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RP 05-12A; CARLSBAD DESALINATION PLANT POSEIDON; STORM WATER MANAGEMENT PLAN; 2013-11-22
J ARCADIS b5 ) The Water Division of ARCADIS Imagine the result Kiewit Shea Desalination RECEIVED DEC 102013 LANU NT Storm Water Management Plan ENGINEERING (SWMP 12-22) Carlsbad Desalination Plant, RP 05-12A DWG 463-6D November 22, 2013 .1• 7 >LJ be I 11)2 Storm Water Management Plan Carlsbad Desalination Plant Rick Kennedy, PE Project Manager .Jena Prior,P Design Manager OFE Daniel Lee PE tIM Exp .JIp-c4qJ)J Project Engineer %QV - Prepared for: Kiewit Shea Desalination Prepared by: - ARCADIS U.S., Inc 1525 Faraday Avenue Suite 290 Carlsbad - - California 92008 Tel 760 602 3800 Fax 760 602 3838 Our Ref.: 04354003.0000 Date November 22, 2013 . Table of Contents =IV. Section 1 Project Setting 3 Section 2 Applicable Stormwater Standards 5 2.1 Priority Development Project 5 2.2 Stormwater Requirements for This Project 6 2.3 Comparison to March 2013 PDP - 6 Section 3 Pollutants of Concern 8 3.1 Land Use 8 3.2 Operations and Maintenance 10 3.3 Receiving Water Body 10 3.4 Pollutants of Concern for This Project 10 Section 4 Source Control BMPs 11 Section 5 Low Impact Development Practices 13 Section 6 Treatment Control Best Management Practices 15 6.1 Treatment Control BMP Selection Process 15 6.2 TC BMPs Selected for This Project 16 Section 7 BMP Sizing and SWMP Checklist 19 7.1 Drainage Areas 19 7.2 Stormwater Mitigation for Off-Site Drainage Areas 21 7.3 BMP Sizing 22 Section 8 BMP Maintenance Requirements 26 Section 9 SWMP Certification Statements 28 c3.sers\Ieedldesktoplcarlsbed poseidorOfinal submdtal\carlsbad poseidon. sump 2013.11-22 doc Carlsbad Desalination Plant SWMP LWJARCADIS 0 Section 1 Project Setting The proposed Carlsbad Desalination Plant Project will construct a new saltwater desalination plant, including pretreatment and post treatment facilities, electrical, chemical storage, and administration buildings, a clearwell, and a product water tank. The Desalination Plant will be constructed on a leased area of 5.7 acres within the existing Encina Power Generating Station site, located at 4590 Carlsbad Boulevard, Carlsbad, CA. The proposed Project will also construct associated linear utility improvements including an intake pump station, water mains, and access roads outside of the property lease area, but within the existing Power Generation site. Evaluations of these and other off-site drainage areas are discussed separately in Section 7.2 of this report. See Vicinity Map and Civil Site Plan in Appendix A for general project vicinity and proposed construction area. In general, surrounding areas are either situated at lower elevations or separated by embankments, but there are access roads and an un-paved area (planted with trees) immediately adjacent to the Project Site that generate incidental stormwater run-on in the existing condition. This off-site drainage area will be graded in the proposed condition to prevent run-on to the Project Site. Construction areas associated with linear utility improvements including the intake pump station are located outside of the locally contributing drainage area for the property lease area. The locally contributing drainage area is approximately 6.17 acres in the existing condition and 4.96 acres in the proposed condition. The reduction in area is primarily due to the subtraction of clearwell, chemical storage/treatment, chemical delivery containment, and trash storage areas, which are separated from the rest of the site drainage with secondary containment and are plumbed directly to a sanitary sewer system. The reduction in area is also due to re-grading of off-site drainage areas and incidental grading along existing slopes and property lease lines, which are either landscaped or hydro-seeded. See Single Sheet BMP Post-Construction BMP Exhibit in Appendix E for proposed site drainage conditions. The existing site (including the contributing watershed area) is approximately 30% . impervious and is relatively flat at less than 5% slope on average. The existing site is / c\users\Ieed\desktop\crnlsbad poseidor\flrrnt subniitth\crIsbad poseidor - sump 2013-11-22.doe 3 Carlsbad Desalination _____ : Plant SWMP LW Va ARCADIS comprised of above ground storage tanks within depressed containment areas, a storage building, exposed and buried piping infrastructure, and access roads. Approximately 3.5 acres of the existing site drainage sheet-flow onto an existing private drainage channel located west of the project site. The remaining 2.6 acres of existing site drainage are detained within the existing depressed areas, which are either percolated and evaporated or released to the existing drainage channel. The existing drainage channel is maintained by the Encina Power Generating Station. The native soils at the site are categorized as Hydrologic Soil Group B as determined from the Natural Resources Conservation Service (NRCS) Web Soil Survey. The existing site is covered with 0 to 20 feet of fill, underlain by Alluvium to a depth of up to 46 feet and Old Paralic Deposits to a depth of 20 feet. The Santiago Formation was encountered below fill, Alluvium, and Old Paralic Deposits to total depths explored. The existing soil characteristics are as follows: Fill: Damp to saturated, loose to medium dense, clayey to silty sand and poorly graded sand with silt; Portions of the encountered fill materials contained fine to coarse gravel, scarce cobbles, and concrete debris Alluvium: Moist to saturated, loose to dense, silty sand and poorly graded sand with silt Old Parlic Deposits: Damp to moist, medium dense to dense, silty sand • Santiago Formation: Finely bedded light gray to reddish brown, moist to saturated, weakly cemented, silty fine-grained sandstone, fine sandy siltstone, and inter- bedded, moderately indurated, silty claystone. Geotechnical Evaluation, prepared by Ninyo & Moore in 2013, is provided in Appendix /for reference. Historical groundwater levels are reported to range from 16-feet to 31Y2-feet below the surface, fluctuating with tidal fluctuations, ground surface topography, subsurface geologic conditions and structure, rainfall, irrigation, and other factors. The existing site is relatively flat on the east side of the project with an elevation of approximately 40 feet • above mean sea level (MSL). The topography slopes down to the west to a relatively flat pad area with an elevation of approximately 17 feet MSL. The proposed site will be graded with surface elevation of approximately 40 feet above MSL. • - cser\Ieedesktop\cr1sbad poseidon\flnal subr,itthI\carIsbd poseidon - susrp 2013-11-22.doc . 4 Carlsbad Desalination Plant SWMP LbIARCADIS Section 2 Applicable Stormwater Standards This SWMP is prepared to document compliance with the 2008 City of Carlsbad (City) Standard Urban Stormwater Management Plan (SUSMP) as the proposed Poseidon Desalination Plant Project ('the Project') will discharge stormwater to the existing drainage channel. The proposed Project is "grandfathered" to 2008 SUSMP requirements because it meets the following grandfathering provisions: Project has entered into a development agreement with the City before January 14, 2011. Precise Development Plans (PDP 00-02B) were approved in September 2009. Project has obtained construction permits and has started construction before January 14, 2011. A demolition permit was obtained and implementation of Storm Water Pollution Prevention Plan (SWPPP) began in 2009. Complete documentation, including e-mail correspondence, PDP, demolition permit, and photo logs, supporting grandfathering of 2008 SUSMP are provided in Appendix C for reference. The proposed Project will implement appropriate post-construction stormwater Best Management Practices (BMPs) including source control measures and treatment control BMPs to satisfy the SUSMP requirements. The proposed Project is not subject to hydro-modification requirements due to grandfathering provisions. These BMPs are discussed in subsequent sections. This section summarizes applicable stormwater requirements for the proposed Project. 2.1 Priority Development Project Any new or redevelopment project that is classified as a Priority Development Project (PDP) per City Storm Water Standards Questionnaire is required to meet full provisions of the SUSMP. A project that is not classified as a PDP is only required to comply with Standard Stormwater Requirements, which can be interpreted as minimum implementation requirements for all development projects. 1 c\users\Jeeddesktopcarlsbad poeidon\finaI subrrnttarIsbd posedon - ssrnp 2013-11-22.dac 5 Carlsbad Desalination Plant SWMP LjARCADIS The proposed Project is subject to full provisions of the SUSMP as it meets at least one of the following criteria for redevelopment per City of Carlsbad Storm Water Standards Questionnaire: Project will result in a development greater than 100,000 square feet of land. Project will result in a paved surface of 5,000 square feet or more. See completed Storm Water Standards Questionnaire in Appendix B for reference. 2.2 Stormwater Requirements for This Project Based on the applicable SUSMP requirements discussed above, the proposed Project is subject to the following requirements as outlined below: Standard Stormwater Requirements: Source Control Measures (see Section 4 for discussion) Low Impact Development (LID) Practices (see Section 5 for discussion) Priority Development Project Requirements (see Sections 6 for discussion): Treatment Control 2.3 Comparison to March 2013 PDP In the proposed Project, there are few design refinements from the March 2013 PDP Exhibit "G", Site Grading and Drainage Plan. The design refinements include the following: Landscape areas along the west road and adjacent to the south parking lot have been replaced with vegetated swales for stormwater treatment. Ribbon gutter have been deleted and replaced with curb and gutter as necessary for conveyance of drainage to stormwater treatment BMPs. Curb and gutter along the vegetated swale adjacent to west road have been replaced with depressed curb. This will allow tributary drainage to flow onto the vegetated swale via sheet flow. ., c:\useeed\dektop\crsbad poseidom\final subritthI\carsbad poseidon - sornp 2013-11-22.doc - 6 Carlsbad Desalination . Plant SWMP f ARCADIS The catch basin and low point along the west road have been moved further north to the end of the parking spaces. This will allow tributary drainage to flow over the pervious pavement for stormwater treatment, prior to draining into the catch basin. The catch basin and low point at the south road have been moved and replaced with a curb opening on the south side of the road. This will allow tributary drainage to flow onto the adjacent vegetated swale via curb opening for stormwater treatment. See Appendix D for March 2013 PDP Exhibit G Site Grading and Drainage Plan. c:\serJeed\desktop\carlsbd posedonflnaI subr,fttacarIsbad poseidon - susrop 2013-11-22doc 7 Carlsbad Desalination . Plant SWMP LIARCADIS Section 3 Pollutants of Concern Stormwater BMPs selected for this project should be effective in removing pollutants of concern at the Project site. Pollutants of Concern are identified for this project based on previous and proposed land use, operations and maintenance, and the receiving water body. 3.1 Land Use The existing property operated as a power generation site. A subsurface soil investigation was conducted by Geo-Logic Associates in 2008, following up a similar investigation that had been performed for the site in 2004. Ten soil samples were obtained from various representative locations around the proposed construction area, and compared with data from the previous inspection. The testing included analysis for Extractable Fuel Hydrocarbons, EPA Priority Pollutants, Total Sulfide, and Ignitability. Slightly elevated concentrations of Extractable Fuel Hydrocarbons were found at three bore locations, but were not significant to be of concern. All remaining measured pollutants were either below detectable limits, within naturally occurring background values for California soil, or below the established Preliminary Remediation Goals (PRGs) for industrial sites or Total Threshold Limit Concentrations (TTLCs), and non- ignitable. Based on these laboratory findings, remediation of the site is not warranted and stormwater runoff from the existing soil is not considered a potential pollutant source. The Project Site includes water treatment facilities, paved roads and parking lots, and landscaping. All treatment facilities including pre-treatment and post treatment, electrical, chemical storage, and administration buildings, clearwell, and product water tanks are all enclosed or covered. As shown in the SUSMP, Table 3-1 shown on next page summarizes anticipated and potential pollutants generated by land use type. The proposed Project is classified as the following types of land use based on Storm Water Standards Questionnaire- -0 Commercial Development Any development other than heavy industry or residential greater than 100,000 square feet Parking Lot: Areas of 5,000 square feet or more, or with 15 or more parking. spaces and potentially exposed to urban runoff S c:\users\Ieedesktop\crtbad poseldon\final s,bnillI\arIsbad poseFdan - ssr,p 2O13- 1-22.doc = 8 -~ARCADIS • Streets, Highways & Freeways: Any paved surface that is 5,000 square feet or greater Table 3-1 : Anticipated and Potential Pollutants Generated by Land Use Type General Pollutant Cateaories Trash Oxygen Project Heavy Organic & Demanding Oil& Categories Sediments Nutrients Metals Compounds Debris Substances Grease Detached Residential X X X X X Development Attached X X X p{I) p(2) Residential Development Commercial pl1) pill pl2) X pl5) X Development Industrial X pf1) xl•X51 X X X X Development Automotive X x l•X5J X X Reoair Shoos Restaurants X X X Steep Hillside X X X X X Developments Parkinci Lots pl') pl') X X pill X Streets, X pill X xi•> X pl5) X Highways & Freeways Retail Gasoline X X X X X Outlets (RGO) X = anticipated P = potential (1) A potential pollutant if landscaping exists on-site. (2) A potential pollutant if the project includes uncovered parking areas. (3) A potential pollutant if the land use involves food or animal waste products. (4) Including petroleum hydrocarbons. 15) lncludina solvents. Bacteria & Viruses X p(') pl3) X Based on the Project land use, anticipated and potential pollutants include sediments, nutrients, heavy metals, organic compounds, trash and debris, oxygen demanding substances, and oil and grease. c·\users\leecMcsktoplalrtsbad posetdon\f,nal subm,ttakambad pose don. susmp 2013-11·'2. doc Carlsbad Desalination Plant SWMP Pesticides X X pl5) X pill 9 Carlsbad Desalination . Plant SWMP LrIARCADIS . 3.2 Operations and Maintenance The main operations and maintenance (O&M) activities anticipated at the Site include O&M of treatment equipment, chemical delivery, solids handling, landscaping, and trash storage. With the exception of landscaping and trash storage, these O&M activities will take place either within a building or under a covered area with secondary containment. Trash storage bins will be covered and berms will be placed around to prevent cross-contamination with stormwater runoff. Cleaning solvents will not be used on-site, except within designated containment areas and within buildings. Pesticides will not be used for landscape and other outdoor areas. 