enterprise Well 10 Interior _ �_�C� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.8 Enterprise Well No. 11 Enterprise Well No. 11 is located on Goodwater Avenue, at the south side of Rancho Road. The well has not operated in recent years because of high arsenic levels. Its design criteria are provided in Table B-36. Table B-36 Enterprise Well 11 Desi n Criteria Itern Description Pump Size 200 hp Capacity 1,400 GPM Station TDH, at Capacity 380 ft Pump Type Vertical Turbine Pump Control Constant speed. Auto or manual(typically of�. Casing Size 16" Well Depth 525 ft Backup Power Supply None Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-37. Table 8-37 Enterprise Well 11 Recommendations No. U�ficiency Recammendation I'urpase 1 Arsenic levels typically above MCL. Treatment required to operate Regulatory well 2 Walls, ceiling, and foundation in the Repair,if treatment will be StructuraU chemical room corroded and cracking. added. longevity New pump, motor, and casing needed if Up�,�rade mechanical if 3 station will become operational again. treatinent will be added. Operations 4 Electricai equipment does not meet code and Upgrade electrical and Operations/ is in poor condition. controls,if treatment added. Safely 5 SCADA signal is deficient. Install tower, if treatment Comm. added. Photos of the well building are provided in Figures B-35 and B-36. ��1 ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a wirS r o t�i�"i�' 4)�;E f`�R @�:u�1Ai�"�� ` �rt s ' _,.'„:; ,..,,..... �$�lti @,�d a a�,��. � t ��r bd \��s ts r u � �.tr, �� `�� ` 3 ��"��.��`s`l}�4\�'tS`�.l ...�.,;,.�. � ��i Cl\ '; ,.,i:,:, ��153�3`\`�,Z � �Sy � �t 5��...�� ,� t ��l�\{}F � ;�„` r y 'C<4 i 3 y :�:ae�—�� `i �� i � ��"'•C4a0.tc�tt's i , � .��"�'. ��v��'k' ��,��5��,�� ,� !, �� ,; �� i �—� �� •��v, k.� �� ,��1��;��. � ��"'��, .., , �,. � ;, �� }��.. �y��,k'� �,...�,..:° ��„ ...... _ ��. . .. . _ Figure B-35 Enterprise Well 11 Exterior �r�,�� rL-�s ;� t t,.� �,r �p ..; : 4 i aa �,'Ah' "��`? T \ 'S4'�.t"'*�` h'ywl,�' ``t,3 E ,.��, .1` 0 k g��" � ' 3 �L�� '�? �"SY {;��k ��'�'i�"��3'�}�a�-�n,"� < Y } � 3� � �"��'�'��h��'�°`�a '� (�u�`��'�'�'v�, � . k n� �� r ��, � x�z�� ti�� ' 4s �.yr� =�'�.�.�:�vS�i a�,'�,1 �''a �c �' '� �,."�'�."r k ,y�a'' �'�� t ,*�v� �. �� a � x� � �?! M � � t � �'�e� '�a :.�"ss�t�;�`5�,�`k^��»^�'E �b�,�+�+n�`v�`"•�`� ��" ��'�+,"'y ��. 4 4��*"� . � ��w ��d��`+"�S �.'�,.�L, u� �a � �' � 's �""' ��;�� 5 ��' ' „��c �4 r�� ^�, � t`�'k',�� '�. '? � .�.,y� �'�t��:..�:aa,.�,,, "��'��j"��,�t�^``�'�'�5��v�""�a '�� - ka. �� : �'`� w � t �. �� '"�� u.�- '�'"°�"�� '�� ' �S��a�.�`Za �� e y �: L�''�.��at��$`�-`y ,�r��S'��,{��E}°t�'�µ �.,� � � �,� �,�� M '��1 � � r �� k � � � �a��.��.,��';�,�;��`§��`"�,?"�' `�''��"�c�: �a�4�;��aa r� � '� a *�,��`r � �. �� ' � �c'��'�`�' � �a�L�'B��`;;;$�r a ��;� ��s,�"�'e�4 y �.��=��' �� '' �,� F a x- .,'§� ti y'�'�'4�� S.� v ��S t"°'�"'� �Yv"'�� '};�� `��,`v��^�'��`! �" '� u; i a �,u � k 4 � � �.?�'S �h r��, i � t *� �,� s a� .� t5;,*�kY'�' n�3�� 4�`r. '��'1 "�'�y��z�a�v'� a ye�.„� �,� �'"��,.� � �, t�%� "''tt �s. �"'� +c�"��,�� `�� "�' '��'�^5�'� ,,,� ,r��'�'�,� '� �� a�'�' '� �:�,y,„1 eC�� '�"�j� �' �.��,� � s��2 �x,,t�ssa � � i � � �� «' a� '� �{��a��'"�it��,°'�w�� '*`2��,G� a . �,�� ;(i��` � �'�i+�i r�a .�'},`?f rt i"� `� '.. '��n"a�`��'��' ^�`i`�, +�,.,'�,a�`w��h � �,�, b�,NM,: ��,� �,��T`'�,�",�,l 4� y�#��,-�`i � �'a� §��3��*� ' .��v� 'a '� ��r�.�i � `�a t i�.? �� "�,p� . `�,��';�.',� �'� �a s� w �' e `c �"`;��'�'Y .r v�v�-,r F�u �*.�-� �.`kp,�'�'; °�3 � ��.,;� � � ��° a ..��',�.�� ,�,�^� �R 'a^,�� O ��,b`�� ,�' �q �. � i 3 �: t'` t ��'�•'� } ' ;��`r }, � �� '�"�+�, 4�J ��,. �. d"�'�� `'� r `* ri..i �:'C ��,p. §'�ti t '8-a`�'�€�"� 2�`�.i`��a'�iK.e �e'�, � � � y�"� '� +� � $ a ti �, ,� a s � ��`�a�e � `i G �"�S ,�„�� : i�m.�1i�s�.. `"`r +� +, ',t��i�3 i '#�t .�� ?i`+�"� "< a M1� n �'�`i� 3 t 7�x ��'�, � �' :,�', 7 � ��`vn w�.al� d. '� R '��,�� "� � �� ;,"� x . �. t �t �7*} t`"�S�� "t'"�k �t �+ � �� : � � �� '��`� � ��C� �� z� � t t � � �'� �"�"' �' � �e e ?�.S�n ��'�' ��..��*tir ��#� �� .��2 4 Y �p A`�*�'"y� �y�� y l� �d M�b�4ppt� �,t 1 T•�`�+��'.�y°�`��5t�,'Y � � �. v�� '�c�:�t� �'"�',�' "�`�,� ;� '��z�� "'y�",��5`+t'�,�''�y��1°' '� � Y�.��t � s� '�. ��, '�'��a�t�'"'�z:�'„�'�}� � �y �U.,'�'�� '�'� ): � }4 �. �k�'4.� +�/��+.�'�;�� R `"S 2'3* �} ,��'� �.. ..yt t '� 7 U,�` s'�, c �e � ,�ro �, Y � � � `;+��`�,,'W,z3�� i*+.��n �'�," t?a .�, 9 �� . � � � �� . � � ty�x�s �„��5� +�� ,��`'�t�� ^�t�i� `��:�' �,s C� �i s� Js�3�°"�.�'��'��'�`��'s ��,yf��x��,`y��` � s�'��,�i,� � `� �.�^`' �'``�,Ye i*�n'�"�:��ib�� 11 �4 �� t �" �; �� ``�x,��^�,� ��ti�'a�� *�s�°3'?�t�,��, ��'� �,� �Y?'*"s t � �n.t � Figure B-36 Enterprise Well 11 Cracking Wall ��_�.,� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.9 Enterprise Well No. 12 Enterprise Well No. 12 was constructed in 2002 on Old Oregon Trail north of Nordona Lane. The well is typically only operated in the summer to meet high demands. Its design criteria are provided in Table B-38. Table B-38 Enterprise Well 12 Desi n Criteria Itern Descripti�n Pump Size 350 hp Capacity 2,570 GPM Station TDH, at Capacity 540 ft Pump Type Vertical Turbine Pump Control VFD. Per Enterprise Tank level, or manual. Casing Size 16" Well Depth 505 ft Backup Power Supply None A project is currently in the design phase to install a water treatment plant at Well 12 to reduce levels of iron, manganese, and arsenic from the well. This project wi11 also improve most of the notable deficiencies at this well, with upgrades to the HVAC, electrical, and SCADA facilities at the site. Photos of the exterior off Enterprise Well 12 and of the pump motor are provided in Figures B-37 and B-38, respectively. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a �` ��?�'n��o�,��`� .,, }f �� r {��3 �Ui��i��.'.. . � tt.1 S t �1 �� z � e,y t } � t '^ .� ' � �t;�� 1 S ;t}l �S g { � 4: ��` �i{:, "�ti�' ��, � Y�,� ?� � �P �� a —.._ �,. '� p; �,, y� � j� � i. � �� i ,✓ �'. �a' � 1,.-�"'��. �, TM��, w �v� � � Figure B-37 Enterprise Well 12 Exterior �`�� a ��i,�� 5, kt�.�l��; jYy sj, ; ttj�i � � �1 ��`� k � 21 �,}. '��i t ��'jr� \ t «i"�.'y�. y'� }',�?, ti� '.�st l s.l��", \�� '.� �k � �t� �` '*'�L! � ��1 '�7 ��1�}� ��if ��7 �� 7�xFu�? � 1. � ? iZ:; 1:�3� �,b ��.,.�'1 ��.�r : Figure B-38 Enterprise Well 12 Pump Motor ��*� ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.10 Enterprise Well No. 13 Enterprise Well No. 13 was constructed in 2002 near the southern terminus of Old Oregon TraiL This well has not operated in recent years because its arsenic levels exceed MCLs. Design criteria�or the well are provided in Table B-39. Table B-39 Enterprise Well 13 Desi n Criteria Ztern'�� '�� Description Pump Size 250 hp Capacity 1,500 GPM Station TDH, at Capacity 540 ft Pump Type Vertical Turbine Pump Control VFD. Auto or inanual(typically of�. Casing Size 16" Well Depth 505 ft Backup Power Supply Connection for portable generator. Engineers' and City staff observations and recommendations regarding this well are included in the following Table B-40. Table B-40 Enter rise Well 13 Recommendations N+�. lleficiency Recommendation Purpose ' 1 Arsenic levels typically above MCL. Treatment required to operate we11 Regulatory 2 Roof access hatches need slip �stall if treatinent will be added. Operations resistant surface and or roof ladder ' Safety Needs new pump and motor, flow Up�,�rade mechanical, if treatment will 3 meter, and HVAC system. be added. Operations 4 Electricai equipment does not meet Upgrade electrical and controls, if Operations/ code and is in poor condition. treatment added. Safety 5 SCADA signal is deficient. Install tower,if treatment added. Comm. Photos of the exterior and interior of the well are provided in Figures B-39 and B-40, respectively. ��a ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a �. � � , , ,: .._ ' <': '` fr i 4 � << < {, � z , ' <<. '< ..:, 72 z�z� t r t i t��} �..:" � } t b2S\l\ ��Y�1�\� ` �. ' "";; ;;� ; t r7r <. � � ,s ,. ':� � �,� � �:q.t.. � �� r' �� }�t ��. J 5 # �,- i k� � i� � �� I P ,;�;,;;,..,.,-�-�.��; e `�tist�t:it:t"t�', Figure B-39 Enterprise Well 13 Exterior a:, �,t �� ,� �� ? ��'�i� � �� 1� �� ' �� yp� Y : I� 3 t �� ! � �'p �� ..� `i��"� }�^��n � •,y , „,w��;4 �' � �,a ` t�. �. y"r s �15, � .E� d, ` t " m �� g a �� ';�,7 sc i�{z. f.a k��' ^:,.,�, ��' ry ;( � °� ti�.ia . Figure B-40 Enterprise Well 13 Interior �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.11 Enterprise Well No. 14 Enterprise Well No. 14 was constructed in 2006 east of Airport Road north of the intersection with Shasta View Drive. Its design criteria are provided in Table B-41. Table B-41 Enter rise Well 14 Desi n Criteria Item l�escription Pump Size 350 hp Capacity 1,800 GPM Station TDH, at Capacity 520 ft Pump Type Vertical Turbine Pump Conxrol VFD.Per Enterprise Tank level, or manual. Casing Size 16" Well Depth 410 ft Backup Power Supply Connection for portable generator. Engineering Division and Water Utility staff observations and recommendations regarding this well are included in the following Table B-42. Table B-42 Enter rise Well 14 Recommendations N+�. Lle�iciency Recommendatic�n Purp�se 1 Swamp cooler near end of service 1ife. Replace with AC Reliability 2 Potential for slipping on metal roof when Install slip resistant Operations/ accessing roof hatches surface or roof ladder Safety Aquamag system is high maintenance. 30-gallon Replace Aquamag 3 drums are diff'icult to move, chemical pump loses system. Evaluate delivery Operations prime often, not connected to SCADA. and stora�;e options. 4 PLC needs to be upgraded. Staff to upgrade Operations 5 VFD cabinet is large and restricts access to Replace cabinet Operations mechanical equipment. 6 Iron and manganese levels near MCL at times. Future treatment may be Regulatory required. Photos of the exterior and interior of the well are provided in Figures B-41 and 8-42, respectively. ��i ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a '�.� . � r �� qa , �� } „� �rs r; `, �'.....,� ��t��,; ��}g x�' 't�� CWi�7RINE` i;, � }�`��.z�� ,C��`,zs. `��.�. e. Figure B-41 Enterprise Well 14 Exterior � y � �'�� nf(�� ( �}S��f i�5� f}t l� t t t �� "e�t � s" t:, ti 1. l �J : . 1�, S {I}t}�Y k t fT (t j { 3 . � i ifs ' its �s 1��ys i��c�� h 1 C sJ� 't i S ;S}�rd 1��tx��\�?1�� .� �i��t�r4n t i s y�31� Usl��t�ttsY�r��i�i�� '.34, }7��t S f 5)4}4 4`\fP t;�+�� 1 �. � ts �} f{tf�4tsrt 4�`ti�4�\l� � � �tt �, A� � t rr�sts��F��si��,� .,,.4Q 'r y�.`•{j}f�� : � �l��i �� X �� z �� a � `��``�� '�� ` , �, �� ` S �i t� � �t� �1�3t h�o.. �"�11 { ,.., `. ��Sl�*� t'�'jk..' t;g�.' ��7 �� ',4�.`y��' .. �' �� .=ez;n..�.o,, .�s�r%�`a, .. .. �,,, �' � ...� s,,�,,t.. Figure B-42 Enterprise Well 14 VFD Cabinet and Pump Motor �-�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.3.12 Enterprise Well No. 23 Enterprise Well No. 23 was constructed in 2007 on Meadowview Drive, east of Airport Road. Its design criteria are provided in Table B-43. Table B-43 Enter rise Well 23 Desi n Criteria Item lleseription Pump Size 300 hp Capacity 1,500 GPM Station TDH, at Capacity 560 ft Pump Type Vertical Turbine Pump Conxrol VFD.Per Enterprise Tank level, or manual. Casing Size 16" Well Depth 420 ft Backup Power Supply Connection for portable generator. Engineering Division and Water Utility staff observations and recommendations regarding this well are included in the following Table B-44. Table B-44 Enter rise Well 23 Recommendations N+�. De�iciency Recommendation Purp�se 1 Decreased capacity in recent years Carbon dioxide treatment/ Capacity rehab of we11 to be performed 2 Swamp cooler near end of service life. Replace with AC Operations 3 Fascia boards need to be replaced Replace Longevity Photos of the exterior and interior of the well are provided in Figures B-43 and B-44, respectively. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a � �t lt��,r �s� Figure B-43 Enterprise Well 23 Exterior �; � ��N.�� . �� a � ; � ' w:� o`r �� u��,,w� � �, �� y � a �, ;� �'�� , �� ^� ; z�`�,�, � .. �� , � ��. � �� a� i +rn�'� d�� `� �i V� A {Z'^;, �;�� . d.�� v �� , ��.� �� , ;�f �{� � !��4� 4 e>� *i,:.*�'� .�` } 4;t.� ``''� a i�, � "„t� Figure B-44 Enterprise Well 23 Interior �-�Q ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4 Flow Control and Pressure Reducing Valves The City owns and operates twenty valve stations and PRVs to control flows and pressures between its pressure zones, including seven major/key stations. Evaluations of the key valve stations and PRVs are included in this appendix. B.4.1 Keswick Valve Station The Keswick Valve Station was constructed in 2002 off Keswick Dam Road, at the intersection with Buenaventura Blvd. It is a flow control and flow metering station with actuated valves on two 24-inch mains with a single 6-inch bypass. The valves are actuated to automatically control the levels in the Buckeye 2 MG reservoir, which are approximately 3.5 miles to the northeast of the valve station. Engineering Division and Water Utility staff observations and recommendations regarding this well are incl�uded in the following Table B-45. Table B-45 Keswick Valve Station Recommendations Na►. �eficiency Recommendation ; Purpose Connections to pump reverse direction to Install permanent pump Buckeye WTP are not rated for the high �'ith generator connection, Safety and � pressures required. Pumping 1 MGD or temporary connections Operations reverse direction needed occasionally. and hoses rated for min 250 psi pressure. Computer modeling indicates that the current strategy of operating the Keswick Install booster pump at Valve Station leads to high flow Buckeye 2 MG reservoir. velocities in several thousand feet of � main piping from the Buckeye 2 MG Adjust operation so that Operations tank, as well as signi�icant pressure drops Keswick Vault valves throughout the Buckeye Zone when the typically remain open. 24-inch valves close. A photos of the Keswick Valve Station is provided in Figures B-45 and B-46. