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Home My WebLink AboutCT 83-19; CALAVERA HILLS VILLAGE T; EFFLUENT DISPOSAL LINE; 1985-12-23REPORT TO CITY OF CARLSBAD ON .CALAVERA HILLS EFFLUENT DISPOSAL LINE DECEMBER 1985 FRASER & ASSOCIATES Consulting Engineers FRASER & ASSOCIATES Consulting Engineers A.H. FRASER President G.T. FRASER, P.E. Vice-President D.L. JUNG, P.E. Vice-President December 23, 1.985 City of Carlsbad 1200 Elm Avenue Carlsbad, CA 92008 ATTN: Mr. D. Gene Donovan, P.E. Subject: .Calavera Hills Effluent Disposal Line Dear Mr. Donovan: 120-3 We are pleased to transmit herewith our report relating to the Calavera Hills Effluent Disposal Line. This report completes all tasks included in Phase I: Preliminary Study Report, Attachment A, of the agreement with the City. Section 4 of this.report includes a compilation of the report's summary of significant findings, conclusions and recommendations. As stated, it is recommended that Alternative B be adopted as the most cost effective and suitable alignment for the proposed Effluent Disposal'Line. - We have enjoyed the opportunity to work with your staff on this interesting preliminary design study. Please call if you have any comments or questions. Very truly yours, FRA R & ASSOCIATES 41 garrV_e6n'_,'ce0E A'. - M rn u s n P . E Graham T. Ft5'er, Principal CAM:GTF:dlin Enclosure I I FRASER & ASSOCIATES 2945 HARDING STREET, SUITE 211, CARLSBAD, CALIFORNIA 92008 (619) 434-1794 I CONTENTS ISection Description Background Data Historical and General Information Title 22 - Wastewater Reclamation Criteria Tributary Service Area Potential Users of Reclaimed Wastewater No Project 2 Treatment and Conveyance Facilities Encina Ocean Outfall Encina Treatment Plant Buena Sanitation District San Marcos County Water District San Marcos C.W.D. Failsafe Outfall Sewer Lake Calavera Hills WWTP 3 Alternative Designs Basis of Construction Cost Estimates Estimated Cost for Electrical Energy Alternative Designs Total Life Cycle Costs 4 Summary, Conclusions and Recommendations APPENDIX A California Administrative Code, Title 22, Division 4 Wastewater Reclamation Criteria • APPENDIX B San Diego. Gas & Electric Co., Schedule AD APPENDIX .0 Reclamation System Update. Report - Selected Data FRASER & ASSOCIATES. A • Consulting Engineers List of Figures Construction Cost Estimate for Pumping Stations Construction Cost Estimate for Pressure' Pipelines Effluent Disposal Facilities - Alternative A Construction Cost Estimate - Alternative A Effluent Disposal Facilities - Alternative B ConstructionCost Estimate - Alternative B Effluent Disposal Facilities - Alternative C Construction Cost Estimate - Alternative C List of Tables Design Criteria for Calavera Hills WWTP Estimated Monthly Cost of Energy Estimated Cost of Energy , CostComparison Summary FRASER & ASSOCIATES Consulting Engineers I SECTION 1 I . BACKGROUND DATA IISTORICAL AND GENERAL INFORMATION review of the existing files., contracts and also interviews with nowledg.eable individuals has provided some insight into the riginal reasons pertaining to why the Lake Calavera Wastewater eclarnation Plant was constructed. A few of the more important tems are 'as follows: The service area was functioning under a housing moritorium for a portion of the 1970's; and the developers of the Calavera Hills properties were faced with the alternatives of either not developing the land or paying for the construction of the treatment plant. The treatment plant has been identified as the Lake Calavera Hills Reclamation Plant; however, it would appear from a review of the drawings that reclamation had to be of secondary importance. The primary purpose was to provide a secondary treatment facility for the homes within the Calavera Hills drainage area. There was at that time a strong consensus among the community leaders that it was wise to practice resource reclamation. This consensus was shared by many community leaders and this, in part, was responsible, for the construction of the Buena Sanitation District Plant at Shadow Ridge and also to an extent the wastewater treatment facilities serving the San Marcos FRASER & ASSOCIATES Consulting Engineers - - County Water District. It is of interest to note that neither of these facilities have reclaimed a significant amount of wastewater. Although the San Marcos plant may do so in the: future. C. A need was felt for the construction of a plant capable of demonstrating the feasibility of water reclamation for reuse. d. It appears as if there was a consensus among the Carlsbad City officials that there was wisdom in obtaining a measure of independence from the Encina WPCF; and that the City would be in 'a better position to guide its own destiny if treatment facilities were constructed which would be totally within the purview and operating constraints of the City Council. This is difficult to fault. In the interim, the Encina WPCF has been enlarged and can currently treat 22.5 million gallons per day; of which the City of Carlsbad owns 5.716 mgd of peak flow capacity. This flow represents 25.4 percent of the total plant capacity. The current flows being produced by properties within the City are approximately 3.5 mgd. At current rates of development the City will attain its alloted capacity in the Encina Plant in' three' to four years. FRASER & ASSOCIATES A Consultinq Enciineers "M All parcel and subdivision maps contain a disclaimer that in effect states that the City does not guarantee that sewage treatment capacity will be available upon demand. Treatment plant capacity is not assure.d until a building permit is issued for the specific parcel. The sewer master plan prepared by City staff in April, 1985, indicates that the primary trunk outfall sewers serving the City of Carlsbad will reach their design capacities within a short Period of time. It, therefore, must be concluded that the City, will be faced, in.a reasonably short period of time, major expenditures in providing sewer land outfall capacity, as well as. sewer treatment plant capacity. Therefor, it now appears that placing in operation the Lake Calavera Hills WWTP adds other advantages. One of the major advantages would be that the Lake Calavera Hills WWTP, by virtue of its design configurations, will enhance the probability of controlling peak flows and discharging peak flows during off peak hours. This will have a tendency to minimize Carlsbad's peak flow contribution to the Encina WPCF. This feature will somewhat delay the time when additional capacity in the Encina WPCF will be required by the City of Carlsbad. TITLE 22 - WASTEWATER RECLAMATION CRITERIA Title 22 of Division 4 of the California Administrative Code governs many of the criterion for utilization of reclaimed waste- water. The title to this section of the administrative code is, "Wastewater Reclamation Criteria", and is a portion of the FRASER & ASSOCIATES Consulting Engineers I environmental health provisions of the code. Subsection .60313(a) of Article 4 governs landscape irrigation. This element is important to this project and is, therefore, included herein: "Reclaimed water 'used for the irrigation of golf courses, cemeteries, freeway landscaping and landscapes in other areas where the public has similar access or exposure, shall be at all times an adequately disinfected oxidized wastewater. The wastewater shall be considered adequately disinfected if the median number of coliform organisms in the effluent does not exceed 23 per 100 ml. as determined from bacteriological results of. the last seven days for which analyses have been completed and the number of, c.oliform organisms does not exceed 240 per .100 ml. in any two consecutive samples." Other provisions of the code are applicable and, therefore, the entire code is reproduced herein and is included as Appendix A. The provisions relating to the irrigation of parks, playgrounds and schoolgrounds does not appear applicable in this situation because these types of uses require that the, water also be filtered. Filters are not included in the existing wastewater facility, however, if it becomes practical to utilize irrigation water for these means filters can be added at a nominal expense. Prior to the commencement of the operation •of 'the wastewater Itreatment facility it would be incumbent upon the operators to be lintimately familiar with all provisions of Title 22 of the FRASER & ASSOCIATES A Consulting Engineers Administrative Code. TRIBUTARY SERVICE AREA The Sewer Master Plan prepared for the City of Carlsbad and dated June, 1984 defines the service area tributary to the Lake Calavera Hills WWTP. The area tributary by means of gravity is all of area AH25 and a large portion of area BV3. The total of these flows are shown in Appendix B of that report as being the flow between nodes LCH2 and LCH1. The peak flow within this pipeline is identified in the computer printout as 2.6 CFS (1.70 mgd). Although not identified in the Master Plan, there is an existing pump station located near the intersection of Tamarack Avenue and El Camino Real. This pump station can, under. certain operative conditions, convey all the flow tributary to that intersection in a northeasterly direction to the Lake Calavera Hills WWTP. The printout identifies the flow capable of being conveyed to the pump station as being between nodes 314 and 315. This peak flow is identified. as 2.29 CFS (1.46 mgd). The sum total of the flows tributary to the treatment plant by gravity and that which is capable of being conveyed to the treatment plant by the pump station totals 4.89 CFS (3.16 mgd.). This amount exceeds the hydraulic capacity of the treatment plant. It is well, however, to identify these flows in the event that during the formative years of operation of the treatment plant, flows tributary by gravity to the intersection of Tamarack Avenue and El Camino Real can profitably be conveyed