Project Summary
The current land use at the site is an 18-hole golf course with a club house with restaurant facility. The Project is planned to redevelop the property to include an recreational vehicle (RV) resort on the east side and downsize the current golf course.
The redeveloped facility will include approximately 159 RV Spaces, 22 tent bungalows, a club house with restaurant, a RV dump station, and a 9-hole golf course.
The location has an existing on-site wastewater system (OWTS) installed in 1998 and permitted by the County; it will be replaced with a larger wastewater treatment and disposal facility. The current OWTS consists of two septic tanks at the existing clubhouse (1,200 gallons and 1,500 gallons) that discharge approximately 2,500 gallons per day (gpd) to the clubhouse leach field. This system will be decommissioned, and the replacement system will not overlap with the existing system. The new wastewater facility will include septic tanks, secondary treatment systems, and drip dispersal fields servicing an estimated maximum flow of 13,550 gpd. The Draft Report states that high strength wastewater generated from the clubhouse will be treated by a grease interceptor and moving bed biofilm reactor. The new wastewater facility will be separated into two separate zones, each with its own secondary treatment system and drip dispersal field.
The following aspects of the Project, as stated in the documents listed herein, provide assurance that the wastewater treatment and dispersal system will be designed in a manner that minimizes potential impact to surface and groundwater resources:
1. The proposed soil application rate of 0.2 gpd per square foot (sf2) is more conservative than the specified County application rate. The low application rate will prevent localized areas of oversaturation.
2. The Project meets County safety factors and setback requirements from surface water.
3. The Project is designed based on peak flows when selecting the new wastewater facility components. All septic tanks were sized conservatively based on United States Environmental Protection Agency Onsite Wastewater System Manual.
Next Steps
Before we can permit the Project, we would need you to provide the following additional information and fee to complete your application:
1. Completed and signed Form 200, Report of Waste Discharge, which can be downloaded at:
https://www.waterboards.ca.gov/publications_forms/forms/docs/form200.pdf.
2. Proof of CEQA compliance – The California Environmental Quality Act (CEQA) requires that a project proponent study and disclose a project’s anticipated water quality and other environmental impacts and specify means to avoid or minimize those impacts, consistent with CEQA (California Public Resources Code section 630
Mr. Agyare January 27, 2022
Franklin Canyon Golf & RV Resort
21000-21177) and the CEQA Guidelines (Title 14, California Code of Regulations, sections 15000-15387).
3. Application fee – All discharges regulated by the Water Board under Waste Discharge Requirements are subject to payment of an application fee, which is the same as the first annual fee. The annual fee is based on the discharge’s threat to water quality and complexity rating. For additional information on the fee categrory definitions, refer to the 2021-2022 fee schedule, which can be found at:
https://www.waterboards.ca.gov/resources/fees/water_quality/docs/fy2122_fee_s chedule.pdf.
Construction Stormwater General Permit
If the Project results in construction activity that causes soil disturbances of at least one acre of total land area, coverage under the State Water Resources Control Board’s Construction Stormwater General Permit1 may be needed prior to commencement of construction. Additional information about the Construction General Permit is available at:
https://www.waterboards.ca.gov/water_issues/programs/stormwater/construction.html.
If you have any questions or would like to discuss further, please contact Jerry Xu via email at [email protected].
Sincerely,
Margaret P. Monahan, PE
Section Lead
Watershed Management Division
Attachment: September 27, 2021, Draft Report of Waste Discharge Copy to (via email): Acuantia, Septic
Scott Miyashiro, [email protected]
MRH-1 Franklin, LLC
Tom Hix, [email protected]
Contra Costa County
J John Wiggins, [email protected]
1 General Permit for Storm Water Discharges Associated with Construction and Land Disturbance Activities, State Water Board Order No. 2009-0009-DWQ, NPDES Permit No. CAS000002, as amended. 631
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1 Report of Waste Discharge
Franklin Canyon Golf & RV Resort
3100 Franklin Canyon Road, Hercules, CA 94547
APN: 362-020-02, 161.95 GISAcres
Hercules, CA
Binder #1: Phase I – CONCEPTUAL PLAN forREPORT OF WASTE DISCHARGE Original Submittal Date: 9/28/2020
Prepared For:
Tom Hix
Hix Companies
Prepared by:
Les Miyashiro, REHS; and Matt Wetter, PE
490 Chadbourne Road, Suite A120, Fairfield CA 94534
E: [email protected] (707) 718-2122
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2 Table of Contents
1 Contents
1 Background, Purpose and Organization ........................................................................................1
1.1 Wastewater System Description...........................................................................................1
1.1.1 Existing OWTS (to be decommissioned) .........................................................................1
1.1.2 Replacement System....................................................................................................1
1.1.3 Surface Water..............................................................................................................2
1.1.4 Location Information ....................................................................................................2 Assessor’s Parcel Number: 362-020-02 Section: S20 ......................................................................2
1.1.5 Water Supply ...............................................................................................................2
1.2 Service Area Description.......................................................................................................2 2 Wastewater Characterization and Treatment................................................................................2
2.1 Domestic Wastewater Characterization ................................................................................2
2.1.1 Generation of Wastewater............................................................................................2
2.1.2 Wastewater Flow .........................................................................................................3
2.1.3 Wastewater Characterization........................................................................................3
2.2 Wastewater Treatment System............................................................................................4
2.2.1 Conceptual Schematic...................................................................................................4
2.2.2 Wastewater Treatment - Zone A (Class A RV Spaces and Clubhouse) ...............................4
2.2.3 Wastewater Treatment Zone B (Class B/C RV Spaces).....................................................7
2.3 Recycled Water Projects.......................................................................................................8
2.4 Operations and Maintenance ...............................................................................................8 3 Groundwater Monitoring.............................................................................................................8 4 California Environmental Quality Act............................................................................................9 5 Additional Technical Reports........................................................................................................9 Figure 1 – Site Plan
Figure 2 – Zone A Conceptual Treatment Layout
Figure 3 – Zone B Conceptual Treatment Layout
Table 1 – Peak Daily Flow Projections
Appendix A – 1998 Design Report and As Builts prepared by Questa Engineering Appendix B – Field Soil and Percolation Logs
Appendix C – Well Completion Report
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1 1 Background, Purpose and Organization
The Franklin Canyon Golf Course and RV Resort property is located approximately 3 miles north of the City of Hercules, CA along California Route 4. The property is currently an obsolete 18-hole golf course with a small Club House with restaurant facility. The intent is to redevelop the site with Recreational Vehicle (RV) facilities on the east side, in accordance with Contra Costa County Measure M requirements and downsize the golf course to a 9-hole course on the west side.