3.3 Receiving Water Body The Project Site is located in the Agua Hedionda Lagoon Watershed. The Hydrologic Unit (HU) is the Carlsbad Hydrologic Unit 4.00, and the Hydrologic Area (HA) is the Agua Hedionda Lagoon 4.30. The site indirectly drains to the Agua Hedionda Lagoon via the existing drainage channel. The Lagoon has designated beneficial uses for swimming, aquatic life support, and shell-fishing. The Lagoon, although it is not listed on the 303(d) list of impaired water bodies by the State Water Resources Control Board in 2010, was listed on the 303(d) list for sediments and nutrients. See Receiving Water Body Information in Appendix K for supporting documentation. 3.4 Pollutants of Concern for This Project Based on the potential pollutants-of-concern discussed above, the following pollutants- of-concern are identified for the proposed Project Sediments Nutrients Heavy Metals . . Organic Compounds Oxygen Demanding Substances Trash and Debris Oil and Grease I - - csers\Ieed\deskt0p\car1sbd psedor,flnal sbnttI\carIsbd poseidon- sosrnp2013-11-22.doc . . . 10 Carlsbad Desalination Plant SWMP L1IARCADIS Section 4 Source Control BMPs Selected BMPs should provide measures that minimize or eliminate the introduction of pollutants of concern into the stormwater system. The following Source Control BMPs will be implemented for the proposed Project in accordance with SUSMP requirements: Stenciling and Signage Stenciling and signage stating "No Dumping - Drains to Ocean" or similar prohibitive language will be will be provided at all proposed storm drain inlet locations. Landscape Design & Water Efficient Irrigation Landscape and irrigation will be implemented to use native drought-tolerant plant species and to minimize irrigation runoff in accordance with the City of Carlsbad Landscape Manual and Chapter 18.50 of Municipal Code. • Trash Storage Area Signs will be posted on or near dumpsters with the words "Do Not Dump Hazardous Materials Here" or similar prohibitive language. Trash bins will be covered and contained within a secondary containment system. All drains within the secondary containment system will be plumbed to the sanitary sewer system. Trash storage areas will be constructed per City of Carlsbad Standard Drawing GS-16, Refuse Bin Enclosure. Clearwell and Chemical Storage/Treatment Areas The Clearwell (Area 220) and Chemical Storage/Treatment (Area 780) areas will be self-contained with secondary containment systems. All drains within the secondary containment systems will be plumbed to the sanitary sewer system. These areas do not have covers and do not contribute to the site drainage. Solids Handling Area The Solids Handing (Area 260) area will be covered and contained with secondary containment systems. All drains within the secondary containment systems will be plumbed to the sanitary sewer system. Chemical Delivery Containment Area The Chemical Delivery Containment Area, adjacent to the Chemical Storage/Treatment area, will be graded to separate drainage from other areas. All S c:\users'Jeed\desktop\crIsbad poseidcnfina submittI\carIsbad poseidon - susmp 2013-11-22.doc 11 Carlsbad Desalination Plant SWMP LfIARCADIS drains within these areas will be plumbed to the sanitary sewer system. This area does not have a cover and does not contribute to the site drainage. Interior Floor Drains and Fire Sprinkler System All interior floor drains will be plumbed to the sanitary sewer system. Water from fire sprinkler systems will not be allowed to discharge onto roads or to the storm drain system. Pest Management Use of pesticides will be prohibited for the proposed landscape, vegetated swales, and other outdoor areas. Non-Stormwater Discharge All process activities will be performed indoors. No process wastewater will drain onto roads or to the storm drain system. Allowed non-stormwaterdischarges include condensate drain lines and irrigation runoff. Street Sweeping Streets and parking lots will be swept regularly to prevent the accumulation of litter and debris. Debris from pressure washing will be collected to prevent entry into the storm drain system. Washwater containing any cleaning agent or degreaser will be prohibited outdoors, except within designated containment areas. See Section 8 for maintenance requirements. In addition to the source control BMPs described above, the proposed Project is subject to Waste Discharge Requirements (Order No. R9-2006-0065, NPDES No. CA0109223) for discharge of brine to the Pacific Ocean via the existing Encina Power Station Discharge Channel. csers\IeedWesktop\i1sbad posedon\firaI sbmittaI\carIsbad poseidon 5u5mp 203-11-22.doc 12 Carlsbad Desalination Plant SWMP Lbh[Va ARCADIS Section 5 Low Impact Development Practices To comply with the SUSMP Low Impact Development (LID) requirements, the following LID practices are considered and incorporated into the proposed Project design. Minimize Impervious Surfaces Where there are sizeable stretches of hardscape surfaces outside of roof and paved road areas, these spaces will be landscaped where possible to minimize impervious surfaces and thereby reduce runoff. In addition, pervious pavement will be constructed in lieu of regular pavement in north and west access roads and southern parking lot to further reduce impervious surfaces. Approximately, 0.15 acre of vegetated swales, additional 0.71 acre of new landscape and gravel cover areas, and 0.22 acre of pervious pavements are proposed. Optimize Site Layout The site will be laid out and graded so that all surface drainage will drain to treatment control BMPs (TC BMPs) by gravity. For this Project, vegetated swales and pervious pavement are selected as TC BMPs for this Project. Disconnect Discharges All on-site drainage will discharge to the TC BMPs and there will be no direct discharges to the adjacent drainage channel, except for approved overflow . systems from the TC BMPs Roof Drainage Management Where landscaping is provided adjacent to buildings, all roof drains will discharge and disperse onto landscaped areas. Where there is no landscaping adjacent to buildings roof drains will discharge onto roads which will drain onto the pervious pavement or vegetated swales Depressed Curbs (Minimize Drainage Piping) To the maximum extent practical, surface drainage will be managed on street gutter and discharge onto TC BMPs using depressed curbs along vegetated swales to direct runoff onto the vegetated swales. This will minimize the amount of on-site drainage piping and keep the vegetated swales at elevations close to street grades and practical for access and maintenance. Self-Retaining Areas Landscaped or hydro-seeded areas, with 1-inch depression or greater and ratio of c \us r\I ddeskt p\crnlsbad p don\fin I submitlaRcarlsbad paseldsump 2013 ii 22 don 13 Carlsbad Desalination . Plant SWMP LFARCADIS contributing impervious drainage area to landscaped or hydro-seeded area less than 2 to 1, are utilized as "self-retaining" areas. Drainages from these areas do not require separate stormwater treatment by TC BMPs. Self-retaining areas identified for this Project include 1) access road and landscaping areas east of the Project Site; 2) existing containment area west of the Project Site; and 3) intake pump station area. Self-Treating Areas Landscaped or hydro-seeded areas, where it is difficult to implement TC BMPs due to lack of space or difficulties with grading, are utilized as "self-treating" areas provided that these areas are less than 5-percent impervious. Drainages from these areas do not require separate stormwater treatment by TC BMPs. Self- treating areas identified for this Project include re-graded slopes along existing slopes property lease lines and access roads S S c:\sers\Ieeddesktop\ca,1sbad poseidon\inaJ sub,,,ittaI\caasbd poseidon - sump 203-11-22.doc i 14 -~ARCADIS Section 6 Treatment Control Best Management Practices Per City of Carlsbad SUSMP, selected BMPs must meet numeric sizing treatment standards, which can be volume-based or flow-based. Proposed TC BMP practices are discussed in previous section. Volume-based numeric sizing requires of BMPs to effectively treat stormwater runoffs from 851h percentile storm events. Flow-based numeric sizing requires of BMPs to effectively treat the maximum flow rate of runoff produced from a rainfall intensity of 0.2 inch of rainfall per hour for each hour of a storm event. 6.1 Treatment Control BMP Selection Process Selected BMPs must be effective in removing pollutants of concern identified for this Project in Section 3. Table 6-1 below summarizes grouping of potential pollutants of concern by fate during stormwater treatment. Table 6-1: Grouping of Potential Pollutants of Concern by Fate during Treatment Pollutant Coarse Sediment & Fine Particles Dissolved Trash Sediment X X Nutrients X X Heavy Metals X Organic Compounds X Trash & Debris X Oxygen Demanding X Substances Bacteria & Viruses X Oil & Grease X Pesticides X Based on Table 6-1, the majority of the pollutants of concern are associated with fine particles during treatment but some are also associated with coarse sediment and trash and nutrients may be dissolved following treatment. Table 6-2 below summarizes group of pollutants and relative effectiveness of treatment facilities. c:\users\leed\desktop\cartsbad poscldon\final subm1ttaf\cartsbad poseidon-susmp 2013-11-22.doc Carlsbad Desalination Plant SWMP 15 NIM ~ARCADIS Table 6-2: Groups of Pollutants & Relative Effectiveness of Treatment Facilities Bio-Settling Pollutants Wet Infiltration High Rate of retention Basins Ponds & Facilities Media High Rate Media Facilities (Dry Filters Bio-filters Concern (LID) Ponds) Wetlands (LID) Filters Coarse Sediment High High High High High High High & Trash Fine High High High High High Medium Medium Particles Dissolved Medium Low Medium High Low Low Low Selected BMPs must have either High or Medium treatment effectiveness for the pollutants of concern. Based on Table 6-2, only three types of BMPs would provide High to Medium treatment effectiveness; bio-retention facilities, wet ponds and wetlands, and infiltration facilities. Bio-retention facilities include infiltration planters, flow-through planters, bio-retention areas, and bio-retention swales) according to SUSMP manual. Infiltration facilities include infiltration basins, infiltration trenches, drywells, dispersal of runoff to landscape, pervious pavement. Im plementation of the wet ponds of wetlands is either impractical or infeasible as described below: • Wet Ponds or Constructed Wetlands Wet ponds or constructed wetlands are typically suitable for implementation in habitat (e.g., wetlands, drainage channel, creek, etc.) restoration projects or large open space projects where, in addition to improvements in stormwater quality, ecological and aesthetical benefits from these BMPs would be valuable to the community. However, these BMPs typically present challenges with relatively high maintenance and vector control issues. Therefore, wet ponds or constructed wetlands will not be implemented for this Project. 6.2 TC BMPs Selected for This Project The proposed Project will implement pervious pavement and vegetated swales as the main TC BMPs. Additionally, filter inserts will be installed at all curb inlet and catch basin locations for additional treatment. c:\users\leed\desktoplcar1sbad poseldon\final subm1ttar\carlsbad pascldon • susmp 2013-11-22 doc Carlsbad Desalination Plant SWMP Trash Racks & Hydro- dynamic Devices High Low Low 16 Carlsbad Desalination Plant SWMP LfARCADIS There are two pervious pavement areas. One is on the north road and northwest parking spaces (Pervious Pavement 1A), and the other is on a portion of the south parking lot (Pervious Pavement 313). Outlined below are key components of the proposed perilous pavement design. Pervious Asphalt Concrete and Base Perilous asphalt concrete and base depths were sized for traffic index of 7.0. The perilous asphalt concrete mix will be required to meet Caltrans Standard Specifications for open-graded friction course. The pervious base will meet gradation requirements of AASHTO Grading No. 57 (minus 1.5 inches). Gravel Drainage Layer Gravel drainage layer will be used to store the required stormwater volume. A void ratio of 0.4 is assumed for storage. The gravel drainage layer will meet gradation requirements of AASHTO Grading No. 3 (minus 2.5 inches). Perforated subdrain pipes will be placed at the bottom to drain the gravel layer. Sub drain pipes are sized and spaced to drain the 85'h percentile storm event peak flow. A non-woven geotextile will be placed at the bottom and sides to prevent fines from clogging the drainage layer. There are two vegetated swales proposed on site one (Vegetated Swale 2A) along the western property line and another one (Vegetated Swale B) along the southwestern property line adjacent to the southern parking lot. Outlined below are key components of the proposed vegetated swale design. Planting and Irrigation As discussed in Section 4, planting and irrigation will be installed in accordance with the City of Carlsbad Landscape Manual and Chapter 18.50 of Municipal Code. Vegetated swales will have grass cover and trees with root barriers that can handle periodical inundation Grading Swales will be graded to be as wide and flat as possible In some wide areas side slopes will effectively act as grass filter strips that provide better stormwater treatment. Filter Inserts Filter inserts will be provided at all storm drain inlets for additional treatment of cser\Ieed\desktep\crsbad poseiddn\finol submittahmrisbad poseidon - sump 2013-I 1-23-doe = 17 Carlsbad Desalination . Plant SWMP LWARCADIS gross pollutants. This will reduce clogging and maintenance of underground detention basins. See BMP Details in Appendix G for BMP details proposed for the Project. See Precise Grading Plans for grading and construction details. c:\user&deec1desktop,1sbad poseidon\final subnittaIcarIsbad poseidon - sump 2013-I 1-22doc 18 S Plant SWMP ARCADIS Section 7 BMP Sizing and SWMP Checklist 7.1 Drainage Areas There are two Drainage Areas on the proposed Project Site, Drainage Areas A and B, approximately 2.34 acres and 2.63 acres, respectively, for a total watershed area of 4.96 acres. Drainage Area A is divided into two Sub-drainage Areas, 1A and 2A, and Drainage Area B is also divided into two Sub-drainage Areas, 3B and 4B. Drainage Area A Sub-drainage Area 1A generally slopes to the west and north and drains the northern portion of the Site to Pervious Pavement 1A. Overflow is collected at a curb inlet with filter basket located at north end of the west road. Overflow drains to Underground Detention Tank A. S Sub-drainage Area 2A generally slopes to the west and drains the western portion of the Site to Vegetated Swale 2A via depressed curb along adjacent road. The shoulder between the top of swale and depressed curb will be lined with gravel underlain by granular material (filter blanket") to minimize erosion potential The swale drains to a catch basin with filter basket at the north end of the swale, which drains directly to Underground Detention Tank. A manhole on the overflow pipe from the detention tank has a grated cover. The manhole grate is elevated 12 inches above the swale flow line and functions as a secondary/overflow inlet. Riprap will be installed