northeasterly FRASER & ASSOCIATES IPA Consulting Engineers I I I I I I ' I Li I I I to the plank for treatment. I POTENTIAL USERS OF RECLAIMED WASTEWATER Potential users and a service area for reclaimed wastewater has been identified and evaluated. These data are included in a report dated May 1983 to the City of Carlsbad titled, "Lake Calavera Hills Reclamation System Update Report". As identified in this report, the potential users for reclaimed wastewater has the potential for a demand that far exceeds the treatment capacity of the Calavera Hills WWTP. For reference, several figures and tables are reproduced and included herein as Appendix C. As included in this report, $1,753,000 in 1983 dollars will be required to finance the improvements necessary to produce a reclaimed wastewater suitable for some human contact, in accordance with Title 22. This amount is equivalent to $2,030,000 when projected to July 1986 and an ENR-LA of 5720. Based upon the information included in this May 1983 report and also recent field reconnaissance, it is concluded that a minimum of two turnouts should be included in the construction of the effluent disposal line (EDL). : These turnouts should be four inch and include a shutoff valve. One turnout should be located near each of the following locations: 1. Carlsbad Golf Course PT FRASER & ASSOCIATES Consulting Engineers 2. Southerly terminus of pipeline in El Camino Real. Other turnouts can be installed as required by means of "Hot Tapping" the pipeline, if and when required. NO PROJECT It has been suggested that the Regional Quality Control Board may permit secondary effluent from the Lake Calavera Hills WWTP to be discharged to the storm drain system, and thereby alleviate the need to construct the EDL and pump station. Discussions with two representatives of the Regional Board have taken place and the points that each makes are approximately as follows: It is always preferable to remove a discharge from the lagoon rather than to add discharge to a lagoon. It has been the Board's experience that sewage discharge only increases the incidence of vectors and little 'value can be accomplished by the discharge of treated effluent to any lagoon. Agua Hedionda Lagoon has never had a point source and is, therefore, relatively clean. One needs only to look at Batiquitos Lagoon to observe the long term effects of discharging treated sewage to a 'lagoon. One should also bear in mind, that it took many years for Buena Vista Lagoon to cleans, itself after the abandonment of the old Carlsbad Waste Treatment Plant on the lagoon's southerly shore. ." IW FRASER & ASSOCIATES A~ Consultinq EnQineers C. The State Board's policy on bays and estuaries clearly states that there should be no.waste discharges to the estuaries. Agua'Hedionda is, by definition, an estuary. Discharging of treated effluent to the Encina WPCF requires an amendment to the existing NP.DS permit. This will require about two months' time and, is almost automatic. The State encourages reclamation and reuse. Permition to discharge treated wastewater to the storm drainage system would be difficult to obtain and expensive to achieve. Both representatives of the Board with which this matter was discussed indicated that discharging to a storm drainage system is not a viable alternative to. the City of Carlsbad. PT FRASER & ASSOCIATES Consulting Engineers I SECTION 2 TREATMENT AND CONVEYANCE FACILITIES ENCINA OCEAN OUTFALL The ocean outfall system was reconstructed and enlarged as Unit J of the Encina WPCF. The total capacity of the outfall is approximately 65 mgd. Carlsbad's capacity entitlement is 28.66% of the total, or approximately 18.63 mgd. This capacity should be sufficient to serve the needs of the City for many years. Revenue from the leasing of Carlsbad's capacity rights to. other agencies,. in the meantime, could help to defray a portion of Carlsbad's wastewater treatment costs. It is estimated that $7,000,000 (1985 dollars) will be the City's contribution to the cost of an outfall expansion. The next expansion is scheduled for the late 1990's. The impact of Lake Calavera Hills WWTP and the EDL will be that the City, in the future, will be able to more effectively manage its effective outfall capacity. This can be accomplished by regulating flow through the EDL line and also by temporary storage in the Lake Calavera Hills treatment basins. ENCINA TREATMENT PLANT e Encina WPCF was enlarged as a portion of Unit I of the Encina ater Pollution Control Facility. The current treatment capacity s 22.5 mgd. Carlsbad owns 25.4% of the plant, and hence, owns approximately .5.7 mgd of treatment capacity rights. Current monthly flows originating within the Carlsbad drainage area are FRASER & ASSOCIATES Consulting Engineers I approximately 3.5 mgd. This figure is approximate because of flow measurement problems which are scheduled for correction soon. Accordingly, based on current flows, Carlsbad has approximately 2.2 mgd of additional treatment capacity not being utilized. However, at the current average connection rate of 200 connections per month, approximately 0.6 mgd of capacity per year will be utilized.. Therefore, in approximately four years at this projected connection rate Carlsbad will require additional treatment. capacity to be in place and operational. These figures do not reflect the recently approved secondary treatment waiver because there is no assurance that this waiver will remain in effect permanently. This subject is also addressed in the City's Public Facilities Management System Monitoring Report dated June 1985. Experience at Encina and elsewhere has shown that from the beginning .of planning, the environmental studies, final design and construction usually takes a minimum of 4-5 years. This is particularly so where the ownership of the treatment facility consists of several members where the interests,, goals and financial capabilities of each member agency are not always the same. As an example, planning for the Phase III project began in. 1975 and construction was not completed until 1983, a period of 8 years. A Phase IV project to increase the capacity of the plant by 11.25 mgd from 22.5 mgd has been estimated to provide sufficient capacity for each. of the member agencies to -the year 2000. The I I ~ I FRASER & ASSOCIATES Consulting Engineers I I LI I I I I I I I .1 I I I estimated costs for. such a Phase IV project is approximately $22,000,000 in 1985 dollars. Carlsbad's share of this cost, much of which will be expended in the late 1980's is, therefore, anticipated to be 5.6 million dollars (25.4% of $22M). With the activation of the Lake Calavera Hills WWTP this major expenditure might .be postponed. Treatment costs at the Encina WPCF. are assessed in two components. The charges readily assigned to the member agencies for wastewater treatment are termed usage. These consist of chemicals, electricity and other items that are directly influenced by flow.. The remaining charges that are less influenced by. flow, such as building and grounds maintenance, are termed ownership costs. Carlsbad's current usage cost is $386 per million gallons and the ownership current cost is $321 per million gallons treated. The total cost for treatment is $707 per million gallons. As flows increase, these unit costs should reduce significantly. It is currently estimated that when Carlsbad's flows reach 5.7 mgd Carlsbad's total treatment costs will be approximately $460 per million gallons. It must be noted that this cost does not include a component for capital recovery and eventual complete replacement of the treatment facilities as usually dictated by fiscal planners. These charges a're based upon 1985 dollars and to not include any allowance for inflation. Carlsbad's current investment at Encina, exclusive of the ocean outfall and the land us estimated to be over 14 million dollars. FRASER & ASSOCIATES A Consulting Engineers 001 BUENA SANITATION DISTRICT Buena Sanitation District owns and operates sewage collection, treatment and disposal facilities. The District, however, 'currently provides sewer service only to the developing community of Shadow Ridge. The treatment plant is operated by a private operator under contract with the County and developers of the Shadow Ridge community. The treatment plant has a capacity of 1 mgd with facilities included in the design for ready expansion to approximately 2.25 mgd. The plant i.s currently treating approximately 15.0,000 gallons per day.. None of this treated wastewater is being reclaimed and/or reused. All of this flow is discharged to the 12-inch Failsafe Line that.conveys the flow ultimately to the San Marco.s C.W.D. Failsafe Outfall Sewer thence Ito the Encina WPCF. IThe 12-inch cast iron Failsafe Outfall Sewer conveying effluent from the Buena Sanitation District Treatment Plant has a nominal capacity of approximately 3 mgd. Under test conditions'it has safely carried 3.2 mgd. The Failsafe Outfall Sewer crosses El Camino Real a few hundred feet northerly of Palomar Airport Road. From that point it is constructed in a southwesterly direction and discharges effluent to the San Marcos County Water District Failsafe Outfall Sewer, near the intersection of Yarrow Drive and ICamino Vida Roble. IThe Buena Sanitation Treatment Plant includes provisions for reverse osmosis with the capability of reducing the total dissolved solids in the treated effluent. This equipment, FRASER & ASSOCIATES A Consultinq Engineers however, is not operational at this time. SAN MARCOS COUNTY WATER DISTRICT San Marcos County Water District operates a sewage treatment plant which has anominal capacity of 2 million gallons per day. The plant currently treats about 600,000 gallons per day. The treated flow is conveyed to the Encina WPCF by means of the San Marcos County Water District Failsafe Outfall Sewer which bypasses the Encina WPCF. The