The redeveloped facility will include approximately: 107 Class A RV Spaces; 52 Class B/C RV Spaces; 22 Tent Bungalows; a Club House with Restaurant; an RV Dump Station and a 9-hole golf course.
The attached Figure 1 - Site Plan provides topography, parcel boundaries, streets, proposed public facilities, buildings and a conceptual layout of where various onsite wastewater treatment system (OWTS) equipment will approximately be placed.
This conceptualReport of Waste Discharge (ROWD) provides the primary assumptions related to wastewater and wastewater treatment for this project and provide an avenue for stakeholders, and specifically the San Francisco Regional Water Quality Control Board (SFRWQCB) to weigh in on the proposed path forward prior to completion of a complete design package.
To that end, this report is organized as suggested in Attachment B1 – “Information Sheet, Recommended Report of Waste Discharge” to the State Water Resources Control Board General WDR for Small Domestic Wastewater Treatment Systems, Order WQ 2014-0153-DWQ (General WDR). However, many final details of the OWTS design will be completed with concurrence to the proposed plan forward from SFRWQCB and other stakeholders or by incorporating associated comments and requested direction.
1.1 Wastewater System Description
1.1.1 Existing OWTS (to be decommissioned)
Franklin Canyon Golf Course is served by an existing OWTS, designed by Questa Engineering and permitted by Contra Costa County Environmental Health. The current wastewater conveyance system was installed in approximately 1998 and will be replaced. It consists of two septic tanks at the existing clubhouse (1,200 gallons and 1,500 gallons), a 3,000-gallon dual pump chamber, two Fixed Activated Sludge Treatment (FAST) units contained in 5,000 gallon tanks near the existing maintenance building with an adjacent 1,500 gallon dual pump chamber, followed by two 1-inch drip irrigation filters. The effluent is then piped to the clubhouse leach field, which is a pressure dosed system consisting of 830 lineal feet(LF) of 60-inch deep trenches, installed on 10-foot centers and 4,230 LF of drip irrigation line installed in the top soils within the 10-foot spacing. The drip irrigation is divided into three zones with approximately 1,400 LF of drip line per zone. Each sector and zone is alternately dosed by Hydrotech valves. The leach field trenches were active during winter months and alternated with the drip irrigation system during the summer months. This system will be decommissioned by abandoning in place and the new replacement system described in the next section will not overlap the existing system. See Plans included in Appendix A for additional details regarding the existing system.
1.1.2 Replacement System
A new OWTS will be installed to handle anticipated wastewater needsfor the redeveloped site. The new system will be divided into an A and a B Zone. Each Zone will be served by its own secondary treatment system and drip dispersal field. Each zone will be further separated into several “sub-zones” 634
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2 that will be served by individual septic tanks. In addition, the high strength wastewater from the restaurant will be preliminarily treated by a grease Interceptor and moving bed biofilm reactor (MBBR).
The OWTS system will be further supported by dosing tanks and lift stations as necessary in areas do not have adequate elevation loss for gravity feed. The system is illustrated in the attached Site Plan and conceptual layouts (Figures 1 through 3) and described in greater detail below.
1.1.3 Surface Water
There are two primary surface water features located at the facility. An existing pond located near the center of the facility and two creeks that run along the north side of the facility, one from the east and one from the west that meet at a confluence before turning south and bisecting the facility.
Appropriate setbacks from all surface water features will be maintained for all OWTS components and appurtenances. Surface water features are presented on the Figure 1 Site Plan.
1.1.4 Location Information
Assessor’s Parcel Number: 362-020-02
Section: S20
Township: T2N
Range:R3W
1.1.5 Water Supply
Potable water is provided East Bay Municipal Utilities District-EBMUD.
1.2 Service Area Description
The facility is located approximately 1.5miles beyond the reaches of the nearest Hercules regional sewer systemand would likely require construction within the State Route (SR) 4 right of way.
Connection to this sewer system is cost prohibitive and infeasible. Contra Costa County Local Area Management Program (April 29, 2016, pg 3) notes that sewer service is available if located within 300 feet of the property, further confirming that further feasibility study is not warranted for this proposed project.
Please note that Attachment B1, Item 1.2.2 related to State Water Board Order No. 2006-003-DWQ is not appliable to this project because there is no sanitary sewer system or publicly owned treatment facility associated with the project or property and connection to one is not feasible.
The Site Plan (Figure 1) presents site topography. A grading plan will be prepared by a licensed professional civil engineer to provide for sheet flow to the onsite pond and the creeks. 2 Wastewater Characterization and Treatment
2.1 Domestic Wastewater Characterization
2.1.1 Generation of Wastewater
Wastewater will be generated by an RV park, a dump station and a clubhouse/restaurant and the associated restrooms as described in Section 1 above.
Due to the presence of RV usage at the facility signage and literature will be used to educate patrons about requirements for chemical usage in personal RVs. As required by SB 317, Section 25210.2 (d) (1) The owner or operator of the RV resort will post in a conspicuous location a notice stating the following: “The State of California prohibits the use of products in RV holding tanks, including 635
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3 deodorizers, that contain bronopol, dowicil, formalin, formaldehyde, glutaraldehyde, paraformaldehyde, para-dichlorobenzene, benzene, toluene, xylene, ethylene glycol, 1,1,1-trichloroethane, trichloroethylene, or perchloroethylene. These chemicals can inhibit biological activity in onsite wastewater treatment systems and threaten groundwater and drinking water wells, and are strictly forbidden. Please use bacteria- or enzyme-based products.”
The owner or operator may also include a similar printed statement upon check-in with an RV at the facility. This education strategy is reiterated in the State Water Board’s General Permit for treatment of Domestic Wastewater as the preferred method for addressing the issue.
2.1.2 Wastewater Flow
It is anticipated that wastewater production will peak during summer months and especially on weekends. Peak flows are used to select all OWTS components and appurtenances in this Conceptual ROWD. Design flows are based on existing conditions at three similar facilities operated under the same ownership as Franklin Canyon Golf Course (Novato, Larkspur and Vineyard), published industry standards and professional judgement. The proposed design flows are presented below and summarized in Table 1.
RV and Tent Bungalow flow per Space: Average per sight (RV Space) flows for three similar facilities were measured at 31.3, 34.6 and 18 gallons per day (gpd) based on flow monitoring conducted between 2007 and 2009. Acuantia will use 50 gallons per day per RV or tent bungalow site as a conservative estimate that includes a safety factor of approximately 1.7. This estimate is also in line with that presented in Table 3-6 of USEPA’s Onsite Wastewater Treatment Manual (2002) for a developed campground that suggests 30 gpd/person. It is assumed this conservative design flow allows for inclusion of onsite restrooms in the vicinity of the RV spaces and tent bungalows and some flexibility in selecting readily available septic tank sizes instead of “sizing up” excessively.