around catch basin inlet to minimize erosion potential The underground detention tank has a low flow outlet pipe at the bottom of the tank that will restrict flows when actual storage is less than the tank storage capacity. The detention tank also has a separate overflow outlet pipe at the top that will discharge overflows when tank storage capacity is exceeded. Both low flow and overflow pipes will drain to the manhole, which will discharge via a single overflow pipe. The overflow pipe eventually discharges to the existing drainage channel. Roof drainages will discharge at grade to adjacent landscaping gravel cover, or pavement areas which will eventually drain via surface flow to treatment control BMPs in respective sub-drainage areas. Emergency overflow path is provided over the main west access road. If the regular storm drain overflow system capacity is exceeded the west road will be partially c:\user\Jeed\desktopernlsbad poseidon\finI subrnitthFcrIsbad poseidon - sump 2013-11-22.doc 19 Carlsbad Desalination . Plant SWMP L1Va ARCADIS flooded to street gutter level on the west side, and then it will overflow onto the main west access road. - Drainage Area B Sub-drainage Area 3B generally slopes to the west and drains the southeastern portion of the Site to Pervious Pavement 3B. Overflow drains to adjacent Vegetated Swale B on the west side of the parking lot via sheet flow over a section of depressed curb. Sub-drainage Area 4B generally slopes to the south and west and drains the middle and northeast portions of the Site to Vegetated Swale B via a 5 feet wide curb cut near north end of the swale. The swale drains to a catch basin with filter basket at the south end of the swale, which drains directly to Underground Detention Tank B located underneath the swale area. A manhole on the overflow pipe from the detention tank has a grated cover. The manhole grate is elevated 12 inches above the swale flow line and functions as a secondary/overflow inlet. Riprap will be installed around catch basin - and curb cut inlets to minimize erosion potential. Because overflows from Sub- drainage Area 3B drain onto the vegetated swale, Vegetated Swale B is sized to convey 10-year peak discharge rates from entire Drainage Area B which includes Sub- drainage Area 3B. The underground detention tank has a low flow outlet pipe at the bottom of the tank that will restrict flows when actual storage is less than the tank storage capacity. The detention tank also has a separate overflow outlet pipe at the top that will discharge overflows when tank storage capacity is exceeded. Both low flow and overflow pipes will drain to the manhole, which will discharge via a single overflow pipe. The overflow pipe eventually discharges to the existing drainage channel. Roof drainages will discharge at grade to adjacent landscaping, gravel cover, or pavement areas, which will eventually drain via surface flow to treatment control BMPs in respective sub-drainage areas. Emergency overflow path is provided over the main west access road. If the regular storm drain overflow system capacity is exceeded the swale area will be flooded to street gutter level on the south side, and then it will overflow onto the main west access road. See Single-Sheet Post Construction BMP Exhibit in Appendix E for reference. \ rseedd kt p\carl b d poseldon\final submiftaftcorlsbad pos d srop 2013-11 22 do 20 Carlsbad Desalination Plant SWMP L Va ARCADIS 1 7.2 Stormwater Mitigation for Off-Site Drainage Areas Self-Retaining Area 1, approximately 0.76 acre in size, consists of access road and landscaping area on the east side of Project Site. The road and landscaping area will be graded to prevent run-on onto the Project Site. The access road will drain onto the landscaping area via series of curb cuts. The landscaping area will have a minimum of 1-inch depression for stormwater mitigation. The ratio of impervious area (0.37 acre) to pervious area (0.39 acre) is 0.96 to 1. This drainage area is considered a 'self-retaining area" and does not require further stormwater mitigation. Drainage Area C, approximately 0.12 acre in size, consists of south end of the east access road. This drainage area will drain off-site unmitigated due to difficulties with grading. The 85th percentile stormwater runoff volume from this area will be offset and mitigated through increased sizing of Pervious Pavement 1A in Sub-drainage Area 1A at northwest corner of the site. Self-Retaining Area 2, approximately 0.52 acre in size, consists of an existing depressed containment area and a small portion of improved access road west on the west side of the Project Site. The existing containment area will be backfilled with on- site materials and hydro-seeded. The fill will be brought up to leave a 1-foot depression. The adjacent access road will be graded to drain onto the hydro-seeded area via depressed curb. The ratio of impervious area (0.05 acre) to pervious area (0.47 acre) is 0.11 to 1. This drainage area is considered a "self-retaining area" and does not require further stormwater mitigation. Drainage Area D, approximately 0.20 acre in size, consists of the main access road on the west side of the Project Site. A vegetated swale (Vegetated Swale D) will be constructed on the north side of the road to provide stormwater mitigation for this off- site drainage area. The road drainage will be directed to the swale via series of three curb cuts, and the swale will be lined with riprap, which function as "check dams", at these curb cut locations to minimize erosion potential. The road drainage will discharge over another riprap located at the end of swale, and then, sheet flow onto adjacent existing pavement area. Self-Treating Area 1, approximately 0.26 acre in size, consists of incidental grading along existing slopes on the north side of the Project Site. The re-graded slopes will be hydro-seeded. This area is considered a "self-treating" area and does not require further stormwater mitigation. • c:\er\Ieed\desktop\cr1bad poseidor,\flnal subrnillI\carIsbad poseidon - sosrnp 2013-11-22don 21 Carlsbad Desalination Plant SWMP E1ARCADIS Self-Treating Area 2, approximately 0.26 acre in size, consists of landscaping area along the south property line and incidental grading along existing slopes on the southwest side of the Project Site and on the south side of the main access road. The re-graded slopes will be hydro-seeded. This area is considered a "self-treating" area and does not require further stormwater mitigation. Self-Treating Area 3, approximately 0.22 acre in size, consists of re-grading along existing slopes on the west side of the Project Site and on the north side of the main access road. The re-grading will cover the existing open drainage channel, which will be replaced with a new culvert and an inlet at sump. The re-graded slopes will be hydro-seeded. This area is considered a "self-treating" area and does not require further stormwater mitigation. Self-Retaining Area 3, approximately 0.31 acre in size, consists of northern half of the intake pump station area. This area will drain north towards existing landscaping, which drains to the north. The ratio of impervious area (0.12 acre) to pervious area (0.19 acre) is 0.61 to 1. This drainage area is considered a "self-retaining area" and does not require further stormwater mitigation. Self-Retaining Area 4, approximately 0.26 acre in size, consists of southern half of the intake pump station area. This area will drain north towards new landscaping area with a minimum of 1-inch depression, which drains to the south. The ratio of impervious area (0.15 acre) to pervious area (0.12 acre) is 1.27 to 1. This drainage area is considered a "self-retaining area" and does not require further stormwater mitigation. 7.3 BMP Sizing Per City of Carlsbad SUSMP, selected BMPs are sized to meet either volume-based or flow-based numeric sizing requirements. For this Project, pervious pavements are sized to effectively treat 85th percentile storm event runoff volume from its tributary drainage areas. Vegetated swales are required to effectively treat 85th percentile storm event peak flowrate from tributary drainage areas. However, vegetated swales are actually sized to convey stormwater 10-year storm event peak flowrate for the purpose of drainage conveyance. Pervious pavement and underground detention tanks, combined together, are also sized to detain the 10-year runoff volume difference between existing and proposed conditions. Low flow pipes from the underground detention tanks are sized to release no greater than 85th percentile storm event peak flowrate from tributary drainage areas. .. c\sersUeeddesktop\eerIsbad posedc,,\flr,IsubmttaRcrIsbad poseidon- sump 2013-11.22.doc 22 Carlsbad Desalination Plant SWMP LARCADIS See Appendix F for drainage calculations and detailed BMP sizing calculations for pervious pavements, vegetated swales, underground detention tanks, and low flow pipes from detention tanks. See Carlsbad Desalination Plant Drainage Report (RP 05- 1& for detailed sizing criteria and calculations for other drainage infrastructure including storm drain conveyance and ripraps. See table below for summary of 85th percentile storm event calculations. Table 2: Summary of 85th Percentile Storm Event Calculations Sub-drainage Area IA 0.6 1,179 Sub-drainage Area 2A 0.5 735 Drainage Area A Total 1.1 1,914 Sub-drainage Area 313 0.4 578 Sub-drainage Area 4B 0.7 1,610 Drainage Area B Total 1.1 2,188 Drainage Area C (off-site) 0.1 106 Drainage Area D (off-site) 0.1 178 The total required detention volume, the differenc of 10-year runoff volumes between existing and proposed conditions, is approximately 8,314 cubic feet (or 0.19 acre-feet). The runoffs will be collected and detained in the two pervious pavement areas and two underground detention basins. Based on the proportional size of each drainage area, required detention volume for each drainage area is as follows: Total required Drainage Area A detention capacity = 3,861 cubic feet Total required Drainage Area B detention capacity = 4,453 cubic feet The required sizing for Pervious Pavement 1A is 1,285 cubic feet, which is the sum of 85 th percentile storm event from Sub-drainage Area 1A(1,179 cubic feet) and Drainage Area C (106 cubic feet offset drainage from off-site drainage area). The required sizing for Pervious Pavement 3B is 578 cubic feet. The effective storage volumes provided in CAuse rs ddeskt prl b dposed \f alsubrott Ic I badposed rnp2013 Ii 22d0c 23 Carlsbad Desalination Plant SWMP LARCADIS the pervious pavement drainage layer are credited towards the required detention volume on-site. See table below for summary of required and provided storage volumes for pervious pavements and detention tanks. Table 3: Riprap Size (Modified Table 7-I from SD County Drainage Design Manual) Pervious Pavement Pavement IA 1,285 1,624 Underground Detention Tank A - 2,300 Total Drainage Area A 3,861 3,924 Pervious Pavement 3B 578 882 Underground Detention Tank B - 3,600 Total Drainage Area B 4,453 4,482 Pervious Pavement 1A, with a proposed surface area of 6,089 square feet, is sized to store 1,624 cubic feet of stormwater within 8 inches of gravel drainage layer, which is greater than required capacity of 1,285 cubic feet The Underground Detention Tank A will have a minimum storage capacity of 2,300 cubic feet The total detention volume provided in Drainage Area A is 3,924 cubic feet, which is greater than the total required capacity of 3,861 cubic feet. Pervious Pavement 313, with a proposed surface area of 3,306 square feet, is sized to store 882 cubic feet of stormwater within 8 inches of gravel drainage layer, which is greater than required capacity of 578 cubic feet; The Underground Detention Tank B will have a minimum storage capacity of 3,600 cubic feet. The total detention volume provided in Drainage Area B is 4,482 cubic feet which is greater than the total required capacity of 4,453 cubic feet For both underground detention tanks, minimum low flow pipe size is 4 inches to minimize possibility of low flow pipes clogging. Proposed sizing for vegetated BMPs are as follows: Vegetated Swale 2A Required Flow Capacity = 3.1 cfs Proposed Swale Sizing = 1% slope minimum; 2 feet wide bottom minimum; posedon\flrI submi taIcurIsbud poseidon - susrup 203-11-22.doc 24 Carlsbad Desalination Plant SWMP Ca ARCADIS 2:1 side slope or flatter; 12 inches depth minimum (including 6-inch freeboard) Vegetated Swale B Required Flow Capacity = 5.9 cfs Proposed Swale Sizing = 1% slope minimum; 2 feet wide bottom minimum; 2:1 side slope or flatter; 14 inches depth minimum (including 6-inch freeboard) Vegetated Swale D (off-site) Required Flow Capacity = 0.8 cfs Proposed Swale Sizing = 3% slope minimum; 0 feet wide bottom minimum; 3:1 side slope or flatter; 6 inches depth minimum (including 2-inch freeboard) Required BMPs described in this SWMP will be coordinated and reflected in relevant Construction Documents (Plans and Specifications) including site plans, civil grading plans, roof plumbing plans, structural plans, landscape plans, and irrigation plans. c:\sers\Ieedesktop\car1sbad poseidon\flnal sobrnitt11car1sbad poseidon - susrep 2013-11-22 doc 25 Carlsbad Desalination Plant SWMP W LI'ARCADIS Section 8 BMP Maintenance Requirements The property lessee, Poseidon Resources (Channelside) LP, will inspect, maintain, and replace (as needed) stormwater BMPs described in this SWMP during and after construction in perpetuity to ensure compliance with the SUSMP until property lease is transferred to another entity. Outlined below are key maintenance requirements: Permanent Stormwater Quality BMP Maintenance Agreement A legal maintenance agreement, ensuring that stormwater BMPs will be maintained until property lease is transferred to another entity, may be required to be recorded at the discretion of the City. Inspection Log and Training Keep inspection records and maintenance logs at the Project Site. These records shall be made available to the City of Carlsbad upon request at any time. Provide stormwater BMP inspection and maintenance training to operators every year (and to new operators). Vegetated Swales Inspect and maintain every 3 months. Inspect inlets, outlets, and catch basins. Repair eroded areas and broken drainage devices. Remove trash and debris including trimmings, leaves, and branches. Filter Inserts - Inspect and maintain filter inserts every 3 months and per manufacturer and warranty requirements. Clean and remove debris from filters during maintenance. Replace catch basin filter inserts every 6 months. Stenciling and Signage Inspect and maintain every 3 months. Replace stenciling or signage as needed. Landscaping and Irrigation Inspect and maintain every month. Remove trash and debris including trimmings, leaves, and branches during maintenance. Inspect for leaks in irrigation lines and valves. Test and ensure that all irrigation controllers and all valves are properly functioning including rain shutoff sensors and valves. Replace dead plants and replace leaky or faulty irrigation devices as needed. i:\pro!ects\4354 - carlsbad desal projectVeporls\suserp\carlsbad poseidon - sunnrp 2013-11-22 (sw0)doc - 26 Carlsbad Desalination . Plant SWMP IARCADIS Pervious Pavement and Street Sweeping Vacuum sweep streets and parking lots every month. Do not sweep trash and debris into storm drain inlets or bio-retention areas. Collect and remove trash and debris as needed. Replace damaged pervious pavement sections as needed. Trash Storage - Empty trash bins weekly. Ensure that trash bin lid is closed at all times. Inspect and maintain trash bins and secondary containment systems every 3 months. Pressure-wash the trash storage area during maintenance to keep the area clean and free of pests. Inspect all drains within the trash storage areas to ensure that drains are not clogged. Replace leaking or broken trash bins as needed. Material Storage, Delivery and Loading, and Interior Floor Drains In addition to the facilities O&M plan, inspect interior drains and drains in the secondary containment area every 6 months to ensure that all drains are not clogged. Repair broken or clogged drains as needed. Underground Storage Tank Inspect and maintain underground storage tanks every 6 months. Clean and remove obstructions at inlet and outlet locations during maintenance. Recordkeeping Requirements Inspection and Maintenance records shall be kept per the requirements of the Clean Water Act and as cited in the City of Carlsbad's MS4 Permit. See Storm water Maintenance Plan in Appendix J for more information. i:\projects\4354 - ca,lsbad desal project\reports\susmp\carsbad poseidon - sump 2013-11-22 (sws)doc 27 0 M 10 ARCADIS Carlsbad Desalination Plant SWMP Section 9 SWMP Certification Statements Preparer's statement The selection, sizing, and preliminary design of stormwater treatment and other control measures in this plan meet the requirements of Regional Water Quality Control Board Order R9-2007-0001 and subsequent amendments. c P1(e( 11/22/2013 Daniel Lee, PE Date Project Engineer, ARCADIS U.S., Inc. (213) 327-1630 Title and Affiliation Telephone Number Owner's statement The selection, sizing, and preliminary design of stormwater treatment and other control measures in this plan meet the requirements of Regional Water Quality Control Board Order R9-2007-0001 and subsequent amendments. 