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a ��' p �,., �� y � ,p e',' � " ,�.,, � '.��f ��. "� A r ,. � ��;: �. ��,;, t' � Figure B-45 Keswick Valve Station �'. ,, � ➢' �;r � � �; ��,� ��. � ` f m� � � �� 'r: C � � � �� . ��t��%'�� i}1thS�� 5 �}t i �7cs��£�j2'?>'��Sy ;stlfG��a`'��`f�sl�?Yh�'�i�� y \z�t..2 s 1 i #3�C S t��`"� s` i r i �` s�ts3,f s,� �Lti�� i��i t��t � �i, �S.f'A'�, ' f r� ``ts '�f( �. p" � : lt t r��;��r \2\��tf�r t�,{ ti��`a.C�C,'�7��'�ni. ��.``t f�t�, �:s`� r z�: ��1�Ya�t j��4 t �k �s ��`-�.h� t t hrt;; t '�4 `.gj�,� k'�ktT�z.�c�t r t�` S��ts �� e i�}4� t s t�.1s a Y` 4 � �# �. �s ��t t i�3 S t� �tf'�� t�'��§1rt�4S�rs�,s� t�� t�� £�{r�kal�,i��{�j��£�Stf{7tbs1;f�ts}i�ri�ti#r�r � '�`��i \��}i�ii�}li�at}'�}�4�st�� , ,.��`�;��,�w�� Figure B-46 Keswick Valve Station _ �.�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.2 Cypress Valve Station The Cypress Valve Station was construction in 2004 off Parkview Ave, at the southeast corner of City Hall. It is a flow control and flow metering station with actuated valves on a 24-inch main to allow flows up to 5 MGD from the Foothill Pressure Zone to the Enterprise Zone. The valve is operated automatically based on 1evels in the Enterprise Tanks. The Cypress Pump Station project (see Section B.2.10), which is currently in the design phase, will upgrade this valve station along with addition of a booster pump. Since upgrade of this facility is currently in the design phase, a detailed evaluation of it was not performed in this effort. Figure B-47 provides a photo of the existing Cypress Valve Station. � ��`�>°��a �� ;� ,:. �,��i�{z fn��?Z�zI�£>n�i„��`�,y��\,,,��\� � � pf"2ur � ti 1� w,i�?;� � a� � C��a�b s�n ;`t�� i�' . 1. �' � '��Y t�.��w �1'� c'�i, ' �.. a;s'ti i,.« s�,��. K�; �'a��4x!�';5'�7�.,',. ,. ' � tl�+ $ ;�., ,,�,� . _ ti �� v�.i,,,, �"�^ „ �„H•+ +� 1 w�� y�'+ �i�: �� 'S+.�� c��,�,p� ,,,� �ro� *� '� S" ° "� � E � � � s� � � ' t �" •, �� s��3 �s� ��p� �z . < �1 ,� � °" 6�s '� § � '�g��S �. $�� 4 R � �. � . �3« ic� �x SaC ;� �. i��»�" v..g. ,as� € '` z � � �"'°'S � �� .g �� R �. .� y � t �3'7¢ >"'�"� a§ . * 3� . &i . i23S � �xF j. 8 > r �� ^,,s� s ,�r � r , � �� ,, � r ��' ,. � ��f�4i ' �° �°� � � � �t� � ,� � a a ��, u�.t� �"s � e � rx. ' "��. °�u,�€: � a��] ��'? "' �� ,� z�.' ;ti}� � � �� S, ;� � # e .�;�` �.,"�' ':' � � z,' � �°'� \� ;�`�''� � �� ..t� �.", � � �„��,,�� '�; gb�; �\ ��"a. i 1 �4�ry, � 3 �� ,ri�,�� y�. : . .�y' �. ., ��A �'^_,.a,mr;.. � Figure B-47 Existing Cypress Valve Station �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.3 Railroad Valve Station The Railroad Valve Station was constructed in 2014 off Railroad Ave, south of Grandview Ave. It is a flow control and flow metering station with actuated 16-inch valves that allow flows of approximately 4 MGD from the Foothill Pressure Zone to the Cascade Zone. The valves are operated automatically based on levels in the Ranchettes Tank. Engineering Division and Water Utility staff observations and recommendations regarding this valve station are included in the following Table B-46. Table B-46 Railroad Valve Station Recommendations No. 1)eficiency Recomrnend�tion Purpose 1 Provide redundancy for peak flows to Cascade Zone Add booster pump. Redundancy from the Foothill Zone. 2 Minor site drainage issues in front of building. Perform grading to Site drainage improve drainage 3 Fencing on the north side needs to be replaced. Replace fencing Security Figure B-48 provides a photo of the existing Railroad Va1ve Station. � ` � � � ��x�� , l�._: �,�,Gr�1� .�a,� , '.�t ; i; , � �t� �, �' ""� �` �° �� U"=k �� a��w �� ,',��'��dy�� s' � ' � � � ` � ��, ��° �� , �'ia.�.; re 4 m�, .m�'� A��@� rR� S�u ,.�"",,.. .�q .. . ��v.` `�'.., ,��.`a�"&u�.o.._ '��.,�k.. Figure B-48 Railroad Valve Station �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.4 South Bonnyview Valve Station The South Bonnyview Valve Station operates with, and is in the same vault, as the South Bonnyview Pump Station. See previous Section B.2.12 for evaluation and recommendations concerning this valve station. B.4.5 Pressure Reducing Valve at Pump House 3 There is an 8-inch PRV outside of the City's Pump House 3 building, located west of North Market Street(SHR 273) immediately north of Sulphur Creek. The PRV allows flow from the Buckeye Pressure Zone into the Foothill Pressure zone. This valve is typically used during the winter months when Foothill WTP is not operating. It is also used regularly during some summers, when the City's allowable water usage from Whiskeytown Lake and through the Buckeye WTP permits. Engineering Division and Water Utility staff did not note any significant deficiencies with the PRV at this time. Figure B-49 provides a photo of the existing Pump House 3 PRV. t � � � � � � � � � � � � t � � � � � �� y 'y��t��rc�4�i�`� �� '�§1� � h'� ��wtie `��u�,�,� Yy� �m.� �`.;��`�'�4"`�a��}��~�`f 2.�}tt y}?�SII(Y��2�� ,,:,;..,...,� ,.,. , .,....„, ,..,,...,,.,.,, �., ,ir...:.,,r�,�y.s�,.�.}��,a.i 4 t�,c.;�, .,., rk .�..,� .,..>.. )„�.r� siX= 2 �'�`',.�'T Y t v � v. � �,N � �i S Y' ',0 i (, � �i�S � i �� t� t �, .ti ;, s � �?.'L,i` ti '� � � ��s it �g ?�� r�t3�fs iz��}'f��?��`1l\titt��.,s� .;l Y � ��?�c'��L{�s7��;��;�� Q �� c?rti�t e��'��`� � ;.. ;, �, 4s� ; �^:."'w�.�\Z�s 1��`��-,3y�'��•"�`�i��,'��1��;, z `L fl ,.,?��: t�r`� �<� t�`� ... ��s,�t� �� «. . �:.�;� .� ��,��,.. `�;��4n` Figure B-49 Pump House 3 PRV _______. �� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.6 Pressure Reducing Valve at Pump House 4 There is an 8-inch PRV at Pump House 4 located inside the pump house building, where a fourth pump was originally installed. The PRV allows flow from the Buckeye Pressure Zone into the Foothill Pressure zone. This valve is typically used during the winter months when Foothill WTP is not operating. It is also used regularly during some summers, when the City's allowable water usage from Whiskeytown Lake and through the Buckeye WTP permits. The City is currently in the process of relocating the PRV outside of the building and replacing it with a new 12-inch PRV. This will facilitate re- installation of a fourth pump. At times this PRV allows nearly 3,000 GPM to flow between the pressure zones with a pressure reduction of over 75 psi. The high flow rate,pressure drop, and usage of this PRV could make power generation a practical option to consider at this location. Refer to section B.2.4 for evaluation and further recommendations. Figure B-50 provides a photo of the existing PRV inside of Pump House 4. � �r.^'�"��`vt s .,^� ,� 2 z� k,��:,�.d�,`� ".i `� `�.'��' yt� t2��3�� `�1�y�s`"�S£`� '�, y � ',� ��{�.4� .�.�'�it,.� ,y42�� ,�^, ,��!; � } �� i 3a� �2�}��`��$�§�4, tix � ��ti t > ;� �x h, .,S �tt.t ��i� �� ',v�'��, � �ti��,�� 3��, �� . .;.. , �.a�1 S? `+� ` �n;i �; �,�� u��a� �' � �.� �*�.� K � °i��1 q 5. }�� t ��tt T. 'Fii*�'4'� �.:�Y� `'v�a n� �� ' � ' �, ��'ic �,�„ � t..,, . �, 3. s ��. t ��' 3 � � t z �., �: � :..,-`a Y`� 5,�� R �:' -,e _ e. ��' � � t' '+`_,e�t.. x %q:a., r a� t �j 4 �{�`�s „��~n, i}+'; t�� *:. �.�; Figure B-50 Pump House 3 PRV ��> ��fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.7 Palisades Pressure Reducing Valve No. 1 The Palisades PRV No. 1 was installed in 1968 and is located at the southeast corner of the intersection of Hilltop Drive and Palisades Avenue. It is a 12-inch PRV that allows flow from the Buckeye Pressure zone to the Hilltop Dana Zone. It typically operates year-round to supplement flow from Pump House 5. Engineering Division and Water Utility staff observations and recommendations regarding this PRV are included in the following Table B-47. Figure B-51 provides a photo of the Palisades PRV No. l. Table B-47 Palisades PRV No. 1 Recommendations No. lleficiency Recommendation Purpose Vertical curbs on all sides makes vehicle access Replace w/rolled curb 1 difficult. or driveways Access 2 Homeless sleeping inside fencing. Install more secure Security fencing, or a building 3 Paint on piping in poor condition. Recoat Longevity Panels exposed to sun and weather, Install shade structure or 4 reducing service life. building. Longevity � �,a ��.� � � � �� 6, , ; �� , ' t.�`:. ��..��`j� ,' :� � tt �� 1 �d , ,k ��. �.. � +" ' �`� � �" � � � � �� - � �� _ � i�a�;� x» h' 'y�a� x �� ' �#'' . � � ��5; i � ��s ..��. .`"" � � �� i � ��st;. \��{;,; �°:;: \!t;:: �.�:�'`.... �; ` �i ��,.�.,�;.�,� Figure B-51 Palisades PRV No. 1 ��-�� fiy c��f��c�c�irr� Gd�'��t�r �1��lcty r°��1��rr �� ,��a B.4.8 Palisades Pressure Reducing Valve No. 2 The Palisades PRV No. 2 was installed in 1989 and is located off River Bend Road. It is an 8-inch PRV that allows flow from the Buckeye Pressure zone to the Hilltop Dana Zone. It typically operates year-round to supplement flow from Pump House 5. Engineers' and City staff observations and recommendations regarding this PRV are included in the following Table B-48. Figure B-52 provides a photo of the Palisades PRV No. 2. Table B-48 Palisades PRV No. 2 Recommendations No. Defci+ency Recommendatic�n Purpose � Totalizing prop meter should be replaced with Replace Operations magnetic flow meter. 2 Access hatch is heavy and does not have Replace hatch Operations automatic lock open. and Safety Electrical service and connection to Upgrade for electrical Operations 3 SCADA should be added. A light pole to and SCADA connection mount SCADA antenna needed. � � ��. �� .,�,.� � � � � r,� „��.. �� '� ;�� w, � � � M ,�„x � �;��m r�� ,..�� . � �d.. .i� �i'`� ',,.a,�;� O S��t�'; � h �,�n s � S�� :;,p '7�`' � z�'Y�,,'. .�"� �? ��' c, �;: ��:: * � �*, k} :^ u .� � � y,��G� " r� � �� i i , � � � y �d ` � +� � � � �� # � � � � � � � � u r . � � � ��._. :_ - � _ Figure B-52 Palisades PRV No. 2 _ ��£i FACILITY EVALUATION FOR�S THIS PAGE INTENTIONALLY LEFT BLANK CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 4 Form Prepared by: Kurt Maire Evaluation Date: 2/9/2023 Evaluation by: Kurt Maire, Bruce Kuhn, Duane Cook � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Bushes and trees in fencing should be removed before fence is damaged. Other: STRUCTURAL Roof X • Roof should be replaced if station is upgraded to operate again. Walls X Foundation X Paint X • Building paint chipping off, repair if station rehabbed. Other: MECHANICAL Pump Size/Capacity X • New pump, motor, and casing needed. Major upgrade of inechanical and electrical needed for station to operate safely again. Piping Size/Capacity X Condition X Coatings/Paint X Supports/Anchorage X HVAC X • Install AC if VFD is added during upgrade project. Other: Flow • Appears that sampling station was disconnected. Replace it. ELECTRICAL Code Requirements X • Inadequate clearance from panel to well and piping. Condition X • Electrical equipment is old and needs to be replaced. Standby Power X Other: • Main breaker outside recently added. SCADA Signal X • Tower needed. Comm. X Other: OPERATIONS/SAFETY Operability/access X • Station needs to be upgraded to meet electrical code. Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 6A Form Prepared by: Kurt Maire Evaluation Date: 2/9/2023 Evaluation by: Kurt Maire, Bruce Kuhn, Duane Cook � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Roof should be replaced if station will be repaired. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • Pump and piping outside, inside building prefered. Piping Size/Capacity X • Pump and motor need to be replaced. Well has not been run in recent years because pump and motor keep failing. Condition X Coatings/Paint X Supports/Anchorage X HVAC X • Swamp cooler adequate, but old and should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X • Panels on south side outside getting damaged in sun. Condition X Standby Power X . No connection for standby, but may not be necessary for lower producing welis. Other: SCADA Signal X • Tower needed. Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 7 Form Prepared by: Kurt Maire Evaluation Date: 2/9/2023 Evaluation by: Kurt Maire, Bruce Kuhn, Duane Cook � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Roof should be replaced soon. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • VFD and mag meter added recently. Piping Size/Capacity X Condition X Coatings/Paint X • Pipe supports may be needed around flow meter, outside building. Supports/Anchorage X HVAC X • Swamp cooler adequate, but old and should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X Condition X Standby Power X Other: SCADA Signal X • Tower currently being added Comm. X Other: OPERATIONS/SAFETY Operability/access X • Aquamag system is high maintenance and needs improvement. 30- Safety X gallon containers are labor intensive. Pump Loses prime often. Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 8 Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire, Conrad Tona,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Flat roof, recently replaced but poor job was done with replacement. Walls X Roofing installed around abandoned HVAC unit, now the unit cannot be removed. Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • Casing is undersized, but installing a new casing at the current location Piping Size/Capacity X (at the Airport) would not be ideal. Condition X Coatings/Paint X • P�ping needs to be recoated. Supports/Anchorage X HVAC X • Swamp cooler adequate, but old and should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X • Inadequate clearance in front of SCADA RTU. Condition X Standby Power X • Connection for portable generator should be added. Other: • No main breaker outside,this addition would not be simple or cheap. SCADA Signal X • Tower needed. • No level prob Comm. X . No auto shutoff for the Chlorine gas, staff to install. Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 09 Form Prepared by: Kurt Maire Evaluation Date: 2/9/2023 Evaluation by: Kurt Maire, Bruce Kuhn, Duane Cook � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Roof is flat, but was recently replaced. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • VFD and mag meter have been installed. Piping Size/Capacity X • Vertical turbine pump is working well. Condition X Coatings/Paint X • Exterior piping and some piping on interior needs recoating. Supports/Anchorage X HVAC X . Swamp cooler adequate but old. Should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X • South facing exterior panel should be recoated. Condition X Standby Power X • Has connection for portable generator. Other: SCADA Signal X • Tower needed. Comm. X • Level prob should be added. Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 10 Form Prepared by: Kurt Maire Evaluation Date: 2/9/2023 Evaluation by: Kurt Maire, Bruce Kuhn, Duane Cook � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Flat roof should be replaced soon. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • VFD and mag meter have been added. Piping Size/Capacity X � pump and motor being replaced with Byron Jackson soon. Condition X Coatings/Paint X Supports/Anchorage X HVAC X • Swamp cooler adequate, but old and should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X Condition X Standby Power X Other: SCADA Signal X • Tower currently being added Comm. X Other: OPERATIONS/SAFETY Operability/access X • Aquamag system is high maintenance and needs improvement. 30- Safety X gallon containers are labor intensive. Pump Loses prime often. Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 11 Form Prepared by: Kurt Maire Evaluation Date: 2/9/2023 Evaluation by: Kurt Maire, Bruce Kuhn, Duane Cook � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Roof was recently replaced. • Walls and foundation in the chemical need to be repaired.Appears Walls X that corrosion has damaged them. Foundation X . Dry wall on ceiling in chemical room needs to be repaired. Paint X • Screens needed in drain openings at bottom of walls to prevent rodents from entering. Other: MECHANICAL Pump Size/Capacity X • New pump, motor, and casing needed. Piping Size/Capacity X Condition X . Upgrade needed if treatment is added. Coatings/Paint X Supports/Anchorage X HVAC X • Swamp cooler adequate but old. Should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X • Electrical equipment needs to be replaced if treatment is added. Condition X Standby Power X Other: SCADA Signal X • Tower needed, if station will operate again. Comm. X Other: OPERATIONS/SAFETY Operability/access X • Station needs to be upgraded to meet electrical code. Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 13 Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire, Conrad Tona,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Metal roof in good condition. Non-slip should be added around access Walls X hatches, as previously identified. Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X Improvements needed if treatment ever installed. Piping Size/Capacity X , pump and motor need to be replaced. Condition X . Prop flow meter needs to be replaced with mag meter. Coatings/Paint X • Recoating needed. Supports/Anchorage X HVAC X Other: Flow • Swamp cooler adequate, but old and should be replaced with AC soon. ELECTRICAL If treatment added and station starts running again,then electrica) Code Requirements X improvements needed. • New P�C and VFDs needed. Condition X Standby Power X . There is a connection for a portable generator. Other: • No main breaker outside of building. SCADA Signal X • Tower needed. Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 14 Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire, Conrad Tona,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Metal roof in good condition. Non-slip should be added around access Walls X hatches, as previously identified. Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X Piping Size/Capacity X Condition X Coatings/Paint X Supports/Anchorage X HVAC X • Swamp cooler adequate, but old and should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X • Staff will upgrade PLC. Condition X • VFD cabinet is large and not a typical installation, but acceptable for the time being. Standby Power X . There is a connection for a portable generator. Other: SCADA Signa) X • SCADA tower installed. Comm. X • Currently no signals from Aquamag system. Also, normal flow is too low for a "no flow" alarm. Other: OPERATIONS/SAFETY Operability/access X • Access to pump motor is tight because of large VFD panel. Safety X • Aquamag system is high maintenance and needs improvement. 30- gallon containers are labor intensive. Pump Loses prime often. Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Enterprise Well 23 Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire, Conrad Tona,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X • Metal roof in good condition, but some fascia boards need to be Walls X replaced, which is a maintenance item. Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • New Byron lackson submersible pump will be ordered soon. Current vertical turn will work until new pump is installed. Piping Size/Capacity X . �/ell is being rehabilitated this month. Condition X . Mag meter installed. Coatings/Paint X Supports/Anchorage X HVAC X . Swamp cooler is adequate, but old and should be replaced with AC Other: Flow soon. ELECTRICAL Code Requirements X • There is a main breaker outside. Condition X Standby Power X . There is a connection for a portable generator. Other: SCADA Signa) X • There is a SCADA tower installed. Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Keswick Vault Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire, Conrad Tona,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X Current setup to pump reverse direction is dangerous because of high Piping Size/Capacity X pressure and pressure rating of hose and fitting for temporary diesel Condition X pump.A better system for connecting a portable pump, or a permanent Coatings/Paint X pump should be installed. No 480V three phase currently to site. Supports/Anchorage X HVAC X Other: Flow ELECTRICAL Code Requirements X Condition X Standby Power X . Battery backup with solar charger for actuators and comm. Other: SCADA Signal X • Tower installed. Comm. X Other: OPERATIONS/SAFETY Operability/access X Current method to pump reverse direction is unsafe and needs to be revised, as noted above. Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Railroad Vault Form Prepared by: Kurt Maire Evaluation Date: 12/16/2022 Evaluation by: Kurt Maire,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Lawrence,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • Minor grading and drainage improvements should be performed in Site Drainage X front of the building if/when a capital project is performed to add a Access X pump. • Site security is mostly okay,fencing on the north side could be Fencing/Site Security X replaced and improved. Other: STRUCTURAL • If pump is added, modifications to the roof and trusses will likely be Roof X needed to allow for installation and removal of the pump with a crane Walls X through the roof. Foundation X Paint X Other: MECHANICAL • Add pump to provide redundancy for the South Bonnyview Pump Pump Size/Capacity X Station and convey more water from Foothill zone to Cascade zone. • Existing 16" PRV is not reducing pressure between zones when open. Piping Size/Capacity X pump and actuated butterfly valve be installed in its place. Condition X • PRV is only non Cla Val PRV, staff do not want to use it elsewhere. Coatings/Paint X • Measured ^'77" length from 16"tee flange to center of 16"floor penetration on Cascade side.There should be sufficient space to install Supports/Anchorage X vertical pump and actuated valve within this length.A reducing cross HVAC X w/blind flange and reducing elbow may be needed to transition to 10- Other: 12inch dia pump suction/discharge within the available length. ELECTRICAL • If a pump is added, a new electrical service and switchgear will be Code Requirements X required. It will likely not fit in the building, so it should be installed outside and a shade structure should be added. Condition X Standby Power X Other: Pump upgrade X SCADA Signa) X Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: South Bonnyview Vault& Pump Station Form Prepared by: Kurt Maire Evaluation Date: 12/16/2022 Evaluation by: Kurt Maire,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Lawrence,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • Access from road is unsafe. Site Drainage X • No fencing. Access X • The station should be replaced with a new station in City land immediately east of the existing vault. Fencing/Site Security X Other: STRUCTURAL Roof X Walls X Foundation X Paint X Other: MECHANICAL • Single pump with no standby.A standby should be added here, or Pump Size/Capacity X perhaps addition of a pump at the Railroad vault could be considered a standby, if the City has a spare pump for one of them to replace it Piping Size/Capacity X quickly. Condition X Coatings/Paint X Supports/Anchorage X HVAC X Other: ELECTRICAL • New station should have connections for portable generator. Code Requirements X • Concrete pad for PLC and light pole with SCADA equipment is settling. Condition X The pad may need to be stabilized with grout prior to the full station replacement. Replacement station should have a 35'tall light pole Standby Power X located further off road for site lighting and the SCADA equipment. Other: Concrete Pad X SCADA • SCADA tower for the new pump station will not be necessary because Signa) X there is a good signal to the Ranchettes tank. SCADA equipment on a light pole, similar to current installation,will be adequate. Comm. X Other: OPERATIONS/SAFETY • Access from road is unsafe. Operability/access X • Confined space. Replace station, move into a building. Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Palisades PRV#1 Form Prepared by: Kurt Maire Evaluation Date: 12/16/2022 Evaluation by: Kurt Maire,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Lawrence,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • There are issues with homeless sleeping inside the fenced area. More Site Drainage X secure fencing could help.A building to house the facilities would be preferred. Access X . Vertical curbs at site entrances. Rolled curbs and improved gravel Fencing/Site Security X access or addition of pavement should be performed whenever this Other: site is improved/upgraded. STRUCTURAL • Paint is chalked and chipping off piping. City staff will repair. Roof X Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X Piping Size/Capacity X Condition X Coatings/Paint X Supports/Anchorage X NVAC X Other: E�ECTRICAL • Panel is exposed to sun and will have reduced life in Redding's heat.A Code Requirements X building or shade structure would improve its service life, as well as Condition X P�pe coating (ife. Standby Power X Other: SCADA Signal X Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Palisades PRV#2 Form Prepared by: Kurt Maire Evaluation Date: 12/16/2022 Evaluation by: Kurt Maire,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Lawrence,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • Unclear where vault floor drain flows to, but there has not been issues Site Drainage X with water inside the vault. Access X Fencing/Site Security X Other: STRUCTURAL Roof X Walls X Foundation X Paint X Other: MECHANICAL • After Lake Blvd 24" main is installed,then adjustment of the PRV Pump Size/Capacity X should be performed to balance flow with Palisades PRV#1. Piping Size/Capacity X • Totalizing prop flow meter should be replaced with a mag meter. Condition X Coatings/Paint X Supports/Anchorage X HVAC X Other: Flow Meter X ELECTRICAL • Power should be added to site for addition of a mag meter and SCADA Code Requirements X equipment. Addition of a light pole will be required to mount the Condition X SCADA equipment. Standby Power X Other: No Power X SCADA • No SCADA currently. Should be added if/when PRV is utilized more Signal X regularly. Comm. X Other: OPERATIONS/SAFETY • Access hatch is heavy and does not have automatic lock open. Hatch Operability/access X should be replaced with aluminum hatch that has lift assist and lock Safety X open feature. Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: PUMP HOUSE 2 Form Prepared by: Kurt Maire Evaluation Date: 02/07/2023 Evaluation by: Kurt Maire,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X Other: STRUCTURAL Roof X Structure is old, but condition appears to be okay. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • Suction and discharge headers are old cement coated steel and are undersized.The existing 20" piping should be replaced with 30". Piping Size/Capacity X . Constant speed pumps. VFDs would provide more operation flexibility. Condition X . Pump 3 vibrates. Issues before and after pump rebuild and increasing Coatings/Paint X impeller sizes. Perhaps harmonic/resonance issue with piping layout and pump?VFDs may help with this too if speed is slightly reduced. Supports/Anchorage X HVAC X • Swamp cooler should be replaced with AC. • In general, equipment is old and nearing end of its service life. Other: Complete replacement in near future recommended. E�ECTRICAL Code Requirements X • Electrical equipment works, but it is old and poorly installed. Complete Condition X replacement in near future recommended. Standby Power X . Project in design to install permanent standby generator. Other: SCADA Signal X Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: PUMP HOUSE 3 Form Prepared by: Kurt Maire Evaluation Date: 11/29/2022 Evaluation by: Kurt Maire, Mike Lawrence,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Suber � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • Install electric gate at road entrance to keep out unwanted vehicles. Site Drainage X • Pave around building to reduce maintenance for weeds and improve Access X access. May need to add gates to existing chain link fencing. • Demo old electrical equipment, concrete, and slatted fencing. Fencing/Site Security X Other: STRUCTURAL Roof X Walls X Foundation X Paint X Other: MECHANICAL • Replace pumps for firm capacity(3 pumps running) slightly higher than Pump Size/Capacity X existing capacity with all four pumps running. • 8" PRV and piping may be undersized. Evaluation should be preformed Piping Size/Capacity X into flow velocities and if upsize could allow more flow from Buckeye. Condition X . Two pumps are different from others and shafts are not compatible Coatings/Paint X between two sets. Supports/Anchorage X HVAC X Other: ELECTRICAL • City installed VFDs on 3 of the 4 pumps and will install the 4t"soon. Code Requirements X • All of the electrical, and probably the electrical service, will require Condition X replacement to accommodate new larger pumps. Preference would be for a separate electrical building,where the old electrical equipment is. Standby Power X . City may need to install connection and switch for standby generator Other: before the capital improvement project is constructed. SCADA • SCADA tower needed. Capita) project should include concrete tower Signal foundation. City staff will install tower and instrumentation. Comm. Other: OPERATIONS/SAFETY Operability/access Safety Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: PUMP HOUSE 4 Form Prepared by: Kurt Maire Evaluation Date: 11/29/2022 Evaluation by: Kurt Maire, Conrad Tona,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Suber � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • Install rolled curb or additional driveway ramps. Site Drainage X • Additional pavement and parking needed. Access X • Install fence around building to prevent homeless from camping behind building. Fencing/Site Security X Other: STRUCTURAL • Eaves need to be painted or replaced.Water utility will take care of this. Roof X Walls X Foundation X Paint X Other: MECHANICAL • Existing pumps and motors currently being rebuilt. Pump Size/Capacity X • Re-install 4th pump to increase firm capacity. City already has pump and motor and can re-install it after PRV is moved. Piping Size/Capacity X • Move PRV outside, above grade in enclosure. Existing 8" PRV and piping Condition X is undersized for high flows, 2,000-3,OOOgpm. Coatings/Paint X • Install AC unit or improve ventilation for adding VFDs. Supports/Anchorage X • Copper piping in the building for pressure transmitters has failed and causing added maintenance. Remove copper piping and install pressure HVAC X transmitters with new PRV installation. Other: Copper Piping ELECTRICAL • City has VFDs and will install them. Overheating building is a concern. Code Requirements X • Connection for portable generator already installed. Condition X Standby Power X Other: SCADA • 40' SCADA tower needed. Capital project should include concrete tower Signal X foundation. City staff will install tower and instrumentation. Comm. X • City will upgrade PLC in-house. Other: OPERATIONS/SAFETY • Isolation valve needed on Buckeye side. Add valves upstream and Operability/access X downstream with new PRV Safety X • Move the meter above ground, if possible, along with PRV improvements. City will replace mag meter in near future. Other: Isolation,Vault X CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Pump House 5 Form Prepared by: Kurt Maire Evaluation Date: 12/16/2022 Evaluation by: Kurt Maire,Jim Morrison,Jaime Halter, Bruce Kuhn, Mike Lawrence,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL • Dirt access roads around site and tanks gets muddy and makes access Site Drainage X difficult. Gravel or pavement should be added. Consider performing this with the tank coating project. Access X . Gate is difficult to open. Replace it, perhaps with tank coating project. Fencing/Site Security X • Issues with people cutting fence and walking through site, but has Other: improved recently. STRUCTURAL Roof X Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • Fourth pump has been running for around 1 hr during peak demand mornings, but operators think capacity is adequate. Piping Size/Capacity X Condition X Coatings/Paint X Supports/Anchorage X HVAC X • City staff will replace swamp cooler with mini-split. Other: ELECTRICAL Code Requirements X • City staff will upgrade P�C. Condition X Standby Power X . City staff will install connection for portable generator. Other: SCADA Signal X • SCADA tower needed. Install on south side of the building. Comm. X Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Goodwater Pump Station Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X • People living behind the building. Fencing should be added. Other: STRUCTURAL Roof X • Screens need to be replaced in wall openings at floor. Rats or mice Walls X droppings were inside the building. Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X Piping Size/Capacity X Condition X Coatings/Paint X • Supports should be added on suction and discharge side of pump so that piping is not supported by the pump. Supports/Anchorage X HVAC X • Swamp cooler adequate, but old and should be replaced with AC soon. Other: Flow ELECTRICAL Code Requirements X Condition X Standby Power X • Connection for portable generator. Other: X • No main breaker outside of building. One should be installed. SCADA Signal X • Tower installed. Comm. X Other: OPERATIONS/SAFETY Operability/access X • Confined space required for flow meter vault, but okay. Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Mary Lake Pump Station Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X • Stormwater coming up from under transformer into the station. Some investigation into the cause needed. Access X Fencing/Site Security X Other: STRUCTURAL Roof X Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • From the model it appears that the 40 hp pump should be capable of meeting demands alone if the 75 hp pump is out of service. Piping Size/Capacity X Condition X Coatings/Paint X Supports/Anchorage X HVAC X Other: Flow ELECTRICAL Code Requirements X Condition X Standby Power X . There is a connection for portable generator. Other: SCADA Signal X • Cell only, but it has been reliable. Comm. Other: OPERATIONS/SAFETY Operability/access X Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: EI Reno Pump Station Form Prepared by: Kurt Maire Evaluation Date: 02/07/2023 Evaluation by: Kurt Maire,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X Access X Fencing/Site Security X No fencing. Other: STRUCTURAL Roof X Building is old and undersized. Recommend complete replacement. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X • When pump was running, it could not move water with Hil) 900 tank approximately 1/3 full. Pump has not been run for some time. Piping Size/Capacity X . Appears that layout has changed over time, a lot of bends and head Condition X loss now.Access is difficult to valves. Coatings/Paint X • Recommend complete replacement of station. Supports/Anchorage X HVAC X • No HVAC. Other: ELECTRICAL Code Requirements X • Electrical equipment is old and does not meet code. • PLC does not work. Station will not run on auto. Condition X . Complete replacement of electrical recommended. Standby Power X Other: SCADA Signal X • No SCADA currently.Tower would probably not work here. Cellular should be added. Comm. X Other: OPERATIONS/SAFETY • Access is awkward and difficult to equipment. Operability/access X • Electrical is old and does not meet code. Safety X Other: CITY OF �% Water Master Plan 2022 �E Q�� FaCl�l'��/ EVa�Uat1011 FOP111 c A � � � "�' � � M �� FACILITY: Mercy Pump Station Form Prepared by: Kurt Maire Evaluation Date: 2/10/2023 Evaluation by: Kurt Maire,Jim Morrison, Bruce Kuhn,Jason Pebley � � = a a� � EVALUATION � �, Q DISCIPLINE p � Z NOTES/RECOMMENDATIONS: CIVIL Site Drainage X • Either groundwater entering the building, or minor leak in piping. Access X . Stairs to building make access difficult for maintenance. Fencing/Site Security X • Homeless using valve vault as toilet. Other: STRUCTURAL Roof X Roof needs to be replaced, but recommend relocating building to more accessible location and demolishing existing station. Walls X Foundation X Paint X Other: MECHANICAL Pump Size/Capacity X Piping Size/Capacity X Condition X • Gate valve on discharge needs to be replaced. Coatings/Paint X • Discharge piping in vault is corroded. Supports/Anchorage X • Pipe supports not bolted into ground. HVAC X Other: Flow ELECTRICAL Code Requirements X Condition X Standby Power X • No connection for portable generator. Other: SCADA Signa) X • Not connected to SCADA. Manua) operation in an emergency. Comm. X Other: OPERATIONS/SAFETY Operability/access X Recommend complete replacement and relocation of the station with new building and equipment in a location that is easier to maintain. Safety X Other: THIS PAGE INTENTIONALLY LEFT BLANK APPENDIX C DEMAND FORECASTING TABLES AND CALCULATIONS � � � � � � - Y+ �� s�:�� WATER UTILITY MASTER PLAN 2023 THIS PAGE INTENTIONALLY LEFT BLANK City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development BUCKEYE PRESSURE ZONE 2025 TOTHH 2O25 2030 TOTHH 2O30 - 2035 TOTHH 3035 2040 TOTHH 2O40(UBOj AREA 2020 2025 TOTHH Added in Demand Added` 2030 TOTHH Added in Demand Added 2035 TOTHH Added in Demand Added 2040 TOTHH Added in Demand'Added TAZ (SF) TOTHH TOTHH Increase Model (GPM) I TOTHH Increase Model (GPM) TOTHH Increase Modei (GPM) TOTHH Increase Model (GPM) 468 3,958,180 58 58 0 59 1 59 0 0.00 56 -3 501 1,039,149 323 323 0 323 0 323 0 t0.00 323 0 503 4,328,217 246 252 6 ' 245 -7 241 -4 0.00 247 6 498 4,888,479 68 110 42 42 28:69 144 34 34 ` 23.23 176 32 32 21.86 i 214 38 38 25:96 496 1,394,600 0 0 0 0 0 0 0 0.00 0 0 532 2,253,893 159 157 -2 157 0 160 3 0.00 160 0 497 4,398,480 284 281 3 283 2 ' 285 2 0.00 282 3 493 1,702,636 63 66 3 66 0 66 0 -0.00 65 -1 494 3,155,266 273 278 5 ` 275 -3 281 6 0.00 275 -6 527 3,763,187 195 197 2 192 -5 197 5 0.00 193 -4 525 5,055,531 304 305 1 309 4 314 5 0.00 ' 309 -5 524 1,454,379 78 84 6 81 -3 81 0 '0.00 81 0 492 9,007,663 479 479 0 479 0 479 0 0.00 479 0 491 21,217,983 583 578 -5 713 135 135 < 92.23 746 33 33 22.54 749 3 3 2.05 555 629,726 0 0 0 0 0 0 0 0.00 0 0 523 4,546,347 0 0 0 0 0 0 0 0.00 0 0 484 3,367,335 79 80 1 80 0 79 -1 0.00 81 2 963 2,787,493 42 43 1 42 -1 42 0 '0.00 43 1 521 2,835,657 0 0 0 0 0 0 0 0.00 0 0 528 2,802,140 2 2 0 2 0 2 0 0.00 1 -1 551 831,792 0 0 0 0 0 0 0 0.00 0 0 547 5,10Q927 3 4 1 4 0 3 -1 0.00 3 0 546 856,584 0 0 0 0 0 0 0 '0.00 0 0 513 1,378,189 0 0 0 0 0 0 0 0.00 0 0 522 14,935,244 0 0 0 0 0 0 0 0.00 0 0 515 761,814 0 0 0 0 0 0 0 0.00 0 0 965 1,757,313 39 39 0 42 3 43 1 0.00 42 -1 514 648,338 0 0 0 0 0 0 0 0.00 0 0 512 5,062,559 0 0 0 0 0 86 86 90 61.48 88 2 0.00 511 12,338,108 123 119 -4 235 116 116 79.25 ? 230 -5 0.00 234 4 964 2,332,894 124 124 0 127 3 124 -3 0.00 123 -1 966 6,577,038 52 49 3 50 1 50 0 0.00 51 1 991 14,296,259 28 28 0 240 163:96 28 0 27 -1 0.00 28 1 464 31,526,348 443 479 36 36 24J59 478 -1 ' 475 3 0.00 478 3 462 4,778,961 196 191 -5 191 0 190 -1 0.00 184 -6 463 16,782,861 350 413 63 63 43.04 408 -5 s 418 10 '0.00 443 25 30 20.49 992 11,531,536 30 33 3 31 -2 29 -2 '0.00 33 4 461 1,796,311 7 6 -1 6 0 6 0 0.00 6 0 482 8,495,322 81 80 -1 81 1 79 -2 D.00 81 2 958 11,645,258 30 30 0 29 -1 32 3 0.00 30 -2 957 8,749,236 ll ll 0 14 -3 15 1 0.00 14 -1 959 4,733,267 182 ll6 -6 ' 182 6 ' 183 1 0.00 184 1 956 37,413,091 47 50 3 50 0 47 -3 '0.00 51 4 953 11,687,880 114 107 -7 111 4 ' 108 3 0.00 108 0 481 4,484,656 51 56 5 54 -2 53 -1 0.00 52 -1 952 23,688,743 108 108 0 103 -5 107 4 D.00 ' 107 0 954 8,069,368 75 80 5 76 -4 80 4 0.00 81 1 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development BUCKEYE PRESSURE ZONE 2025 TOTHH 2O25 2030 TOTHH 2O30 - 2035 TOTHH 3035 2040 TOTHH 2O40(UBOj AREA 2020 2025 TOTHH Added in Demand Added` 2030 TOTHH Added in Demand Added 2035 TOTHH Added in Demand Added 2040 TOTHH Added in Demand'Added TAZ (SF) TOTHH TOTHH Increase Model (GPM) I TOTHH Increase Model (GPM) TOTHH Increase Modei (GPM) TOTHH Increase Model (GPM) 846 25,591,184 0 0 0 0 0 0 0 0.00 0 0 483 4,592,882 59 63 4 62 -1 62 0 0.00 63 1 961 7,964,091 48 48 0 48 0 46 -2 0.00 48 2 962 14,301,993 41 38 -3 38 0 38 0 0.00 38 0 530 7,627,184 402 402 0 402 0 ' 402 0 0.00 403 1 529 1,083,379 28 30 2 30 0 27 -3 0.00 27 0 526 2,262,921 0 0 0 0 0 0 0 0.00 9 9 9 6.15 495 4,213,887 412 406 -6 409 3 403 -6 `0.00 ' 409 6 572 12,594,262 216 209 -7 -7 (4.78) 211 2 i 209 -2 D.00 ` 318 109 109 74.46 531 134,472 0 0 0 0 0 0 0 `0.00 0 0 499 2,342,115 0 0 0 300 204:95 0 0 0 0 0.00 0 0 500 2,236,539 10 10 0 6 -4 11 5 '0.00 9 -2 506 2,342,115 17 17 0 21 4 16 -5 0.00 18 2 502 14,338,509 948 940 -8 -8 {5.47} `, 946 6 949 3 0.00 942 -7 543 3,370,720 0 0 0 0 0 0 0 '0.00 0 0 542 1,990,982 1 1 0 1 0 1 0 0.00 1 0 545 3,370,720 0 0 0 0 0 0 0 0.00 0 0 556 20,196,000 299 321 22 22 15:03 344 23 23 15J1 345 1 10.00 371 26 28 19.18 553 4,843,849 76 73 -3 77 4 76 -1 0.00 78 2 552 2Q196,000 191 217 26 26 17.76 i 219 2 265 46 46 31.43 296 31 31 21.18 467 12,905,944 229 231 2 228 -3 ' 227 -1 0.00 232 5 478 12,905,944 48 47 -1 48 1 48 0 0.00 48 0 Total 8361 8535 174 714 487i77 I 8840 305 308 173.68 r 9041 201 201 137.31 ; 9289 248 248 169:42 2020-25 Increase: 2.08% 2020-25 Increase: 3.57% 2030-35 Increase: 2.27% 2035-40 Increase: 2.74% Annual Rate of Increase: 0.41% Annual Rate of increase: 0.70% Annua)Rate of Increase: 0.45% Annual Rate of Increase: 0.54% Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development