treated flow enters the ocean outfall system and. us then discharged to ocean waters for ultimate ocean dilution. ISAN MARCOS COUNTY WATER DISTRICT FAILSAFE OUTFALL SEWER The Failsafe Outfall Sewer was constructed and financed in accordance with a memorandum of understanding dated June 16, 1980. The signatories of the agreement include the San Marcos County Water District, the Daon-Shadowridge Corporation, the Lake Calavera Hills Association and other interested developers. The drawings of the improvements are in the office of the Water District and are filed under job number 2-80-15. The contract drawings consist of 24 sheets. lAt the time that the memorandum of understanding was signed, the number of signatories was not known, nor was the total cost of construction determined. The agreement does include, however, a percentage of the capacity that was to be owned by the Calavera Hills Association. This amount is stipulated to be 13 percent of the pipeline's capacity, within the lower reach which is defined FRASER & ASSOCIATES A Consulting Engineers "M I I I I I I I I 1 I I I I I I . I 1 I I' as the Carlsbad Reach. Ownership of these capacity rights has subsequently been transfered to the City of Carlsbad. The Carlsbad Reach is constructed of 24-inch ductile iron pipe. The working pressure of the pipeline is 250 psi and each individual pipe was tested to two time this pressure rating. The upper terminus of the Carlsbad Reach is approximate Station 73+46. The 'plans and profile are unclear as to the exact' location of the upper end of the reach. It may be necessary to excavate in order Ito determine the exact location if this becomes important at a I later• time. The plans do not, include any notation relative to the capacity of the Carlsbad Reach nor could the San Marcos District personnel provide any' definitive information. However, if one'were to assume that the hydraulic grade line of the operating conditions of the pipeline extended at a uniform slope from approximately sea level to the upper reaches of the pipeline, the slope of the hydraulic' gradient would be approximately 0.0135 or 1.35 percent. Based on this friction slope it is estimated that the hydraulic capacity of the Carlsbad Reach is approximately 25 mgd. This can be compared with the average slope of the ground over the length lof the Carlsbad Reach, which is appriximately 0.0103. or 1.03 percent. This slope, if utilized as the slope of the hydraulic gradient, provides an approximate capacity of 22 mgd. It is therefore concluded that the hydraulic capacity of the Carlsbad Reach is between 22 mgd and 25 mgd; and also that the capacity rights owned by the City of Carlsbad within the Carlsbad FRASER & ASSOCIATES IPA Consulting Engineers Reach is between 2.9 mgd and 3.3 mgd. Utilizing theaforementioned capacities, the energy gradient, during maximum flow conditions in the San Marcos C.W.D. Failsafe Outfall Sewer at the upper end of the Carlsbad Reach is at approximate elevation of 110 U.S.G.S. It may be that the actual capacity is somewhat irrelevant to the EDL project inasmuch as the memorandum of understanding also clearly stipulates that the capacity paid for and allocated to the Calavera Hills Association (City of Carlsbad) should be not less than that required by local agencies for the proper development of the Calavera Hills interest. LAKE CALAVERA HILLS WASTEWATER TREATMENT FACILITY Lake. Calavera Hills WWTP is shown on City Drawing 197 consisting of 36 sheets. The drawings indicate that the plans were prepared in 1980. Sheet number two includes the design criteria for the overall plant and also a number of the major components of the facility. These data are reproduced hereinafter as Table 1. The design criteria indicates that the start-up flow is 0.12 mgd, the design daily average flow is 1.2 mgd, and that the design peak flow is 2.0 mgd. Much of the potential flow into and all of the effluent out of the treatment plant is by gravity so that the plant will be relatively üneffected by short power outages. The treatment plant also fp; FRASER & ASSOCIATES i. Consulting Engineers I .. I TABLE 1 DESIGN CRITERIA FOR CALAVERA HILLS WASTEWATER TREATMENT PLANT START-UP: 0.12 MGD DESIGN DAILY: 1.20 MGD DESIGN PEAK: 2.00 MGD HYDRAULIC CAPACITY: 2.40 MGD PLANT LOADING BOD: 250 MG/L (2500#/DAY) SS: 200-250 MG/L (2000-250011/DAY) HEAD WORKS 0 GRINDER: One 2 HP, 1.73 MGD BYPASS SCREEN: One 24", MANUALLY CLEANED AERATION OXIDATION DITCHES: TWO PROCESS: COMPLETE MIX (EXTENDED AERATION) LOADING: 511-1511 BOD/1000 CF/DAY DETENTION: 24.9 HOURS OXYGEN REQUIREMENTS: 2.41102/11 BOD/DAY, or 6,000 #02/DAY, or 250 1102/HOUR BRUSH AERATORS: FOUR NORMAL: 62.5 #02/HOUR EACH MAC. SUBMERGENCE: 125#02/HR EA. (100% STANDBY) SECONDARY. CLARIFIERS CIRCULAR TANKS: TWO 44' 0 x 10' SWD VOLUME: 113,700 GALLONS EACH OVERFLOW: 400 GPDSF WEIR: 10,000 GPD LF DETENTION: 4.5 HOURS RAS/WAS PUMPS CENTRIFUGAL NON-CLOG SEWAGE PUMPS: 3 (50% STANDBY) CAPACITY: 417 GPM EACH PUMP (0,6 MGD) HEAD: 30' TDH ± 0 CHLORINATION 0 - CONTACT: SINGLE CHAMBER DETENTION: 45 MINUTES VOLUME: 24' x 24' x 10' SWD TABLE 1 (continued) CHLORINE: DOSE: 10 MG/L FOR PLANT USE: 100 1//DAY ULTIMATE CHLORINATORS: TWO (100% STANDBY) FEED: V-NOTCH SOLUTION FEED CAPACITY: 100///DAY EACH CONTROL: FLOW PROPORTIONAL CHLORINE: TON CYLINDERS STORAGE AREA: CAPACITY: 3 ONE-TON CYLINDERS LOADING: OVERHEAD 2-TON HOIST SAFETY: MONITOR/ALARM AND BREATHING APPARATUS, BLOWER VENTILATED, SHOWER AERATED SLUDGE HOLDING TANK CIRCULAR TANK: ONE, CONCRETE VOLUME: 75,000 GALLONS DETENTION: 25 DAYS MECHANICAL AERATOR: ONE SLUDGE HANDLING BELT PRESS: ONE, PERMANENT MOUNT CAPACITY: 50 GPM @ 1.5% SOLIDS PERFORMANCE: MINIMUM 15% CAKE COAGULATION: POLYMER ADDITION STANDBY POWER DIESEL/GENERATOR SET: ONE CAPACITY: 300 KV OUTPUT: 230/460 V. 60 HERTZ, 3 PHASE FUEL STORAGE: TYPE: UNDERGROUND TANKS CAPACITY: 48 HOURS EFFLUENT METER AND INFLUENT METER PALMER-BOWLUS FLUME BUBBLER ACTUATED METER REMOTE INDICATING-RECORDING I ' I I I 'includes a diesel standby generator to operate some of the equip- ment requiring emergency electrical energy.. A review' of the criteria indicates that the design is relatively conservative. For example, the aeration sludge holding facilities have a detention period of 25 'days and the clarifier overflow rate is 400 gallons per day per square foot. These are conservative values. I Discussions with the design engineer indicate that these conserva- tive values are somewhat representative.of the entire project and that it would be reasonable to assume that with prudent operations, the plant would adequately treat and certainly hydraulically accommodate flows in excess of the 2.0 mgd stipula- ted in the design criteria. Sewage treatment plants can be modi- fied to accommodate significantly larger flows with small expendi- tures of funds. "Pipeline capacities cannot be altered in like fashion. It would, therefore, be proper to utilize a peaking factor of 2.0 for computing the hydraulic capacity of the WWTP. This then provides the following as the basis of design for the facility. Design Condition Flow (mgd) Start-Up ' , 0.12 Design Average ' 1.2 Design. Peak ' 2.0 Hydraulic Maximum 2.4 A review of the Calavera WWTP influent and effluent facilities has IP FRASER & ASSOCIATES A\ Consulting Engineers LJ I I I I -1 been conducted with the City's Utilities and Maintenanc-e Department personnel. Discussions have also taken place with the Director of the Department of Utilities and Maintenance. From these contacts it is revealed that City staff operate the WWTP, with potable water, every second day to assure a normal maintenance mode; also that some City personnel utilize the plant as a base of operations. This is done for security purpose's and also for good maintenance reasons. It appears as if th,e facility is in readiness and can be placed in operation with little preparatory activities. Flow can be diverted into the WWTP by merely opening one gate valve and effluent can be discharged to the existing EDL in Tamarack Avenue by the'removal of one plywood bulkhead. Chemicals and spare parts will also need to be purchased. However, the plant has never treated raw sewage and, therefore, some normal start-up problems should be expected. Also, it will take a nominal period of, time for the biological processes to develop and stabilize. Therefore, it should not be anticipated that all 'plant effluent is to be in accordance with all require- ments from the off-set of plant operations. It has been estimated that the plant should be able to operate in a satisfactory ' manner within about one month's time. PT FRASER & ASSOCIATES Consulting Engineers SECTION 3 ALTERNATIVE DESIGNS SECTION 3 ALTERNATIVE DESIGNS BASES OF CONSTRUCTION COST ESTIMATES The construction cost estimates included in this report are based upon an Engineering New Record Index for Los Angeles (ENR-LA) and vicinity, equal to 5,720. This is the ENR Index projected for July 1986. The September 1985 ENR-LA is 5,440. The unit costs utilized for pumping stations are identified in Figure 1 and the unit costs utilized for pipelines are shown in Figure 2. To these unit costs an allowance for resurfacing, where applicable, has been added. The comparative cost estimates also include an amount for utility protection and 'special features. The cost for the pump station site has been estimated to be $15,000; and the costs associated with securing easements are estimated to be twenty-five dollars per lineal foot of pipeline installed in sewer easements. Fifteen percent has been added 'for contingencies and twenty percent has been added as an estimate of engineering, legal fees, contract administration, construction inspection and City administrative expenses. These estimates are proper for project planning purposes and also for project comparisons. The detailed estimates of the final design may vary from those included in this report. FRASER & ASSOCIATES [PAN ConsultinQ Enqineers --- -U-, , I Il .L. 