11/22/2013 PeMTIA a aggan Date Vice President, Poseidon Resources (Channelside) LP (760) 655-3900 Title and Affiliation Telephone Number c:\serseed\desktop\calsbad poseidcn\iinal submittaI\ca,sbad poseidon - susmp 201 3-11-22.doc 28 SHEET INDEX SHEET NO SHEET TITLE W i COVER SHEET - -- - 2 GENERAL LEGEND, SYMBOLS AND ABBREVIATIONS 3 SHEET INDEX AND MAP 4 CIVIL CONTROL PLAN 1 5 CIVIL CONTROL PLAN 2 6 GRADING AND PAVING PARTIAL PLAN 1 7 GRADING AND PAVING PARTIAL PLAN 2 8 GRADING AND PAVING PARTIAL PLAN 3 9 GRADING AND PAVING PARTIAL PLAN 4 10 GRADING AND PAVING PARTIAL PLAN 5 11 GRADING AND PAVING PARTIAL PLAN 6 12 GRADING AND PAVING PARTIAL PLAN 7 13 GRADING AND PAVING TYPICAL SECTIONS 14 SECTIONS 15 WEST RETAINING WALL PLAN AND PROFILE 1 16 WEST RETAINING WALL SECTIONS 17 SOUTH RETAINING WALL PLAN AND PROFILE 18 GRADING AND PAVING DETAILS 1 19 GRADING AND PAVING DETAILS 2 20 OVERALL MASTER UTILITY PLAN 21 SITE MASTER UTILITY PLAN 22 STORM DRAIN PLAN AND PROFILE 1 23 STORM DRAIN PLAN AND PROFILE 2 24 STORM DRAIN PLAN AND PROFILE 3 25 STORM DRAIN DETAILS 1 26 WATER YARD PIPING PARTIAL PLAN 1 27 WATER YARD PIPING PARTIAL PLAN 2 28 WATER YARD PIPING PARTIAL PLAN 3 29 WATER YARD PIPING PARTIAL PLAN 4 ' 30 WATER YARD PIPING PARTIAL PLAN 5 31 WATER YARD PIPING PARTIAL PLAN 6 32 WATER YARD PIPING DETAILS 33 WASTEWATER PLAN AND PROFILE 1 34 WASTEWATER PLAN AND PROFILE 2 35 WASTEWATER PLAN AND PROFILE 3 36 LIFT STATION PLAN AND SECTION 37 NOT USED 38 PLANT PHOTOMETRIC PLAN j'ó"I SHEET INDEX AND MAP CITY OF CARLSBAD SHEETS - - 3 ENGINEERING DEPARTMENT 11 38 GRADING PLANS FOR: WARNING SCALE AS INDICATED AS BUILT" - ______________________ - CARLSBAD DESALINATION PROJECT DATE JULY 2013 L I FILENAME 1300—C—ID—NP 105 POSEIDON WATER ARAD1S ____________ __________________________ _________________ DATE ---_- __________________ NPPROVED:GLENK,VANPESI<I IF This BAR DOES * * RCE......... EXP. __. - - TNOT MEASURE I' HEN DRAWING IS I(bll ''.r%r— REAIEWED BY - - :NGINEERING MANAGER FE 41204 EXPIRES 3/31/15 DATE NOT TO SCALE P' 1U1 ' DAlE ONTAL , DATE SISAL DATE WIfliAL SSQB°A PROJECT NO. DRANNG NO. ' '3 ________ tethnoogiesItd. INSPECTOR DATE ENGINEER OF WORK REVISION DESCRIPTION PPR0VAL OTT APPROVAL RWD B 100 RP 05-12A 463-60 APPENDIX A I STORM WATER STANDARDS QUESTIONNAIRE I I INSTRUCTIONS This questionnaire must be completed by the applicant in advance of submitting for a development application (subdivision and land use planning approvals and construction permits). The results of the questionnaire determine the level of storm water pollution prevention standards applied to a proposed development or redevelopment project. Many aspects of project site design are dependent upon the storm water pollution protection, standards applied to a project. Applicant responses to the questionnaire represent, an initial assessment of the proposed project conditions and impacts City staff has responsibility for making the final assessment after submission of the development application. A staff determination that the development application is subject to more stringent storm water standards, than initially assessed by the applicant will result in the return of the development application as incomplete. If applicants are unsure about the meaning of a question or need help in determining how to respond to one or more of the questions, they are advised to seek assistance from Engineering Department Development Services staff. A separate completed and signed questionnaire must be submitted for each new development application submission. Only one completed and signed questionnaire is required when multiple development applications for the same project are submitted concurrently. In addition to this questionnaire, applicants for construction permits must also complete, sign and submit a Construction Activity Storm Water Standards Questionnaire. . To address pollutants that may be generated from new development, the City requires that new development and significant redevelopment priority projects incorporate Permanent Storm Water Best Management Practices (BMPs) into the project design, which are described in Chapter 2 of the City's Storm Water Standards Manual This questionnaire should be used to categorize new development and significant redevelopment projects as priority or non-priority, to determine what level of storm water standards are required or if the project is exempt Significant redevelopment is defined as the creation, addition or replacement of at least 5,000 square feet of impervious surface on an already existing developed site. Significant redevelopment includes but is not limited to the expansion of a building footprint; addition to or replacement of a structure; structural development including an increase in gross floor area and/or exterior construction remodeling; replacement of an impervious surface that is not part of a routine maintenance activity; and land disturbing activities related with structural or impervious surfaces. Replacement of impervious surfaces includes any activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing underlying soil during construction Note If the Significant Redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing development, and the existing development was not subject to SUSMP requirements, the numeric sizing criteria discussed in Table 3 of 2.3.3.4 applies only to the addition and not to the entire development. 2. If your project IS considered significant redevelopment, then please skip Section 1 and proceed with Section 2. 3 If your project IS NOT considered significant redevelopment then please proceed to Section 1 21 SWMP Rev 6/4/08 PRIORITY PROJECT TYPE Does you project meet one or more of the following criteria: YES- NO Home subdivision of 100 units or more. Includes SFD, MFD, Condominium and Apartments Residential development of 10 units or more. Includes SFD, MFD, Condominium and Apartments Commercial and industrial development greater than 100.000 sauare feet including pa,king areas. Any development on private land that is not for heavy industrial or residential uses. Example: Hospitals, Hotels, Recreational Facilities, Shopping Malls, etc. Heavy Industrial/Industry greater than I acre (NEED SIC CODES FOR PERMIT BUSINESS TYPES) SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 Automotive repair shop. SIC codes 5013, 5014, 5541, 7532-7534, and 7536-7539 A New Restaurant where the land area of development is 5.000 square feet or more including parking areas. SIC code 5812 Hillside development (1) greater than 5,000 square feet of impervious surface area and (2) development will grade on any natural slope that is 25% or greater Environmentally Sensitive Area (ESA). Impervious surface of 2,500 square feet or more located within, "directly adjacent"2 to (within 200 feet), or "discharging directly t04 receiving water within the ESA1 Parking lot. Area of 5,000 square feet or more, or with 15 or more parking spaces, and potentially exposed to urban runoff Retail Gasoline Outlets - serving more than 100 vehicles per day Serving more than 100 vehicles per day and greater than 5,000 square feet Streets, roads, driveways hióhways, and freeways. Projectwould create a new _paved _surface that _is5,000_square feetorgreater. Coastal Development Zone. Within 200 feet of the Pacific Ocean and (1) creates more than 2500 square feet of impermeable surface or (2)_ increases _impermeable _surface _on_ property _by_more than 10%. I Environmentally Sensitive Areas include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments) water bodies designated with the RARE beneficial use by the State Water Resources Control Board (Water Quality Control Plan for the San Diego Basin (1994) and amendments); areas designated as preserves or their equivalent under the Multi Species Conservation Program within the Cities and Count of San Diego; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. 2 Directly adjacent" means situated within 200 feet of the environmentally sensitive area 3 directly to" means outflow from a drainage conveyance system that is composed entirely of flows from the subject development or redevelopment site, and not commingled with flow from adjacent lands. Section Results: If you answered YES to ANY of the questions above you have a PRIORITY project and PRIORITY project requirements DO apply. A Storm Water Management Plan, prepared in accordance with City Storm Water Standards, must be submitted at time of application. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3. If you answered NO to ALL of the questions above then you are a NON-PRIORITY project and STANDARD requirements apply. Please check the "DOES NOT MEET PRIORITY Requirements" box in Section 3. I 0 This 8ox for City Use Onty City Concurrence: I YES Date ProjectiD: SECTION 2 1 ~ 0 SIGNIFICANT REDEVELOPMENT: YES NO Is the project redeveloping an existing priority project type? (Priority projects are defined in Section 1) If you answered YES, please proceed to question 2; If you answered NO, then you ARE NOT a 'significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements Please check the DOES NOT MEET PRIORITY Requirements" box in Section 3 below. Is the project solely limited to one of the following: a Trenching with _and _resurfacing _associated _utility _work? bResurfacing_and surface _reconfiguring _existing_ _parking _lots? c. New sidewalk construction, pedestrian ramps, or bike lane on public v and/or private_existing_roads? d Replacement of existing damaged pavement? If you answered NO to ALL of the questions, then proceed to Question 3. If you answered YES to ONE OR MORE of the questions then you ARE NOT a significant redevelopment and you ARE NOT subject to PRIORITY project requirements, only STANDARD requirements. Please check the "DOES NOT MEET PRIORITY Requirements box in Section 3 below. Will the development create, replace, or add at least 5,000 square feet of impervious surfaces on an existing development or, be located within 200 feet of the Pacific Ocean and (1)create more than 2500 square feet of impermeable surface or (2) increases impermeable surface on property by more than 10%? If you answered YES you ARE a significant redevelopment and you ARE subject to PRIORITY project requirements. Please check the "MEETS PRIORITY REQUIREMENTS" box in Section 3 below. If you answered NO, you ARE NOT a significant redevelopment, and you ARE NOT subject to PRIORITY project requirements only STANDARD,requirements Please check the DOES NOT MEET PRIORITY Requirements box in Section 3 below. [SECTION 3 Questionnaire Results: S MY PROJECT MEETS PRIORITY REQUIREMENTS, MUST COMPLY WITH PRIORITY. PROJECT STANDARDS AND MUST PREPARE A STORM WATER MANAGEMENT PLAN FOR SUBMITTAL AT TIME OF APPLICATION, U MY PROJECT DOES NOT MEET PRIORITY REQUIREMENTS AND MUST ONLY COMPLY WITH STANDARD STORM WATER REQUIREMENTS W] Applicant Information and Signature Box Address: Assessors Parcel Number(s): Applicant Name: Applicant Title: çcs.J u (L A Jicant Signat e: Date: VV LIARCADIs Lee, Daniel • From: Jeremy.Riddle@carlsbadca.gov Sent: Monday, June 17, 2013 10:23 AM To: William.Searles@kiewit.com Cc: Wilson, Paul Subject: RE: Grandfather Status Attachments: Volume 4 Chapter 2 SUSMP - Rev 6-4-08.pdf; Order 2007-0001 .pdf; condition 32.pdf William This is a complicated issue, so I'll try my best to explain it. Per the 119-2007-001 Permit, grandfathering of storm water standards applies when 'construction activities' occur onsite, not when discretionary approvals are granted. Per the permit, the City also determines the feasibility on how/whether new SUSMP regulations apply for grandfathered projects. I have attached the part of the permit for your reference (see foothôte No. 1 at bottom). When the RP & PDP for the Desalination Plant where approved, the SUSMP was being updated and also informed applicants of the upcoming SUSMP update (SUSMP update period). This lead to condition 32 of PC Resolution 6635 (attached) for the Desalination Plant changes. Per this condition, this project shall incorporate Low Impact Development (LID) measures to mimic the natural hydrologic site runoff conditions. Although this was not as explicit in the 2008 SUSMP, it was included the January 2010 SUSMP update. As regulators of the permit, we'll review the revised SWMP to ensure the project addresses all the measures from the SUSMP in effect at that time (6/2008), and address upcoming SUSMP changes (1/2010). Per the condition of approval, the SWMP and precise grading shall incorporate LID measures to address potential increases in urban runoff and to treat the runoff. • Desalination Grandfathering Since demolition activities for the Desalination Plant initiated on November 2009, the SUSMP standards in effect at that time were dated June 4, 2008. I have attached this SUSMP for your use. Please note that in 2009, the Agua Hedionda Lagoon was still impaired for sediment and other nutrients, so if you are choosing to comply with old standards, you'll have to show how the project (with BMP selection, site design or other measures) dealt with those impairments back then too. However, per condition 32 of PC Resolution 6635, the project will still need to incorporate Low Impact Development (LID) measures to mimic the natural hydrologic site runoff conditions I hope this sheds light on this issue. Let me know if you have further question on this matter. 