BUCKEYE PRESSURE ZONE Units/Notes Current MDD Per HH: 0.56389 6PM/HH Current Max Demand Month Usage: 33.01692 CCF/MONTH per HH.Value slightly lower than City ave. Units/Notes Assumed Future Monthly Usage Per HH: 40'CCF/Month per HH Assumed Future MOD Average per HH: 0.6832'GPM/HH Year: 2020 2025 2030 2035 2040 MDD per TAZ Data(MGD:) 6.7891 6.9603 7.2604 7.4581 7.7021 MDD per TAZ Data(Ave GPM): 4,714.68 4,833.55 5,041.91 5,179.23 5,348.65 MDD Modeled(MGD): 6.7891 7.4915 7.7945 7.9923 8.2362 MDD Modeled(Ave GPM): 4,714.68 5,202.45 5,412:86 5,550.18 5,719.60` Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development CASCADEPRESSUREZONE 2025 TOTHH 2O25s 2030 TOTHH 1 2030 2035 TOTHH 2O35 2040 TOTHH 2O40(UBO) ' AREA 2020 2025 TOTHH Addedin Demand Added' 2030 TOTHH Addedin Demand Added 2035 TOTHH Addedin Demand'Added 2040 TOTHH Addedin bemand Added' TAZ (SF) TOTHH TOTHH Increase Mode) (GPM) s TOTHH Increase Model (GPM) ; TOTHH Increase Mode) (GPM) TOTHH Increase Model (GPM) 1041 20,036 170 172 2 172 0 170 -2 172 2 1018 19,977 15 15 0 15 0 14 -1 15 1 451 20,213 2 2 0 2 0 2 0 2 0 1493 36,936,253 50 50 0 51 1 49 -2 52 3 440 1,163,828 1 1 0 1 0 1 0 1 0 441 8,420,385 310 309 -1 308 -1 309 1 312 3 438 4,681,536 215 216 1 20 13.66305023 214 -2 212 -2 233 21 421 1,424,992 0 0 0 0 0 0 0 0 0 436 2,233,168 60 57 -3 58 1 56 -2 52 -4 437 2,825,765 71 67 -4 69 2 67 -2 67 0 439 12,850,973 690 686 -4 ` 683 3 680 3 682 2 420 704,493 81 78 -3 77 -1 78 1 76 -2 435 4,448,351 89 95 6 94 -1 94 0 92 -2 434 2,708,323 62 64 2 63 -1 66 3 82 16 20 13.66305023 418 2,161,670 96 94 -2 99 5 100 1 98 -2 431 1,657,807 7 7 0 7 0 70 63 60 40.98915068 ' 71 1 432 2,850,558 0 0 0 0 0 0 0 0 0 416 1,781,346 132 128 -4 133 5 128 -5 126 -2 411 1,748,019 53 55 2 54 -1 54 0 59 5 229 3,014,727 37 36 -1 49 13 17 11.61359269 ' 49 0 49 0 417 1,701,358 21 21 0 18 3 23 5 24 1 415 273,613 0 0 0 0 0 0 0 0 0 228 2,265,605 6 5 -1 6 1 6 0 6 0 414 515,913 0 0 0 0 0 0 0 0 0 409 6,062,789 64 60 -4 65 5 63 -2 196 133 135 92.22558904 433 14,214,056 38 35 -3 36 1 37 1 268 231 235 160.5408402 227 2,197,777 0 0 0 0 0 0 0 0 0 230 2,531,185 77 83 6 79 -4 81 2 80 -1 408 7,861,500 44 45 1 ' 135 90 90 61;48372603 320 185 181 123.6506046 320 0 412 1,314,040 38 37 -1 38 1 38 0 37 -1 413 1,609,615 1 0 -1 1 1 1 0 0 -1 397 2,399,664 29 30 1 30 0 33 3 32 -1 400 768,916 49 49 0 47 -2 47 0 48 1 223 1,894,124 49 46 -3 47 1 47 0 49 2 225 2,394,956 78 87 9 87 0 86 -1 86 0 224 2,031,395 37 38 1 37 -1 37 0 36 -1 222 653,572 0 0 0 0 0 0 0 0 0 398 658,590 53 55 2 52 -3 51 -1 52 1 226 2,143,862 52 Sl -1 52 1 50 -2 50 0 399 551,221 35 32 -3 33 1 34 1 33 -1 220 843,496 0 0 0 0 0 0 0 0 0 219 1,786,383 0 0 0 0 0 0 0 0 0 221 2,987,699 1 1 0 1 0 1 0 1 0 385 648,301 12 12 0 12 0 12 0 12 0 422 1,006,769 43 40 -3 39 -1 39 0 42 3 419 8,884,465 404 409 5 406 -3 407 1 412 5 428 15,758,873 2 2 0 2 0 2 0 2 0 427 31,158,542 1 1 0 1 0 1 0 1 0 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development CASCADEPRESSUREZONE 2025 TOTHH 2O25s 2030 TOTHH 1 2030 2035 TOTHH 2O35 2040 TOTHH 2O40(UBO) ' AREA 2020 2025 TOTHH Addedin Demand Added' 2030 TOTHH Addedin Demand Added 2035 TOTHH Addedin Demand'Added 2040 TOTHH Addedin bemand Added' TAZ (SF) TOTHH TOTHH Increase Mode) (GPM) s TOTHH Increase Model (GPM) ; TOTHH Increase Mode) (GPM) TOTHH Increase Model (GPM) 410 3,410,176 128 133 5 129 -4 128 -1 ' 145 17 20 13.66305023 £ 407 27,416,619 67 66 -1 70 4 68 -2 180 112 112 76.51308128 232 14,677,605 98 97 -1 98 1 97 -1 97 0 231 14,677,605 402 404 2 ' 407 3 409 2 409 0 395 1,960,512 59 61 2 63 2 62 -1 63 1 384 5,880,483 151 151 0 150 -1 152 2 150 -2 388 8,431,847 0 0 0 0 0 0 0 0 0 Total 4180 4183 3 20 13.66305023 4290 107 107 73i0973i872 4531 241 241 164.6397553 5072 541 522 ;356.605611 ' 2020-25lncrease: 0.07% 2025-301ncrease: 2.56% 2030-351ncrease: 5.62% 2035-40lncrease: 11.94% Annual Rate of Increase: 0.01% Annual Rate of Increase: 0.51% Annuai Rate of Increase: 1.10% Annual Rate of Increase: 2.28% Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development CASCADEPRESSUREZONE Units/Notes Current MDD Per HH: 0.89942'GPM/HH Current Max Demand Month Usage: 52.66298'CCF/MONTH per HH.Slightly high,but existing lots probably larger than future. Units/Notes Assumed Future Monthly Usage Per HH: 40 CCF/Month per HH Assumed Future MOD Average per HH: 0,6$3153'6PM/HH Year: 2020 2025 2030 2035 2040 MDD per TAZ Data(MGD:) 5.4138 5.4167 5.5220 5.7591 6.2913 MDD per TAZ Data(Ave GPM�: 3,759.58 3761.63 3834J27 3999.367 4368.952 MDD Modeled(MGD): 5.4167 5.4364 5.5416 5.7787 6.2922 MDD Modeled(Ave GPM): 3,761.58 3,77534 3,845.34 4,012.95 4,369.59' Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development ENTERPRISE PRESSURE ZONE 2025 TOTHH I 2025 2030 TOTHH 2O30 2035 TOTHH 2O35 2040 TOTHH 2O40(UBO) i AREA 2020 2025 TOTHH Added in Demand Added 2030 TOTHH Added in Demand Added' 2035 TOTHH Added in Demand Added 2040 TOTHH Added in Demand Added' TAZ (SF) TOTHH TOTHH Increase Model ` (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model i (GPM) 793 2,590,014 0 0 0 0 0 0 0 0 0 792 10,424,869 1 2 1 2 0 2 0 2 0 791 2,091,968 1 1 0 15 10.25 ` 1 0 1 0 1 0 783 15,099,879 166 352 186 186 127.07 ' 348 -4 410 62 60 40.99 ` 420 10 15 10.25 699 2,008,714 6 5 -1 6 1 6 0 5 -1 732 10,558,164 345 345 0 30 20.49 341 -4 338 -3 344 6 698 5,126,294 162 162 0 40 2733 + 163 1 160 -3 179 19 769 13,793,724 546 548 2 545 3 541 -4 549 8 768 9,193,848 303 302 -1 304 2 309 5 ' 306 -3 697 2,228,505 30 31 1 29 -2 29 0 31 2 767 9,238,295 339 334 -5 335 1 332 -3 334 2 753 1,192,694 104 102 -2 104 2 105 1 104 -1 755 2,641,487 285 293 8 287 -6 289 2 290 1 695 1,421,241 61 61 0 60 -1 63 3 61 -2 751 5,321,848 342 343 1 341 -2 340 -1 341 1 694 7,211,513 664 664 0 ' 661 3 s 664 3 ` 656 -8 723 1,482,137 93 97 4 90 -7 92 2 92 0 752 3,005,272 243 239 -4 242 3 241 -1 242 1 756 10,673,184 678 680 2 678 -2 ' 679 1 673 -6 754 2,527,335 79 82 3 82 0 83 1 80 -3 729 366,125 37 39 2 37 -2 36 -1 38 2 728 948,611 106 103 -3 108 5 109 1 105 -4 730 1,342,909 152 149 3 146 3 143 -3 145 2 727 4,926,949 265 274 9 271 -3 273 2 270 -3 1021 5,656,337 53 53 0 51 -2 53 2 53 0 724 366,318 2 2 0 3 1 3 0 3 0 722 681,793 12 12 0 12 0 12 0 11 -1 725 1,749,497 269 266 -3 273 7 264 -9 270 6 721 1,252,147 48 46 -2 51 5 52 1 50 -2 692 873,387 27 29 2 28 -1 29 1 29 0 693 833,718 153 155 2 151 -4 149 -2 149 0 691 1,511,245 5 6 1 6 0 5 -1 6 1 708 313,801 4 4 0 4 0 4 0 3 -1 718 2,764,820 43 44 1 48 4 47 -1 49 2 707 170,282 S 4 -1 5 1 5 0 5 0 706 1,508,476 44 42 -2 43 1 44 1 41 -3 717 3,017,374 254 256 2 ' 257 1 255 -2 ' 248 -7 684 1,904,569 109 109 0 113 4 112 -1 111 -1 683 4,091,253 93 89 -4 94 5 90 -4 91 1 714 3,436,094 213 207 -6 223 16 216 J 217 1 690 1,793,434 87 85 -2 85 0 87 2 89 2 703 599,994 0 0 0 0 0 0 0 0 0 686 1,109,628 72 68 -4 74 6 70 -4 73 3 687 952,834 103 104 1 102 -2 104 2 ' 102 -2 713 1,950,798 151 156 5 151 -5 ' 153 2 ` 151 -2 712 6,694,036 606 614 8 602 -12 604 2 ' 611 7 711 1,770,627 137 137 0 137 0 137 0 ` 137 0 704 790,251 0 0 0 0 0 0 0 0 0 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development ENTERPRISE PRESSURE ZONE 2025 TOTHH I 2025 2030 TOTHH 2O30 2035 TOTHH 2O35 2040 TOTHH 2O40(UBO) i AREA 2020 2025 TOTHH Added in Demand Added 2030 TOTHH Added in Demand Added' 2035 TOTHH Added in Demand Added 2040 TOTHH Added in Demand Added' TAZ (SF) TOTHH TOTHH Increase Model ` (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model i (GPM) 705 408,660 2 1 -1 2 1 1 -1 2 1 702 239,695 0 0 0 0 0 0 0 0 0 701 851,406 20 19 -1 19 0 17 -2 18 1 689 310,493 0 0 0 0 0 0 0 0 0 682 1,199,561 0 0 0 0 0 0 0 0 0 668 330,751 0 0 0 0 0 0 0 0 0 681 1,253,321 0 0 0 0 0 0 0 0 0 716 3,543,167 178 175 3 170 -5 173 3 178 5 670 3,519,965 74 79 5 81 2 96 15 94 -2 642 2,192,364 0 0 0 0 0 0 0 0 0 666 2,525,570 109 111 2 109 -2 ' 109 0 109 0 664 1,906,777 0 0 0 0 0 0 0 0 0 715 6,473,170 291 293 2 ' 288 -5 ` 291 3 ' 289 -2 667 1,657,454 119 115 -4 114 -1 117 3 115 -2 663 3,046,771 135 135 0 136 1 ' 134 -2 134 0 650 318,311 0 0 0 0 0 0 0 0 0 669 2,200,210 52 52 0 52 0 80 28 25 17.OS 80 0 0.00 649 361,841 0 0 0 0 0 0 0 0 0 648 688,893 0 0 0 0 0 0 0 0 0 651 7,468,358 379 376 3 378 2 ' 378 0 379 1 647 1,171,663 0 0 0 0 0 0 0 0 0 652 801,945 43 41 -2 44 3 39 -5 42 3 653 929,831 4 4 0 4 0 4 0 4 0 659 171,322 0 0 0 0 0 0 0 0 0 662 128,921 0 0 0 0 0 0 0 0 0 665 1,131,930 0 0 0 0 0 0 0 0 0 709 653,638 0 0 0 0 0 0 0 0 0 710 1,107,839 18 14 -4 16 2 18 2 16 -2 726 1,425,370 0 0 0 0 0 0 0 0 0 660 824,700 0 0 0 0 0 0 0 0 0 661 893,473 0 0 0 0 0 0 0 0 0 657 265,524 0 0 0 0 0 0 0 0 0 658 697,831 0 0 0 0 0 0 0 0 0 656 224,483 0 0 0 0 0 0 0 0 0 655 192,608 0 0 0 0 0 0 0 0 0 654 394,837 0 0 0 0 0 0 0 0 0 685 439,271 0 0 0 0 0 0 0 0 0 688 733,729 4 5 1 5 0 5 0 5 0 1034 120,488,494 12 13 1 44 30.06 ' 12 -1 10 -2 11 1 795 9,078,373 134 132 -2 134 2 134 0 136 2 782 18,433,528 588 572 -16 450 307.42 691 119 119 81.30 688 -3 ' 674 -14 788 2,130,361 0 0 0 0 0 0 0 0 0 785 6,433,232 2 2 0 2 0 2 0 2 0 786 1,755,334 0 0 0 0 0 0 0 0 0 784 1,704,915 0 0 0 0 0 0 0 0 0 781 1,335,734 50 54 4 51 -3 48 -3 51 3 1498 14,155,377 64 65 1 62 -3 64 2 67 3 787 7,018,901 101 99 -2 99 0 94 -5 96 2 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development ENTERPRISE PRESSURE ZONE 2025 TOTHH I 2025 2030 TOTHH 2O30 2035 TOTHH 2O35 2040 TOTHH 2O40(UBO) i AREA 2020 2025 TOTHH Added in Demand Added 2030 TOTHH Added in Demand Added' 2035 TOTHH Added in Demand Added 2040 TOTHH Added in Demand Added' TAZ (SF) TOTHH TOTHH Increase Model ` (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model i (GPM) 794 52,957,459 0 0 0 0 0 0 0 0 0 796 18,875,306 39 38 -1 40 2 41 1 38 -3 733 617,374 0 0 0 0 0 0 0 0 0 770 4,662,338 16 16 0 15 -1 36 21 20 13.66 52 16 16 10.93 ` 766 7,272,600 79 78 -1 80 2 81 1 80 -1 741 2,356,486 17 18 1 18 0 18 0 16 -2 757 6,082,370 133 130 -3 20 13.66 133 3 131 -2 132 1 758 17,591,159 320 357 37 37 ` 25.28 s 353 -4 377 24 24 16.40 376 -1 ` 0.00 ' 696 8,605,857 58 61 3 59 -2 61 2 61 0 1022 6,388,601 0 0 0 0 0 0 0 0 0 644 2,554,415 0 0 0 0 0 0 0 0 0 643 2,554,415 6 5 -1 6 1 5 -1 5 0 731 12,492,485 853 849 -4 850 1 894 44 40 ' 888 -6 OAO TOTA� 11398 11605 207 822 ` 561.55 ` 11717 112 119 <81.30 11886 169 169 115.45 ' 119ll 31 31 21.18 2020-25 lncrease: 1.82% 2025-301ncrease: 0.97% 203035 Increase: 1.44% 2035-40 Increase: 0.26% Annual Rate of Increase: 0.36% Annual Rate of Increase: 0.19% Annual Rate of Increase: 0.29% Annual Rate of Increase: 0.05% Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development ENTERPRISE PRESSURE ZONE Units/Notes Current MDD Per HH: 0.63773 GPM/HH Current Max Demand Month Usage: 37.34066 CCF/MONTH per HH.Appears accurate Units/Notes Assumed Future Monthly Usage Per HH: 40 CCF/Month per HH Assumed Future MOD Average per HH: 0,6$3153'6PM/HH Year: 2020 2025 2030 2035 2040 MDD per TAZ Data(MGD:) 10.4672 10.6708 10.7810 10.9473 10.9778 MDD per TAZ Data(Ave GPM�: 7,268.89 7,410.31 7,486.82 7,602.27 7,623.45 MDD Modeled(MGD): 10.4672 11.2758 11.3929 11.5592 11.5897 MDD Modeled(Ave GPM): 7,268.89 T,830.45 7,911.74 8,027.19 8,048.37' Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development FOOTHILL PRESSURE ZONE 2025 TOTHH 2O25 s 2030 TOTHH 2O30 2035 TOTHH 2O35 ' 2040 TOTHH 2O40(UBO) 3 AREA 2020 2025 TOTHH Added in bemand Added 2030 TOTHH Added in roand Add 2035 TOTHH Added in Demand Added'- 2040 TOTHH Added in Demand Added TAZ (SF) TOTHH TOTHH Increase Model i (GFM) TOTHH Increase Model (GPM) ; TOTHH Increase Model �GPM) ; ' TOTHH Increase Model (GPM) 219 1,786,383 0 0 0 0 0 0 0 0 0 221 2,987,699 1 1 0 1 0 1 0 1 0 218 3,574,901 0 0 0 25 ' 17.08 ' 0 0 0 0 0 0 217 6,751,025 184 186 2 214 28 30 20:49 214 0 279 65 65 44.4U 214 981,344 0 0 0 0 0 0 0 0 0 215 3,451,203 148 153 5 150 -3 146 -4 150 4 211 1,235,804 43 36 -7 42 6 40 -2 37 -3 213 896,811 87 90 3 94 4 100 6 6 105 5 10 t 6.