Dump Station: Daily flow published in LA Bureau of Engineering Sewer Design Manual Part F (June 1992) suggests a value of 430 gpd/station. Acuantia will assume one dump station to be installed and 500 gpd/station, incorporating a safety factor of approximately 15 percent.
Club House and Restaurant Daily Flow:Daily flow published in LA Bureau of Engineering Sewer Design Manual Part F (June 1992) suggests a value of 50 gpd/seat. Flow estimate published in EPA’s Onsight Wastewater Treatment Manual (2002) suggests approximately 3 gpd/meal or 9 gpd/customer. Acuantia will assume seating capacity of approximately 40 in the restaurant for purposes of estimating high strength kitchen wastewater at 50 gpd/seat and will assume approximately 80 people and 25 gpd/person for clubhouse and restaurant patron domestic wastewater production. Separate estimates are provided because the higher strength kitchen wastewater will be subject to separate and additional treatment as described in the following sections. This results in a design flow of 2000 gpd for high strength kitchen wastewater and 2000 gpd for other domestic wastewater, based on professional judgement.
2.1.3 Wastewater Characterization
Anticipated wastewater quality characterization provided below is common of domestic and restaurant wastewater. These concentrations presented below along with flow estimates presented above were used to prepare all size and design all equipment in this ROWD. Based on total design flows of less than 636
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4 20,000 gpd and the site being located outside of any designated nitrogen sensitive area it is assumed that nitrogen limits do not apply.
2.2 Wastewater Treatment System
2.2.1 Conceptual Schematic
A conceptual schematic of the proposed wastewater treatment system is presented in Figure 2 for Zone A, and Figure 3 for Zone B.
2.2.2 Wastewater Treatment - Zone A (Class A RV Spaces and Clubhouse) Zone A1 will include effluent from the 107 Class A RV and 22 Tent Bungalows. Zone A2 includes the Clubhouse/Restaurant and Dump Station. High strength kitchen wastewater from the Restaurant will be plumbed separately from the remaining domestic strength wastewater from the Clubhouse and restrooms in the restaurant so that it can be subject to additional pre-treatment to lower elevated levels of BOD.
Zone A1: Zone A1 is broken into several subzones for ease of conducting primary waste treatment in manageably sized septic tanks. The 107 Class A RV sites and 22 Tent Bungalows are separated as shown in Table 1 and Figure 2. The West Loop will be served by a 6,000-gallon (Gal) Xerxes brand fiberglass (or similar) dual compartment septic tank. This primary treatmenttank volume is based on a settling time of between two days and the industry standard formula of:
Volume (V) = 1125 gal. plus (0.75 x Peak Flow(in gpd))
USEPA OWTS Manual (February 2002) suggests a minimum retention time of 24 hours (1 day) plus a safety factor, SCDEHS GuidanceError! Bookmark not defined. indicates for tanks greater than 4,500 gallons additional contingency factor is not necessary. Acuantia sized all septic tanks for this project near the 1 As presented in the Vineyard RV ROWD dated July 17, 2009 and approved the Central Valley RWQCB in a letter dated February 11, 2010.
2 Based on Barnstable County Health Department information published at https://www.barnstablecountyhealth.org/resources/publications/compendium-of-information-on-alternativeonsite-septic-system-technology/grease-and-oil-in-restaurant-wastewater, Raw Restaurant Wastewater (Washington Study) data. Accessed on December 4, 2020.
RV/Domestic Wastewater
Characterization1
Restaurant Wastewater Characteristics2
Total Suspended Solids (TSS) -300
milligrams per liter (mg/L)
Total Dissolved Solids (TDS) - 440mg/L
Biological Oxygen Demand (BOD)-250
mg/L
Total Nitrogen - 40 mg/L
Organic N Nitrogen - 15 mg/L
Free Ammonia as Nitrogen - 25 mg/L
Total Phosphorus - 9 mg/L
Alkalinity - .100 mg/L
Fats, Oil, and Grease (FOG) -100 mg/L
BOD - 1,000-2,000 mg/L, will use 1500 mg/L
Oil and Grease – 100-300 mg/L
TSS – 300-635 mg/L
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5 conservative (higher volume) end of these various industry accepted septic sizing protocols and then selected the nearest commonly available tank size.
Zone A2: The Club House effluent will be plumbed with separate drainage for domestic strength wastewater and high strength kitchen wastewater. The 2,000 gpd of domestic strength wastewater from the clubhouse will be subject to primary settling in a 4,000-Gal Xerxes dual compartment septic tank (or similar) and the 500 gpd dump station wastewater will be subject to primary settling in a 1,000- Galseptic tank; both of which were sized as all project septic tanks were and described above.
The 2,000 gpd of high strength kitchen wastewater will be subject to a pre-treatment in a 4,000 Gal Xerexes (or similar) single compartment gravity grease interceptor tank to capture FOG, prevent pipe clogging and reduce TSS and BOD; it will then pass through a 4,000-Gal Xerxes septic tank and then an Orenco MBBR high strength kitchen waste treatment unit. Subjecting the high strength wastewater to this additional pre-treatment steps will reduce BOD levels to less than 500 mg/L, which is in line with domestic strength wastewater and will allow remaining treatment of the wastewater to be combined with other areas of Zone A for secondary treatment.
The 4,000-Gal gravity grease interceptor was sized based on approximately 2 day of settling time and slightly greater than Plumbing and Drainage Institutes guidance 3 suggesting for a 4-inch drainage invert running full with ¼ inch per foot pitch is a 125gpm max reasonable flow and multiplying the results by 30 to size a grease interceptor which in this case would result in a recommended volume of 1875 Gal.
Therefore, Acuantia’s recommended 4,000-Gal grease interceptor size is adequately conservative.
Larger interceptors are not necessarily more advantageous due to the potential to generate corrosive acids as FOG breaks down too far between necessary maintenance events.
Additional or alternative grease control options as presented in literature 4 may also be considered to supplement the grease interceptor as an additional contingency.
ZONE A1 and Zone A2 Combined: Effluent from these five waste streams described above will be combined into a single combined and subject to aerobic treatment in a Orenco AX MAX secondary treatment unit. The AX Max will include 375 total sf of treatment media and was sized based on manufacturers recommendations based on estimated flow and water quality as described above. The Orenco AX Max is NSF 40 certified and will treat domestic strength wastewater to approximately 30/30 mg/L BOD/TSS treatment levels.