4011) CITY OF CARLSBAD Community & Economic Development Jeremy Riddle, CPESC, QSD Associate Engineer Land Development Engineering City of Carlsbad www.carlsbadca.gov P: 760-602-2737 F: 760-602-1052 jeremy.riddle@carlsbadca.gov .From William.Searles@)kiewit.com [mai Ito: William Searles(kiewit corn] Sent: Monday, June 17, 2013 7:54 AM To: Jeremy Riddle Subject: Grandfather Status Hi. Jeremy, I am back from vacation and wanted to get a status from you on the stormwater grandfather. First, .1 fear that 11 may have caused some coiitusioii. So, please let rue make a clarification. At some point, 1 heard .Jaiivary of 2011 floated as being the pi Total date for the grandfather. I wrongly assumed that this date marked the only change to tue regulations ami the City's S LJSMP since the approval, of the P1)P. 1 have since beard there were other 'regulation changes between the .PI)P approval date and Jaiivar' of 2011. Our intent is to provide the same ieve.l of storruwater coll.ection4reatnientjetc. as was approved in the !PDP in September of 2009. .1 am now being told that the SUS1\tP current at the time of the .Pi)!P was the March 2008 SUSMP. Therefore, if you can confirm this was the SLJSM.P current at the time of the P.DP approval, that is the SUSMIP that we are requesting to grandfather in. . . . Please let rue know your thoughts. Please also give inc a status of when you think we can receive final con himaton of the grandfather. Thanks, . KS WILLIAM SEARLES JR Kiewit Shea Desalination 5050 Avenida Encinas WENT SHEA Carlsbad, CA 92008, DESALINAMO 6534 If 760-683-6628 I c 714-328-3283 V 2 I4! .f/ ;I' c 14 IF r 1 '_ \ I I • it d J'1 I • ------ \ .: j •, .f/ 7 .., 4 .,, , -• ! -• CARLSBAD SEAWATER DESALINATION PROJECT CARLSBAD, CALIFORNIA Hej,0 - :'.'.' -------- - •••, -_..._._--- — '-•'- - 'r ' ' / ( — -- ..---.-..- -__---._ _.=-EE - :TL2 '- Y £flflÔfl Rd 50 MGD Seawater Desalination Project ,41 SITE LOCA110N MAP PROPOSED DESALINATION PLANT SITE BOUNDARY SUMMARY TAR AGUA HEDIONDA LAGOON STREET ADDRESS: 4590 CARLSBAD BLVD ASSESSOR PARCEL NUMBER: 210-010-37. 210-010-39 TOTAL SITE ACREAGE: 95.08 ACRES 0 200 400 DESALINATION FACILITY SITE ACREAGE: 5.7 ACRES ---. EXISTING ZONE AND LAND USE: PU,U -•,• PROPOSED LAND USE U s .,. TOTAL EXISTING BUILDING COVERAGE 11.96 ACRES SHEET INDEX TOTAL EXISTING PAVED AREA: 24.42 ACRES . TOTAL EXISTING LANDSCAPED AREA: 20.64 ACRES TOTAL EXISTING UNIMPROVED AREA: 38.06 ACRES T1 TITLE SHEET, LOCATION MAP & VICINITY MAP A POSEIDON DESALINATION SITE PLAN A-i SEAWATER INTAKE PUMP STATION AND PIPELINES GENERAL INfORMATION A-2 SITE BOUNDARIES WATER: CARLSBAD MUNICIPAL WATER DISTRICT 5950 EL CAMINO REAL B SITE PLAN DETAIL CARLSBAD, CA 92008 C ENCINAS POWER STATION SITE PLAN - EXISTING CONDITIONS (760) 438-2722 PROPERTY OWNER: CABRILLO POWER I LLC AVERAGE FRESHWATER FLOW: 50 MGD 0 DEMOLITION PLAN PEAK FRESHWATER FLOW: 54 MGD E PLANT LAYOUT 4600 CARLSBAD BLVD CARLSBAD, CA 92008 FIRE FLOW DEMAND: 3.500 CPU AT E-i PLANT CROSS-SECTIONS (760)268-4D00 3 HOUR DURATION APPROVED SEWER GENERATION RATE: 0.22 MGD CIP SOLUTION F C OVERALL. PLANT PROCESS FLOW DIAGRAM SITE GRADING AND DRAINAGE PLAN SEWER: CITY OF CARLSBAD APPLICANT: POSEIDON RESOURCES CORPORATION TIIISISTHIiAPPIOVED1t3fl?iiflhi ThT.MAr NUMBER OF EMPLOYEES 25 H ELEVATION OVERVIEW 1635 FARADAY CARLSBAD, CA 92008 501 WEST BROADWAY. SUITE 2020 PLAN F0IPI(O1tCTNO,PIigCONUrr30N NO,5. 0I PLANNING COMMISIGN I-I WEST AND NORTH ELEVATIONS (760) 434-9280 SAN DIEGO, CA 92101 (619) 595-7802 IU!SOLUrION 1-2 SOUTH AND EAST ELEVATIONS - SOLIDS HANDLING BUILDING - -•. PROJECT:PDP 00-02B/SP 144(J) ENCINA GENERATING STATION PRECISE DEVELOPMENT PLAN C -ISO' DRAWINGS PREPARED FOR: > DATEAUGUST 2009 PROJECT:PDP 00-02BISP 144(J) CARLSBAD DESALINATION PLANT FILENAME P o S E I D 0 N R E S 0 U R C E S ENCINA GENERATING STATION A POSEIDON DESALINATION SITE PLAN DESIGNED 'Y Poseidon Resources Corporation DRAWN BY .tcs B-oa*aoy. Suite 2020, San Dirge, CA 92101, USA sot West PRECISE DEVELOPMENT PLAN (6*9)595-7802 CHECKED BY - 0 LEGEND - - - - — - EXISTING SOG&E EASEMENT - - - -- ----- - PROSED AREAS - - PROPERTY UNE PROPOSED PIPING — - - - — RETAINING WALL .L ? - —1---/ vamcr win From — fm I r CC• — J J ' / -1 1 IIl I no 1111~ tj -10 Z mm Ice OWN= MOK. *10 k 4 •* lN Pj i U 11 r ?I J I I cgSjJcj tw or PROPQSED-/ ,)Y" j?II1=5liK I DESALINATiON FACILITY s?"vvli " -if"i , " , / ve vUw li i ----- - - . - / -'- - -ul TC asmAmm 2 '1 I I I I / - L \frJI•(P - I '- ii__ -PACIFIC OCEAN APPROVED 8 TO 360 TI uS IS TOIl APPROVED TENrATI%'it MAP/SiTu PLAN FOR PROJECT NO. 111900418 PER CONDITiON NO. S___.OP PLANNING COMMISION RLS(IL1ITION jJJ .J9)L1 j,. - e-z.o.. \sgr,aI)j Q.rzsa PtaIW7e OIFT. Dali eIthe D Dali -0 EAWIENT FAWAENT !Q1E INE WOThI OF ACCESS ROADS EASEM?ITS VARIES AS SNOW ON THE DRA NINES TYPICAL ACCESS ROAD NOTES: ALL ACCESS ROADS ARE EXISTING EXCEPT AS NOTED. 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INTNCE PIPOJHE ~~ <.~ "~ ,n.s I 1•· I SECTION C-C ,ns LEGEND ElOSTIHG socaE EASOl£NT PROf'05(I) lLASE NfJ u.sDEIT AR£A$ PROPOITY LtlE PROPOSED PIPlfC ----,c WAU. 72• DISCHARGE HEADER 10' 74• SECTION 8-8 N.T.S SECTION 0-0 NT.S Tll£HCH SECTION PROP. n• COIICOITRAITD SCAIIATDI OISCtWICC P1PEIJNE 72• SUCTION HEAODI ~ N g I ~ ~ l 1 -· Ii g i ~ C, ~ \,): 8 ~ O' -~~ ~. 0 0 1~0 31.0 LINE I D/REC11CN I DISTAJIC( / S5625'JO'W 61.30' 2 S059'181s' 2761' 3 5393742 61.38' 4 N777./221V 49.55 5 526 5'2J'E 232.92' 6 N/72'19'W 11592' 7 N0276'JtV/ 550.5 8 N24V0'58'E 44.47 9 540'45'14'W 12660 10 S294/50"W 8142' if 52727'35' 9a04' 12 £I578301f 21259 13 oavro 14 W9 22'01W 10&J4' 15 .S5056'56'( 30406 16 S/43021°W 17527 17 SVOV9'57 '12.1 If 18 N26 33'37'W 119.99 /9 N3451 2160 20 M12721'W /42.27' 21 M22'42W 470/' 22 #877228T 16.03' 23 S224732*E 22.23' 24 M58'J7'J/"E 9799' 25 S4rJ5'281V 1112 44' 26 N74'44'52"W /64.81' 27 505 57'5/'E 202.95' 28 53074'20'E 64.23' 29 N64'J/'22'W 29159' JZ 33 1Y004'S' 90 £ N77V6'J2( I9.Y0J 80.00' 34 M6828'/5'E 121.97' 35 M67565 16751-7--- X N7627'OJE 6a3J' 37 S77'37'06E /72.85' 38 560 5'41't 66.30' 39 5453037T 4742' 40 582'40'44"E 84.31' 4/ S442f52'E 5255' 42 N677P/8'E 50.43' 43 N67'1r08'E 5(244' ctf I Da TA I RAMS I L9i10171 Cl 0057'JO 5216.55' 8725' C2 005723" 5266.55' 87.92' as 0023'23' 5316.55' 36.16' C4 00'J3'54 5J/655' 52.43' LEGEND — — — — — — EI11S11NG SDG&E EASE1D1T PROPOD LEASE AND EASEMENT AREAS - — — PROPERTY UNE PROPOSED PIPING — — — — — RETAINING WALL APPROVED TillS IS TIIN/.f'PROVIil) Tl!NTATIVI1 MAr)ITE PLAN FOR PROJ1IC) NO. NZ& PER CONDITION 040...JL......... OF PLANNING COMMISION RESOLUTION NO. fdal q-27 41 ruomoo ?. 0*10 . *5'W. 0*10 0 - - - OAT E AUGUST 2009 RLENAJAC /.2 DESIGNED BY DRAWN BY CHECKED BY DRAWINGS PREPARED FOR: POSEIDON RESOURCES Poseidon Resources Corporation 501 Vest Broadway, Suite 2020, So,, Diego, CA 92101. USA (619)595-7802 PROJECT:PDP 00-02BISP 144(J) ENCINA GENERATING STATION PRECISE DEVELOPMENT PLAN CARLSBAD DESALINATION PLANT SITE BOUNDARIES A-2 .. : :. DIESEL STO TANK SEAWAT INTAKE PIPELINE Al AND VEGE1A1ON 10 REWJN (UNDISTURBED) fl' I APPROVED THIS IS THE APPROVED TENTATIVB MAP/SITI PLAN FOR PROJECT NO. EN PER CTjNDrnON NO. .ii..__ OF PLAPONINO COMMISION RIiSOUJDON VO. 4. 12 PW0000 O? OlTO wtapoxivo D1 OOTO '1 CARLSBAD DESALINATION SITE PLAN DETAIL PLANT B - 60 DATE AUGUST 2009 FILENAME B DESIGNED BY DRAWN BY CHECKED BY DRAWINGS PREPARED FOR: POSEIDON RESOURCES Poseidon Resources corporation 501 West Broodooy, SuIte 2020, Son Elego, CA 92101, USA (619)595-7002 PROJECT:PDP 00-02B/SP 144(J) ENCINA GENERATNG STATION PRECISE DEVELOPMENT PLAN ~~-· .r ,,,.-~- 5CAl.E 1 • • 200· Oo\TC AUCOSl 2009 ri.liiAME c , _;--~~-.. .....__---:: .. ··, . ._..:;.....;;; ... _ ,..._ -..... --' r\.._ ~ I ). _. . El0!!1NG ,,_,_ =--· INTERSTATE-=FR ----------)l / I' ( ~ ~ ~ l'ffl.tlES~ • EmY--w=...::::=.--~'<(~~'' ! -. <,,,<<<<<<<Cl -(.<<<<< ..... ~ ( r· .. , ( . l ML OI. TN« f 7 r:r· I• FUEL OI. TANIC f S . I Ml.CL \ ) I 1 . ,. ~6_ _ _#;, ·-·· 'j ~ ~ +-;, • L,,-.._,_,.. ----~llON I ,!,:;_ .-. J ~-~ OWNED BY ~ OTHERS ....... AGUA HEDIONDA LAGOON ,'i!·· <::, • ,'"' c -(\L QL::'~ ~i---• • :.... ""I ~ ----,~. . ' I ii . ' -· =-\ -" . -·->'· '\. ~; ' I':' 11 -. . " • \.. -T -~c,.sl WETtRIHC SfA- _..--0 u "' ~ Zr I J \. ~ .:....-·--· -·-·--.. --"'! .If> \~r \t' -h . -~ ........-eARISBAD BLVD ~ j .: --..... _ -.- PUNT COOUNC WATER INTAl<t ST1IIJCTVA( i" ~ N , "' ,,: .( PACIFIC OCEAN ·----,I ~ .,. ,. loWNTDWfCC SHOP • • WAROIOUSE • --lllDC. W.Y BE OOIOUSHED 8'I I.J,ND OWIIEJI PER COllllT10H f7 OF PI.NNiC ~ R£SOUll10II 8632 ... PlNIT COOLtlC WATER INTAKE N«) -CHANNElS I'' .. ( ..:I . ~--.:i;C· I ~'1Z<-«~· ~: 0 r1 "" OWNED BY [ OTHERS ~<lb• .. '~ ~o ! 0: z 0 ! 0 200 ioo LEGEND PROPOSED DESALINATION f'AOUTY EXISTING BUILDINGS EXISTING TANKS EXISTING PLANT COOLING WATER AND DISCHARGE CHANNELS EXISTING HIGH PRESSIJRE GAS STATION EXISTING ENCINA SWITCH YARD EXlSllNG ABOVE GROUND FUEL OIL PIPELINES EXISTING RAILROAD SPUR 8TRJClUE APEA ADMNS'TRA llON IIUILDING S,100.112 S. f . POWER COIERA llON INT I 5C).5IIO. 22 S. r. S.A.G ,It E S'fllTCH YAffl> 2.52.0S7.2S S. f. IIANT. SHOP • WAROIOUSC 19.930.M s. r . PV.T C00UNC WATER INTAKE AHO DISOlN!OE QININElS 49,397.87 s. r. TAM< HO. I ,~.37S.48 s. r. TAHI< HO. 2 111.3113-93 s. r. TAM< MO. J 15.432.n s. r. TAHI< HO. 4 45,02&.2a s. r. TANK HO. ~ 45,113.53 s. r . TAHI< HO. S n. 764.JO s. r. TAHI< MO. 7 79,599.2.5 s. r. i H ~ g ! " .. ., '~ ,g i~ .------------,Ii APPROVED l TIii• L• Tilf APPROVED ll~l'rf ATIVI-\1AP-<;ITT l'l ~, FORPROJll,'-0 ~1'£R('()',1>1TIO'- M) ..Iii_ ()1-1'1.A'"'"t,CO\l~IISKN I !l RfaOLl/Tl()",j~ ' ,£-.Cl,-. ,.,,..,, HM• ~ l'I.IJllNIIIO NPt. .. n ..,.,, ..,n _,, ! PROJECT:PDP 00-028/SP 144(J) CARLSBAD DESALINATION PLANT I 1t ENCl~A GENERATING STATION ENCINASP')WERSTATIONSITEPLAN C I DRAWINGS PREPARED FOR: p OSE ID ON RESO U RCES OES1GNEO BY POMl<lon Ill-re.• eo.._.- ORAWN 8'I ::9:;,;~7~d .. y, Su,t • 2020• San Diogo, CA 92101• USA PRECISE DEVELOPMENT PLAN EXISTING CONDITIONS 8 C'1ECKEO BY ! ~ ~ gr !~ e, "' 1 \I 1 '· PROPOSED -~ DESALINATION FACILITY SITE ,----- ' I I I I L-----1 ! I I I I I I I I I I I I I I I I ~ EXISTING TANK /I 3, 131,500 BARREL FuEL OIL TANK AND ASSOCIATED PIPING TO BE REMOVED ROTECT IN PLACE EXISTING TUNNEL I I I I I I ---~-----------------------. ----------------------x.1:-------------------------- / I 'i. ·• -------T-----f-------- : I ------------ 0 ~ r: ~ ~ )I "" ~EXISTING ABOVE GROUND PIPING TO BE REMrr I oa Pipe 0 : I I I I _ 1 1 / ...,. I t _J._j_SHADED AREA INDICATES LIMITS OF ~ i I EXISTING FACILITIES TO BE REMOVED I I ,{ a::100 ~1~ "I~ '01/ ?r-<'t ~ --------,-- Ii \ I L ii--[--;: § ... ,11~1 I~ ... ,_ ~1' ----I I I I I •a I JP. ' . I . .. _,_1 ! I I Pipe Pipe J:! I . ------------------------------------------------- { ~ ,'\ I I i g 8 ~ g r C ' ;; 1! i 9 I LEGEND ! --- ---OC1Sl1NC SOCti: EASOl(NT ~· .. <o· APPROVED t "O· " -----------~ l.EASl ANO EASDIDIT nns ISTllf APl'ROVEDll STATIVl '"'' SIT~ 1 PIA '1 FOR PkOJtCT NO ~ PFR C-0:,.1JIT10'1 ;;. --- ---PROP£RTY UN£ !iiiiil iii, t-0....15._0fM.AN,INC.CO\i\tlSIOl'I i 0 4 o R~-'°' VTION ~ ~ PROPOSO> PIPIIC . "', .,s::;..@_ ,.µ oCI f.H.O'I - - - - -RETAIIINC WAI.I. ........... -MTI ~-.... ! I l ! SCAU ,· _ '°' DRAWINGS PREPARED FOR: PROJECT:PDP 00-028/SP 144(J) CARLSBAD DESALINATION PLANT O : ::..;:-= p O S E I D O N R E S O U R C E S ENCINA GENER/\ TING ST A TION DEMOLITION PU.N j OCSICNED BY ~C:-::':"::a-::-~:.~: .. ~go. CA 92101, USA PRECISE DEVELOPMENT PLAN ! I DRAWN BY (619)595-7802 • CHECKED BY ;y ""'O 8...J 6% ~-'~" l ~ f l \ ' ! l l f e J J~·· _Jfil!B~~~c~, '?1! ' ,,,. "' .. ~- LEGEND -- - - --DQSllllC SOGaE EASOIENT - - -- - - -----PRa>OSED LEASE Alll EASEMOIT AREAS ---- ----PROPERTY LINE PROPOSED PIPINC -M M M -RETAINING WAU. SCAU l • '60' OATt AUGUST 2009 fl..ENAME E DESIGNED BY DRAWN BY CH(CKCD BY 3RD&4 DODD: ~ IHCICAT£S NEW PAI/ING ~ IHCICAT£S ROCI( DRAWINGS PREPARED FOR: p O S EIDO N RESO U RCES Poseidon R-rce• Corporation :501 "•st Boood•oy. Sv't• 2020, Son ~QO. CA 92101. USA (619)595-7802 PRODUCT WATER TANK 18;oo() SF (SUBSURFACE) r /- DESALINATION Pl.ANT f PERMANENT L~E AREA ' _,,- 5.703 ACRES : / ~ / ! ! / ' : PROPOSED -~ , /~EA;' !I : ! ' : ~ : ~4, __ L-~~ u " 40 80 ' t ~ ' , -_,..,. /" ' ' i t~=tl j. .f , \_r, ! 1-1 / ~ ~-- L-, .t;;OQ TOO rrm I / .JW ~ ' LOOQ n::x, 3'1).Q PROJECT:PDP 00-028/SP 144(J) ENCINA GENERATING ~TATION PRECISE DEVELOPMENT PLAN APPROVED nns IS TI!E /\PPROVFDTHIT/\TM MAP ,m. 1'1.,\1' fOtl PROJIXT NO ~ PER <XWlllTIOS t,.1J _J!i...._ Ot rt,\, ,1,(iC'O\t,\IISlf" R~~'<lUITIONQ £-.Q ·uB•" ~. ,.zz.lJ!.. NlfflDfO ..,,.. M.ft • ICP'f. DATI CARLSBAD DESALINATION PLANT PLANT LAYOUT E 5 i! :: g r ~ ' i ; ~ ' ~ i l f ~ ~ i i i ;\ ij ~ !! I~ s: _&} 0- PRETREATMENT FILTERS R0 POST 1REATI.ENT 34 MC PRODUCT WATER STORAGE TANK RJDJFE SOLAR MEL. SclG PER cOF1Dl114 IZIA OF PLANNING 00MWSOW ILIS0U$TN LILY 7&1 AND PJL ant. 414.'r* BOOSTER KWS SECTION A SCALE: 140' - ROOF W ROOF EW(T /SCREEN (_lILY. 79.1' AlINISTRATION E 3 0' flLV 44 /OEEER ROAO PARKING LOT AL SECTION B SCALE: 1 =40' - __________ ,-03STh3 EUCALYPTUS TREES clnuono'.t LILY. 41.7 15 WE 8XLIT9. GRADE' FOR THE PURPOSE OF MEASUIM SUIUJING HEIGHT AND LI ALSO THE TOP SOLIEN W&L OF 11€ LI9LCNG CONCRETE $1.49. 20' ACCESS nxv. 423' PRETREATMENT FTLTI SCOW WALL AC= R I -PARKING wrl STORAGE BOOSTER I8.r TAW , lir- SECTION SCALE: 1 '=40 CARL GUARD 9.49. RETAINING WALL (MR FACE 001 WITH w4) /'\(D3ST. TREES/SNRUIlS EUEV. 3310`1 \-= 9.LV. 420* IXET. RD rRITURE $0149 PANEL SG PER / $01411 PANEl. SCREENS PER -'EXLIThR LW.4LWTI TS / . acv. 18.7 GUARD RAL ACCESS REMOWALL f20' WATER PLAIP STATION PA 0't cPRODUCr EXISTING SLOPE STORAGE POST ThEATTAENT 1R440RIW LSMC SITE SPOIL.J._._1: PRODUCT WARR I STORADE TAN SECTION APPROVED SCALE: 0 SECTION , This iSTHArPROVIir)TENTA1wo MApISrrE SCALE: 1"--40' NO..._ OF FL NHIO COMMISION ............ ..-.........,-•.-!w' — RSsOL.UrlONl4 .I.I.... PWflL'O D'T. D1 SCALE AS SHOWN DRAWINGS PREPARED FOR: DATE AUGUST 2009 PROJ ECT:PDP 00-02B/SP 144(J) CARLSBAD DESALINATION PLANT FILENAME E-i P 0 S E I D 0 N R E S 0 U R C E S ENCINAGENERATING STATION PLANT CROSS SECTIONS E-1 PoseIdon Resources Corporation DESIGNED ' DRAWN BY 501 West BroQdoy, St.IU' 2020, Son Diego; CA 92101, LISA PRECISE DEVELOPMENT (619)595-7802 CHECKED By OiLY. 4I.14jJ Tj 20' ACCESS ROAD R.0 W.W 1\COBLE P40 0 III I Pill F. TUTKC~lrl ISTREAMl 1 2 3 I 415 6 7 18 l I SEAWATER I FILTER I FILTRATE I BACKWASH I CLARIFIED I I SLUDGE RU FEED I'ROOUCT WTRCOCENTRATE FEED WATER I WATER I I I I I MCD 100.5 105.8 100.7 j 5.7 <1 100.1 50 50 ALL MOTORS ABOVE 500—HP TO DE PREMIUM EFFICIENCY PER IEEE (INSTITUTE OF ELECTRICAL AND 1LC1XONICS ENGINEERS) / APPROVED ThIS I TIlE APPROVE!) TEHrATlvl( MAP/SITE PLAN FOR PROJECT N0.FER COHOfflON HO, .J__ OF PLANNING COMAIISION RF.SOLIJrION !J. (.6S e47 P D5l D&flamnammG bm. DAfl / 0 NO SCALE DATE AUGUST 2009 FILENAME DESIGNED BY DRAWN BY CHECKED BY DRAWINGS PREPARED FOR: P OSEIDON RESOURCES Poseidon Resources Corporation 501 Vest Broodwoy, Suite 2020, Sort Diego, CA 92101. USA (619)595-1002 PROJECT:PDP 00-02B/SP 144(J) ENCINA GENERATING STATION PRECISE DEVELOPMENT PLAN CARLSBAD DESALINATION PLANT OVERALL PLANT PROCESS FLOW DIAGRAM F I ~ f "'-... 'I 0 f \' ) , .. r-- GRADING LEGEND _.,_ J6.50 FF r-- C EXISTING CONTOURS PROPOSED CONTOURS EXIS'IING SPOT o..