$3 212 579,185 0 0 0 0 0 0 0 0 0 341 3,518,427 172 179 7 179 0 183 4 181 -2 210 898,598 28 27 -1 25 -2 28 3 28 0 209 3,533,881 153 155 2 152 -3 152 0 154 2 208 2,433,650 293 290 -3 294 4 293 -1 292 -1 207 578,581 6 6 0 6 0 6 0 6 0 206 398,193 26 28 2 27 -1 29 2 28 -1 203 738,869 0 0 0 0 0 0 0 0 0 205 168,449 0 0 0 0 0 0 0 0 0 307 276,409 0 0 0 0 0 0 0 0 0 306 305,739 0 0 0 0 0 0 0 0 0 305 351,051 0 0 0 0 0 0 0 0 0 340 1,078,891 319 321 2 317 -4 327 10 10 325 -2 304 917,133 3 4 1 6 2 6 0 7 1 335 2,593,030 137 141 4 141 0 140 -1 141 1 269 1,972,647 169 171 2 167 -4 171 4 170 -1 303 512,034 0 0 0 0 0 0 0 0 0 299 560,134 1 1 0 1 0 1 0 1 0 298 559,282 0 0 0 0 0 0 0 0 0 267 333,696 13 14 1 15 1 14 -1 11 -3 338 645,497 48 43 -S 48 5 48 0 49 1 339 703,990 8 8 0 8 0 8 0 8 0 266 287,833 0 0 0 0 0 0 0 0 0 336 259,711 5 4 -1 4 0 4 0 4 0 268 464,995 32 32 0 29 -3 28 -1 33 5 337 386,548 6 6 0 7 1 7 0 7 0 261 1,474,950 54 SS 1 56 1 59 3 56 -3 262 229,338 48 47 -1 48 1 47 -1 48 1 263 231,890 0 0 0 0 0 0 0 0 0 264 228,288 4 4 0 4 0 5 1 6 1 293 5,567,029 0 0 0 0 0 0 0 0 0 265 525,223 31 30 -1 34 4 31 -3 32 1 254 503,334 0 0 0 0 0 0 0 0 0 286 1,289,027 98 99 1 98 -1 100 2 97 -3 255 828,396 15 16 1 17 1 14 -3 14 0 325 1,947,123 304 313 9 316 3 309 -7 307 -2 259 286,825 3 5 2 4 -1 5 1 4 -1 256 355,780 70 68 -2 69 1 68 -1 69 1 257 863,566 3 3 0 3 0 3 0 3 0 246 266,153 1 1 0 1 0 1 0 1 0 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development FOOTHILL PRESSURE ZONE 2025 TOTHH 2O25 s 2030 TOTHH 2O30 2035 TOTHH 2O35 ' 2040 TOTHH 2O40(UBO) 3 AREA 2020 2025 TOTHH Added in bemand Added 2030 TOTHH Added in roand Add 2035 TOTHH Added in Demand Added'- 2040 TOTHH Added in Demand Added TAZ (SF) TOTHH TOTHH Increase Model i (GFM) TOTHH Increase Model (GPM) ; TOTHH Increase Model �GPM) ; ' TOTHH Increase Model (GPM) 248 128,088 4 5 1 4 -1 4 0 5 1 258 421,759 0 0 0 0 0 0 0 0 0 244 390,248 1 1 0 1 0 1 0 1 0 323 948,887 97 91 -6 89 -2 90 1 92 2 249 289,694 14 14 0 15 1 17 2 13 -4 283 265,178 0 0 0 0 0 0 0 0 0 245 31Q798 0 0 0 0 0 0 0 0 0 252 141,847 0 0 0 0 0 0 0 0 0 253 218,509 0 0 0 0 0 0 0 0 0 247 599,888 22 23 1 24 1 23 -1 24 1 250 191,394 0 0 0 0 0 0 0 0 0 251 453,299 42 42 0 48 6 6 4.10 50 2 49 -1 242 293,619 1 1 0 1 0 1 0 1 0 243 288,777 87 79 -8 86 7 7 4.78 84 -2 89 5 362 303,902 16 17 1 19 2 16 -3 19 3 361 659,971 57 60 3 57 -3 55 -2 60 5 360 442,349 0 0 0 0 0 0 0 0 0 281 1,879,632 0 0 0 0 0 0 0 0 0 241 1,254,767 139 147 8 137 -10 144 7 142 -2 282 10,424,951 61 83 22 25 17.08 ' 103 20 20 13:66 134 31 30 20.49 158 24 24 i16.40 357 2,857,227 186 177 -9 180 3 186 6 182 -4 358 2,595,780 158 165 7 166 1 166 0 166 0 359 3,141,635 1 1 0 1 0 1 0 1 0 475 2,767,969 0 0 0 0 0 0 0 0 0 474 611,197 0 0 0 0 0 0 0 0 0 466 633,667 2 1 -1 1 0 2 1 2 0 470 624,348 0 0 0 0 0 0 0 0 0 473 570,204 25 27 2 28 1 28 0 28 0 472 1,481,568 138 137 -1 139 2 140 1 142 2 471 1,697,932 243 244 1 242 -2 241 -1 243 2 469 1,292,306 0 0 0 0 0 0 0 0 0 477 4,584,085 23 21 -2 22 1 24 2 21 -3 476 1,001,410 21 21 0 20 -1 20 0 19 -1 465 19,646,135 410 455 45 50 34.16 455 0 456 1 457 1 504 9,084,762 0 223 223 230 157.13 223 0 2ll -6 2ll 0 284 711,398 65 61 -4 64 3 63 -1 63 0 260 567,554 8 11 3 10 -1 13 3 19 6 >0.00 285 720,808 50 49 -1 52 3 51 -1 50 -1 287 1,639,541 0 0 0 0 0 0 0 0 0 288 470,100 34 34 0 34 0 34 0 34 0 291 1,549,141 43 94 Sl 60 s d0.99 ' 156 62 62 42:36 252 96 100 68.32 ' 3ll 65 66 45.09 292 1,296,782 110 118 8 8 5.47 135 17 18 12�30 150 15 15 ` 10.25 165 15 15 10.25 289 1,576,198 160 167 7 7 4.78 162 -5 164 2 165 1 290 1,505,668 121 118 -3 117 -1 117 0 115 -2 301 706,104 124 130 6 134 4 142 8 8 148 6 6 >4.i0 300 760,156 0 0 0 0 0 0 0 0 0 201 1,424,998 0 0 0 0 0 0 0 0 0 202 913,992 0 0 0 0 0 0 0 0 0 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development FOOTHILL PRESSURE ZONE 2025 TOTHH 2O25 s 2030 TOTHH 2O30 2035 TOTHH 2O35 ' 2040 TOTHH 2O40(UBO) 3 AREA 2020 2025 TOTHH Added in bemand Added 2030 TOTHH Added in roand Add 2035 TOTHH Added in Demand Added'- 2040 TOTHH Added in Demand Added TAZ (SF) TOTHH TOTHH Increase Model i (GFM) TOTHH Increase Model (GPM) ; TOTHH Increase Model �GPM) ; ' TOTHH Increase Model (GPM) 302 476,476 49 50 1 49 -1 50 1 46 -4 296 1,022,073 137 140 3 140 0 135 -5 133 -2 297 1,882,303 178 176 -2 175 -1 177 2 177 0 467 12,905,944 229 231 2 228 -3 227 -1 232 5 Total 5569 5951 382 405 276.68 6094 143 143 97r69 ' 6263 169 169 99.06 6449 186 186 127.07 2020-25lncrease: 6.86% 2025-30lncrease: 2.40% 2030-351ncrease: 2.77% 2035-40lncrease: 2.97% Annual Rate of Increase: 1.34% Annual Rate of increase: 0.48% Annual Rate of increase: 0.55% Annual Rate of Increase: 0.59% Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development FOOTHILL PRESSURE ZONE Units/Notes Current MDD Per HH: 0.83819 GPM/HH Current Max Demand Month Usage: 49.07752'CCF/MONTH per HH.Slightly high,but existing lots probably larger than future. Units/Notes Assumed Future Monthly Usage Per HH: 4C7 CCF/Month per HH Assumed Future MOD Average per HH: 0,6$3153'6PM/HH Year: 2020 2025 2030 2035 2040 MDD per TAZ Data(MGD:) 7.1828 7.5586 7.6992 7.8655 8.0485 MDD per TAZ Data(Ave GPM�: 4,988.04 5,249.01 5,346.70 5,462.15 5,589.22 MDD Modeled(MGD): 7.1914 7.5898 7.7305 7.8967 8.0797 MDD Modeled(Ave GPM): 4,994.02 5,270.70 5,36$.39 5,483.84 5,610.9T Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development HILL 900 PRESSURE ZONE 2025 TOTHH 2O25 ' 2030 TOTHH 2O30 2035 TOTHH 2O35 2040 TOTHH 2O40;(UBO) ; AREA 2020 2025 TOTHH Added in Demand Added: 2030 TOTHH Added in Demand Added i 2035 TOTHH Added in Demand Added 2040 TOTHH Added in Demand Added TAZ (SF) TOTHH TOTHH Increase Mode) ; (GPM) TOTHH Increase Model (GPM) TOTHH Increase Model (GPM) TOTHH Increase Mode) (GPM) 383 19,469,357 310 310 0 310 0 307 -3 309 2 381 11,568,484 382 376 -6 -6 (4.16j; 378 2 378 0 379 1 327 5,005,482 0 0 0 0 0 0 0 0 0 374 723,377 39 40 1 40 0 39 -1 42 3 332 1,679,996 0 0 0 0 0 0 0 0 0 335 2,593,030 137 141 4 141 0 140 -1 141 1 333 1,329,538 63 64 1 62 -2 59 -3 62 3 326 929,297 65 61 -4 63 2 59 -4 65 6 328 7,728,460 0 0 0 0 0 0 0 0 0 329 918,380 20 20 0 20 0 21 1 20 -1 330 461,394 17 16 -1 16 0 16 0 17 1 373 4,216,977 175 176 1 176 0 176 0 175 -1 377 3,453,946 123 122 -1 90 61.48: 121 -1 125 4 124 -1 324 2,777,005 327 321 -6 323 2 323 0 319 -4 375 417,455 0 0 0 0 0 0 0 0 0 354 2,334,073 107 109 2 106 -3 103 -3 97 -6 352 10,886,500 132 135 3 136 1 133 -3 214 81 80 54s65 351 10,005,049 203 374 171 170 116.14' 433 59 59 40.31 428 -5 429 1 353 12,032,246 299 296 -3 295 -1 298 3 294 -4 376 3,672,015 70 70 0 71 1 69 -2 67 -2 372 14,718,493 553 555 2 555 0 555 0 554 -1 396 12,841,488 365 360 -5 508 148 148 101.11 513 5 510 -3 392 3,664,176 108 108 0 109 1 108 -1 108 0 371 6,384,292 205 203 -2 202 -1 200 -2 306 106 100 68:32 321 3,319,925 113 110 -3 111 1 109 -2 108 -1 343 3,319,925 58 58 0 59 1 58 -1 58 0 378 4,972,956 104 106 2 104 -2 107 3 102 -5 379 4,972,956 71 71 0 71 0 71 0 72 1 393 5,484,974 70 68 -2 69 1 69 0 71 2 394 8,431,847 213 219 6 214 -5 248 34 22 15.03 250 2 342 10,496,811 264 301 37 35 23.91 ` 299 -2 0,00 300 1 301 1 384 5,880,483 151 151 0 150 -1 152 2 150 -2 386 5,880,483 0 0 0 0 0 0 0 0 0 387 5,484,974 0 0 0 0 0 0 0 0 0 Total 4744 4941 197 289 197.43 5142 201 207 141.41 ' ' S164 22 22 15.03 5344 180 180 122.97 2020-25lncrease: 4.15% 2025-301ncrease: 4.07% 2030-35 Increase: 0.43% 2035-40lncrease: 3.49% Annual Rate of Increase: 0.82% Annual Rate of Increase: 0.80% Annual Rate of Increase: 0.09% Annual Rate of Increase: 0.69% Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development HILL 900 PRESSURE ZONE Units/Notes Current MDD Per HH: 0.94774 GPM/HH Current Max Demand Month Usage: 55.49198 CCF/MONTH per HH.Slightly high,but existing lots probably larger than future. Units/Notes Assumed Future Monthly Usage Per HH: 40 CCF/Month per HH Assumed Future MOD Average per HH: 0,6$3153'6PM/HH Year: 2020 2025 2030 2035 2040 MDD per TAZ Data(MGD:) 6.4743 6.6681 6.8659 6.8875 7.0646 MDD per TAZ Data(Ave GPM�: 4,496.07 4,630.65 4,767.96 4,782.99 4,905.96 MDD Modeled(MGD): 6.4743 6.7586 6.9623 6.9839 7.1610 MDD Modeled(Ave GPM): 4,496.07 4,693.50 4,834.91 4,849]94 4,972.91 Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development HILLTOP DANA PRESSURE ZONE 2025 TOTHH f 2025 2030 TOTHH 2O30 2035 TOTHH 2O35 2040 TOTHH 2O40(UBO) ; AREA 2020 2025 TOTHH Addedin Demand Added 2030 TOTHH Addedin bemand Added' 2035 TOTHH Addedin Demand Added 2040 TOTHH Addedin Demand Added= TAZ (SF) TOTHH TOTHH Increase Mode) (GPM) ` TOTHH Increase Model (GPM) TOTHH Increase Model (GPM) TOTHH Increase Mode) (GpM) 640 2,010,438 16 17 1 17 0 17 0 17 0 646 1,765,169 0 0 0 0 0 0 0 0 0 634 884,759 3 4 1 2 -2 4 2 4 0 641 5,326,163 166 170 4 164 -6 167 3 168 1 633 688,886 0 0 0 0 0 0 0 0 0 636 317,734 23 25 2 25 0 23 -2 23 0 638 762,421 11 11 0 11 0 11 0 11 0 635 597,370 44 44 0 44 0 45 1 44 -1 639 1,655,087 65 66 1 66 0 65 -1 65 0 614 517,229 0 0 0 0 0 0 0 0 0 621 4,978,059 152 155 3 157 2 157 0 161 4 612 1,066,079 0 0 0 0 0 0 0 0 0 606 1,826,509 0 0 0 0 0 0 0 0 0 587 4,382,527 210 207 3 40 27.33 208 1 204 -4 207 3 584 1,755,235 272 277 5 282 5 279 -3 280 1 505 6,269,129 179 182 3 180 -2 255 75 75 51.24 256 1 1 0;68 589 9,681,015 36 36 0 35 -1 32 -3 34 2 590 12,172,531 54 56 2 56 0 79 23 21 14.35 76 -3 1 0':68 588 8,980,211 301 305 4 302 -3 306 4 300 -6 583 1,756,578 193 198 5 197 -1 198 1 200 2 581 1,334,239 0 0 0 0 0 0 0 0 0 601 774,119 0 0 0 0 0 0 0 0 0 602 967,832 0 0 0 0 0 0 0 0 0 603 776,868 0 0 0 0 0 0 0 0 0 604 348,246 0 0 0 0 0 0 0 0 0 605 444,065 162 157 -5 155 -2 156 1 153 -3 609 524,127 0 0 0 0 0 0 0 0 0 607 746,864 0 0 0 0 0 0 0 0 0 608 230,224 0 0 0 0 0 0 0 0 0 632 273,806 0 0 0 0 0 0 0 0 0 631 293,563 0 0 0 0 0 0 0 0 0 611 521,800 0 0 0 0 0 0 0 0 0 613 698,349 0 0 0 0 0 0 0 0 0 610 1,897,923 444 444 0 444 0 444 0 444 0 623 9,441,180 505 507 2 510 3 507 -3 503 -4 622 7,467,687 236 231 -5 10 6.83 228 -3 230 2 232 2 637 2,235,311 379 377 -2 377 0 377 0 377 0 Total 3451 3469 18 50 i 34.16 ` 3460 -9 0 0.00 3556 96 96 65.5$ 3555 -1 2 1'.37 2020-25lncrease: 0.52% 2025-301ncrease: -0.26% 2030-35 Increase: 2.��% 2035-401ncrease: -0.03% Annual Rate of Increase: 0.10% Annual Rate of Increase: -0.05% Annual Rate of Increase: 0.55% Annual Rate of Increase: -0.01% Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. City of Redding Water Master Plan 2023 Estimated Water Demands for Future Developments Based on SRTA Total Household(TOTHH)Estimates and Other Anticipated Development HILLTOP DANA PRESSURE ZONE Units/Notes Current MDD Per HH: 0.69276'GPM/HH Current Max Demand Month Usage: 40.56245 CCF/MONTH per HH.Appears accurate Units/Notes Assumed Future Monthly Usage Per HH: 4tl CCF/Month per HH Assumed Future MOD Average per HH: 0,6$3153 6PM/HH Year: 2020 2025 2030 2035 2040 MDD per TAZ Data(MGD:) 3.442622 3.460329 3.451475 3.545914 3.544931 MDD per TAZ Data(Ave GPM�: 2,390J1 2403.006 2396.858 2462.441 2461J57 MDD Modeled(MGD): 3.445502 3.494689 3.494689 3.589128 3.591095 MDD Modeled(Ave GPM): 2392.71 2426.867 2426.867 2492:45 2493:816' Prepared by:Kurt Maire,PE City of Redding PW Engineering Div. Legend - City of Redding TAZ � City of Redding �� TAZ Redding Sphere of Influence (S01)TAZ 9$7 Redding Sphere of - � 983 Influence (SOI) �� ` � TAZ � � ; � sa� ��" City �imit 561 ¢m m�m m m w m m w ......... ' �� " '�� SOI Boundary Y . Water Bodies �4 9rSA q��: . � , �r;,�z�tti =^� — Interstate u B8'4 'i ��R4"k: „f �it - R �4vr .\�.t�� 9uY,4 3 ��ft " �"� Highways 642 957 51P �0 543 54d �5 s , R � "' � '`�� ' "� � � Roads , � ;v��a��, ��r�� t� � __ ��t t��rsf,ur� �8� 962 964 """ �� 97t z� ��. 57E. SE5 SEB k \t"� �. .. � 550�'� . � ., 965' S15 p � 1 �� ,utxt � a k��nk..��,` �. . . �.. 548��. ��. �� . ��. .. � 955 ��i� y�. . ...... � : d81 961 . :\S.e xY`� •�I�. � 54] �. �b..., t 966 ......... � � 2 4 957 A83 �". � F SSE � �� 522 � 551 ��. 553 �. ��. - a � �asz '� . � ,�a ��,W„„° —'_'^�^�. ,<u, 'eas �� .. �\956 ,mm 484 96S 521 � �9T4 �:' .. 513 958� `M-w..,�..�. .µ�.._ „� . 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Paper SizeANSI B CITY OF REDDING ProjeCt No. 12561416 0 o.s � N ^ GENERA� Revision No. - iiio � PLAN Date Feb 2022 Miles � CITY& SPHERE OF INFLUENCE Map Projection:Lambert Conformal Conic Horizontal Datum:NorthAmerican 1983 TRAFFIC ANALYSIS Grid:NAD 1983 StatePlane California l FIPS O401 Feet ZON ES(TAZ) F 1 G U RE 1 \1Bhdneflghd1U51COnCordlPrq8Ci615611125614161GIS\Map51D811v8rebIB6112561416_LendUSeB)/I'AZ172561416_LandU6e8yTAZ.aprx-Flgu[B 7_TFZKBy Data 6ourC8:TAZ,Roed6:Sh85Ia SIM T�M.Clty BOUndary',Sphere oflnFlUenca BOundary'.Clty of RBdding.Craated by:pthomtOrt Map_ANSIB Prinf date:22 Feb 2022-77'.43 City of Redding Water Utility Master Plan 2023 Ultimate Buildout Max Day Demand Calculations Buckeye Zone UBO Ex. Parcel Data Additional Assumed Added Future Added Future General Plan Areas Areas UBO Area Monthly Use Demand MDD Ave. Land Use Group (Acres) (Acres) (Acres) (CCF/Acre) (CCF/Month) (GPM) General Commercial 242.80 245.91 0.00 35 0.00 0.00 Generallndustry 528.27 330.02 198.25 15 2,973.82 50.79 GeneralOffice 30.10 30.10 60 1,806.00 30.84 Greenway 2,631.16 362.19 2,268.98 0 0.00 0.00 Heavy Commercia) 113.68 113.68 35 3,978.94 67.96 �imited Office 8.73 8.73 45 392.68 6.71 Multi-Family 691.03 373.90 317.13 160 50,740.68 866.59 Neighborhood Commercia) 11.99 11.98 0.01 60 0.65 0.01 Parks 114.65 137.80 0.00 12 0.00 0.00 Public Facility 32.07 385.96 0.00 40 0.00 0.00 Regional Commercial 249.66 249.66 35 8,738.09 149.24 Shopping Center 48.07 48.07 35 1,682.53 28.74 Single Family 4,384.18 3,173.10 1,211.08 100 121,108.05 2,068.38 Totals: 9,086.40 5,020.85 4,445J0 - 191,421.44 3,269.25 Current Buckeye Zone MDD Average(GPM): 4,714.68 UBO Buckeye Zone MDD Average(GPM): 7,983.93 UBO Buckeye Zone MDD Average (MGD): 11.50 Prepared by: Kurt Maire, PE City of Redding PW Engineering Div. City of Redding Water Utility Master Plan 2023 Ultimate Buildout Max Day Demand Calculations Cascade Zone UBO Ex. Parcel Data Additional Assumed Added Future Added Future General Plan Areas Areas UBO Area Monthly Use Demand MDD Ave. Land Use Group (Acres) (Acres) (Acres) (CCF/Acre) (CCF/Month) (GPM) General Commercial 76.40 37.02 39.37 35 1,378.07 23.54 Generallndustry 182.36 182.36 15 2,735.47 46.72 Golf Course 6.10 91.03 0.00 12 0.00 0.00 Greenway 862.61 147.32 715.29 0 0.00 0.00 Heavy Commercia) 158.44 158.44 35 5,545.36 94.71 Heavy Industry 1,017.34 964.89 52.45 15 786.76 13.44 Multi-Family 165.21 99.86 65.34 160 10,455.13 178.56 Neighborhood Commercia) 3.70 3.70 60 221.73 3.79 Parks 66.07 66.07 12 792.86 13.54 Public Facility 447.50 667.23 0.00 40 0.00 0.00 Shopping Center 9.70 105.68 0.00 35 0.00 0.00 Single Family 1,869.93 1,837.24 32.69 100 3,268.65 55.82 Totals: 4,865.35 3,950.26 1,315J2 - 25,184.02 430.11 Current Buckeye Zone MDD Average(GPM): 3,759.58 UBO Buckeye Zone MDD Average(GPM): 4,189.69 UBO Buckeye Zone MDD Average(MGD): ; 6.03 Prepared by: Kurt Maire, PE City of Redding PW Engineering Div. City of Redding Water Utility Master Plan 2023 Ultimate Buildout Max Day Demand Calculations Enterprise Zone (including Meadow View) UBO Ex. Parcel Data Additional Assumed Added Future Added Future General Plan Areas Areas UBO Area Monthly Use Demand MDD Ave. Land Use Group (Acres) (Acres) (Acres) (CCF/Acre) (CCF/Month) (GPM) Airport Service 1,131.18 1,551.56 0.00 15 0.00 0.00 Commercial 120.87 120.87 35 4,230.30 72.25 General Commercial 489.41 396.29 93.12 35 3,259.17 55.66 Generallndustry 1,019.76 188.22 831.55 15 12,473.18 213.03 GeneralOffice 174.83 185.30 0.00 60 0.00 0.00 Golf Course 36.30 428.88 0.00 12 0.00 0.00 Greenway 1,419.06 475.89 943.16 0 0.00 0.00 Heavy Commercia) 80.94 80.94 35 2,832.94 48.38 Heavy Industry 176.44 176.44 15 2,646.57 45.20 �imited Office 28.29 28.29 45 1,273.27 21.75 Multi-Family 664.57 285.73 378.84 160 60,615.17 1,035.24 Neighborhood Commercial 3.33 3.33 60 199.89 3.41 Parks 134.66 134.66 12 1,615.89 27.60 Public Facility 263.66 263.66 0.00 40 0.00 