The pre-treated effluent will then gravity flow to a single Xerxes 6,000-gallon, fiberglass, single compartment dosing tank. Treatment residuals in all tanks will be addressed by regular pumping and cleaning in conjunction with the maintenance plan to be prepared along with final design.
Zone A will be dispersed to land by shallow subsurface drip dispersalthrough a Geoflow headworks assembly (there will be a separate dispersal area for Zone B). The head works assembly contains the field flush valve, filter flush valve with 150 mesh stainless steel filter, and vortex filter. The head works 3 Basic Principles for Sizing Grease Interceptors:
http://static1.1.sqspcdn.com/static/f/1395156/20895448/1352262159560/basic-principles-for-sizing-GreaseInterceptors.pdf?token=dvMCI18MAexAzeeO2cisVDBCHBI%3D 4 Barnstable County in particular has excellent information related to grease trap options:
https://www.barnstablecountyhealth.org/resources/publications/compendium-of-information-on-alternativeonsite-septic-system-technology/grease-and-oil-in-restaurant-wastewater 638
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6 shall be placed in a covered valve box extending to grade and be large enough to accommodate easy access and maintenance of the components.
The text below summarizes the logged soil observations for Test Pits 1 through 3, the complete soil logs are included in Appendix B, test pit locations are presented on attached Site Plan. The dispersalfield is sized based on the soil texture and structure as described below and it is estimated a total of 65,700 sf of dispersal area will be required and an equal reserve area will be set aside.
Test pits 1 through 3 Soil Log Summary:
Organic Layer: Top 8 to 11 inches
Horizon A (approximately 8 to 27 inches below ground surface [bgs]): Clay Loam with very fine sand, strong, mediumsize, blocky structure; slightly to moderately hard dry rupture resistance and friable to slightly rigid moist rupture resistance; many medium sized roots; common fine to medium pores.
Horizon B (approximately 23 to 49 inches bgs): Silty Clay, moderate to strong, fine to medium size, blocky structure; slightly to moderately hard dry rupture resistance and friable to slightly rigid moist rupture resistance; moderately few fine roots; no pores.
Based on the soil application rate and structure (clay loam to silty clay, strong blocky structure) and assuming that secondary treatment will ensure that BOD and TSS from campground and restaurant wastewater do not exceed 30 mg/L Geoflow, the proposed drip dispersal system manufacturer, proposes a soil application rate of 0.6 gpd/sf 5. Percolation rates for the proposed Zone A dispersal field ranged between 4.3 minutes per inch (mpi) and 15 mpi (see Appendix B for percolation test logs). Based on Contra Costa County Wastewater Loading Rates presented in Appendix 3 of Health Officer Regulations this would results in a soil application rate of between 1.143 and 0.729 gpd/sf. However, based on regulations in Sonoma County that suggest an application rate of 0.2 gpd/sf for clay loam to silty clay, with strong blocky structure Acuantia will use 0.2 gpd/sf for purposes of this design and will add a 20 percent contingency to be more than sufficiently conservative to ensure dispersal field success.
Contra Costa County does not provide application rate suggestions based on soil type and structure.
Therefore, the primary dispersalarea is approximately 65,700 sf, and the design includes a reserve area of 103,472 sf. The surrounding land use is open space that borders the proposed 9-hole golf course.
There are no domestic wells or surface water features within 500 feet of the proposed dispersal areas.
Water balance and stormwater handling: The dispersal field is located on a slight hillside to facilitate drainage and the system is conservatively sized with excess capacity based on soil type. By nature the drip dispersal utilizes the entire dispersal field and prevents localized areas of oversaturation. These considerations will naturally prevent saturation of the proposed dispersal area. The system will not receive additional stormwater from other areas of the site and therefore a formal water balance is not necessary to justify the final design.
The dispersal field will be registered as a Class V well as required by United States Environmental Protection Agency Underground Injection Control requirements referred to in General Order 5 Geoflow Subsurface Drip Dispersal and Reuse Design, Installation and Maintenance Guidelines. October 2007.
See Table 1.Based on manufacturers specifications secondary treated wastewater will not exceed BOD5 and TSS levels of 30 mg/L.
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7 Requirement B.6.g and http://www.epa.gov/region9/ water/groundwater/uic.htmlbecause the proposed projectfor this dispersal field serves greater than 20 people and accepts RV waste.
2.2.3 Wastewater Treatment Zone B (Class B/C RV Spaces) Zone B will include effluent from the 52 Class B/C RV Spaces. Two septic tanks will provide primary settling of the wastewater. A 3,000-Gal and a 2,000-Gal Xerxes dual compartment septic tank will serve the 34 sites at the north end of the loop and the 18 sites at the south end of the loop respectively. The septic tanks were sized as described above.
The 3,000-Gal septic tank at the north end of the loop will be transferred to the secondary treatment unit by a 1,000-Gal Xerxes dosing tank and sewage force main.
Primary treatment residuals will be addressed by regular pumping and cleaning in conjunction with the maintenance plan to be prepared along with final design.
Wastewater from both septic tanks will then be subject to secondary treatment by aerobic treatment in a Orenco AX MAX secondary treatment unit. The AX Max will include 75 total sf of treatment media and was sized based on manufacturers recommendations based on estimated flow and water quality as described above. The Orenco AX Max is NSF 40 certified and will treat domestic strength wastewater to approximately 30/30 mg/L BOD/TSS treatment levels.
The pre-treated effluent will then gravity flow to a single Xerxes 1,500-gallon, fiberglass, single compartment dosing tank.
Zone B will be dispersed to land by a separate shallow subsurface drip dispersal system than Zone A (see attached site plan) through a Geoflow headworks assembly. The head works assembly contains the field flush valve, filter flush valve with 150 mesh stainless steel filter, and vortex filter. The head works shall be placed in a covered valve box extending to grade and be large enough to accommodate easy access and maintenance of the components.
The text below summarizes the logged soil observations for Test Pits 4 through 6, the complete soil logs are included in Appendix B, test pit locations are presented on attached site plans. The dispersalfield is sized based on the soil texture and structure as described below.
Test Pits 4 Soil Log Summary:
Organic Layer: Top 7 inches, Horizon A (7 to 19 inches bgs): Clay Loam with very fine sand, strong, medium size, blocky structure; slightly hard dry rupture resistance and friable moist rupture resistance; many medium sized roots; few fine pores. Horizon B (19 to 43 inches bgs): Silty Clay, strong, medium size, blocky structure; medium hard dry rupture resistance and slightly rigid moist rupture resistance; moderately few fine roots; minimal to no pores.