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V_iV VLV__J _J. i_J__LJ_JH_J_ LLVI LVVV _j___I V I it I I 11 If 1 If _V___I r I :rV iI_ II J I II - V Li_L V_LLJI Hi - II __iV_Vf_iHV_I ii I I II - AllI V_ +5JIL Iii t- 'III I I1-SENtI-SPStH-LE ;V JJI 'I I 1LLLiJI1 II -H--1+1 TILLJ I - V i. ir1VV_V H HI H 1 - Vt 1 liii 1I I 1 I,,iJ,II jII _44J U' I IMAT-E-FOR T LC I PC9T ES H L I -_-J_J REJPEL NE I ITT iiirnl H iTttrrn I - II I I VVV_i_IIIi_Vi_l I I HV1V_VT_VV V;i, 1' I iI II_V_I _IiL_VVIVVV__VV_!iIIVV___i__VI _:t H II .11 - II_jjijVV I Lil- I_I iii JJJ Tfl2H I _JITDJ 1 I 'liii il _VVIi iii j_V JI HI V5i 1 VVV1i_1 I LJihi1iiIii LiVVJVVIV'1 ViVV I IVV_!VVV_ 10 20 30 NOMINAL INSIDE DIAMETER (INCHES) ELECTRICAL ENERGY RATES The initial construction cost for a pumping station is of paramount importance to an owner; however, the cost for operation, maintenance and particularly the cost for energy are also of major importance in the selection of any alternative design. The required motor sizes for each of the pump stations considered have been determined and the future costs for energy have been estimated. The total cost for the electrical energy consists of the sum of three charges. These charges are the meter charge, the demand charge and the energy charge. These costs are identified. in San Diego Gas & Electrical Schedule AD, .a copy of which is included in Appendix B. I ALTERNATIVE DESIGNS Three alternative alignments for the EDL have been investigated and evaluated. These investigations and preliminary designs have been prepared in sufficient detail to permit an accurate determination of possible pump station sites and also operating pumping heads. Alternative A is essentially the alignment proposed by the developers of Calavera Hills. That is, it consists of a pressure pipeline in El Camino Real between Tamarack Avenue and Camino Hills Drive; thence in a right-a-way to be acquired across private lands in a southwesterly direction to Palomar Airport Road. The alignment terminates at the upper end of the Carlsbad Reach of the San Marcos C.W.D. Failsafe Outfall Sewer. The subdividers IP FRASER & ASSOCIATES A~ Consultinq Enaineers preliminary drawing indicated that two pump stations would be required. This analysis indicates that only one would be required. This alignment is shown in Figure 3 and a cost estimate for this alignment is included on Figure 4. As noted,, the lestimated cost for constructing these facilities is approximately 1 $1,750,000. Alternative B includes a forcemain within El Camino Real between Tamarack Avenue. and College Blvd.; thence within College Blvd. to the intersection College Blvd. and Palomar Airport Road. This alignment is shown in plan on Figure 5 and a cost estimate sheet. is included.as Figure 6. As shown thereon the estimated cost for constructing this facility is $1,460,000.. lAlternative C is a pressure pipeline entirely within El Camino ,IReal between Tamarack Avenue and the crossing of the Buena ISanitation District Failsafe Outfall Sewer a few hundred feet northerly of Palomar Airport Road. This alignment is shown in plan on Figure 7 and the cost estimate which is $1,570,000 is included on Figure 8. This alignment is somewhat academic inasmuch as the City of Carlsbad and/or the developers of Calavera Hills do not have at this time 'capacity rights within the 12-inch Buena Sanitation District Failsafe Outfall Sewer. The Cities of Vista and Carlsbad, however, are currently entertaining proposals for the exchange of capacity 'rights within several pipelines. The direction of these proposals is as yet not determined. It is possible that Carlsbad may, at some time in the future, acquire additional capacity rights in this important facility. FRASER & ASSOCIATES IPA~ Consulting Engineers. V. er an ak AVE kLA6UNA -t) ter His Ke LAKE CALAVERA HILLS WWTPsc PO I - N '- •• Gravel 00 Val A 00 sch roan st 505 n, wSintorosa e,. eve Country Clut It t -pile \ ' " / %I K 01 0 '' si. ring \ lj~ \ e ervoir --------------- Farr Water! \ y Tank well , \ AD EFFLUENT DISPOSAL LINE \\\\ 'A\ %t \ CITY OF CARLSBAD 8 fate - - EFFLUENT DISPOSAL FACILITIES __.__o j ALTERNATIVE A .\2O \\ç.•4 -22--- FIGURE 3 - -- - - - - - - - - - - - - I - PROJECT :Calavera Effluent Disposal Line . L.A. ENR 5720 JOB NUMBER: 120-3 ALTERNATIVE A CONSTRUCTION COST ESTIMATE - ITEM NO. ITEM DESCRIPTION UNITS NO. REQ. CONSTRUCT — INSTALL UNIT PRICE SUB- TOTAL MATERIALS LABOR EQUIP. 1 Pump Station 3-40 Hp 267,000 pi 2 El Camino }al 12" $ -- L.F. 8720 37.40 326,128 3 R/W 1211 $ L.F. 8000 37.40 299,200 4 R/W 10" $ L.F. 1600 29.50 47,200 5 F.M. M.H. Cutlet Stct. L.S. 1 5,000 - - 6 Culvert X-ing. L.S. 1 _____ 30,000 cp 7 Specials 5% of Pipeline 35,400 8 Land P.S. Site 15,000 R/W L.F. 9600 25.00 240,000 1,264,930 15% for Contingencie 189,740 Estimfe of min trav :osts ________ _____ 290 93 -- _-c- - Total Etim ed Coif - Sob 00 - _ - SAY 1,750,000 0 S 1 11 S -k v' rA 'L AV 7; AVE ry I I I I I \ - IS I - \ ( \\• \\ V\%Sc.h _#$ I I I JI JPULJL)11L EFFLUENT DISPOSAL FACILITIES 20 ALTERNATIVE B FIGURE 5 ot! er, an ran er (\ nker ;;ç 1 \ LAKE CALAVERA HILLS WWTP ' 1 + r / / W ter Grapvel Sch _00 Gravel N if \\ -,-'-- m1 " Darn I OF Vzi 1 . a ef NN _.; PUMP. STATIQN,Z' C. \\ ç ) A. \ 9 j4 - 4. A ypiVa io o \Farr --- 4: -- Tank/,'. : - 32 rkA )\ $?Sr\\r all, High k: Scb)t '- -• ., - I 0 ______ — ____•H—-6 47 I I _ EFFLUENT DISPOSAL LINE - - L I L.A. ENR. 5720 Lo CONSTRUCTION COST ESTIMATE ITEM NO. ITEM DESCRIPTION UNITS NO. REQ'D CONSTRUCT - INSTALL UNIT PRICE SUB- TOTAL MATERIALS LABOR EQUIP. - 1 Pump Station 3-50 Hp L.S. 1 300,000 2 El Camino Real 12" L.F. 9350 37.40 349,690 3 College Blvd. 12" L.F. 6150 37.40 230,010 4 College Blvd. 10" $ L.F. 1500 29.50 44,250 5 College Blvd. 8" $ L.F. 2100 24.00 50,400 En 6 F.M. M.H. Outlet Stct. L.S. 1 - 5,000 cn 7 Culvert X-ing. L.S. 1 30,000 Specials 5% of Pipeline 0 35,470 9 Land P.S. L.S. 1 15,000 1,059,820 15% for Contingencies 158,970 --c Etiteoi.i\mIniatr .tive osts 2434760 1,462,550 TotalEstixriat Ed _Cos Say 1,460,000 U) M Qo CO) U) 0 C, —4 M CO) C) 0 U) C M (0 (V (V -' (I) Al fran 41 IR Xs High LAKE CALAVERA HILLS WWTP I o Gravel # Vaulty co e 67 sc 8 Yz SIX fM L bintorosa 10, \\ ç \{k \\ \ k \gua 01 r12 7 On 'i 4 Z !L PUMP STATION it 11" it \ '• • \ / 711 ming çeoir ... ; I Subs1a ==/ \As \ S ' =a t ypf y. Tank pAL ow— EFFLUENT DISPOSAL LINE rV age CITY OF CARLSBAD • • • T: EFFLUENT DISPOSAL FACILITIES - - -- ALTERNATIVE C 20 - FIGURE 7 PROJECT Calavera Effluent Disposal Line JOB NUMBER;_J2U3 PLTEBNPIVE C L.A. ENR. 5720 g 0 I CONSTRUCTION COST ESTIMATE ITEM NO. ITEM DESCRIPTION UNITS NO. REQ'D CONSTRUCT - INSTALL 'I.RUT PRICE SUB_ TOTAL - MATERIALS LABOR EQUIP. - 1 Pump Station 3-75 Hp L.S. - .1 380,250 2 El Camino to College 12" $ L.F. 9350 37.40 349,690 College to Buena Ln 12" L.F. 7100 37.40 265,540 3 Culvert X-ing. L.S. 1 _____ 30,000 4 Specials 5% of Pipeline Work L.S. 96,785 in 18 5 Land P.S. L.S. 15,000 En 1,137,270 15% for Contingencie 170,58( Ei-imM-P nf Mminict ativ Costs Total Estimated Cost . 1,569,420 Say 1,570,00t —H - I C - jo Ln co 1 0 TOTAL LIFE CYCLE COSTS The estimated monthly charge for energy for each of the three alternatives is included in Table 2 and a summary of the estimated value of energy is included on Table 3. As shown on Table 3 the present worth of the electrical energy for each of the three alternatives has been evaluated based on pumping charges for a period of 10 years. The time value to the City is based on 5 percent. These estimates should be considered as minimum. The actual costs could be greater by virtue of inflation and historical increases in power charges. A summary of total life cycle costs are included in Table 4. FRASER & ASSOCIATES fr; Consulting Engineers WM% - - .- - - - - - - - - - - - -MAr M TABLE ESTIMATED MONTHLY COST OF. ENERGY Total Meter Demand Energy . Cost! Charge Charge Charge Month Alternative A $10 $240 $2,515 $2,770 Alternative B 1.0 . 300 3138 3,450 Alternative C 10 448 4,697 5,160 TABLE 3 Alternative A Alternative B Alternative C ESTIMATED COST OF ENERGY Estimated Cost Per Month $2,770.00 3,450.00 5,160.00 Present Worth n = 10 years i= 5% $2571 000.00 320 ,000.00 478,000.00 1! IP FRASER & ASSOCIATES A~ Consulting Engineers - - - - - - - - - - - - - . - - - - - TABLE COST COMPARISON SUMMARY Present Construction : Annual O&M Worth of Cost Energy Maint. Total O&M Total (1) (2) (3) (4) S (1)(5) Alternative A 1,750,000 33,000 7,000 40,000 309,000 24,059,000 Alternative B 1,460,000 41,000 8,000 49,000 378,000 1,838,000 Alternative C 1,570,000 62,000 10,000 72,000 556,000 2,126,000 RD m --Cl) CD Cl) S (n C) S - (5) 10 years- @ 5% interest S I.. H • I. I I . I, H I. I I I 0• I H / I SECTION 4 1 SUMMARY, CONCLUSIONS AND RECOMMENDATIONS I: SECTION 4 SUMMARY, CONCLUSIONS AND RECOMMENDATIONS SUMMARY The area tributary to the Calavera Hills WWTP by gravity is projected to generate a peak flow of 1.7 million gallons per day. Flow originating from within an adjacent tributary area can also be delivered to the wastewter treatment plant by means 'of an existing pump station located near the intersection of Tamarack Avenue and El Camino Real. This tributary area can produce a peak flow of 1.46 million gallons per day. The existing wastewater treatment plant appears capable of producing reclaimed water in accordance with Subsection 60313(a) of Title 22. This provision includes the use of reclaimed water for the irrigation, of golf courses, cemeteries, freeway landscapes and landscapes in other areas where the public has similar access or exposure. In the event that the reclaimed water is to be used for the irrigation of parks, playgrounds, school yards and other area,s where the public has .similar access and exposures, additional facilities arerequired. It is estimated that these additional facilities will cost