0.00 Regional Commercial 58.55 22.77 35.78 35 1,252.43 21.39 Shopping Center 63.63 63.63 35 2,227.08 38.04 Single Family 3,540.88 2,688.82 852.06 100 85,205.62 1,455.21 Totals 9,406.34 6,487.11 3,742.67 - 177,831.51 3,037.15 Current Buckeye Zone MDD Average(GPM): 7,268.89 UBO Buckeye Zone MDD Average(GPM): 10,306.04 UBO Buckeye Zone MDD Average(MGD): 14.84 Prepared by: Kurt Maire, PE City of Redding PW Engineering Div. City of Redding Water Utility Master Plan 2023 Ultimate Buildout Max Day Demand Calculations Foothill Zone UBO Ex. Parcel Data Additional Assumed Added Future Added Future General Plan Areas Areas UBO Area Monthly Use Demand MDD Ave. Land Use Group (Acres) (Acres) (Acres) (CCF/Acre) (CCF/Month) (GPM) General Commercial 222.97 191.28 31.69 35 1,109.26 18.94 Generallndustry 54.03 109.22 0.00 15 0.00 0.00 GeneralOffice 86.93 94.60 0.00 60 0.00 0.00 Golf Course 23.73 115.14 0.00 12 0.00 0.00 Greenway 417.06 86.45 330.61 0 0.00 0.00 Heavy Commercia) 158.26 158.26 35 5,539.02 94.60 Limited Office 50.22 80.00 0.00 45 0.00 0.00 Mixed Use Core 273.63 128.21 145.42 60 8,725.11 149.01 Multi-Family 254.77 178.81 75.96 160 12,153.69 207.57 Neighborhood Commercia) 5.84 5.84 60 350.46 5.99 Parks 118.42 119.00 0.00 12 0.00 0.00 Public Facility 462.40 463.00 0.00 40 0.00 0.00 Recreation 28.99 124.65 0.00 12 0.00 0.00 Single Family 734.43 636.69 97.74 100 9,774.25 166.93 Totals 2,891.69 2,327.05 845.52 - 37,651J9 ' 643`.05 Current Buckeye Zone MDD Average(GPM): 4,988.04 UBO Buckeye Zone MDD Average(GPM): 5,631.09 UBO Buckeye Zone MDD Average(MGD): ; 8.11 Prepared by: Kurt Maire, PE City of Redding PW Engineering Div. City of Redding Water Utility Master Plan 2023 Ultimate Buildout Max Day Demand Calculations Hill 900 Zone (including Mary Lake) UBO Ex. Parcel Data Additional Assumed Added Future Added Future General Plan Areas Areas UBO Area Monthly Use Demand MDD Ave. Land Use Group (Acres) (Acres) (Acres) (CCF/Acre) (CCF/Month) (GPM) Airport Service 107.73 107.73 15 1,615.93 27.60 General Commercial 28.90 27.89 1.01 35 35.40 0.60 Generallndustry 0.03 2.78 0.00 15 0.00 0.00 GeneralOffice 89.60 83.48 6.12 60 367.05 6.27 Greenway 1,256.38 352.35 904.03 0 0.00 0.00 Heavy Commercia) 2.78 2.78 35 97.43 1.66 Limited Office 28.42 28.42 60 1,705.32 29.12 Multi-Family 125.63 44.24 81.40 160 13,023.41 222.42 Neighborhood Commercia) 10.80 10.80 60 647.97 11.07 Parks 44.27 44.93 0.00 12 0.00 0.00 Public Facility 186.02 376.67 0.00 40 0.00 0.00 Shopping Center 14.43 14.43 35 505.18 8.63 Single Family 1,749.80 1,720.66 29.14 100 2,913.73 49.76 Totals 3,644J9 2,653.00 1,185.86 - 20,911.41 ' 357.14 Current Buckeye Zone MDD Average(GPM): 4,496.07 UBO Buckeye Zone MDD Average(GPM): 4,853.21 UBO Buckeye Zone MDD Average(MGD): ; 6.99 Prepared by: Kurt Maire, PE City of Redding PW Engineering Div. City of Redding Water Utility Master Plan 2023 Ultimate Buildout Max Day Demand Calculations Hilltop Dana Zone UBO Ex. Parcel Data Additional Assumed Added Future Added Future General Plan Areas Areas UBO Area Monthly Use Demand MDD Ave. Land Use Group (Acres) (Acres) (Acres) (CCF/Acre) (CCF/Month) (GPM) General Commercial 45.35 223.14 0.00 35 0.00 0.00 Generallndustry 0.12 15 0.00 0.00 GeneralOffice 29.61 43.68 0.00 60 0.00 0.00 Greenway 209.48 48.58 160.90 0 0.00 0.00 Heavy Commercia) 60.43 35 0.00 0.00 Heavy Industry 24.84 62.42 0.00 15 0.00 0.00 Limited Office 18.79 60 0.00 0.00 Multi-Family 271.82 111.63 160.19 160 25,629.70 437.72 Neighborhood Commercia) 6.17 6.17 60 370.43 6.33 Parks 0.01 12 0.00 0.00 Public Facility 197.83 220.41 0.00 40 0.00 0.00 Recreation 21.71 56.66 0.00 12 0.00 0.00 Regional Commercial 273.10 177.79 95.32 35 3,336.14 56.98 Single Family 789.43 799.75 0.00 100 0.00 0.00 Totals 1,948.69 1,744.05 422.58 - 29,336.28 501.03 Current Buckeye Zone MDD Average(GPM): 2,390.71 UBO Buckeye Zone MDD Average(GPM): 2,891.74 UBO Buckeye Zone MDD Average (MGD): 4.16 Prepared by: Kurt Maire, PE City of Redding PW Engineering Div. THIS PAGE INTENTIONALLY LEFT BLANK APPENDIX D HYDRAULIC MODELING INFORMATION � � � � � � �� :�-� r�� WATER UTILITY MASTER PLAN 2023 �i��*�af��c�cr�� ,�� C��l�i��r ��i��r� �Q�� r��i� � THIS PAGE INTENTIONALLY LEFT BLANK ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � �' L � `T �T Section Paqe D. Hydraulic Modeling information...........................................................................D-1 D.1 Model Software................................................................................................D-1 D.2 Initial Model Development..............................................................................D-2 D.3 Water System Infrastructure and Model Components.....................................D-3 Q.4 Water Demands................................................................................................D-5 D,S Diurnal Patterns................................................................................................D-6 D,6 Model Calibration ............................................................................................D-6 D.7 Water Demands for Planning Horizons Through 2040..................................D-11 d.8 Water Demands for Ultimate Buildout ..........................................................D-11 I�.� Recomendations.............................................................................................D-11 D. HYDRAULIC MODELING INFORMATION This appendix presents a general overview of the hydraulic model for the City of Redding (City) water system. Information presented herein includes a description of the software utilized, a background of the model development, model components, demands and demand patterns used,the model calibration,and recommendations for the hydraulic model going forward. The primary purpose of the hydraulic model is to simulate the operation and performance of the City's water system under existing and future conditions. The hydraulic model is a val�uable tool that the City utilizes for planning and operations. It is used to identify de�ciencies in its water system and determine improvement alternatives. It is also used far verifying operational changes or outages before implementing, determining fire flows available to proposed developments, and developing the City's unidirectional water Inain flushing program. D.1 MODE� SOFTWARE The City of Redding (City) hydraulic model was initially developed by CH2M-Hill (now Jacobs)with MWH-Soft's I�20NET software for the Water Utility Master Plan 2000. The City purchased a 10,000-pipe capacity software license at that time for development of the model. H2O�NET software was a software extension to the Autodesk AutoCAD design platform, with import and export capabilities for geographic information system (GIS) formats. At the conclusion of the Water Master Plan 2000 effort,the model was transferred to the City of Redding for rourine use and analysis of the water system. �:�. � ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � In the effort for the Water Master Plan 2012 preparation, the H2ONET software was upgraded to MWH-Soft's InfoWater software, which utilizes ESRI ArcView platform and is directly compatible with the City's GIS databases. Compatibility with the City of Redding GIS databases allowed model updates to occur more frequently and expediently. The City has continued to utilize InfoWater software since that time. In 2011, MWH-Soft changed its name to Innovyze and in 2021 Autodesk, Inc. purchased Innovyze, but the InfoWater model software has remained relatively the same since the acquisition. For preparation of the Water Utility Master Plan 2023, the City utilized InfoWater Pro and ArcGIS Pro software. D.2 INITIAL MODEL DEVELOPMENT CI�2M-Hill developed and calibrated the initial hydraulic model for the City's water system in 1999 and 2000 by performing the following tasks: 1. Built the pipe network using City GIS department data, reviewed and corrected it for basic information,such as pipe connectivity,locations, sizes,materials,age,etc. 2. Developed a digital elevation model (DEM) utilizing U.S. Geological Survey (USGS)topographic mapping. Then assigned elevations to a11 the pipe junctions by utilizing the DEM. 3. Calculated Hazen-Williams C values for existing pipes according to age, material, and diameter. Calculations were made using regression equations derived from Darcy-Weisbach friction factor values,then converted to Hazen-Williams C values. 4. Input all major flow control valves, pressure-reducing stations, and check valves using City data and atlas sheets for each facility. 5. Input all booster pumps, groundwater we11s, and reservoirs using City facility data and drawings. 6. Collected and analyzed daily operations data from 1997 through 1999 to determine total daily water demand, daily demands per pressure zone, Citywide and pressure zone diurnal patterns (where possible), and hourly/daily operations for each major facility(pump stations,reservoirs, treatment plants, wells). 7. Initial runs of the hydraulic model were reviewed and compared to daily and hourly operations data. Discrepancies between model results and operations data were addressed with model revisions to match operations data. 8. The model was rerun to verify revisions achieved simulation of actual operations. 9. The baseline model was then modi�ed to include peak day and average day scenarios for future planning horizons. k�-� ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � C1.3 WATER SYSTEM INFRASTRUCTURE AND MODEL COMPONENTS The hydraulic model includes components that represent all the major system infrastructure in the City's water system, with key design,performance, and operational characteristics for each component.Model components include pipes,nodes,valves, reservoirs(water sources), storage tanks,and pump stations. InfoWater Pro software is used to input all the major components. It can quickly import or edit bulk data such as pipe diameters and roughness coefficients from other GIS or database sources. This document does not address the detailed steps in creating and inputting data for model components because the information is readily accessible in Innovyze online documentation for the InfoWater. The following is information specific to the City's hydraulic model. D.3.1 Pipes CH2M-Hill initially imported conveyance and distribution piping into the model from City's GIS ArcView shape files. This bulk data import included key information such as pipe size, material, date of installation, length, and location. The data was corrected and missing items were entered. Missing dates of installation were entered using information from dates of specific subdivision construction. Nodes were added to all pipe intersections using a CH2M-Hill proprietary software tool called LI'N��. Pipes smaller than 6-inch diameter were then removed from the model, for the software to run more efficiently, and to operate within the 10,000-pipe limit associated with the City's software license. Since the initial model development, the City has continued to update the pipe network for construction and improvements that are regularly constructed. The City's Engineering Division staff utilizes the GIS database to add new water mains in the model after completion of construction. Friction factors (Hazen-Williams C values) for the initial model development were determined using regression equations that were based on pipe material, age, and diameter. Friction factors for pipes installed after the initial model development, and for future planning harizon scenarios were added using the model interface tools and industry standards for various pipe materials on an individual basis. Additional hydraulic data that the modeling software utilizes for each pipe includes size, length, material, minor loss coefficient, date of installation,pressure zone, phase (i.e., future improvement), and features such as check valves or flow totalizers. D.3.2 Nodes Nodes (or junetions)represent a point where two or more pipes join together, or a piping locations where model information needs to be accessed or added. Nodes are where water N:�_� ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � system demands are assigned,and where facilities such as pumps, valves, and reservoirs are connected to adjacent pipes. Key information for each node includes its elevation, water demand, demand pattern, and pressure zone. As mentioned above, the original model nodes were created using a LYNX tool that automatically generated nodes at pipe junctions. The nodes were assigned elevations from a DEM developed from USGS Topography maps. As the model the model continues to be updated and development areas are added, new nodes are assigned elevations based on the City's aerial light detection and ranging (Lidar) mapping and associated two-foot contours. D.3.3 Tanks and Reservoirs Tanks and reservoirs were created individually in the initial development of the model using information from the design drawings, facility data sheets, and operational settings. Tanks and reservoirs are two distinct features in InfoWater. Tanks are fixed-volume features that can be drained completely and have variable water surfaces. Reservoirs in the model provide an infinite water source at a constant water level,providing as much water as the hydraulic conditions wi11 a11ow. Reservoirs are used to represent water sources such as rivers or wells. Tanks are used to represent treated water storage available to the distribution system. Key information for tanks and reservoirs includes capacity, geometry (diameter, height), invert elevation, and maximum/minimum operating levels (and initial water level for reservoirs). New tanks and reservoirs are added using the InfoWater system editing tools on an individual basis. D.3.4 Pumps Pumps were created individually in the model using information from the design drawings, facility data sheets, and operational settings. Key information for pumps in the model includes desigr� points or pump curves, elevation, and diameter. For the effort involved in Water Master Plan 2023 preparation, actual pump curves were added, when available. Also,pump controls and automation, as well as variable frequency drives (VFDs) were added to more accurately represent and model the actual operation of the City's pump stations. D.3.5 Valves (Flow Control, Pressure Reducing or Sustaining, Check) Water system valves were created individually, except for check valves. Check valves were originally imported from the City GIS database. Flow control valves (FCVs), pressure reducing valves(PRVs), and pressur� sustaining valves (PSVs)were added using City atlas and data sheets. �.. �-�. ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � Key information for each valve type includes valve diameter,minor loss coefficient, flow or pressure control, and on/off controllogic based on other facilityparameters such as tank levels. New valves are added using the InfoWater systein editing tools. D.3.6 Groundwater Welis Groundwater wells are represented using a combination of reservoir and pump features. A reservoir is used to represent an infinite water source set at an elevation representing the groundwater surface. A pump is then added corresponding to the capacity of each specific facility. Automated operations can be simulated using the pump's onloff control logic,which can be triggered by tank levels or system pressures. New wells are added using InfoWater system editing tools. D.3.7 Water Treatment Plants The City's two water treatment plants, Foothill WTP and Buckeye WTP, are each represented with reservoirs and flow control valves. Reservoirs are set at the hydraulic grade line of the WTP treated effluent, and flow control valves are used to control the treatment plant output. The flow control valves limit flow out, based on treatment plant capacity. Flow controls are also automated to adjust or stop flow based on storage tank levels and actual typical plant operation. D.4 WATER DEMANDS Both average day demands (ADD) and maximum day demands (MDD) scenarios were analyzed and modeled. ADD within each pressure zone were determined based on the City's daily production records from 2017 through 2021. The total ADD in each pressure zone was distributed evenly amongst demand nodes within the zone, except specific demands and use patterns were added for the largest water users throughout the City. Since modeling for the MDD scenario is more critical for determining required water treatment, storage,pumping, and pipeline capacities, a much more extensive effort was performed to analyze and model the MDD scenario. Total MDD in each pressure zone were estimated from SCADA historian data from 2020 through 2021. Production flow rates, storage tank levels, and interzone transfer flow rate data in 15-minute increments were analyzed to determine the max daily demand within each zone. Further, to accurately model flow patterns within each zone, MDD water usage for every parcel within the City's water service area(WSA)was estimated. Non-residential parcels (commereial, industrial, municipal, ete.) MDD water usage was estimated based on water meter records from July of 2021. The MDD water usage for residential parcels (single family and multifamily parcels) were estimated based on the number of buildings/residences and area associated with each parcel. Estimates for irrigation water usage were made based on parcel areas, with assumptions for irrigation faetors, irrigation efficiency, and percentage of parcel area used for landscaping. �::�-�� fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � Once the average MDD usage for all of the parcels in the WSA usage was estimated, GIS tools were used to incorporate the estimated water usage data into an ArcGIS shape file for the parcels. The shape file was imported into the model, then InfoWater Pro demand allocating tools were utilized to assign the MDD water demands from parcels to the nearest demand node in the model. This demand allocation was performed independently for each pressure zone. A minor adjustment was then performed by multiplying a11 the demand nodes in each pressure zone by a correct factor, so that the total MDD for each pressure zone in the model matched the pressure zone MDD calculated from the SCADA historian data. D.5 DIURNAL PATTERNS The City's SCADA historian data was analyzed to determine demand patterns for each pressure zone. Historian data from max day demands in 2020 and 2021 for applicable water production, reservoir storage levels, and interzone flow meter readings in 15- minute increments were analyzed to develop the pattern for each zone. Diurnal patterns are provided in Section 3.11 of the Water Utility Master Plan (WMP). The calculated diurnal patterns were used for all water demands in the respective zone, except for some specific patterns were used for the highest water users in the City. �.6 MODEL CALIBRATION The water model was calibrated for current ADD and MDD conditions by comparing model output data with SCADA historian data from 2019 through 2021 for key water system facilities. Wonderware Historian Client Trend software was used to analyze historical trend graphs and data recorded for the City's reservoir levels,and water pressures and flowrates at key facilities. Historical trend data for reservoirs was graphed along with treatment plant, well, pump station, valve station flow data data to determine setpoints for operations and controls. The calibration effort focused on comparing and calibrating model output data to match historical data in each pressure zone, and also for the system as a whole. As previously noted, since modeling for the MDD scenario is more critical for determining reguired water treatment, storage, pumping, and pipeline capacities, significantly more effort was performed with regard to the calibration of the MDD model scenario. Demand patterns, and also capacities, settings, and controls for the treatment plants, wells, pump stations, and valve stations in the model were adjusted and calibrated to correspond to historical data MDD periods in July and August during the years 2019 through 2021. Example graphs showing SCADA historian data compared to modeled data for the Keswick Valve Station, Pump Station 5, Pump Station 2, and the Ranchettes Reservoir are provided in Figures D-1 through 4, respectively. �:�_� ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � � �.�.�: ��,�� .�: .,s..� . ��; �. � � �� , �.._ � �. � ; � .� ',. ,= �w' , ,, �, � � � ,, fI � � � E � .w, L I, :._ .-, , r �.� � C � ` � t �� , ; .., ,� � r� l , , �� -s , � `�� '�� ; � � � � , I , � i , ; ; � � , . � I E 7 ' � � i , � a , i ; � ' ' ' � t- i � , � , s i � � �— � � � � . � .. . ; �. , ' ..... ... , s , .. .. . ... �(� � , ._ l.. i! i i ; t � � � � � ; ... . ....... �. � .. ' .. � . ..... ....... . ., _ .. ... . , : ` �_ � � _ d 6 Y�:"�Wt 5�36"Si:>�r4i eSe��"Y;x, 'v'+.M �i:,(P�4 � ry 'S,?2C=il�� ,::�;L a`k,:Mi. Lu:14�.� �...�...� S,,...�. Keswick Valve Station w/ Bypass Flow(GPM)-SCADA Historian 8/9/2020 through 8/11/2020 r� � ;.; �, � r_�` � v ! E�, � �:.� i � �` f.�_ �� ; �k � . -�{� . . � . � . � . . �� . � � . � . �� "^-� �� :�� ; I � � a � � . :.� i (:; :� :�:� � �� I ` �� E �� n � � I � � � E ° � � �� ' � � � �° � � i � , � �E f(� 1 E� � � � � (� �� E. € t � � � .� � . � � � �i . .. .. k �� : � � �� . . � � � E� E �� . . . 1 �� "�vE�. .. . � � �� it . . � � � .� �� . . . M.��. �� . . �� . 'q �� , , t . .. . , . c � , r . - � .. . _ , _ :. x ,< . ,. .e . , .a . .. . . � « a. f �u Time[hour} � Keswick Vault w/ Bypass Flow (GPM)- Modeled Output Data for Current MDD Figure D-1 Keswick Valve Station Historian vs Modeled MDD Flow Data ��-i ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � ' ' ' � I ' ' r ; � ' � � , t, �� , � ; i � �, � � � � � ' ' ', �� ' ' ql � �'� 4 i �+"�-~`�° �,. L-�.� ��,� � � � �� ; `�� , �:� ��° �" �4� � � ' � �� ' �� a%5�.ro.�s�� u�:�� ti7�� N�R�.R� i(a.ii',�,� 1`��i a��t�bl �7'4�R ��44'w� d�.�at:F,i k�{u`s}g� ��li,��*} ro��4�� Pump Station 5 Flows-SCADA Historian Data 8/8/2020 through 8/10/20 '� f`�� r �� . � �� rv.' � �� ; ,-.�_� �� r ��.� � � � f �� , � � m , �� ` �_. �, t`is4... �; f '�..:�� i I � j r� � �wJ ,. ; � E �t, �-.��,k . . j�`� .. . . I—i � � ( t ( . . . �"—t . . �� . . .. .. �:� . � . .. n� . _ �r;....., .. � . . . . � ..�� . .. � � �., _ .....,.. �. . t o . , , _ a . a .. . . ,. , e .. .� ,. .x .. Timmdhmur� :. . _ .� a �. .. ti .. ,. w . +. . �. « . :, , �. Pump Station 5 Flows- Modeled Output Data for Current MDD Figure D-2 Pump Station 5 Historian vs Modeled MDD Flow Data �::� � ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � ��s �..,e...., ��, .�.4 , v.'t.�'tG�'i"�5 .IR„,_v:FRh.<�'�TsJ�.N:;s:�l . j.. . .. � .. ... .. . .... ..... s...r ........ ...... . e J t [ � � , , i j� k i i � � ( � � ' � 1 � � ` � � � , �. s � � }f =. �� _ , -� � "�, r,w.. E , , , � � ( �: � � I � � � �, � � � � � � a � �,,_ ' � � � �� t � �� , � �� ; 1 , , _ �.T � E _�-. w�... » w_ .___ _ -_ �__ � __. ��_ _....w, _._ ��, W , , � � � , ', E� � I � � i � � , � � �_� �..$_ ,� — ,..a:�:t,� ��;;�„ �.< �.� a-.��, .:t.;, xEP}PC- i.' ...,... Cr ...... �,..'. a...�.. t ,s,. Pump Station 2 Flow(GPM) -SCADA Historian Data 8/8/2020 through 8/10/20 �� I ', � j�� j � � �� j � � � � �..�. � � �.._� _` 4- � � I( f � � � � �� r � � � � �� 11 I j �� I � � � � �� , � '� � E � ; � II . �_: _.. � � _._�. .. , �.�, �f v.__ _ � �___ �. _� I � � � � � � � � � � � � � � �� . , . , � : _ , — � � o .—� . , b � ..—� . ,. r��g�"�au{, Pump Station 2 Flow(GPM)—Modeled Output Data for Current MDD Figure D-3 Pump Station 2 Historian vs Modeled MDD Flow Data .. �-� ��fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � „m�:.��, � ,a��,:t�r ,�. .�..:�... .�a4'a. .�— ..- -- .,:,..3.. ------ . . —� ....... ..... .... ,_.—..�,:.:� .. ... ... ..... .... ti .. , _,. } ��. ...�_-- _� , , ,. , ��, _._.'_.-�. . ` � �, � ........ .... ..... ......... ..... ..... ..�I a - -.- -. �. ._. . .. . � r.r.,,..al� ... � .. . -t:a��.^n' 3.P'Rr:aA; 2.s.1'c,'f"b� � �2�t;�J�:r`N .t",..:i:v [.S_."`..�r� �\�:2",'3'J .1L"<t� nx,..a,. :.7..,�. Ranchettes Reservoir Leve) (%full) -SCADA Historian Data 8/8/2020 through 8/10/20 � � �� <�...�.� ,. , � .. } r. �as..�.�_��..._�, �'x � � , ,, • , �' � ' . ^�� r' �`�� ' "-`w.__:" ,, � m J � � � . � . . � . . . 'p , , a a . . . . � a . .. . .. , , i. ., , ,. „ .. .. , x _ _, .t x s �. n .. .a e.. �. a u � M ., �a TItRE{�3qt�f� � Ranchettes Reservoir Leve) (Ft) - Modeled Output Data for Current MDD Figure D-4 Ranchettes Reservoir Historian vs Modeled MDD Level Data �� .�� fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � The figures above only provide a small sample of the comparisons that were performed in the calibration effort,but they represent the success of the effort. Comparisons between the historian and model data at key facilities throughout the City indicate that the calibration effort was successful and the model is accurately representing current conditions for planning purposes. D.'T WATER DEMANDS FOR PLANNING HORIZONS THROUGH 2O40 Demand projections for future planning horizons in 2025, 2030, 2035, and 2040 were estimated by adding expected future demands in various locations to the calibrated model for current conditions. Diurnal patterns for each pressure zone were assumed to remain the same as current patterns for planning the horizons. Future planning horizon scenarios were modeled with existing facilities, as well as with recommended improvements for storage, pumping,piping, etc. The Shasta County Regional Transportation Agency (SRTA) model data, along with coordination meetings with local developers and the City's planning staff were used to determine locations, extents, and timelines for expected future developments. Additional details for future demand projections are provided Section 3.4 of the WMP and Appendix C. Expected future demands were added manually/individually to speci�c nodes in the model based, on SRTA traffic area zone (TAZ) data, parcel data and aerial photos, and expected development areas. p,$ WATER DEMANDS FOR ULTIMATE BUILDOUT Demand projections for ultimate buildout conditions were estimated based on the City's General P1an, as further detailed in Section 3.5 of the WMP. The model scenario for the 2040 planning horizon was used as the base condition, and additional demands that are expected from the year 2040 to ultimate buildout were distributed evenly amongst demand nodes within each pressure zone. Additional details concerning ultimate buildout demand are provided in Section 3.5 of the WMP and Appendix C. Because there is a high level of uncertainty concerning the extend and location of future development that will occur after the year 2040, no attempt was made to determine specific areas where demands should be distributed inside each pressure zone. D.9 RECOMENDATIONS Analysis of water demand data in the City's pressure zones indicates that some of the flow meters used for inter-zone transfers may have inaccuracies, resulting in higher expected demands being recorded in the Foothill Zone. The City has plans to replace flow meters at some of the major inter-zone transfer locations, including th� Cypress Valve Station, the Railroad Valve Station, and Pump Station 2. It is recommended that the diurnal patterns, pressure zone demands, and the model calibration be re-evaluated after the new flow meters have been installed through a summer. ��_.�� fiy c��f��c�c�irr� Gr�'��t�r ��i/i�.��r��r �C}�3 ,��ra�r"� � The City should continue to update and maintain the hydraulic model, and use it as a tool for operations and planning. 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