Test Pits 5 and 6 Soil Log Summary:
Horizon A (approximately 0 to 46 inches bgs): Silty Clay, strong, coarse size, blocky structure; slightly hard dry rupture resistance and friable moist rupture resistance; moderately few medium to fine roots; no pores.
Horizon B (approximately 42 to 61 inches bgs): Weathered bedrock weak fine structure. 640
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8 Based on the soil texture and structure (clay loam to silty clay, strong blocky structure) and assuming that secondary treatment will ensure that BOD5 and TSS from campground wastewater do not exceed 30 mg/L Geoflow, the proposed drip dispersal system manufacturer, proposes a soil application rate of
0.6 gpd/sf 5. However, based on regulations in Sonoma County that suggest an application rate of 0.2 gpd/sf Acuantia will use 0.2 gpd/sf for purposes of this design and will add a 20 percent contingency to be more than sufficiently conservative to ensure dispersal field success. Contra Costa County does not provide application rate suggestions based on soil type and structure. The drip dispersal system will be placed approximately 12 inches bgs in soils that are anticipated to drain well based on observations of texture and long term functionality of the existing drip dispersal system just uphill of the proposed replacement field. Such observations take precedence over the slow percolation results presented at a depth of 30 inches bgs in Appendix B.
Therefore, the primary dispersal area is approximately 15,600 sf, and the design includes an equally sized reserve area; a slightly large area than necessary is presented on the site plan to allow for flexibility during construction staking. The surrounding land use is the Class B/C RV sites approximately 50 feet down gradient and to the east and the existing dispersal field upgradient and to the west. There are no domestic wells or surface water features within 500 feet of the proposed dispersal areas.
Water balance and stormwater handling (2.2.20.2.1 and 2.2.20.2.1). The dispersal field is located on a hillside to facilitate drainage and the system is conservatively sized with excess capacity based on soil type, and by nature the drip dispersal utilizes the entire dispersal field and prevents localized areas of overuse due to pressurized distribution. These considerations will naturally prevent saturation of the proposed dispersal area. Further, the system will not receive additional stormwater from other areas of the site and it is located near the top of a ridge, further minimizing potential run on. Therefore, a formal water balance is not necessary to justify the final design.
Acuantia anticipates registration with United States Environmental Protection Agency Underground Injection Control requirements as noted in General Order Requirement B.6.gwill be required because this leach field will serve greater than 20 people as well as RVs. The permit application located https://www.epa.gov/sites/production/files/2019-
05/documents/owner_or_operator_permit_application_for_a_class_v_well_form_7520-6_class_v.pdf will be submitted after the final ROWD is approved by SF RWQCB.
2.3 Recycled Water Projects
A recycled water project is not proposed at this time.
2.4 Operations and Maintenance
Operations and maintenance requirement will be described in the Final ROWD (ie Phase II Design). A remote monitoring system will be employed to confirm proper operations. 3 Groundwater Monitoring
Performance Wells will be installed around the perimeter of each dispersal field to monitor the performance of the systems as shown on the Site Plan.
The property owner installed an irrigation well in October 2014. The well installation report (see Appendix C) is attached and indicates that first groundwater was observed at approximately 31 feet below ground surface, but static water level was at 61 feet below ground surface. Acuantia also 641
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9 reviewed the information available within the GAMA database as well as the Geotracker and EnviroStor databases. No groundwater monitoring or domestic supply wells were located in the immediate vicinity of the property based on Acuantia’s search. As described in the attached test pit soil logs there were no indications of shallow groundwater.
Additional groundwater monitoring requirements to be implemented based on SFRWQCB requirements. 4 California Environmental Quality Act
Requirements for CEQA review and initial study will be discussed with SFRWQCB. It is likely most advantageous to prepare a single CEQA package for the full project (ie construction of sites, grading, etc) instead of piecemeal.
5 Additional Technical Reports
The necessity of additional technical reports will be discussed with SF RWQCB. Sludge, scum and supernatant will be addressed in the Final ROWD (Phase II Design) but in general will be removed by a Contra Costa County approved maintenance vendor at a frequency based on manufacturer recommendations for each piece of wastewater treatment equipment. 642
# units LOCATION WASTE CHARACTERISTICS
PEAK Per UNIT FLOW
(GPD/Unit) Units
TOTAL DAILY FLOW
(GPD)
Soil Application
Rate (GPD/SF) Disp Area (SF) Basis for Design Flow
ZONE A1 DRIVING RANGE
CLASS A RV (47
Sites in Central
Loop) 47 Central Loop RV/DOMESTIC 50 Per RV Space 2350
CLASS A RV (60
sites in West Loop) 60
West Loop,
north end RV/DOMESTIC 50 Per RV Space
Average per RV Space flows from three facilities were measured at
31.3, 34.6 and 18 gpd based on flow monitoring conducted between 2007 and 2009 (Updated Report of Waste Discharge, Vineyard RV Resort, July 17, 2009). Approved by CVRWQCB in Letter datedFebruary 11, 2010.
TENT BUNGALOW
(22 sites in West
Loop) 22
West Loop,
south end DOMESTIC, slightly elevated strength 50 Per Site Table 3‐6 of EPA’s USEPA Onsite Wastewater Treatment Manual (2002) for a developed campground that suggests 30 gpd/person, plus contingency factor.
Zone A1 Subtotal 6450
ZONE A2 DRIVING RANGE
40 FULL SERVICE RESTAURANT/KITCHEN
WASTEWATER (High BOD/FOODFOG) 50 Per Seat 2000
LA Bureau of Engineering Sewer Design Manual Part F (June 1992) suggests a value of 50 gpd/seat
80 CLUBHOUSE DOMESTIC WASTEWATER 25 Per Person 2000 Professional judgement and historical design at this facility.
DUMP STATION 1 ENTRANCE RV DUMP STATION 500
per dump
station 500
LA Bureau of Engineering Sewer Design Manual Part F (June 1992) suggests a value of 430 gpd/station plus contingency factor.