approximately $2,000,000 (1986 dollars). Potential users represent demands, for reclaimed wastewater far in excess of the potential supplies. The discharge of treated effluent to the storm drain system FRASER & ASSOCIATES Consulting Engineers I and thence for discharge to the Ag.ua Hedionda Lagoon is not a viable alternative. The City cürrentl.y owns capacity rights in the Encina Wastewater Ocean Outfall equal to 18.63 mgd. This is sufficient capacity to supply the needs for the City for many years to come. The City.owns 5.7 mgd of capacity rights within the ,Encina WPCF. The existing flows tributary to the Encina WPCF that are chargeable to the City of Carlsbad equal approximately 3.5 mgd. Itis projected that the flows attributed to the City will exceed existing. capacity rights within' 4 or 5 years. The City's projected share for the next phase of the enlargement of the Encina WPCF is approximately $5.6 million (1985 dollars). The City of Carlsbad owns capacity rights in the San Marcos County Water District Failsafe Outfall Sewer equal to approxi- mately 3 million gallons per day. The treatment capacity of the Calavera Hills WWTP is approximately 2 million gallons per day and the peak hydraulic capacity is equal to 2.4 million gallons per day. Flow can be diverted to the Calavera Hills Wastewater Treatment Plant and discharged to the EDL with few. preparatory activities. . . . . IW FRASER & ASSOCIATES A\ Consulting Engineers a, 13. Three alternatives are presented and evaluated. The long term costs are as follows: Alternative A $1.8 million Alternative B $1.5 million C. Alternative C $1.6 million CONCLUSIONS The City will require additional land outfall capacity and existing treatment plant capacity within 3 to 5 years. The operation of the Calavera Hills Wastewater Treatment Plant will provide the City with flexibility to delay several large expenditures necessary for this additional capacity. Even though there appears to be a demand for reclaimed wastewater, the two nearest existing water reclamation plants have not experienced great success in developing this market. This apparent, demand will probably become a reality in time. Alternative B is the least expensive and most cost effective method for conveying treated wastewater to the San Marcos County Water District Failsafe Outfall Sewer. The City owns sufficient capacity in the San Marcos County Water District Failsafe Outfall Sewer to satisfy all projected requirements. IP FRASER & ASSOCIATES A\ Consulting Engineers RECOMMENDATIONS 1.. Approve Alternative B as the most viable alternative and furnish the consultant with a notice to proceed on the design phase of the existing contract. FRASER & ASSOCIATES IP;A\ Consulting Engineers :1 I I / APPENDIX A CALIFORNIA ADMINISTRATIVE CODE TITLE 22, DIVISION 4 WASTE WATER RECLAMATION CRITERIA An Excerpt from the CALIFORNIA ADMINISTRATIVE CODE TITLE 22. DIVISION 4 ENVIRONMENTAL HEALTH 1978 STATE OF CALIFORNIA DEPARTMENT OF HEALTH SERVICES SANITARY ENGINEERING SECTION 2151 Berkeley Way, Berkeley 94704. - - - - - - - - - - - - - - - -. - - -. - INTENT OF REGULATIONS The intent of these regulations is to establish acceptable levels of con- stituents of reclaimed water and to prescribe means for assurance of relia- bility in the production of reclaimed water in order to ensure that the use of reclaimed water for the specified purposes does not impose undue risks to health. The levels of constituents in combination with the means for assurance of reliability constitute reclamation criteria as defined in Sec- tion 13520 of the California Water Code. As affirmed in Sections 13510 to 13512 of the California Water Code, water reclamation is in the best public interest and the policy of the State is to encourage reclamation. The reclamation criteria are intended to promote development of facilities which will assist in meeting water re- quirements of the State while assuring positive health protection. Appro- priate surveillance and control of treatment facilities, distribution systems, and use areas must be provided in order to avoid health hazards. Precau- tions must betaken to avoid direct public contact with reclaimed waters which do not meet the standards specified in Article 5 for nonrestricted recreational impoundments. TABLE OF CONTENTS CHAPTER 3. RECLAMATION CRITERIA Article 1. Definitions Section 60301. Definitions Article 2. Irrigation of Food Crops Section 60303. Spray Irrigation 60305. Surface Irrigation 60307. Exceptions Article 3. Irrigation of Fodder, Fiber, and Seed Crops Section 60309. Fodder, Fiber, and Seed Crops 60311. Pasture for Milking Animals Article 4. Landscape Irrigation Section 60313. Landscape Irrigation Article 5. Recreational Impoundments Section 60315. Nonrestricted Recreational Impoundment 60317. Restricted Recreational Impoundment 60319. Landscape Impoundment Article 5.1. Groundwater Recharge Section 60320. Groundwater Recharge ArtiCle 5.5. Other Methods of Treatment Section 60320.5. Other Methods of Treatment Article 6. Sampling and Analysis Section 60321. Sampling and Analysis Article 7. Engineering Report and Operational Requirements Section 60323. Engineering Report 60325. Personnel 60327. Maintenance 60329. Operating Records and Reports 60331. Bypass Article 8. General Requirements of Design Section 60333. Flexibility of Design 60335. Alarms 60337. Power Supply Article 9. Alternative Reliability Requirements for Uses Permitting Primary Effluent Section 60339. Primary Treatment - M-.— - - - - - - - - - - - a - - TITLE 22 ENVIRONMENTAL HEALTH 1557 (Register 77. No. 42-1015.77). CHAPTEft a RECLAMATION CRITERIA Article 1. Definitions 60301. Definitions. (a) Reclaimed Water. Reclaimed water means water which, as a result of treatment of domestic wastewater, is suitable for a direct beneficial use or a controlled use that would not otherwise occur. Reclamation Plant. Reclamation plant means an arrange- ment of devices, structures, equipment, processes and controls which 'produce a reclaimed water suitable for the intended reuse. Regulatory Agency. Regulatory agency means the California Regional Water Quality Control Board in whose jurisdiction the recla- mation plant is located. Direct Beneficial Use. Direct beneficial use means the use of reclaimed water which has been transported from the point of produc-tion to the point of use without an intervening discharge to waters of the State. Food Crops. Food crops mean any crops intended for hu- man consumption. (I) Spray Irrigation. Spray irrigation means application of re- claimed water to crops by spraying it from orifices in piping. Surface Irrigation. Surface irrigation, means application of re- claimed water by means other than spraying such that contact between the edible portion of any food crop and reclaimed water is prevented. Restricted Recreational Impoundment. A restricted recrea- tional impoundment is a body of reclaimed water in which recreation is limited to fishing, boating, and other non-body-contact water recrea- tion activities. Nonrestricted Recreational Impoundment. A nonrestricted recreational impoundment is an impoundment of reclaimed water in which no limitations are imposed on body-contact water sport activities. Landscape Impoundment. A landscape impoundment is a body of reclaimed water which is used for aesthetic enjoyment or which otherwise serves a function not intended to include public contact. Approved Laboratory Methods. Approved laboratory meth- ods are those specified in the latest edition of' Standard Methods for the Examination of Water and Wastewater", prepared and published joint- ly by the American Public Health Association, the American Water Works Association, and the Water Pollution Control Federation and which are conducted in laboratories approved by the State Department of Health. (I) Unit Process. Unit process means an individual stage in the wastewater treatment sequence which performs a major single treat- ment operation. Article 10. Alternative Reliability Requirements for Uses Requiring Oxidized, Disinfected Wastewater or Oxidized, Coagulated, Clarified, Filtered, Disinfected Wastewater ction 1341. Emergency Storage or Disposal 1343.. Primary Treatment 045. Biological Treatment 1347. Secondary Sedimentation 349. Coagulation 1351. Filtration 1353. Disinfection '355. Other Alternatives to Reliability Requirements - (R.glst.r 77. No. 42-10.15-771 Pt ry Effluent. Primary effluent is the effluent from a wastewate. reatment process which provides removal of sewage solids so that it contains not more than 0.5 milliliter per liter per hour of settleable solids as determined by an approved laboratory method. Oxidized Wastewater. Oxidized wastewater means waste- water in which the organic matter has been stabilized, is nonputresci- ble, and contains dissolved oxygen. Biological Treatment. Biological treatment means methods of wastewater treatment in which bacterial or biochemical action is intensified as a means of producing an oxidized wastewater. Secondary Sedimentation. Secondary sedimentation means the removal by gravity of settleable solids remaining in the effluent after the biological treatment process. Coagulated Wastewater. Coagulated wastewater means oxi- dized wastewater in which colloidal and finely divided suspended mat- ter have been destabilized and agglomerated by the addition of suitable hoc-forming chemicals or by an equally effective method. Filtered Wastewater. Filtered wastewater means an oxidized, coagulated, clarified wastewater which has been passed through natu- ral undisturbed soils or filter media, such as sand or diatomaceous earth, so that the turbidity as determined by an approved laboratory method does not exceed an average operating turbidity of 2 turbidity units and does not exceed 5 turbidity units more than 5 percent of the time during any 24-hour period. Disinfected Wastewater. Disinfected wastewater means wastewater