£VA 110N PROPOSED FlNJSHEtl FLOOR; FlNISHED SURfACE; TOP ~ CURB; TOP ~ WAI.L; TOP Of GRAlE PROPOSED Flll PROPOSED UNDERGROUNO STORM WATER STORAGE / f LEGEND EJOSTING SOCa£ EASDIOIT -----------Pl!OPOSIED LEASE NCI ~T AA£>,S ---- ----PROP£RTY UN£ PROPOSED Pf'INC W:::W M M -RETAINIIC WAU. ~T·.:::.._s -:___ / "°~- SPILL CONTAINMENT BERMS (SPEED BUMPS) WlU BE CONSTRUCTED OF ASPHALT CONCRETE WllH A MAXIMUM HEIGKT OF 4 INCHES TO PREVENT ANY MINOR SPILLAGE DURING DELIVERIES ANO SLUDGE PICK UP FROM DRAINING OFF THE SITE. CL ' ' ' ' a,1 MG}'ROOUCT }, WA~T-·'-<..', (SU8SURFACEJ ' >Q IDtm .• .< ' ; # ' ., 0 , '.\ ' j • C:..-_,!., · =1.1-/ -1l __,. .... _ -.. ! / .f SI 11 ~ .N t a ; 1! g ,I • 1 APPROVED l THIS isnn M'l'Rovrnn:i.'TATIVF MAP·SITE J Pw.N RlR PROJECT NO ~PF.R CONDITION i:;, NO .JS__ OF PL/I '[','JNC, ('O\lMISK>>; X RViOI.UTKW 'Q ~ e=G2 _,.q.o~ ~.....-1,n.a, ~ ft.tJt!ll1NC -,. Mft _;,, IMft ~ . i l J :; SCA1..E ,·. •o· DRAWINGS PREPARED FOR: PROJECT·PDP QQ-028/SP 144{J) CARLSBAD DESALINATION PLANT ! b~~Oq .~~~~~ OAT{ T 009 p R ' G ~ f1lDWI:~ 2 0 s EID ON Es Ou RC Es ENCl~A GENERATING STATION SITE'1RADINGANDDRAINAGEPLAN ~ OCSIGNED BY :,~·~.ci;" B~:a-=~~:.~:o;." Dl•go. CA 92101, USA PRECISE DEVELOPMENT PLAN f DRAWN BY <619>595-7802 CHECKCO BY " ~ ~== 6 C, ~~ 01 TREATMENT FACILITIES WEST ELEVATION (CONT.) H ScaIe-1:20 02 TREATMENT FACILITIES NORTH ELEVATION H Scale: 1:20 0 . ILWL I: tilt IWJCtSi wptAaceic*rtrr*nvt -: ,mEIiMt:OMtGA,tttN$a P4AIOI* iülMMtAifloAMtatjtpain. I K*T(RIM.4: TIMttOA - MitEtiMS: Kit CQLKr4APt i:ri ttAt€tJMt PtPFtMPSIiP4INIP PAPAl KA!(A&-A I:MAltD_flfr2iPC 03 TREATMENT FACILITIES SOUTH ELEVATION H scaIe:i2o 04 TREATMENT FACILITIES EAST ELEVATION H Sc*: 1:20 04 TREATMENT FACILITIES EAST ELEVATION (CONT.) H Scale: 1:20 - 20 DATE AUGUST 2009 FILENAME H DESIGNED BY DRAWN BY CHECKED BY PROJECT:PDP 00-02B/SP 144(J) ENCINA GENERATING STATION PRECISE DEVELOPMENT PLAN DRAWINGS PREPARED FOR: P OSEIDON RESOURCES Poseidon Resource Corporation 501 MeAt B'ody, Suite 2090, Son Diego, CA 92101, USA (619)595-7902 APPROVED TillS IS 11111 APPROVED TENTATIVE MAP/SITE PLAN FOR PROM-I'MMOk NO. iL._.._.. OF PLANNING COMM SIGN RESOLUTION PU.tIXING DKiT. KATI CARLSBAD DESALINATION PLANT ELEVATION OVERVIEW I H 01 TREATMENT FACILITIES WEST ELEVATION H Scale: 1:20 U do MATERIAL 1: TILT UP/CAM IN PLACE CONCRETE PAINT MATERIAL 2: CORRUGATED METAL PANEL ,.., MATERIAL 3: CLEAR ANODIZED ALUMINUM PANEL MATERIAL 4: TINTED GLASS MATERIAL 5: METALLIC ALUMINUM PANEL MATERIALS: PERFORATED ALUMINUM PANEL MATERIAL 7: l;kl SPANDREL GLAZING ENLARGED TREATMENT FACILITIES WEST ELEVATION Scale: 1:20 tMrcnA4L .r (rYA'Al.) I HATCH LEGEND: I 121 ENLARGED TREATMENT FACILITIES WEST ELEVATION Scale: 1:20 20 DATE AUGUST 2009 FILENAME -i DESIGNED BY DRAWN BY CHECKED BY ENLARGED TREATMENT FACILITIES NORTH ELEVATION Scale 1:20 DRAWINGS PREPARED FOR: POSEIDON RESOURCES Poseidon Resources Cotporetion IBI West Doodesy, Suite 2020, Son Diego, CA 92101 USA (619>591'-780E PROJECT:PDP 00-02B/SP 144(J) ENCINA GENERATING STATION PRECISE DEVELOPMENT PLAN APPROVED THIS IS TIIO APPR0'IiI) TEN7ATI Vii MAPISITII PLAN FOR PROJECT NO:.PaR CONI)rnON NO. 15 OF P4MNOCOMMISION EIISOLUTION CARLSBAD DESALINATION PLANT WEST AND NORTH ELEVATIONS - SCA1.£ ,· • 20· OOE AUGUST 2009 FllENAME l-2 DESlCN(O SY DRAWN BY CHECKED SY ~ MATEl,.,AL S (TY/lt<AL) --, ~-. ~. @ ~~~~GED TREATMENT FACILmES SOUTH ELEVATION W.\T'Elt TA.-.C ~ ENLARGED TREATMENT FACILmES EAST ELEVATION \!:Y Seate : 1:20 -----· vIT'11hU:,!.,,Ji...u.. .. i 1f j l ,.. _t j. ,; ·~__d_~.;.t. ~ @ ~~~~GED TREATMENT FACILITIES EAST ELEVATION DRAWINGS PREPARED FOR: p OSEIDON RESO U RCES "-" R-rce• eo._ation SOI \/Ht Broodwoy, ~vlt• 2020, So" D'*IIO, CA 92101, USA (619)595-7902 OENJCAL STOAAGE tt:i3~ fT ~ WATER TA!fl( ... ,.-.<,.11St'·!4 •--··F~~ ... · '!·· .. ~ PROJECT:PDP 00-028/SP 144(J) ENCINA GENERATING STATION PRECISE DEVELOPMENT PLAN ~ ~ HATCH LEGEND: ~ MATERIAL I: ~ TILT UP/CAST IN PLACE CONCRITT PAINT c:=J r;-r-;->1 ~ CC] c:=J c=J c=i MATERIAL 2: CORRUGATED METAL PANEL MATERIAL 3: CLEAR ANODIZED ALUMINUM PANEL MATERIAL'!: TINTED GLASS MATERIAL 5: METALLIC ALUMINUM PANEL MATERIAL 6: PERFORATED ALUMINUM PANEL MATERIAL 7: SPANDREL GLAZING APPROVED TIIIS IS TI I~ APPROvt.0 TENT A TJVE MAPIS!Th PLA 'I FOR PRO/FCT NO !l!£!!:ll,IPFR COSDITIO'I NO ..J5._ Of l'lA.'ll'ffi,.G CO~L\IISICN R[M)LllTKl~ ~0 ~~.i>, .. , ft.AJIJlr.tG ...,., kft CARLSBAD DESALINATION PLANT SOUTH ANO EAST El EVA TIONS 1-2 ' --0 Ii CJ ~ "' t 8 .J l $~ ,-....- O' ~ . J 54.-A. NORTH ELEVATION EAST ELEVATION 1/8 - 1/8 L CANOPY OVER TRNISPORTAIIG SOUTH ELEVATION WEST ELEVATION 1/8. • l,-0- I/B. APPROVED THIS IS 171-18 APPROVED Tcirrxrivk MAP/SITS PLAN FOR PROJIICr NO er91PER CONDITION NO. .JL.OP PLANNING COMMISION RI SOLUTION pwOwic Dv?. Dail vtoDmbr W? CATS SCALE AS SHOWN DRAWINGS PREPARED FOR: DATE AUGUST 2009 PROJECT:PDP 00-02B/SP 144(J) CARLSBAD DESALINATION PLANT FIWSAME P o S E I II 0 N R E S 0 U R C E S ENCINA GENERATING STATION SOLIDS HANDLING BUILDING DESIGNED DRAWN BY Poseidon Resources Corporation 501 Vest Brood*ay. Suite 2020, Son Dgo, CA 92101, USA PRECISE DEVELOP Fyi EN T PLAN (619)595-7802 CHECKED BY City o V Carlsbad rIIrtrrjwr- i CB091303 4590 CARLSBADBL INSPECTION RECORD POSEIDON: DEMO EXIST. SITE FOR INSPECTION RECORD CARD WITH APPROVED = FUTURE CONSTRUCTION OF DESALINATION PLANT PLANS MUST BE KEPT ON THE JOH DEMO Lot#: POSEIDON RESOURCES CALL PRIOR TO.4OO P.M. FOR NEXT WORK DAY INSPECTION BUILDING IP.SPECTON 760-602-2725 i t 1 1 7 I Inspector . Notes. BUILDING . FOUNDATION REINFORCED STEEL MASONRY GROUT 0 WALL DRAINS TILT PANELS POUR STRIPS COLUMN FOOTINGS SUOFRAME 0 FLOOR 0 CEILING ROOF SHEATHING EXT. SHEAR PANELS FRAME INSULATION EXTERIOR LATH INTERIOR LATH & DRYWALL . FINAL PLUMBING oSEWER AND BL/CO0PL/CO UNDERGROUND 0 WASTE 0 WATER - TOP OUT 0 WASTE 0 WATER TUB AND SHOWER PAN D. GAS TEST D GAS PIPING D.WATER HEATER . 0 SOLAR WATER FINAL ELECTRICAL 0 ELECTRIC UNDERGROUND 0 LIFER .1 ROUGH ELECTRIC WALLS ROUGH ELECTRIC CEILING - 0 ELECTRIC SERVICE 0 TEMPORARY . . [J. BONDING 0 POOL . .. ...... FINAL . ,.. . ... . MECHANICAL UNDERGROUND DUCTS & PIPING DUCT & PLEM. 0 REF. PIPING HEAT- AIR COND. SYSTEMS . . VENTILATING SYSTEMS FINAL CALL FOR FINAL INSPECTION WHEN ALL APPROPRIATE ITEMS ABOVE HAVE BEEN APPROVED FINAL Sign When Appropriate . . Building Dept. (Inspections) 17601602-2725 .. . Fire Department (7601602-4660 Planning Department (7601602-4602 Engineering Dept (inspections) 17601 438-3891 Building Inspectors (7m4pm) 1760) 602-2700 CMWD 1760) 438-2722 Ext 715! 1635 Faraday Ave. • Carlsbad, CA 92008 • www.carlsbadca.gov REV 1/2008 . . . . SEE BACK FORSPECIAL NOTES Type of Inspection Date Inspector Notes . FIRE . . . NS UNDERGROUND .. .. . . S NS OVERHEAD - A(SFINAL AUTO EXTINGUISHING SYSTEM . . MEDICAL GAS ALARM SYSTEM Section 5416. Health and Safety Code, State .f California (a) There shall be not less than one water closet for each 20 employees or fractional part thereof working at a construction job site. The water closet shall consist of a patented chemical type toilet. For the purpose of this section the term construction site shall mean the location on which actual construction of a building is in progress A violation of this section shall constitute a misdemeanor. All construction or work for which a permit is required shall be subject to inspection and all such construction or work shall remain accessible and exposed for inspection purposes until approved by the inspector. Work shall not be dOne beyond the point indicated in each successive inspection without first obtaining the approval of the inspector. ADDITIONAL NOTES S - - .'• - . S POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 1 OF 2 FROM: CASEY HARRIS REPORT NO. 5 FOR: POSEIDON RESOURCES DATE NOV. 25, 2009 WED . PHOTO LOG \:-· I FUEL TANK 3 DISCUSSION KIEWIT/NRG MARINA HAND TRENCHING SILT FENCE FUEL TANK 3 NRC CLEANING/DEWATERING ADDING SILT FENCE CONTIGUOUS BENEATH PIPING PIPING DEMO DISCUSSION KIEWIT/NRG SILT FENCE ADJOINING RD N OF TANK 3 TO: FROM: FOR: POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT JON LOVELAND PAGE: 20F2 CASEY HARRIS REPORT NO. 5 POSEIDON RESOURCES DATE NOV. 25, 2009 WED ALLIED SURVEYING ASBESTOS SAND BAG STOCKPILE (MAY NOT BE ENOUGH) DIESEL TANKS 1 & 2 EMPTIED 3 REMOVED WWTP BMP IN GOOD SHAPE CT DISPLACEMENT TANK BMP IN PLACE SILT FENCE CROSSING CONC DITCH POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 11 FOR: POSEIDON RESOURCES DATE JAN. 27, 2010 WED. PHOTO LOG REMOVING INSULATION CLADDING AT TANK #3 REMOVING INSULATION CLADDING AT TANK #3 REMOVING INSULATION AT TANK #3 REMOVING INSULATION AT TANK #3 CLEANING UP INSULATION AT TANK #3 CLEAN UP AT TANK #3 TO: FROM: FOR: POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT CASEY HARRIS PAGE: 1 OF 1 JOHN WHISENHUNT REPORT NO. 12 POSEIDON RESOURCES DATE JAN. 28, 2010 THURS. PHOTO LOG ARGUS CREW AT TANK #3 ARGUS VACUUMING PAINT FLAKES AT TANK #3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 13 FOR: POSEIDON RESOURCES DATE JAN. 29, 2010 WED. PHOTO LOG VACUUMING UP PAINT FLAKES AT TANK #3 POLE FOR TEMPORARY POWER SETTING UP TEMPORARY POWER TO JOB TRAILER COVERED ROLL OFF BIN FILLED WITH INSULATION POLE FOR TEMPORARY POWER AREAS OF LOOSE PAINT REMOVAL TANK #3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 14 FOR: POSEIDON RESOURCES DATE FEB. 1, 2010 WED. PHOTO LOG REMOVING CLADDING S.E. SIDE OF TANK #3 STACKING REMOVED ALUMINUM CLADDING REMOVING FIBERGLASS INSULATION TANK #3 REMOVING CLADDING SOUTH SIDE OF TANK #3 AIR MONITOR CHECKING RESPIRATOR FILTERS STORAGE DUMPSTER COVERED AT END OF DAY POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 15 FOR: POSEIDON RESOURCES DATE FEB. 2, 2010 WED. PHOTO LOG DISCUSSING ASBESTOS REMOVAL & PIPE CLEANING REMOVING INSULATION SOUTH SIDE OF TANK #3 PAINT FAILURE SOUTH SIDE OF TANK #3 REMOVING CLADDING SOUTH SIDE OF TANK #3 ROLL OFF DUMPSTER BEING HAULED AWAY SOUTH SIDE OF TANK #3 AT END OF DAY POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 16 FOR: POSEIDON RESOURCES DATE FEB. 3, 2010 WED. PHOTO LOG REMOVING CLADDING WEST SIDE OF TANK #3 VACUUMING LOOSE PAINT OFF S.W. SIDE OF TANK #3 VACUUMING LOOSE PAINT ON S.W. SIDE OF TANK #3 REMOVING INSULATION ON WEST SIDE OF TANK #3 REMOVING INSULATION WEST SIDE OF TANK #3 WEST SIDE OF TANK #3 AT END OF DAY POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM : JOHN WHISENHUNT REPORT NO. 17 FOR: POSEIDON RESOURCES DATE FEB. 4, 2010 THURS. PHOTO LOG NRC AT TRIAL RUN FOR PIPE CLEANING INJECTING HOT WATER & VACUUMING OUT OIL, TANK #3 VACUUM TRUCK AT WEST SIDE OF TANK #3 HOT WATER GENERATOR AND DISTRIBUTOR WEST SIDE OF TANK #3. ALL INSULATION REMOVED POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 1 OF 2 FROM : CASEY HARRIS REPORT NO. 20 FOR: POSEIDON RESOURCES DATE FEB. 09, 2010 TUES. PHOTO LOG KIEWIT INSTALLING PRIVACY SCREEN AT NCTD R/W NRC CLEANING PIPES AT DIESEL OIL FILTER SYSTEM PIPE CLEANING AT C.T. STARTUP TRANSFER SYSTEM ... ,. ... SAFETY FLAGGING INSTALLED ON 0 .H. POWER LINES VACUUM TANKER TRUCK USED FOR PIPE CLEANING NRC SETTING UP TO CLEAN PIPING AT #2 DIESEL OIL TANKS POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 20F 2 FROM: CASEY HARRIS REPORT NO. 20 FOR: POSEIDON RESOURCES DATE FEB. 09, 2010 TUES. PREPARING PIPING AT DIESEL OIL TANK AREA FOR CLEANING INJECTING HOT WATER TO CLEAN DIESEL OIL PIPES POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 1 OF 2 FROM: CASEY HARRIS REPORT NO. 21 FOR: POSEIDON RESOURCES DATE FEB. 10, 2010 WED. PHOTO LOG EXPOSING PIPES AT BASE OF TANK #3, EAST SIDE INSTALLING GLOVE BAGS AT VALVE PLATFORM TOTAL ENCLOSURE OVER PIPE ON WEST SIDE OF TANK #3 CONSTRUCTING CONTAINMENT ENCLOSURE, WEST SIDE ARGUS INSTALLING GLOVE BAGS ON STEAM PIPE ARGUS REMOVING INSULATION ON ELBOW AT VALVE PLATFORM TO: POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT JON LOVELAND PAGE: 20F2 FROM: CASEY HARRIS REPORT NO. 21 FOR: POSEIDON RESOURCES DATE FEB. 10, 2010 WED. ARGUS REMOVING INSULATION ON STEAM LINE 40 CY ROLL-OFF BIN FOR HAZARDOUS WASTE CONTAINMENT WITH DECONTAMINATION STALL ELBOWS WITH INSULATION REMOVED AT VALVE PLATFORM STEAM PIPE WITH INSULATION REMOVED KIEWIT INSTALLING PRIVACY SCREEN POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 1 OF 2 FROM: CASEY HARRIS REPORT NO. 22 FOR: POSEIDON RESOURCES DATE FEB. 11, 2010 THURS. PHOTO LOG STRIPPING 1" STEAM LINE EAST SIDE TANK #3 STRIPPING 1" STEAM PIPE WEST SIDE TANK #3 GLOVE BAG CONTAINMENT 3" STEAM PIPE AT VALVE PLATFORM INSTALLING GLOVE BAGS ON 3" STEAM PIPE PLACING BAGGED ASBESTOS WASTE IN BIN 3" STEAM PIPE AT VALVE PLATFORM TO: FROM: FOR: POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT JON LOVELAND PAGE: 2 OF 2 CASEY HARRIS REPORT NO. 22 POSEIDON RESOURCES DATE FEB. 11, 2010 THURS. AIR QUALITY MONITORING SETTING UP TOTALLY ENCLOSED CONTAINMENT WEST SIDE TANK #3 WITH TOTAL ENCLOSURES DECONTAMINATION SHOWER STRIPPING 3" STEAM PIPE AT VALVE PLATFORM EXHAUST FAN IN TOTAL ENCLOSURE POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 1 OF 2 FROM: CASEY HARRIS REPORT NO. 23 FOR: POSEIDON RESOURCES DATE FEB. 16, 2010 TUES. PHOTO LOG INSTALLING GLOVE BAGS ON STEAM PIPE WEST OF TANK #3 STRIPPING INSULATION FROM 4" STEAM PIPE TAGGING AND LOADING BAGS OF ASBESTOS MATERIAL IN BIN PARTIALLY STRIPPED 4" STEAM PIPE · BAGGED ASBESTOS WASTE FROM THE WEST SIDE OFT ANK #3 STRIPPED 4" STEAM PIPE WEST SIDE OF TANK #3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: JON LOVELAND PAGE: 2 OF 2 FROM: CASEY HARRIS REPORT NO. 23 FOR: POSEIDON RESOURCES DATE FEB. 16, 2010 TUES. EXHAUST FAN AND TUBING WEST SIDE OF TANK #3 PREPARING TO ENTER TOTALLY ENCLOSED WORK AREA HOOKING WATER HEATER TO DECONTAMINATION SHOWER DECONTAMINATION SHOWER ARGUS ENTERING CONTAINED WORK AREA TOTALLY ENCLOSED CONTAINMENT WEST SIDE TANK #3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 24 FOR: POSEIDON RESOURCES DATE FEB. 17, 2010 WED. STRIPPED 4" STEAM PIPE WEST OF TANK #3 INSTALLING GLOVE BAGS ON 4" STEAM PIPE PUMPING AIR SAMPLES FROM INSIDE ENCLOSED WORK AREA STRIPPING 4" STEAM PIPE INSIDE GLOVE BAG TAGGING WASTE ASBESTOS BAGS COMPLETELY STRIPPED STEAM PIPE NEXT TO TANK #3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 25 FOR: POSEIDON RESOURCES DATE FEB. 18, 2010 THURS. PHOTO LOG STRIPPING INSULATION FROM STEAM PIPE WEST OF TANK #3 DRAWING AIR SAMPLES FROM NORTH CONT Al NM ENT AREA INSTALLING GLOVE BAGS ON STEAM PIPES WEST OF TANK #3 4" STEAM PIPE STRIPPED OF INSULATION WEST OF TANK #3 INSTALLING GLOVE BAGS ON 1" STEAM PIPE WEST OF TANK#3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 2 FROM: JOHN WHISENHUNT REPORT NO. 26 FOR: POSEIDON RESOURCES DATE FEB. 19, 2010 FRI. PHOTO LOG 14" FUEL OIL PIPE STRIPPED OF INSULATION, TANK #3 14" FUEL OIL PIPE STRIPPED OF INSULATION 8" FUEL OIL PIPE STRIPPED OF INSULATION WEST SIDE OF TANK#3 REMOVING ASBESTOS FROM PIPE SUPPORTS 8" & 14" FUEL OIL PIPES WEST OF TANK #3 WEST SIDE OF TANK #3 WITH TOTALLY ENCLOSED CONTAINMENT REMOVED TO : FROM: FOR: POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT CASEY HARRIS PAGE: 20F2 JOHN WHISENHUNT REPORT NO. 26 POSEIDON RESOURCES DATE FEB. 19, 2010 FRI. STRIPPED HEATER TUBE & PIPING WEST SIDE TANK #3 TOTALLY ENCLOSED CONTAINMENT REMOVED HAZARD WASTE BINS TARPED FOR RAIN NON-HAZARDOUS WASTE BIN TARPED FOR RAIN POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 27 FOR: POSEIDON RESOURCES DATE FEB. 22, 2010 MON. PHOTO LOG STRIPPING INSULATION FROM STEAM PIPE WEST OF TANK #3 TOWARD NORTH BERM/ACCESS ROAD STRIPPING INSULATION FROM 14" FUEL OIL PIPE WEST OF TANK#3 STRIPPED 14" & 8" FUEL OIL PIPES WEST OF TANK #3 INSTALLING GLOVEBAGS ON 4" STEAM PIPE WEST SIDE OF TANK #3 NEAR NORTH BERM/ACCESS ROAD FIBER-GLASS INSULATION ON 14" FUEL OIL PIPE STRIPPED 14" FUEL OIL PIPE FURTHER WEST OF TANK #3 POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM : JOHN WHISENHUNT REPORT NO. 28 FOR: POSEIDON RESOURCES DATE FEB. 23, 2010 TUES. PHOTO LOG INSTALLING GLOVEBAGS & STRIPPING INSULATION FROM STEAM PIPES WEST OF TANK #3. STRIPPED 3" STEAM PIPE WEST OF TANK #3, SOUTH END STRIPPED 8" & 14" FUEL OIL PIPE ELBOWS WEST OF TANK #3 STRIPPING INSULATION FROM 3" STEAM PIPE ON LEFT. 4" STEAM PIPE STRIPPED ON RIGHT. INSTALLING GLOVEBAGS ON 8" & 14" FUEL OIL PIPE ELBOWS POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 29 FOR: POSEIDON RESOURCES DATE FEB. 24, 2010 WED. PHOTO LOG INSTALLING GLOVEBAGS ON 3" STEAM PIPE WEST OF TANK #3. STRIPPED 3" STEAM PIPE WEST OF TANK #3, NORTH END LOOSE OR "BRICK" ASBESTOS IN CHANNEL OF SLIDING PIPE SUPPORT VACUUMING LOOSE ASBESTOS FROM PIPE SUPPORTS UNDERNEATH 3" STEAM PIPE REMOVING ASBESTOS FROM PIPE SUPPORTS INSTALLING GLOVEBABS ON PIPE SUPPORTS POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 30 FOR: POSEIDON RESOURCES DATE FEB. 25, 2010 THURS. PHOTO LOG REMOVING LOOSE ASBESTOS FROM PIPE SUPPORTS STRIPPING INSULATION OFF 3" STEAM PIPE WEST OF TANK #3 VACUUMING LOOSE ASBESTOS FROM CHANNEL OF SLIDING PIPE SUPPORT INSTALLING GLOVEBAGS ON 3" STEAM PIPE WEST OF TANK #3 INSTALLING GLOVEBAGS ON 2" STEAM PIPE WEST OF TANK #3, NORTH OF STILE. STRIPPED 2" STEAM PIPE WITH TUBING DROPS POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS PAGE: 1 OF 1 FROM: JOHN WHISENHUNT REPORT NO. 31 FOR: POSEIDON RESOURCES DATE FEB. 26, 2010 FRI. PHOTO LOG REMOVING LOOSE ASBESTOS FROM PIPE SUPPORTS NEAR SOUTH BERM OF TANK #3 CONTAINMENT REMOVING ASBESTOS FROM PIPE SUPPORT, NORTH END HAZARDOUS WASTE DUMPSTERS LEAVING SITE REMOVING ASBESTOS FROM SMALL PIPE SUPPORTS KIEWIT'S SEA VAN LEAVING JOB SITE KIEWIT'S JOB TRAILER PREPARING TO LEAVE SITE POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT TO: CASEY HARRIS FROM: JOHN WHISENHUNT FOR: POSEIDON RESOURCES POWER PLUS TRENCHING FOR TEMPORARY POWER CONDUITS SETIING 4" CONDUIT SWEEPS IN TRENCH COMPACTING SURFACE OVER CONDUIT TRECH WITH VIBRATING PLATE COMPACTOR PAGE: 1 OF 1 REPORT NO. 32 DATE MAR. 05, 2010 FRI. INSTALLING 4" PVC CONDUITS IN TRENCH COMPACTING CONDUIT TRENCH WITH SHEEPSFOOT WHEEL SITE AT END OF DAY. NOTE CONDUIT STUB-UPS. TO: FROM: FOR: POSEIDON CARLSBAD SEWATER DESALINATION PLANT DAILY INSPECTION REPORT CASEY HARRIS PAGE: 1 OF 1 JOHN WHISENHUNT REPORT NO. 33 POSEIDON RESOURCES DATE MAR. 08, 2010 MON. PHOTO LOG SETTING PRECAST TRANSFORMER PAD FOR TEMPORARY POWER PUTTING PULL ROPES IN CONDUITS FOR TEMPORARY POWER SITE AT END OF DAY NOTE: ROAD WIDENING ___ NECESSITATE THE REMOVAL -SEWER PIPELINE NEW ASPHALT TO - SOME EUCALYPTUS TREES. ANY (SUBSU~CE ELECTRICAL FEEDER P POSED S 11 WIDENEXISTING —TREESREMOVEDWILLBEREPLACED - (SUBSURFACE) CO2TANKS _ROAD TO2 _.ONA2:1 BASIS WITH 15-GALLON _____ --• ________ ODUCT MP _ ___ _ _Ti!EiI I 69 125 33 RAD k - — -;-- - - - I 77 — Wks Eli - I ' oil UVNIAINMENT _41.20 FS1 SPILL BERMS— IIx H14145 Ci,BBON I ç ETIIII RETAINING WALL (REFER TO I Il ji jl ii I - \ /40 95 FS GUTTER SURGE ORAWING TITLED CONSlTENCY L_ _JL_ ..JL .JL_ _JL_ .JL_—.JL JL --' I 00 0 =-j L r I __ TANKS -DETERMINATION 11-12 EXHIBIT CE] SPILL FOR PDP 00-22(Br BUILDING BERMS LOW FLOW CD m SCR IF I F21 : EEN WA SCREEN WALL l _____ ____ PROIDUe I = __ RIBBON 49.59 FS GUTTER WATER PUMPS Aj I A, E SOUND ENCLOSURE ( ' J4 II ----------------------- T ~7 On PRETREATMENT PUMP ARgA -40 50 FS 41,50 FS RO PROCESS AREA 4+,V\l 39.1 ELECTRICAL BUILDING - —BBONGUITER R8eoNGur7ER—' 40.80 2X 14720FS 12x 1- \\ j1r[, I I 70 7W 4? 0 4?? 7W 20 1k_ If 3200 iF 3200W1 / 3200W -- - _ADMINISTRATION -- 6 Tw AND ELECTRICAL 41".00 TF 32. 7F BUILDING f~ \- RETAININGWALL 200 7F 6 # (SPLIT FACE BLOCK WITH VINES) 00 7F - WIDEN BY 10-FEET AND REPAVE I A!A 2820 [(,SPUT 01W J0NXInNG - 2700W j JOIN SNC GRADING LEGEND 1 EXISTING CONTOURS I I .—'---- PROPOSED CONTOURS 30 60 LEGEND i x 3`53 EXISTING SPOT ELEVATION CONSISTENCY DETEB.MATIONEXHIBIT I - EXISTING SOG&E EASEMENT 36.50 fT PROPOSED FINISHED FLOOR: FINISHED FQR PROJECT N I ______ 3-/S-/J I 0. cofl~m I SURFACE; TOP OF CURB; TOP OF WALL DiPl I AREAS - - - - - PROPOSEB LEASE AND EASEMENT I TOP OF GRATE I)IIDDY I I — - - PROPERTY UNE PROPOSED FILL DAM—i- 1513,PROPOSED PIPING j DATE 2013 SCALE f3Q.I I I I DRAWINGS PREPARED FOR: P 0 S E I D 0 N R ES OURCES PROJECT:PDP 00-02BISP 144(J) I CARLSBAD DESALINATION PLANT FILENAME jANUARy I ENCINA GENERATING STATION SITE GRADING AND DRAINAGE PLAN G DESIGNED BY I I I Poseidon Resources Corporation DRAWN BY F1 578OeetStreet.Suitel4o,CarlsbaB.CA92008,USA PRECISE DEVELOPMENT PLAN CHECKED BY (760)-655.3900 P\Tit—G,d.f O/3/O13 16 0 11-r COMBINED OVERfLOW PIPE ~. j ~ STORM ORAJN CONNECTION ,.;·-·' '\ '*'"' / I ·\ , 1 ,,.,.-\ NEW CULVERT ~-,' ' , i AND CATCH BASIN :\' 0 ~\ •. , \[ i ,....vy) · 1• I t <--~y \ \ '·:11 ./ . ' I ' . . . ,x . .. ~/, SELf-TREATINC AREA 3 ' •1 \\ 0.22 AC I ,_", ... , / 1 ··1; \ I 'I ; ' ·. ·i.·-,r \ .. \I\ I )H ' VEGETA TEO SWALE 0: I 3"' SLOPE MIN, O' BOTIOM, \ '' =• ,· ,~~ l ~,\ i\ \1\ CURB CUT CURB CUT I \ .• 1 I \1 EASEMENT I 11~ ~ r -·--'. ------ ' -'--c/ #-,, #. ~ -----<:SEIOON --------.. r~ASE AREA --SELf-TREATING AREA 2 \ 026 AC ""' ~ il li ;v,, .. ~ II '. _., ...... . . -,j·.,, I --rl~-r~·-~ .............. ' ' '· ,\ , I\. . ~ , __ ,, DRAIN ACE AREA D 0 20 AC \--EASEMENT I I I I I ~~ 10 0 10 ~o SCALE: 1· = 20' MAIN ACCESS ROAD AREA ".", Ali;"" LEGEND: --------POWER PLANT PROPERTY --------POSEIDON LEASE AREA EASEMENT LINE '1'-'·'-GRADING LIMIT EXISTING fENCE • ----• ORAJNACE AREA ------SUB-ORAINACE AREA EXISTING CONTOUR ----W ---PROPOSED STORM DRAIN PROPOSED SUB-DRAIN LAJNDSCAPING VEGH A TEO SWALE RIPRAP SELf -RETAINING AREA SELf-TREATING AREA BMP CONSTRUCTION NOTES: ROOF DRAJNS· ALL ROOF DRAINS SHALL BE PLUMBED TO DRAIN TO THE CORRESPONDING TC BMP TRIBUTARY AREA SHOWN ON THIS PLAN 2 CONSTRUCT STORM DRAINS PER APPROVED YARD PIPING ORA\\INGS 3 FILTER INSERTS· PROVIDE FILTER INSERTS FOR ALL STORM DRAIN INLETS 4 STENCIL STENCIL ALL ON SITE STORM DRAIN INLETS \\ITH THE FOLLO\\ING 'LANGUAGE "NO DUMPING -DRAINS TO OCEAJN" OR SIMILAR LANGUAGE 5 CONSTRUCT LANDSCAPED AREAS PER APPROVED LANDSCAPING ORA\\INGS. 6 OVERFLOW ANO STORM DRAIN OUTLET. ClTY OF CARLSBAD APPROVAL IS REQUIRED FOR CONSTRUCTION OF OVERFLOW AND STORf.4 DRAIN OUTLET 7 CONSTRUCT PERVIOUS PAVEMENT PER APPROVED GRADING ANO PAVING ORA\\INGS 8 CONSTRUCT VEGETATED SWALES PER APPROVED GRACING ANO PAVING ORA\\INGS CITY OF CARLSBAD BMP NOTES: A. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS B NO CHANGES TO lHE PROPOSED BMPS ON THIS SHEET ARE ALLOWED \\llHOUT PRIOR APPROVAL FROf.4 lHE CITY ENGINEER C. NO SUBSTITUTIONS TO THE MATERIAL OR TYPES OR PLANTING TYPES \\ITHOUT PRIOR APPROVAL FROM THE CITY ENGINEER 0. NO OCCUPANCY \\ILL BE GRANTED UNTIL THE CITY INSPECTION STAFF HAS INSPECTED THIS PROJECT FOR APPROPRIATE BMP CONSTRUCTION ANO INSTALLATION --~~ -7 SELF -TREATING AREA 4 0.15 AC IMPERVIOUS AREA 0.12 AC PERVIOUS AREA 1 27: 1 RATIO "--b~_.-"=';;;;,o ' ;,.., I <6--• , - ,' I -: I ...._____ I I I I I I f I g _ I I I I I I I EXISTING I I LANDSCAPING I I I ,' ...._____ / 1 ', I ' ' ' \ SELF-TREATING AREA 3 0.12 AC IMPERVIOUS AREA 0.19 AC PERVIOUS AREA {EXISTING) 0.61: I RATIO ~~ 10 0 10 20 SCALE: 1· • 20' ...._____ \ \ ' '\ I PUM 1 ~T~;TION I I I \ \ \ \ \ \ .... , NEW LANDSCAPING I I ! I I I I I I ' I I I i I I I I l I i 1 I I INTAKE PUMP STATION AREA SWMP NO. l.2..=..22. MAINTENANCE AGREEMENT· YES __ NO __ RECOROA TION NO. __ PARTY RESPONSIBLE FOR MAINTENANCE NAME. POSEIDON RESOURCES (CHANNELSIOE) LLC CONTACT· PETER MACLAGGAN ADDRESS: 501 WEST BROADWAY, SUITE 2020 SAN DIEGO, CA 92101 PHONE NO.. (760) 438-1440 VERIFIED BY· INSPECTOR fsHEull CITY OF' CARLSBAD L_j ENGINEERING DEPARTMENT APPROVED GLEN K VAN PESl<I EN~EERINC Ml.NAGER OATE I SHEETS I AR CAD ISi i AS INDICATED ~ POSEIDON WATER U[ NOVEMBER 2013 CARLSBAD DESALINATION PROJECT SINGLE SI EET POST!CONSTRUCTION Bl P E1 I IBIT 2 !SWI P Bl P SITE PLAN! El I 112 pp1 r, Fl!.f'IAV( l~-ElCH8--- 1GW B, D.uE 0-10E les ltd. KSD .int41 .... , .. _ 04354003.0000 , TT 463 6S'1, SELf-RETAINING AREA 1 I I CHEMICAL STORAGE/TREATMENT 0.37 AC IMPERVIOUS AREA (AREA 780) POWER PLANT 0.39 AC PERVIOUS AREA I 0.14 AC NOT A PART OF DRAINAGE AREA B PROPERTY LINE =:) . -, --• ' 096.1 RATIO , t · -EASEMENT: I... . , SECONDARY CONTAINMENT & PLUMBING TO SEWER LL.. ~ -._ -.:.._.'.t~ -----1'--._ ___ _,...:._u......._...~,-'hzr .+z w..I---"---4 1 --------..-u-1-•• --·~--~--'1 '---- 1 --I - ·--------· ----------- -----------t I -- CURB CUT CHEMICAL DELIVERY CONTAINMENT AREA PLUMBING TO SEWER 005 AC NOT A PART OF DRAINAGE AREA B ~ -~--., , •-' -.iw-*"'-.... -~""---~ __..·,o1w.i t_ -'-"r I I l I I '---... DRAINt.~i :~EA C ll_ ACCESS -------..,. -II!!+----... 1!1(1 ...51"0RMWATER TREATMENT PROVIDED IN PERVIOUS PAVEMENT 1A \ / EASEMENT -7 .. F -_;., --_ .. -;:~~,-.. -.1_ ' ' J, { 1 j I l 4 ,, { 1 1 J J 1 J ·-, I , r f 1. l l I t I . I j f J I GRAVEL COVER SUB-DRAINAGE AREA 48 1.97 AC ---------------------PRETREATMENT POST TREATMENT (AREAS 700 & 800) SOLIDS HANDLING AREA 260) SUMP PIT ClEARWEU (AREA 220) 031 AC NOT A PART OF DRAINAGE AREA A SECONDARY CONTAINMENT & PLUMBING TO SEWER PERVIOUS PAVEMENT 1A· 6,089 Sf AREA 1,624 CF STORAGE ELECTRICAL BUILDING (AREAS 200 & 250) UNDERGROUND DETENTION TANK A: SUB-DRAINAGE AREA 1 A 1.52 AC I I I I GRAVEL COVER -o;ofJGR PERVIOUS PAVEMENT 38· 3,306 Sf AREA 882 CF STORAGE UNDERGROUND DETENTION TANK B: 3,600 CF STORAGE MIN ... ------------------ REVERSE OSMOSIS/AOMINISTRATION BUILDING AREA 500 (300-600) SUB-DRAINAGE AREA 2A VEGETATED SWALE 2A: 1" SLOPE: 2' BOTIOM: 0.81 AC SUB-DRAINAGE AREA 38 065 AC PRODUCT WATER TANK (AREA 900) TRASH STORAGE COVER. SECONDARY CONTAINMENT, & PLUMBING TO SEWER 0.01 AC NOT A PART OF DRAINAGE AREA B SUBDRAIN PIPE ( TYP) --- LEGEND: --------POWER PLANT PROPERTY --------POSEIDON LEASE AREA --------EASEMENT LINE '........ -111--111--11 GRADING LIMIT EXISTING FENCE -----• DRAINAGE AREA SUB-DRAINAGE AREA EXISTING CONTOUR ----SO----PROPOSED STORM DRAIN --- ---PROPOSED SUB-DRAIN POSEIDON LEASE AREA LANDSCAPING PERVIOUS PAVEMENT VEGETATED SWALE GRAVEL COVER RIPRAP SELF-RETAINING AREA SELF-TREATING AREA ~ EXISTING PRIVATE ~~.....--, , -~ •,_2·1 SIDE SLOPE: 12· DEPTH --;VERFLOW PIPE O TOP >-SELF-TREATING AREA 2 DRAINAGE CHANNEL; LINED 'MTH ROCKS & VEGETATION LOW FLOW PIPE O BOTIOM ," ' 0.26 AC t /' BMP CONSTRUCTION NOTES: 1 f ·' 4-1~-1=_...:_ 2,300 CF STORA~ ) 2: 1 SIDE SLOPE: 12· DEPTH f ' , I -,(, ,L-..-.r" -..... ROOF DRAINS: ALL ROOF OR,t,INS SHALL BE PLUMBED TO DRAIN TO THE CORRESPONDING TC BMP TRIBUTARY AREA SHO'M>I ON THIS PLAN INLET PIPE J IF======. ~ J l POSEIDON i LEASE AREA j •'' OUTLET PIPE O TOP LOW FLOW PIPE O BOTIOM SECONDARY /OVERrLOW INLET i -, L~-------~---2 1 ~ ---M-w,» 1-~~R===A~-,,-~~-.~ . ~ 005 AC IMPERVIOUS AREA ),f' 0.4 7 AC PERVIOUS AREA /i 0.11:1 RATIO 15 0 15 30 SCALL 1 • = 30' RETAINING WALL CITY OF CARLSBAD BMP NOTES: A. THESE BMPS ARE MANDATORY TO BE INSTALLED PER MANUFACTURER'S RECOMMENDATIONS OR THESE PLANS B NO CHANGES TO THE PROPOSED BIAPS 0-. THIS SHEET ARE ALLOWED l',HHOUT PRIOR APPROVAL FRO',A THE CITY ENGINEER g~~~~~ PIPE +-f--t'. STORM DRAIN , I CONNECTION 7:--), ~-, I /t\ \ ~_,.' , I 1· C NO SUBSTITUTIONS TO THE MA TERI AL OR TYPES OR ' , ' '. 1 , \ 0' PLANTING TYPES 'MTHOUT PRIOR APPROVAL FROM THE CITY ,. ;,. ,:;· \ ' t I ENGINEER I •i, X ~/ ' ,lj' D. NO OCCUPANCY 'MLL BE GRANTED UNTIL THE CITY ~ / \ ,11 INSPECTION STAff HAS INSPECTED THIS PROJECT FOR \:'. j / I ·.1 APPROPRIATE BMP CONSTRUCTION ANO INSTALLATION I \I NEW CULVERT " ~ '\ ti AND CATCH BASIN \ \ I SELF-TREATING AREA 3 "'·. ,·I 0.22 AC ~ ACCESS EASEMENT ---"\. I I ' lll 1---+---------------+---le--t---,--t SCALE AS INDtCATED NOVEMBER 2013 I I ~---~E3-H~A::AMi 1~-006--1 ~ POSEIDON WATER AR CAD IS: CARLSBAD DESALINATION PROJECT 0(51: .~.ffn 81 ATC" I ORA.'tN B O.uE SJWIRZ '""""' 010E 1ieS hd. KSD ~~!-f =-- DRAINAGE AREA D 0.20 AC SWMP NO. 1.2..=.22. 2 CONSTRUCT STORM DRAINS PER APPROVED YARD PIPING DRA'MNGS 3 FILTER INSERTS· PROVIDE FILTER INSERTS FOR ALL STORM DRAIN INLETS 4 STENCIL: STENCIL ALL ON-SITE STORM DRAIN INLETS 'MTH THE FOLLO'MNG LANGUAGE "NO DUMPING -DRAINS TO OCEAN" OR SIMILAR LANGUAGE. 5 CONSTRUCT LANDSCAPED AREAS PER APPROVED LANDSCAPING DRA'MNGS 6 OVERFLOW ANO STORM DRAIN OUTLET: CITY OF CARLSBAD APPROVAL IS REQUIRED rOR CONSTRUCTION OF OVERFLOW ANO STORM DRAIN OUTLET 7. CONSTRUCT PERVIOUS PAVEMENT PER APPROVED GRACING AND PAVING ORA'MNGS 8. CONSTRUCT VEGETATED SWALES PER APPROVED GRADING AND PAVING DRA'MNGS VERIFIED BY: MAINTENANCE AGREEMENT· YES ---NO __ RECOROA TION NO __ INSPECTOR DA TE PARTY RESPONSIBLE FOR MAINTENANCE NAME. POSEIDON RESOURCES ( CHANNELSIDE) LLC CONTACT: PETER MACLAGGAN fsHEETl CITY OF CARLSBAD I SHEETSI L_j ENGINEERING DEPARTMENT ADDRESS: 501 WEST BROADWAY, SUITE 2020 SAN DIEGO. CA 92101 PHONE NO (760) 438-1440 APPROVED GLEN K VAN PESKI ENGNEEflil<G M-'N~C(R SINGLE sr EET POST[CONSTRUCTION Br P Er I IBIT 1 1SWI P Br P SITE PLAN! El I 111 PRO,IECT NI. 04354003.0000 HEET 4c 3 ~SIi L1ARCADIS . Carlsbad Poseidon Seawater Desalination Project Date Checked: 10/10/2013 Date: 10/10/2013 Checked By: DL Computed By: SCT Calculations based on San Diego County Hydrology Manual, June 2003 10-Year Design Storm Event Hydrologic Calculations Existina Hvdroloav Onsite Total 5.68 0.38 16,350 Total 6.17 0.41 17,946 Interim I Hydrology Interim 2 Hydrology Drainage Area, A % C Watercourse Change in D Intensity VOL VOL Area (acres) Impervious Distance, L (miles) Elevation, E (ft) (mm) (in/hr) s) (acre-ft) (c) 1A 3.3 53% 0.59 0.14 6.4 8 3.5 6.8 0.29 12,722 _2A 3.1 50% 0.58 0.09 6.2 _5 4.7 8.5 0.27 11,748 Total 6.4 0.56 24,470 Proposed Hydrology Drainage Area, A 1 % C Watercourse Change in D (mm) Intensity VOL 1 Q (cfs) VOL (ci) Area (acres) j Impervious _ Distance, L (miles) Elevation, I.E (ft) (in/hr) (acre-ft) A 2.34 I 77% 0.75 0.10 2.3 8 3.5 6.1 0.26 F 11,455 B 2.63 ] 79% 0.77 0.15 3.1 11 2.9 5.9 0.30 [ 13,209 Total 4.96 12.0 037 24,664 O = peak discharge Q = CIA From San Diego County Hydrology Manual, Section 3.1:1 C = runoff coefficient C = 090 (I Imp) + C (1 / Imp) From San Diego County Hydrology Manual Section 3.12 C Pervious Coefficient Runoff Value 7 C6 = 0.25 From San Diego County Hydrology Manual Table 3-1, 0/0 impervious for Soil Type B I = Average Rainfall Intensity (in/hr) I = 7.44*P68*D0 S From San Diego County Hydrology Manual, Section 3.1.3 P6 = 6-Hour Precipitation (in) 1.8 From San Diego County Hydrology Manual, Appendix B, 10-year Rainfall Event P24 = 24 Hour Precipitation (in) ,= 30 From San Diego County Hydrology Manual Appendix B 10 year Rainfall Event P6 = 60% P6 needs to be between 45% to 65% of P24 P68 = adjusted 6-hour Precipitation 1.8 No adjustment necessary D = Duration = T5 = Time of Concentration Note: If computed T. is less than 5 minutes, use 5 minutes for computing the peak discharge, Q 119L0 0.385 o60 A= tributary drainage area VOL = volume of runoff (acre-feet) VOL = C*P6*A/12 From San Diego County Hydrology Manual, Eq. 6-1 C Drainage Area, A % Watercourse Change in D (mm) Intensity Qs) VOL Area (acres) Impervious Distance, L (miles) Elevation, E(ft' (in/hr) VOL (cf) lB(offsite) 0.26 38% 0.50 0.01 1.5 5 4.7 0.6 0.02 846 1C (offsite) 0.23 37% 0.49 0.01 4.5 5 4.7 0.5 0.02 750 2A(onsite) 2.53 20% 0.38 0.09 11 5 4.7 4.5 0.14 6,284 -_ 2B(onsite) 2.11 29% 0.44 0.07 18 5 4.7 4.4 0.14 6,061 2C(onsite) 1.04 53% 0.59 0.06 5 5 4.7 2.9 0.09 4,005 Total Area % Watercourse Change in o (mm) I I I I I I C I I Distance (miles) Elevation, E (ft) . (in/hr) I I I Intensity VOL (acres) Impervious I I I (cfs) (acre-ft) VOL (ci) 5.6 4% 0.28 0.15 7.0 8 3.5 5.5 I 0.24 10,245 I I 0.52 22,651 0.57 24,829 Total Area % Watercourse I Change in Intensity VOL (acres) Impervious C i I I Distance (miles) Elevation, E (if) D (mm) (in/hr) Q (cfs) (acre-if) VOL (cf) 5.6 4% I 0.28 I 0.15 I 7.0 1 8 1 4.8 7.5 0.33 14,375 Onsite Total 5.68 Total 6.17 Interim I Hydrology Interim 2 Hvdroloav LbdARCAD1S Carlsbad Poseidon Seawater Desalination Project Date Checked: 10/10/2013 Date: 10/10/2013 Checked By: DL Computed By: SCT Calculations based on San Diego County Hydrology Manual, June 2003 100-Year Design Storm Event Hydrologic Calculations Existing Hydrology Drainage Area Area A (acres) % Impervious C Watercourse . Distance, L (miles) Change in . Elevation, E (ft) . 