Zone A2 Subtotal 4500
Zone A SUBTOTAL 10,950 0.2 54,750
20% Safety Factor 10,950Zone A Required Primary Dispersal Area 65,700
ZONE B RIDGELINE
CLASS B/C RV (34
sites in north end) 34
East Loop, north
end RV/DOMESTIC 50 Per RV Space 1700 same as above
CLASS B/C RV (18
sies in south end) 18
East Loop,
south end RV/DOMESTIC 50 Per RV Space 900 same as above Zone B SUBTOTAL 2600 0.2 13,000
20% Safety Factor 2,600Zone B Required Primary Dispersal Area 15,600 TABLE 1 ‐ PEAK DAILY FLOW PROJECTIONS
CLUB HOUSE/
RESTAURANT ENTRANCE
4100
643
644
645
646
647
Commercial AdvanTex Sizing Calculations
Date: 2/18/2021
Project: Franklin Canyon
Location: Contra Costa
Engineer: Mark Wetter
Inputs
# Connections GPD Peak Flow (gpd) BOD (mg/L) #BOD Conversion RV Spaces 107 50 5350 250 11.15
Tent/Bungalo 22 50 1100 250 2.29
Club House - Kitchen Waste 80 25 2000 1500 25.02
Club House - Restroom Waste 80 25 2000 250 4.17
RV Dump Station 1 500 500 500 2.09
10950 45
Ave. Flow (gpd) BOD (mg/L) #BOD Conversion
RV Spaces 107 25 2675 250 5.58
Tent/Bungalo 22 25 550 250 1.15
Club House - Kitchen Waste 80 12.5 1000 1500 12.51
Club House - Restroom Waste 80 12.5 1000 250 2.09
RV Dump Station 1 250 250 500 1.04
5475 22
Qmax - Design/Peak Flow 10950 gpd
Qa - Average Daily Flow 5475 gpd
Expected Effluent BOD Permit Value 30 mg/L
Expected Effluent TSS Permit Value 30 mg/L
Expected Effluent TN Permit Value 50 % reduction
Hydraulic Loading Calculations
Sizing Calcs Using Design/Peak Flow 219 sq.ft. of textile required Sizing Calcs Using Average Daily Flow 219 sq.ft. of textile required Organic Loading Calculations
Conversion to # BOD using Design/Peak Flow 44.72 # BOD to be reduced Conversion to # BOD using Average Flow 22.36 # BOD to be reduced Sizing Calcs Using Design/Peak #BOD value 559 sq.ft. of textile required Sizing Calcs Using Average Daily #BOD value 559 sq.ft. of textile required 648
649
650
651
Cost Estimating Worksheet
Project: Franklin Canyon
Location: Contra Costa
Notes: Option 1 Treatment - AXMAX575 2/18/2021
GP Qty Item Description Sale Price
2 AXMAX Treatment Equipment $ 252,031.60
1 AXMAX300-42 AdvanTex AXMAX Treatment Unit, 300sq.ft., 42' Unit 1 AXMAX275-42 AdvanTex AXMAX Treatment Unit, 275sq.ft., 42' Unit 1 TCOM-C Telemetry Control Panel
1 Startup Startup Services
Notes:
10 Delivery $ 6,900.00
2 Xdelivery Delivery of AXMAX/MBBR unit, Flat Bed
Notes:
Subtotal, All Materials (tax not included) $ 258,931.60 *** This is a preliminary cost estimate only, based off plans and specifications that exist at the date listed above.
This should not be considered a final price, nor materials list. PACE Supply will produce a final quote once final plans and specifications have been received, and that document will supersede anything listed on this document. 652
653
654
655
SOIL PERCOLATION TEST RECORDED MEASUREMENTS
Jerry S.
START FINISH START FINISH MIN INCH MPI START FINISH START FINISH MIN INCH MPI 13:08 13:38 33.5 32.25 0:30 1.25 24 13:10 13:40 32 29.75 0:30 2.25 13 13:38 14:08 32.5 31.5 0:30 1.25 24 13:40 14:10 29.75 27.75 0:30 2.00 15 14:08 14:38 31.5 30.5 0:30 1 30 14:10 14:40 27.75 25.75 0:30 2.00 15 14:40 15:10 33.5 32.25 0:30 1.25 24 14:42 15:12 32 29.75 0:30 2.25 13 15:10 15:40 32.25 31.25 0:30 1 30 15:12 15:42 29.75 27.75 0:30 2.00 15 15:40 16:10 31.25 30.25 0:30 1 30 15:42 16:12 27.75 25.75 0:30 2.00 15 16:10 16:41 33.5 33 0:31 1 31 16:13 16:43 32 29.75 0:30 2.00 15 16:41 17:11 33 32.5 0:30 1 30 16:43 17:13 29.75 27.75 0:30 2.00 15 17:11 17:41 32.5 32 0:30 1 30 17:13 17:43 27.75 25.75 0:30 2.00 15
START FINISH START FINISH MIN INCH MPI START FINISH START FINISH MIN INCH MPI 13:15 13:45 24.5 22.5 0:30 2.25 13 13:16 13:46 27 25.5 0:30 1.5 20 13:45 14:15 22.5 20 0:30 2.25 13 13:46 14:16 25.5 24 0:30 1.5 20 14:15 14:45 20 17.75 0:30 2.25 13 14:16 14:46 24 22.5 0:30 1.5 20 14:46 15:16 24 21.75 0:30 2.25 13 14:48 15:18 27 25.5 0:30 1.5 20 15:16 15:46 21.75 19.5 0:30 2.25 13 15:18 15:48 25.5 24 0:30 1.5 20 15:46 16:17 19.5 17.25 0:31 2.25 13.7 15:48 16:18 24 22.25 0:30 1.5 20 16:18 16:48 24.5 22.5 0:30 2.25 13 16:20 16:50 28 26.5 0:30 1.5 20 16:48 17:18 22.5 20 0:30 2.25 13 16:50 17:20 26.5 25 0:30 1.5 20 17:18 17:48 20 17.75 0:30 2.25 13 17:20 17:50 25 23.5 0:30 1.5 20
START FINISH START FINISH MIN INCH MPI START FINISH START FINISH MIN INCH MPI 13:20 13:50 25 23.375 0:30 1.625 18.46 13:25 13:55 27 25.75 0:30 1.25 24 13:50 14:20 23.375 21.875 0:30 1.5 20 13:55 14:25 25.75 24.625 0:30 1.125 26.66 14:20 14:50 21.875 20.375 0:30 1.5 20 14:25 14:55 24.625 23.5 0:30 1.125 26.66 14:50 15:20 26 24.375 0:30 1.625 18.46 14:55 15:25 27 25.875 0:30 1.125 26.66 15:20 15:50 24.375 22.875 0:30 1.5 20 15:25 15:55 25.875 24.75 0:30 1.125 26.66 15:50 16:20 22.875 21.375 0:30 1.5 20 15:55 16:25 24.75 23.625 0:30 1.125 26.66 16:20 16:50 21.375 19.875 0:30 1.5 20 16:25 16:55 23.625 22.5 0:30 1.125 26.66 16:51 17:21 26 24.5 0:30 1.5 20 16:55 17:25 27 25.875 0:30 1.125 26.66 17:21 17:51 24.5 23 0:30 1.5 20 17:25 17:55 25.875 24.75 0:30 1.125 26.66 1 2 3 4 5 6
30 15 13 20 20 27 125
Refill
HOLE #1 DEPTH: 18"
TIME WATER LEVEL
HOLE #2
TIME
DEPTH: 20"
HOLE #3 DEPTH: 18" HOLE #4 DEPTH: 18"
WATER LEVEL
TIME WATER LEVEL
HOLE
TIME WATER LEVEL TIME WATER LEVEL
HOLE #5 DEPTH: 18" HOLE #6 DEPTH: 18"
21 OWNER APPLICANT: Franklin Canyon Golf Course
LOCATION Hercules CA (Driving Range)
CONTACT PERSON: Les Miyashiro, REHS
Driving Range: Lat. 38.005067° Lon. -122.216967°
REHS: Les Miyashiro
PHONE: (707) 718-2122 DATE: 02/24/2021
Stilized MPI R
Average MPI Stabilized MPI / # Holes
TIME WATER LEVEL
656
SOIL PERCOLATION TEST RECORDED MEASUREMENTS
Rick H.