in which the pathogenic organisms have been destroyed by chemical, physical or biological means. Multiple Units. Multiple units means two or more units of a treatment process which operate in parallel and serve the same func- tion. Standby Unit Process. A standby unit process is an alternate unit process or an equivalent alternative process which is maintained in operable condition and which is capable of providing comparable treatment for the entire design flow of the unit for which it is a substi-tute. Power Source. Power source means a source of supplying energy to operate unit processes. Standby Power Source. Standby power source means an au- tomatically actuated self-starting alternate energy source maintained in immediately operable condition and of sufficient capacity to provide necessary service during failure of the normal power supply. Standby Replacement Equipment. Standby replacement equipment means reserve parts and equipment to replace broken- down or worn-out units which can be placed in operation within a 24-hour period. —6-- (R.glst.r 75. No. 35-423-75) Standby Chlorinator. A standby chlorinatoi ans a dupli cate chlorinator for reclamation plants having one c&..rinator and duplicate of the largest unit for plants having multiple chlorinator unity Multiple Point Chlorination. Multiple point chlorinatioi means that chlorine will be applied simultaneously at the reclamatioi plant and at subsequent chlorination stations located at the use are and/or some intermediate point. It does not include chlorine applica tion for odor control purposes. (aa) Alarm. Alarm means an instrument or device which con tinuously monitors a specific function of a treatment process and au tomatically gives warning of an unsafe or undesirable condition b means of visual and audible signals. (bb) Person. Person also includes any private entity, cit) county, district, the State or any department or agency thereof. NOTE: Authority cited: Section 208, Health and Safety Code and Section 13521. Wale Code. Reference: Section 13521, Water Code. History: I. New Chapter 4 (460301-60357. not consecutive) filed 4-2-75; effecti' thirtieth day thereafter (Register 75. No. 14). 2. Renumbering of Chapter 4 (Sections 60301-60357, not consecutive) Chapter 3 (Sections 60301-60357, not consecutive), filed 10-14-77; effectiv thirtieth day thereafter (Register 77. No. 42). Article 2. Irrigation of Food Crops 60303. Spray Irrigation Reclaimed water used for the spray irri gation of food crops shall be at all times an adequately disinfecte oxidized, coagulated, clarified, filtered wastewater. The wastewate shall be considered adequately disinfected if at some location in th treatment process the median number of coliform organisms does no exceed 2.2 per 100 milliliters and the number of coliform organism does not exceed 23 per 100 milliliters in more than one sample withii any 30-day period. The median value shall be determined from th. bacteriological results of the last 7 days for which analyses have beei completed. 60305. Surface Irrigation. (a) Reclaimed water used for surfac irrigation of food crops shall be at all times an adequately disinfecteo oxidized wastewater. The wastewater shall be considered adequatel disinfected if at some location in the treatment process the media number of coliform organisms does not exceed 2.2 per 100 milliliters, a determined from the bacteriological results of the last 7 days for whic) analyses have been completed. (b) Orchards and vineyards may be surface irrigated with reclaime water that has the quality at least equivalent to that of primary effluen provided that no fruit is harvested that has come in contact with th, irrigating water or the ground. 60307, Exceptions. Exceptions to the quality requirements f6 reclaimed water used for irrigation of food crops may be considered b the State Department of Health on an individual case basis where th reclaimed water is to be used to irrigate a food crop which must undei go extensive commercial, physical or chemical processing sufficient I destroy pathogenic agents before it is suitable for human consumptiot —7— 1 NEW OCICUR 1LJ 'TnrEM NV1RONMENTAL hEALTH 156 (Rsglstsr 7% No. 3&-4R3.74) (Register * No. 11-121-71) 3. Irrigation of Fodder, Fiber, and Seed Crops 60309. Fodder, Fiber, and Seed Crops. Reclaimed water used for the surface or spray irrigation of fodder, fiber, and seed crops shall have a level of quality no less than that of primary effluent. 60311. Pasture for Milking Animals. Reclaimed water used for the irrigation of pasture to which milking cows or goats have access shall be at all times an adequately disinfected, oxidized wastewater. The wastewater shall be considered adequately disinfected if at some loca- tion in the treatment process the median number of coliform organisms does not exceed 23 per 100 milliliters, as determined from the bacterio- logical results of the last 7 days for which analyses have been completed. Article 4. Landscape Irrigation 60313. Landscape Irrigation. (a) Reclaimed water used for the irrigation of golf courses, cemeteries, freeway landscapes, and land- scapes in other areas where the public has similar access or exposure. shall be at all times an adequately disinfected, oxidized wastewater. The wastewater shall be considered adequately disinfected if the median number of coliform organisms in the effluent does not exceed 23 per 100 milliliters, as determined from the bacteriological results of the last 7 days for which analyses have been completed, and the number of coli- form organisms does not exceed 240 per 100 milliliters in any two con- secutive samples. (b) Reclaimed water used for the irrigation of parks, playgrounds, schoolyards, and other areas where the public has similar access or exposure shall be at all times an adequately disinfected, oxidized, coagu- lated, clarified, filtered wastewater or a wastewater treated by a se- quence of unit processes that will assure an equivalent degree of treatment and reliability. The wastewater shall be considered ade- quately disinfected if the median number of coliform organisms in the effluent does not exceed 2.2 per 100 milliliters, as determined from the ( bacteriological results of the last 7 days for which analyses have been completed, and the number of coliform organisms does not exceed 23 per 100 milliliters in any sample. NOTE: Authority cited: Section 208, Health and Safety Code and Section 13521, Water Code. Reference: Section 13520, Water Code. History: J. Amendment filed 9-22-78; effective thirtieth day thereafter (Register 78. No. 38). Article 5. Recreational Impoundments 60315. Nonrestricted Recreational Impoundment. Reclaimed wa- ter used as a source of supply in a nonrestricted recreational impound- ment shall be at all times an adequately disinfected, oxidized, coagulated, clarified, filtered wastewater. The wastewater shall be con-sidered adequately disinfected if at some location in the treatment process the median number of coliform organisms does not exceed 2.2 per 100 milliliters and the number of coliform organisms does not ex- ceed 23 per 100 milliliters in more than one sample within any 30-dày period. The median value shall be determined from the bacteriological results of the last 7 days for which analyses have been completed. 60317. Restricted Recreational' Impoundment. aimed wate. used as a source of supply in a restricted recreationai impoundmen shall be at all times an adequately disinfected, oxidized wastewater. Tht wastewater shall be considered adequately disinfected if at some loco tion in the treatment process the median number of coliform organism does not exceed 2.2 per 100 milliliters, as determined from the bactërio logical results of the last 7 days for which analyses have been completed 60319. Landscape Impoundment. Reclaimed water used as source of supply in a landscape impoundment shall be at all times or adequately disinfected, oxidized wastewater. The wastewater shall bt considered adequately disinfected if at some location in the treatmen process the median number of coliform organisms does not exceed Z per 100 milliliters, as determined from the bacteriological results of tht last 7 days for which analyses have been completed. Article 5.1. Groundwater Recharge 60320. Groundwater Recharge. (a) Reclaimed water used fo groundwater recharge of domestic water supply aquifers by surfac spreading shall be at all times of a quality that fully protects publi health. The State Department of Health Services' recommendations t the Regional Water Quality Control Boards for proposed groundwater recharge projects and for expansion of existing projects will be made or an individual case basis where the use of reclaimed water involves potential risk to public health. The State Department of Health Services' recommendation will be based on all relevant aspects of each project, including the following factors: treatment provided; effluent quality and quantity. spreading area operations; soil characteristics; hydrogeology; residence time; and distance to withdrawal. The State Department of Health Services will hold a public hear ing prior to making the final determination regarding the public health aspects of each groundwater recharge project. Final recommendations will be submitted to the Regional Water Quality Control Board in an expeditious manner. NOTE: Authority cited: Section 908, Health and Safety Code and Section 13521, Water Code. Reference: Section 13520, Water Code. History: I. New Article 5.1 (Section 60820) filed 9-22-78; effective thirtieth day there-after (Register 78, No. 38). Article 5.5. Other Methods of Treatment 60320.5. Other Methods of Treatment. Methods of treatment other than those included in this chapter and their reliability features may be accepted if the applicant demonstrates to the satisfaction of the State Department of Health that the methods of treatment and reliabil- ity features will assure an equal degree of treatment and reliability. NOTE: Authority cited: Section 208, Health and Safety Code and Section 13521, Water Code. Reference: Section 13520, Water Code. History: 1. Renumbering of Article 11 (Section 80857) to Article 5.5 (Section 80820.5) filed 9-22-78; effective thirtieth day thereafter (Register 78, No. 38). —8— —9— - £UU oicu rrL T122 VIBNTAL EALTH 16( (Register * No. 31-42378) (Register 75 No: 14-4.576) Article 6. Sampling and Analysis -, #" 60321. Sampling and Analysis. (a) Samples for settleable soli and coliform bacteria, where required, shall be collected at least dali and at a time when wastewater characteristics are most demanding o the treatment facilities and disinfection procedures. Turbidity analysi where required, shall be performed by a continuous recording tui bidimeter. For uses requiring a level of quality no greater than that t primary effluent, samples shall be analyzed by an approved laborator method of settleable solids. For uses requiring an adequately disinfected, oxidized waste water, samples shall be analyzed by an approved laboratory method fo coliform bacteria content. For uses requiring an adequately disinfected, oxidized, coagulat ed, clarified, filtered wastewater, samples shall be analyzed by ap proved laboratory methods for turbidity and coliform bacteria content Article 7. Engineering Report and Operational Requirements 60323. Engineering Report. (a) No person shall produce or suppi'. reclaimed water for direct reuse from a proposed water reclamatioi plant unless he files an engineering report. The report shall be prepared by a properly qualified enginee registered in California and experienced in the field of wastewatei treatment, and shall contain a description of the design of the propose reclamation system. The report shall clearly indicate the means foi compliance with these regulations and any other features specified b't the regulatory agency. The report shall contain a contingency plan which will assur that no untreated or inadequately-treated wastewater will be delivered to the use area. 60325. Personnel. (a) Each reclamation plant shall be provided with a sufficient number of qualified personnel to operate the facility effectively so as to achieve the required level of treatment at all times. (b) Qualified personnel shall be those meeting requirements estab- lished pursuant to Chapter 9 (commencing with Section 13625) of the Water Code. 60327. Maintenance. A preventive maintenance program shall be provided at each reclamation plant to ensure that all equipment is kept (Next page is 1605) . . in a reliable operating condition. . . 60329. Operating Records and Reports. (a) Operating records shall be maintained at the reclamation plant or a central depository • , within the operating agency. These shall include: all analyses specified in the reclamation criteria; records of operational problems, plant and equipment breakdowns, and diversions to emergency storage or dis- posal; all corrective or preventive action taken. —10-- . . —11— 606 0CtCUi TL (R.glst.r 75. No. 14-45.75) Pi ;s or equipment failures triggering an alarm shall be re-corded ai1naintained as a separate record file. The recorded informa- tion shall include the time and cause of failure and corrective action taken. A monthly summary of operating records as specified under (a) of this section shall be filed monthly with the regulatory agency. Any discharge of untreated or partially treated wastewater to the use area, and the cessation of same, shall be reported immediately by telephone to the regulatory agency, the State Department of Health, and the local health officer. 60331. Bypass. There shall be no bypassing of untreated or par- tially treated wastewater from the reclamation plant or any intermedi- ate unit processes to the point of use. Article 8. General Requirements of Design 60333. Flexibility of Design. The design of process piping, equip- ment arrangement, and unit structures in the reclamation plant must allow for efficiency and convenience in operation and maintenance and provide flexibility of operation to permit the highest possible degree of treatment to be obtained under varying circumstances. 60335. Alarms. (a) Alarm devices required for various unit proc- esses as specified in other sections of these regulations shall be installed to provide warning of: Loss of power from the normal power supply. Failure of a biological treatment process. Failure of a disinfection process. Failure of a coagulation process. Failure of a filtration process. Any other specific process failure for which warning is re- quired by the regulatory agency. All required alarm devices shall be independent of the normal power supply of the reclamation plant. The person to be warned shall be the plant operator, superin- tendent, or any other responsible person designated by the manage- ment of the reclamation plant and capable of taking prompt corrective action. Individual alarm devices maybe connected to a master alarm to sound at a location where it can be conveniently observed by the at- tendant. In case the reclamation plant is not attended full time, the alarm (s) shall be connected to sound at a police station, fire station or other full-time service unit with which arrangements have been made to alert the person in charge at times that the reclamation plant is unattended. 60337. Power Supply. The power supply shall be provided with one of the following reliability features: Alarm and standby power source. Alarm and automatically actuated short-term retention or dis- posal provisions as specified in Section 60341. Automatically actuated long-term storage or disposal provisions as specified in Section 60341. —12— (Register 75. No. 14-4.505) Article 9. Alternative Reliability Requirei. s for Uses Permitting Primary Effluent ' 60339. Primary Treatment. Reclamation plants producing re claimed water exclusively for uses for which primary effluent is permit ted shall be provided with one of the following reliability features: Multiple primary treatment units capable oi producing primar, effluent with one unit not in operation. Long-term storage or disposal provisions as specified in Sectioi 60341. Article 10. Alternative Reliability Requirements for Uses Requirin Oxidized, Disinfected Wastewater or Oxidized, Coagulated, Clarified, Filtered, Disinfected Wastewater 60341. Emergency Storage or Disposal. (a) Where short-term re tention or disposal provisions are used as a reliability feature r these shal consist of facilities reserved for the purpose of storing or disposing o untreated or partially treated wastewater for at least a 24-hour period The facilities shall include all the necessary diversion devices, provi sions for odor control, conduits, and pumping and pump back equip ment. All of the equipment other than the pump back equipment shal be either independent of the normal power supply or provided with standby power source. (b) Where long-term storage or disposal provisions are used as . reliability feature, these shall consist of ponds, reservoirs, percolation areas, downstream sewers leading to other treatment or disposal facili- ties or any other facilities reserved for the purpose of emergency stor- age or disposal of untreated or partially treated wastewater. These facilities shall be of sufficient capacity to provide disposal or storage of wastewater for at least 20 days, and shall include all the necessary diversion works, provisions for odor and nuisance control, conduits, and pumping and pump back equipment. All of the equipment other than the pump back equipment shall be.either independent of the normal power supply or provided with a standby power source. Diversion to a less demanding reuse is an acceptable alternative to emergency disposal of partially treated wastewater provided that the quality of the partially treated wastewater is suitable for the less de- manding reuse. Subject to prior approval by the regulatory agency, diversion to a discharge point which requires lesser quality of wastewater is an acceptable alternative to emergency disposal of partially treated waste- water. Automatically actuated short-term retention or disposal provi- sions and automatically actuated long-term storage or disposal provi- sions shall include, in addition to provisions of (a), (b), (c), or (d) of this section, all the necessary sensors, instruments, valves and other devices to enable fully automatic diversion of untreated or partially treated wastewater to approved emergency storage or disposal in the event of failure of a treatment process, and a manual reset to prevent automatic restart until the failure is corrected. —13— - _ _ _ _ - - - - - -- 608 Socc Ti22 tNV1RONMENTAL HEALTH 161 (Register 75. No. 14-4-5.75) (Register 75. No. 38-4.23.78) 60343. 'imary Treatment. All primary treatment unit processes shall be 13vided with one of the following reliability features: (a)' Multiple primary treatment units capable of producing primary effluent with one unit not in operation. (b) St'ndby primary treatment unit process. (c Lon-tern sto-age or disposal provisions. 60345. Biological Treatment. All biological treatment unit prr'- esses shall be provided with one of the following reliability features: Alarm and multiple biological treatment units capable of produc- ing cxidized wastewater with one unit not in operation. Alarm, short-term retention or disposal provisions, and standby replacement equipment. Alarm and long-term storage or disposal provisions. Automatically actuated long-term storage or disposal provisions. 60347. Secondary Sedimentation. All secondary sedimentation unit processes shall be provided with one of the following reliability features: Multiple sedimentation units capable of treating the entire flow with one unit not in operation. Standby sedimentation unit process. Long-term storage or disposal provisions. 