START FINISH START FINISH MIN INCH MPI START FINISH START FINISH MIN INCH MPI 15:17 15:47 19 17.5 0:30 1.5 20 15:20 15:50 20 19 0:30 1 30 15:47 16:17 17.5 16 0:30 1.5 20 15:50 16:20 19 18 0:30 1.00 30 16:17 16:47 16 14.5 0:30 1.5 20 16:20 16:50 18 17.125 0:30 0.875 34.29 16:47 17:17 19 18 0:30 1.5 20 16:52 17:22 20 19 0:30 1 30 17:17 17:47 18 17 0:30 1.5 20 17:22 17:52 19 18.25 0:30 0.75 40 17:47 18:17 17 16 0:30 1.5 20 17:52 18:22 18.25 17.5 0:30 0.75 40 18:17 18:47 16 32.75 0:30 1.5 20 18:22 18:52 17.5 16.75 0:30 0.75 40 18:47 19:17 19 17.75 0:30 1.5 20 18:55 19:25 19 18.25 0:30 0.75 40 19:17 19:48 17.75 16.25 0:30 1.5 20 19:25 19:55 18.25 17.5 0:30 0.75 40
START FINISH START FINISH MIN INCH MPI START FINISH START FINISH MIN INCH MPI 15:25 15:55 20 17.75 0:30 2.25 13 15:26 15:56 25 24 0:30 1.25 24 15:55 16:25 22.5 21.5 0:30 2.00 15 15:56 16:26 24 23 0:30 1.125 26 16:25 16:55 21.5 20.5 0:30 2.00 15 16:26 16:56 23 22 0:30 1 30 16:57 17:27 32 31.25 0:30 2.00 15 17:00 17:30 25 24 0:30 1 30 17:27 17:57 31.25 30.25 0:30 2.00 15 17:30 18:00 24 23 0:30 1 30 17:57 18:28 30.25 29.25 0:31 2.00 15 18:00 18:30 23 22 0:30 1 30 18:28 18:58 32 31 0:30 2.00 15 18:30 19:00 22 21 0:30 1 30 19:00 19:30 31 30.125 0:30 2.00 15 19:00 19:30 25 24 0:30 1 30 19:30 20:00 30.125 28.125 0:30 2.00 15 19:30 20:00 24 23 0:30 1 30
START FINISH START FINISH MIN INCH MPI START FINISH START FINISH MIN INCH MPI 15:27 15:57 19 17 0:30 2 15 15:28 18:58 20 19 0:30 1 30 15:57 16:27 17 15 0:30 2 15 15:58 16:28 19 18 0:30 1 30 16:27 16:57 15 13 0:30 2 15 16:28 16:58 18 17 0:30 1 30 17:02 17:32 20 18 0:30 2 15 17:05 17:35 21 20 0:30 1 30 17:32 18:02 18 16 0:30 2 15 17:35 18:05 20 19 0:30 1 30 18:02 18:32 16 14 0:30 2 15 18:05 18:35 19 18 0:30 1 30 18:32 19:02 14 12 0:30 2 15 18:35 19:05 18 17 0:30 1 30 19:04 19:34 19 17 0:30 2 15 19:07 19:37 20 19 0:30 1 30 19:34 20:04 17 15 0:30 2 15 19:37 20:07 19 18 0:30 1 30 1 2 3 4 5 6
20 40 15 30 15 30 150
Refill
OWNER APPLICANT: Franklin Canyon Golf Course Lat. 38° 00.374' Lon. 122° 12.654' LOCATION Hercules CA Ridgeline REHS: Les Miyashiro
CONTACT PERSON: Les Miyashiro, REHS PHONE: (707) 718-2122 DATE: 02/24/2021 HOLE #1 DEPTH: 30" HOLE #2 DEPTH: 30"
TIME WATER LEVEL TIME WATER LEVEL
HOLE #3 DEPTH: 30" HOLE #4 DEPTH: 30"
TIME WATER LEVEL TIME WATER LEVEL
HOLE #5 DEPTH: 30" HOLE #6 DEPTH: 30"
TIME WATER LEVEL TIME WATER LEVEL
HOLE
Stilized MPI R
Average MPI Stabilized MPI / # Holes 25
657
Dissolved Potassium 3 0.1 mg/L UnkMod Potassium [Unk]
Dissolved Sodium 188 1 mg/L UnkMod Sodium [Unk]
Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1306 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 557 1 mg/L UnkMod Sulfate [Unk]
Turbidity 1 1 N.T.U. Turbidity, Hach [D-2]
pH 7.6 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 03/27/1974 15:00 Sample Code: WDIS_0928740 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database Agency: Non DWR Lab: Non DWR Water Quality Report
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 01/24/1974 14:00 Sample Code: WDIS_0218829 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 247 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 129.5 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 60.2 1 mg/L UnkMod Chloride [Unk]
Total Hardness 533 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 50.9 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1065 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 313 1 mg/L UnkMod Sulfate [Unk]
Turbidity 6 1 N.T.U. Turbidity, Hach [D-2]
pH 8.2 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 02/14/1974 12:30 Sample Code: WDIS_0218830 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 242 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Boron 0.5 0.1 mg/L UnkMod Boron [Unk]
Dissolved Calcium 132 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 71.5 1 mg/L UnkMod Chloride [Unk]
Dissolved Fluoride 0.4 0.1 mg/L UnkMod Fluoride [Unk]
Total Hardness 562 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Total Iron 0.17 0.001 mg/L UnkMod Iron [Unk]
Dissolved Magnesium 56.5 0.1 mg/L UnkMod Magnesium [Unk] Total Manganese < R.L. 0.001 mg/L UnkMod Manganese [Unk] Dissolved Nitrate 0.2 0.01 mg/L as N UnkMod Nitrate [Unk] Dissolved Nitrate 0.9 0.1 mg/L UnkMod Nitrate [Unk]
Total Phosphorus 0.1 0.01 mg/L as P UnkMod Phosphorus [Unk] Water Data Library - Water Quality Reports Page 1 of 6
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Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 06/18/1974 06:30 Sample Code: WDIS_0218834 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 344 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 188 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 118 1 mg/L UnkMod Chloride [Unk]
Total Hardness 787 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 77.2 0.1 mg/L UnkMod Magnesium [Unk] Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 248 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 131.1 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 55.5 1 mg/L UnkMod Chloride [Unk]
Total Hardness 546 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 53.1 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids 1.7 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1164 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 525 1 mg/L UnkMod Sulfate [Unk]
Turbidity 250 1 N.T.U. Turbidity, Hach [D-2]
pH 8.4 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 04/30/1974 09:00 Sample Code: WDIS_0218832 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 319 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 164.3 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 74 1 mg/L UnkMod Chloride [Unk]
Total Hardness 648 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 57.8 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1341 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 524 1 mg/L UnkMod Sulfate [Unk]
Turbidity 2 1 N.T.U. Turbidity, Hach [D-2]
pH 8.4 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 05/30/1974 12:30 Sample Code: WDIS_0218833 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Water Data Library - Water Quality Reports Page 2 of 6
http://wdl.water.ca.gov/waterdatalibrary/waterquality/station_county/gst_report.cfm 6/13/2020 659
Dissolved Sulfate 1160 1 mg/L UnkMod Sulfate [Unk]
Turbidity 24 1 N.T.U. Turbidity, Hach [D-2]
pH 7.7 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 12/06/1974 09:00 Sample Code: WDIS_0928749 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 360 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 210 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 150 1 mg/L UnkMod Chloride [Unk]
Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1772 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 745 1 mg/L UnkMod Sulfate [Unk]
Turbidity 2 1 N.T.U. Turbidity, Hach [D-2]
pH 8.1 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 07/03/1974 09:30 Sample Code: WDIS_0218835 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 367 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 218 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 150 1 mg/L UnkMod Chloride [Unk]
Total Hardness 902 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 86.9 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1950 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 980 1 mg/L UnkMod Sulfate [Unk]
Turbidity 3 1 N.T.U. Turbidity, Hach [D-2]
pH 8 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 08/07/1974 13:30 Sample Code: WDIS_0928745 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 413 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 272.5 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 210 1 mg/L UnkMod Chloride [Unk]
Total Hardness 1080 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 97.1 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids 0.3 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 2452 1
mg/L at 105°
C UnkMod TDS [Unk]
Water Data Library - Water Quality Reports Page 3 of 6
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Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1780 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 700 1 mg/L UnkMod Sulfate [Unk]
Turbidity 2 1 N.T.U. Turbidity, Hach [D-2]
pH 7.9 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 03/10/1975 10:30 Sample Code: WDIS_0928752 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR Analyte Result Rpt Limit Units Method [*]
mg/L as
Dissolved Chloride 150 1 mg/L UnkMod Chloride [Unk]
Total Hardness 877 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 85.7 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids 0.1 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1986 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 865 1 mg/L UnkMod Sulfate [Unk]
Turbidity 3 1 N.T.U. Turbidity, Hach [D-2]
pH 8 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 01/14/1975 09:00 Sample Code: WDIS_0928750 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 324 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 199 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 165 1 mg/L UnkMod Chloride [Unk]
Total Hardness 537 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 9.7 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids 0.2 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1885 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 670 1 mg/L UnkMod Sulfate [Unk]
Turbidity 4 1 N.T.U. Turbidity, Hach [D-2]
pH 7.4 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 02/28/1975 11:45 Sample Code: WDIS_0218839 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 331 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 196 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 120 1 mg/L UnkMod Chloride [Unk]
Total Hardness 524 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 8.4 0.1 mg/L UnkMod Magnesium [Unk] Water Data Library - Water Quality Reports Page 4 of 6
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Total Hardness 700 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 65.7 0.1 mg/L UnkMod Magnesium [Unk] Total Dissolved Solids 1537 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 660 1 mg/L UnkMod Sulfate [Unk]
Turbidity 3 1 N.T.U. Turbidity, Hach [D-2]
pH 8.1 0.1 pH Units EPA 150.1 [1]
NOTE: Codes in brackets ([ ]) following the analytical method refer to the Method Comparibility Code. For more information, please click here.
Query executed: 2020-Jun-13 13:07:39.
Elapsed time = 0 seconds.
Sample count = 14 records.
Total Alkalinity 129 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 75.4 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 35 1 mg/L UnkMod Chloride [Unk]
Total Hardness 308 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 29.1 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids 0.2 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 713 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 300 1 mg/L UnkMod Sulfate [Unk]
Turbidity 75 1 N.T.U. Turbidity, Hach [D-2]
pH 7.8 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 04/08/1975 13:00 Sample Code: WDIS_0218841 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR / Est. R.L.
Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 282 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 69.6 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 64 1 mg/L UnkMod Chloride [Unk]
Total Hardness 570 1
mg/L as
CaCO3 UnkMod Hardness [Unk]
Dissolved Magnesium 96.3 0.1 mg/L UnkMod Magnesium [Unk] Settleable Solids < R.L. 0.1 mL/L UnkMod Solids [Unk]
Total Dissolved Solids 1235 1
mg/L at 105°
C UnkMod TDS [Unk]
Dissolved Sulfate 508 1 mg/L UnkMod Sulfate [Unk]
Turbidity 11 1 N.T.U. Turbidity, Hach [D-2]
pH 8.6 0.1 pH Units EPA 150.1 [1]
Station Name: RODEO C TRIB A CHRISTIE Station Number: E4723101 Collection Date: 05/08/1975 09:30 Sample Code: WDIS_0928754 Depth: Feet Matrix: Water, Natural Purpose: Normal Sample Sample Parent: 0 Description: Historic WDIS Database - Agency: Non-DWR - Lab: Non-DWR Analyte Result Rpt Limit Units Method [*]
Total Alkalinity 332 1
mg/L as
CaCO3 UnkMod Alkalinity [Unk]
Dissolved Calcium 172 1 mg/L UnkMod Calcium [Unk]
Dissolved Chloride 94.2 1 mg/L UnkMod Chloride [Unk]
Water Data Library - Water Quality Reports Page 5 of 6
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