60349. Coagulation. (a) All coagulation unit processes shall be provided with the follow- ing mandatory features for uninterrupted coagulant feed: Standby feeders, Adequate chemical stowage and conveyance facilities, (3 Adequate reserve chemical supply, and (4) Automatic dosage control. (b) All coagulation unit processes shall be provided with one of the following reliability features: Alarm and multiple coagulation units capable of treating the entire flow with one unit not in operation; Alarm, short-term retention or disposal provisions, and stand- by replacement equipment; Alarm, and long-term storage or disposal provisions; Automatically actuated long-term storage or disposal provi- sions, or Alarm and standby coagulation process. '60351. Filtration. All filtration unit processes shall be provided with one of the following, reliability features: Alarm and multiple filter units capable of treating the entire flow with one unit not in operation. Alarm, short-term retention or disposal provisionsand standby replacement equipment. Alarm 'and long-term storage or disposal prO ,_ns. Automatically actuated long-term storage or disposal provisior Alarm and standby filtration unit process. 60353. Disinfection. (a) All disinfection unit processes where chlorine is used as the disi fectant shall be provided with the following features for uninterrupt chlorine feed: Standby chlorine supply, Manifold systems to connect chlorine cylinders, Chlorine scales, and Automatic devices for switching to full chlorine cylinders. Automatic residual control of chlorine dosage, automatic measurii and recording of chlorine residual, and hydraulic performance stud I may also be required. (b) All disinfection unit processes where chlorine is used as the disi fectant shall be provided with one of the following reliability feature Alarm and standby chlorinator; Alarm, short-term retention or disposal provisions, and stan by replacement equipment; Alarm and long-term storage or disposal provisions; Automatically actuated long-term storage or disposal pro' SiOnS; or Alarm and multiple point chlorination, each with independe power source, separate chlorinator, and separate chlorine supply 60355. Other Alternatives to Reliability Requirements. Other ternatives to reliability requirements set forth in Articles 8 to 10 m be accepted if the applicant demonstrates to the satisfaction of the Sta Department of Health that the proposed alternative will assure equal degree of reliability. —14— . —15— APPENDIX B SAN DIEGO GAS & ELECTRIC CO. SCHEDULE AD Within the entire territory served by the utility. RATES Per. Meter Per Month Customer Charge ........................................$10.00 I Demand Charge: Customer's maximum demand, per kw ....................$ 4.00 I Date Filed December 31. 1984 Effective January 1 1985 Resolution No. Advice Ltr. No. 631E Issued by Decision No. 84-12-060 R. LEE HANEY Vice President & Treasurer SAN -DIEGO GAS Ic ELECTRIC COMPANY Revised Cal.P.U.C.Sheet No. 5352-E San Diego, California Cancel lingRevised Cel.P.U.C.Sheet No. 5332-F . (Sheet 1 of 3) SCHEDULE AD GENERAL SERVICE - DEMAND METERED APPLICABILITY Applicable to general service including lighting, appliances, heating, and power, or any combination thereof where a new customer's monthly maximum demand is expected 1:6 normally exceed 20 kw or to existing customers whose monthly maximum demand has exceeded 20 kw for 12 consecutive months. This schedule is not applicable to residential customers who qualify for a base- line allowance, to service for which schedule AL-IOU or A-6 IOU would be mandatory, nor to customers whose monthly maximum demand has been less than 20 kw for three consecutive months. TERRITORY Energy Charge: Base Rate perkwhr ...................................$ 0.06571 ECACand AER per kwhr .................................05036 Total per kwhr .................................S 0.11607 Energy Cost Adjustment and Annual Energy Rate (AER): An Energy Cost Adjustment, as specified in Section 9. of the Preliminary Statement, and an AER, will be included in each bill for service. The Energy Cost Adjustment and AER amount shall be the product of the total kilowatt-hours for which the bill Is rendered, multiplied by the Energy Cost Adjustment and AER rate shown above. (The Energy Cost Adjustment and AER amount is not subject to any adjustment for serving voltage.) Franchise Fee Differential: A franchise fee differential of 1.9% will be applied to the monthly billings calculated under this schedule for all customers within the corporate limits of the City of San Diego. Such franchise fee differential shall be so indicated and added as a separate item to bills rendered to such customers. (Continued) I . I I I Li Ii I I SAN DIEGO GAS & ELECTRIC COMPANY Revised Ca1.P.U.C.Sheet No. 4893-E San Diego, California IV CancellingRevised Cal .P.U.C..Sheet No.4482-E (Sheet 2 of 3) SCHEDULE AD (Continued) I SPECIAL CONDITIONS Veltaae. Service under this schedule will be supplied at a standard available distribution voltage. Primary Voltage and Energy Discount. A primary voltage and energy discount will only be allowed where delivery is made and energy is received at an available standard voltage. Under these circumstances,, the charges before energy cost adjustment and AER amount will bereduced by 3% in the range of 2 kv to 10 kv, 4% in the range of 10.1 kv to 25 kv, and 7% above 25 kv The utility retains the right to change its delivery voltage after reasonable advance notice in writing to any customer receiving a discount hereunder and affected by such change, and such customer then has the option to change his system so as to receive service at the new delivery voltage or to accept service without voltage and energy discount after the change in deliveryvoltage, through transformers owned bythe utility. Demand Charge. The demand to be used in computing demand charges will be the maximum demand for the current month. Maximum Demand. The maximum demand in any month shall be the average kilowatt input during the, fifteen-minute interval in which the consumption of electric energy is greater than in any other fifteen-minute interval' in the month, as indicated 'or recorded by instruments installed, owned and maintained by the utility, but not less than the diversified re- sistance welder load computed in accordance with the utility's Rule 2F-2b. In the case of hoists, elevators, furnaces, or other loads where the energy demand is intermittent or subject to violent fluctuations, the utility may base the maximum demand upon a five-minute interval instead of a fifteen- minute interval. In case the maximum demand has not been measured, it may be determined by test at the option of the utility. Reconnection Charce. In the event that a customer terminates service under this schedule and re-initiates service at that same location within 12 months, there will be a reconnection charge equal to the minimum charge which would have been billed had the customer not terminated service. (Continued) Advice Ltr. No. 604-E Issued by Date Filed Decernber 30. 1983 Decision No. 83-12-065 RONALD K. FULLER Effective January 1. 1984 Vice President-Regulatory Services Resolution No. SAU DIEGO GAS I ELECTRIC COMPANY Revised Cal .P.PJ.C.Sheet No. 4226-E San Diego, Celifornia - Cancelling Revised-Cal. P . U.C. Sheet No. 4078-E (Sheet 3 of 3) SCHEDULE AD (Continued) SPECIAL CONDITIONS (Continued) Previouly Demand Metered Customers. Customers receiving service on the Demand Metered portion of Schedule A prior, to January 1, 1982 may continue to take service on this schedule. Smrvicr to X-ray and Electronic Equipment. Service under this schedule will be supplied to X-ray or electronic equipment, provided the apparatus is served from transformer capacity required to serve other general service lead. In case the customer requests the utility to install excess transformer capacity to serve X-ray or electronic load, the demand charge will be increased by $1.00 per KVA of transformer capacity requested. Meter Availability. Customers from 20 1w to 50 1w demand shall be placed on this schedule as soon as the utility has meters available. Miscellaneous. This schedule is not applicable to standby, auxiliary service, or service operated in parallel with a customer's generating plant. Advice Ltr. No. 564E issued by Date FiledMay 11, 1982 Decision No. 8201103 RALPH L. MEYER Effective May12, 1982 82-0-071 Vice President_Rgu1atory Services Resolution No. - - . - - - - - - - - - —. - - - - - LAKE. CALAVERA HILLS RECLAMATION PLANT l000 / / 1"' / PROPOSED /RESERVOIR / RESERVOIR V •V 'V 'i::::-! CARLSeAD 1 RESEARCH CENTER MACARIO PARK ' cl .'jj!jj!f!:ii LEGEND EXISTING PIPELINE PROPOSED EDL EXTENSION •::::....... :::::::. . VA PROPOSED DISTRIBUTION LINE o PROP O S ED SERVICE AREA . SIGNAL ;.y" AIRPOR T H UN IN GTON AGRICULTURE PROPOSED SERVICE AREA MAP Tabl.e 1 RECOMMENDED SERVICE AREA NON-POTABLE IRRIGATION DEMANDS Irrigated Area Annual Average Demand Location (Acres) (Acre Feet) Agricultural Area 360 1,080 Macario Park 120 360 KollDevelopment 77 231 Signal Development 66 198 Hunnington Development 17 51 TOTAL S 1,920 1. Incorporates 65% of the total available agricultural land. Table 2 PROJECTED IRRIGATION DEMANDS WITHIN STUDY AREA (Average Day Demand - MGD) Agricultural Landscape Year (1) Irrigation Macario Park Totals 1983 0.96 0 0 0.96 1988 0.96 0.11 0 1.07 1993 0.96 0.22 0.16 1.34 1998 0.96 0.32 0.24 1.52 2003 0.96 0.43 0.32 1.71 1 Assumes minimum of 360 acres are irrigated within 560 acre agri- cultural area (65% of possible demand). Table 3 PROJECTED RECLAMATION WATER PRODUCTION Year Flow (MGD) 1983 0.20 1988 0.43 1993 0.68 1998 0.94 2003 12O irsi.i.i L,1.J 1993 TIME D VIANDS .• ESTIMATED RECLAIMED WATER PRODUCTION --------.--- - - - - - - - - V SERVICE AREA IRRIGATION DEMANDS V & RECLAIMED WATER PRODUCTION 2003