0 (mm) _ Intensity . (in/hr) Q (cfs) ______ VOL (acre-if) VOL (cf) lB (offsite) 0.26 38% 0.50 0.013257576 1.5 5 6.6 0.9 0.03 1,307. 1C (offsite) 0.23 37% 0.49 0.011363636 4.5 5 6.6 0.8 0.02 871 _2A (onsite) 2.53 20% 0.38 0.09 11 5 6.6 6.3 0.20 8,712 2B (onsite) 2.11 29% 0.44 0.07 18 5 6.6 6.1 0.19 8,276 2C (onsite) 1.04 53% 0.59 0.06 5 5 6.6 4.0 0.13 5,663 Drainage Area, A % C Watercourse Change in Intensity VOL Area (acres) Impervious Distance, L (miles) Elevation, E (if) D (mm) (in/hr) Q (cfs) (acre-if) VOL (cf) 1A 3.3 53% 0.59 0.14 6.4 8 4.8 9.3 0.41 17,860 2A 3.1 50% 0.58 0.09 6.2 5 6.6 Total 6.4 Proposed Hydrology Drainage Area, A % T Watercourse Change in Intensity VOL Area (acres) Impervious I C Distance, L (miles) Elevation, AE (ft) D (mm) (in/hr) 0 (cfs) (acre-if) VOL (cf) A 2.34 77% 1 0.75 0.10 2.3 8 4.9 8.6 0.37 16,117 B 2.63 79% 0.77 0.15 3.1 11 4.0 8.1 0.42 18,295 OLdI '+.O 0.79 34,412 0 = peak discharge Q = CIA From San Diego County Hydrology Manual, Section 3.1.1 C = runoff coefficient C = 0.90*(% Imp) + C*(1 - % Imp) From San Diego County Hydrology Manual, Section 3.1.2 C = Pervious Coefficient Runoff Value C = 0.25 From San Diego County Hydrology Manual,Table 3-1, 0% impervious for Soil Type B = Average Rainfall Intensity (in/hr) = 7.44*P6a*D 64S From San Diego County Hydrology Manual, Section 3.1.3 P6 = 6-Hour Precipitation (in) = 2.5 From San Diego County Hydrology Manual, Appendix B, 100-year Rainfall Event P24 = 24-Hour Precipitation (in) = 4.3 From San Diego County Hydrology Manual, Appendix B, 100-year Rainfall Event P6 = 58% P6 needs to be between 45% to 65% of P24 6a = adjusted 6-hour Precipitation = 2.5 No adjustment necessary D = Duration = T = Time of Concentration Note: If computed T is less than 5 minutes, use 5 minutes for computing the peak discharge, 0 0 = T = (119L3)O385 60 AE A = tributary drainage area VOL = volume of runoff (acre-feet) . VOL = C*P6*A/12 From San Diego County Hydrology Manual, Eq. 6-1 11.9 - -- - L_ 0.37 16,117 0.78 33,977 Drainage Area Area, A (acres) % Impervious C Watercourse Distance, L (miles) Change in Elevation, AE (ft) . ) D (min) Intensity (in/hr) 0 (cfs) 1A 1.52 71% 0.71 0.10 2.3 : 8 4.9 5.3 2A 0.81 89% 0.83 . 0.07 2.5 5 6.4 4.3 3B 0.65 86% 0.81 0.05 2.0 5 6.6 3.5 4B 1.97 77% 0.75 0.15 3.1 11 4.0 5.9 C 0.12 89% 1 0.83 0.04 1.0 5 6.6 0.6 D 0.20 89% 1 0.83 0.06 19.0 5 6.6 1.1 100-Year Design StormEvent ARCAD1S . Carlsbad Poseidon Seawater Desalination Project Date Checked: 10/10/2013 Date: 10/10/2013 Checked By: DL Computed By: SCT Calculations based on San Diego County Hydrology Manual, June 2003 Sub-Drainage AreaITC BMP Hydrologic Calculations 85th Percentile Drainage Area Area, A (acres) Impervious C Watercourse Distance, L (miles) Change in Elevation, E (ft) D 'mm Intensity (in/hr) Q cs ' VOL (acre-ft) VOL 'cf 1A 1.52 71% 0.71 0.10 2.3 8 0.6 0.6 0.03 1,179 2A 0.81 89% 0.83 0.07 2.5 5 0.8 0.5 0.02 735 3B 0.65 86% 0.81 0.05 2.0 5 0.8 0.4 0.01 578 4B 1.97 77% 0.75 0.15 1 3.1 11 0.5 0.7 0.04 1,610 C 0.12 89% 0.83 0.04 1 1.0 5 0.8 0.1 0.00 106 D 0.20 89% 0.83 0.06 1 19.0 5 0.8 0.1 0.00 178: 10-Year Desian Storm Event Drainage Area Area, A (acres) Impervious C _______ Watercourse Distance, L (miles) Change in Elevation, E (ft) D 'mm ' Intensity Q cfs 1A 1.52 71% 0.71 0.10 2.3 8 3.5 3.8 2A 0.81 89% 0.83 0.07 2.5 5 4.6 3.1 3B 0.65 86% 0.81 0.05 2.0 5 4.7 2.5 4B 1.97 77% 0.75 0.15 3.1 11 2.9 4.3 C 0.12 89% 0.83 0.04 1.0 5 4.7 0.5 D 0.20 89% 0.83 0.06 19.0 5 4.7 0.8 0 = peak discharge 0 = CIA From San Diego County Hydrology Manual Section 3.1.1 C = runoff coefficient C = 0.90*(% Imp) + C0*(1 - % Imp) From San Diego County Hydrology Manual, Section 3.1.2 .CP = Pervious Coefficient Runoff Value = P 0 25 From San Diego County Hydrology Manual,lable 3-1, 0% impervious for Soil Type B = Average Rainfall Intensity (in/hr) = 7 44 P6 D°645 From San Diego County Hydrology Manual Section 3.1.3 85t8= 24-Hour Precipitation (in) = 0.6 From San Diego County Hydrology Manual, Appendix B, 85th Percentile Rainfall Event 85th = 6-Hour Precipitation (in) = 0.3 P6 needs to be between 45% to 65% of P24 toyr = 6-Hour Precipitation (in) = 1.8 From San Diego County Hydrology Manual Appendix B 10 year Rainfall Event 100 yr = 6-Hour Precipitation (in) = 2.5 From San Diego County Hydrology Manual Appendix B 1 00 year Rainfall Event = D Duration = T = Time of Concentration Note: If computedT is less than 5 minutes, use 5 minutes for computing the peak discharge, 0 - 0.385 9i.-) x 60AE (L . A = tributary drainage area VOL = volume of runoff (acre-feet) VOL = C*P6*A112 From San Diego County Hydrology Manual, Eq. 6-1 :1......H.H. .: •• oH San Diego County Hydrology Manual Section: 3 Date: June 2003 Page: 6 of 26 Table 3-I RUNOFF COEFFICIENTS FOR URBAN AREAS Land Use Runoff Coefficient "C" Soil Type NRCS Elements . County Elements % IMPER. A B C D Undisturbed Natural Terrain (Natural) Permanent Open Space . . . . 0 . 0.20 0.30 0,35 Low Density Residential (LDR). Residential, 1.0 DU/A or less 1:0 0.27 032 0.36 0.41 Low Density Residential (LDR) Residential, 2.0 DU/A or less 20 0.34 038 0.42 0.46. Low Density Residential (LDR) Residential, 2.9 DU/A or less 25 0.38 0.41 0.45 0.49 Medium Density Residential (MDR) Residential, 4.3 DU/A or less 30 0.41 0.45 0.48 0.52 Medium: Density Residential (MDR) Residential, 7.3 DU/A or less 40 0.48 0.51 0.54 0.57 Medium Density Residential (MDR) Residential, 10.9 DU/A or less 45 0.52 054 0.57 0.60 Medium Density Residential (MDR) Residential, 14.5 DU/A or less 50 0.55 0.58 0.60 0.63 High Density Residential (HDR) Residential, 24.0 DU/A or less 65 0.66 0.67 0,69 0.71 High Density Residential (HDR) Residential, 43.0 DU/A or less 80 0.76 0.77 038 0.79 Commercial/Industrial (N. Corn) Neighborhood Commercial q80 0.76 0.77 0.78 0.79 Commercial/Industrial (G. Corn) General Commercial 85 0.80 0.80 0.81 0.82 Commercial/Industrial (O.P. Corn) Office Professional/Commercial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (Limited I.) Limited Industrial 90 0.83 0.84 0.84 0.85 Commercial/Industrial (General.!.) General Industrial • . 95 0.87 0.87 0.87 0.87 *The values associated with 0% impervious may be used for direct calculation of the runoff coefficient as described in Section 3. 12 (representing the pervious runoff coefficient, Cp, for the soil type), or for areas that will remain undisturbed: in perpetuity. Justification must be given that the area will remain natural forever (e.g., the area is located in Cleveland National Forest). • . DU/A dwelling units per acre . : . . . .. .. NRCS = National Resources Conservation Service -6 t .. -· ,_t l. i ~ •· Ii> ~ .. ·-:J• -1· l5 .,._ ~-t• S' .... ...... -1,.. ... _ ~ •-.·•·t• ~ ~ ·--+: -:: ••P. -~ . .. ~ ~ L1 . Orange j -I +~ ·-·-~-+=~. t ~ --7:' I J 33'30' 3!1'91P r n 11ni,;, ii . ~ • ·L · • ' . ' I ~~~ I ... K~ ~· C1 -..... ~-ooi I ..S" . --.. ,... ~·t:t··Jii 0 -st"4J I 1 ' fV t~ar~ -~ ~~J ~~ --i:--, .. -- . _ ;...._. ____ --.} 1 I. 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',), I 14, ,j , 11 N --·---"'-...C==" +~T7:!:~~ .... =5=:.L=="..=::r.:t:W-- 32630'-I I -+ I I -I 1 ::c:'.:.":"...:=..-=:--~ -~ -~ t ~ il, 32'30 f:: I F,. --F,. --• fo -__ £: :: 3 0 3 ..... ---1-::-----~ -~ P--I l -- lflULL)fld Roughness Coefficient 0.030 Channel Slope 0.01000 ft/ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 2.00 ft Discharge 3.10 ft3/s Riilfc Normal Depth 0.45 ft Flow Area 1.32 ft' Wetted Perimeter 4.03 ft Hydraulic Radius 0.33 ft Top Width 3.81 ft Critical Depth 0.37 ft Critical Slope 002112 ft/ft Velocity 2.35 ft/s Velocity Head 0.09 ft Specific Energy 0.54 ft Froude Number 0.71 Flow Type Subcritical GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 VF Output Data - Upstream Depth 0.00 ft Profile Description Profile Headloss 0.00 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.45 ft Critical Depth 0.37 ft Channel Slope 0.01000 ft/ft . Bentley Systems, Inc. Haestad Methods ScdidIsShiwfIaster V81 (SELECTseries 1) [08.11.01.03] 10/11/2013 8:48:44 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Roughness Coefficient 0.030 Channel Slope 0.01000 ft/ft Left Side Slope 2.00 ft/ft (H:V) Right Side Slope 2.00 ft/ft (H:V) Bottom Width 2.00 ft Discharge 5.90 ft3/s .Res" Ifc Normal Depth 0.64 ft Flow Area 2.09 ft2 Wetted Perimeter 4.85 ft Hydraulic Radius . 0.43 ft Top Width . . . 4.55 ft Critical Depth . :. 1 0.54 ft . . Critical Slope 0.01930 ft/ft . Velocity 2.82 ft/s Velocity Head 0.12 ft Specific Energy 0.76 ft Froude Number 0.73 Flow Type Subcritical 9Y.F-Input Data Downstream Depth . 0.00 ft Length 0.00 ft Number Of Steps 0 GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss . . 0.00 ft Downstream Velocity . Infinity ft/s Upstream Velocity Infinity ftJs Normal Depth 0.64 ft Critical Depth . 0.54 ft Channel Slope 001000 ft/ft . Bentley Systems, Inc. Haestad Methods SthtI ldeiMasterV8i(SELECTseries 1) [08.11.01.03] 10/11/2013 8:55:59 AM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page 1 of 2 Roughness Coefficient 0.030 Channel Slope 0.03000 ft/ft Left Side Slope 3.00 ft/ft (H:V) Right Side Slope 3.00 ft/ft (H:V) Discharge 0.80 ft3/s Results Normal Depth 0.33 ft Flow Area 0.32 ft2 Wetted Perimeter 2.07 ft Hydraulic Radius 0.16 ft Top Width 1.97 ft Critical Depth 0.34 ft Critical Slope 0.02544 ft/ft Velocity 2.48 ft/s . Velocity Head 0.10 ft Specific Energy 0.42 ft Froude Number 1.08 Flow Type Supercritical 'GVF Input Data Downstream Depth 0.00 ft Length 0.00 ft Number Of Steps 0 1GVF Output Data Upstream Depth 0.00 ft Profile Description Profile Headloss 000 ft Downstream Velocity Infinity ft/s Upstream Velocity Infinity ft/s Normal Depth 0.33 ft Critical Depth 0.34 ft Channel Slope 0.03000 ft/ft Critical Slope 0.02544 ft/ft . Bentley Systems, Inc. Haestad Methods SciDIeç€Idwtv1aster V8i (SELECTseries 1) 08.11.01.03] 10/11/2013 1:37:15 PM 27 Siemons Company Drive Suite 200W Watertown, CT 06795 USA +1-203-755-1666 Page .1 of F/ow Specifications Description Percent Total Square now of filter Open Square Inches Rate opening Inches of Total (Cubic Sae per Unit Unobstructed Feet per Openings Second) Skimmer protected 100% 381.5 381.5 13.4 cfs By—Pass Coarse Screen stainless steel 62% 231.0 143.2 62 cfs flattened expanded Medium Screen I Ox 10 mesh 56% 231.0 129.3 6.4 cfs stainless steel Pin: screen 14 x 18 917 68% 283.5 192.8 10.8 stainless steel MAX/MUM THROAT FLOW RATE SCREEN TREATED FLOW RATE Total: 18.8 cfs Total. 23.4 cfs FLOW RATES BASED ON UNOBSTRUCTED SCREEN OPENINGS Part # G/SB-36-36-25 36 FLOW SCHEMATIC ST0RM BOOM SKIMMER THROAT Th TURBULENCE DEFLECTOR li GRATE - 3/Ut: V/LW •.Q; II SKIMMER PROTECTED 's. J BYPASS u 23 25 t1\ COARSE SCREEN \NEW MEDIUM SCREEN END VIEW jT1 FINE SCREEN I - I CONCRETE STRUCTURE I BOX MANUFACTURED FROM MAR/NE GRADE FIBERGLASS & GEL COATED FOR UV PROTECT/ON REMOVE GRATE INSERT GISB 5 YEAR MANUFACTURERS WARRANTY REINSTALL GRATE PATENTE D A T fl N.. I r D EXCLUSIVE CALIFORNIA DISTRIBUTOR: /-\ r \I 810 CLEAN ENVIRONMENTAL NVIRONMENL SERVICE I - 1 P.O. BOX 869 OCEANSIDE. CA. 92049 TEL. 760-4.3.3-7640 FAX:760-4.3.3-.31 76 ALL FILTER SCREENS ARE STAINLESS STEEL Email: infobiacIear,en.Iranmental.,,et L)r'JYEE rEo<JwoIES SUNThEE QLL4UTY PRODUCTS ARE BUILT FOR &SY CLEANING AND 798 CL.EARLAKE RD. SUITE #2 COCOA FL. 32922 OLSIGNED W BE PERM4NENT lNFR4S7RUCflJRE AND siouw TEL. .321-6.37-7852 FAX 321-637-7554 LAST FOR 004DES GRATE INLET SKIMMER BOX FOR FLORIDA DOT INLET STRUCTURES. DATE: 04/12/0415cALE:SF = 15 ORAETER: N.R.B.I UNITS -INCHES ENVIRO—SAFE HIGH CAPACITY ROUND GRATE INLET: SKIMMER BOX SYSTEM FOR USE UNDER MANHOLES ROUND GISB FOR MOUNTING UNDER MANHOLE MOVABLE M BOOM SHELF DRM.PINI\ Patent" Pending. FiGURE 2 DETAIL OF INSTALL.A770N FLOW RATES per Basket Q=SO*cd*A ,/2*g*h Cd .67 SO A(ft2) h (ft) Q (4) TOP SIDE 1 135.22 5.50 3.42 CENTER SIDE .62 130.36 11.5 2.95 BOTTOM SIDE .56 125.50 17.50 3.17 BOTTOM .68 63.14 20.81 2.11 TOTAL 11.65 DETAIL OF PARTS FiGURE 1 FLOW r;*!:I MANHOLE Curb Inlet Basket - .......... . ........... .. .......... .......... Elm:. NOTES: CLEAN L WATER) I 1 SHELF SYSTEM PRO WOES FOR ENTiRE COVERAGE OUT OF INLET OPENING SO TO DIVERT ALL FLOW TO BASKET. 2.SHELF SYSTEM MANUFACTURED FROM MAR/NE GRADE F1BERGLASS,GEL COATED FOR UV PROTECTiON. 3.SHELF SYSTEM ATTACHED TO THE CATCH BASIN WITH NON—CORROSIVE HARDWARE. FIGURE 3 4.RL7R477ON BASKET STRUCTURE MANUFACTURED OF DETAIL OF PROCESS MAR/NE GRADE FIBERGLASS,GEL COATED FOR UV 5 F1LTRA11ON BASKET FiNE SCREEN AND COARSE REMOVABLE BASKET CATCHES EVERYTHING CONTAINMENT SCREEN MANUFACTURED FROM STAINLESS STEEL AND MAY BE REMOVED THROUGH MANHOLE 6.F1LTR471ON BASKET HOLDS BOOM OF ABSORBENT WITHOUT ENTRY. MEDIA TO CAPTURE HYDROCARBONS. BOOM IS EASILY REPLACED WITHOUT REMOWNC MOUNTiNG HARDWARE. 7.RL7R47ION BASKET LOCATiON IS DIRECTLY UNDER 5 YEAR MANUFACTURERS WARRANTY MANHOLE FOR EASY MAINTENANCEE, PATENTED Th A T N. I T I D r EXCLUSIVE CALIFORNIA DISTRIBUTOR: F-JI-\ I- \I I- I BIO CLEAN ENVIRONMENTAL SERVICE I L_ N L.... I '.o. BOX 869, OCEANSIDE, CA. 92049 I TEL. 760-4.3.3-7640 FAX:760-4.33—.:5176 ALL FILTER SCREENS ARE STAINLESS STEEL Lrm0hI: 1nfa©b1ocIeaner,v1ronmntoI.net Li rF EE YE(= I-I Ni C> L C) I E " 798 CLEARLAIE RD. SUITE #2 SUMREE QUAUIY PRODUCTS ARE BUILT FOR EASY CLEANING AND ARE COCOA FL. 32922 DESIGNED 10 BE PERi4NENT INFR4S1RUC7URE AND siouw TEL. 321-637-7552 FAX 321-637-7554 LAST FOR DECADES. CURB INLET BASKET SYSTEM DATE: 04/1 2/04 SCALE:SF = 15 DRAFTER: N. R. B. UNITS = IN CHES 17.0' -MORTAR FILLED 13.0' BLOCK WALL PER CITY 14 48" / OF CARLSBAD i u A MASONRY FENCE 00 I ACCESS WAY 4.8 / : DETAIL(BID-)... JACCESS WAY ri 4" '1 1i CONCRETE CURB '..' 6" / STRIP (TYP.) (.) - - TRASH BIN ---------- WHERE ECCL$LE - APPLICABLE ILL-7_77 i-4 ± r - i -- ' B I (3 CY TYPICAL) II I jBIN I .A 12 IRECYCILABLEI, - ------------- U 6"0 CONCRETE-4I H (3 C1 TYPICAL)' .k TRASH BIN I - J / '•• - - - 'I- - L FILLED IRON POST'j L -'f_ PROTECTION I n- - A 7____• POST / (MOD. W-16) ' J I ROLL OUT liii OPTIONAL ' ECYCLABLE - - - - - - - - \,/'(DUEC11oNI CONTER.INSTEAD 'kEc-ono 1 _f-(AND MATERIALS I -- '\ UT' ,v N' [0.5% 0.5% (TYP.) 'CONCRETE - JU FERROUS METAL CURB GATE STOP (TYP.) GATE CANE SECURING CD \12"x12" BOLT (TYP.) E DRAIN : GATE HINGE (TYP.) IT!!C CONNECTION (1W. i LEVEL LOADING. AREA LOADING REFUSE TRUCK L APPROACH DRAIN AWAY (TYP.) - TYPE A - bRIVE AND LOAD. FRONT APPROACH - . T_/ 7' 7' 4 65" 15.0'(MIN.) TYPE B - DRIVE AND LOAD SIDE APPROACH I 4JLEVEL CLEAR OVERHEAD - OVERHEAD *TO L r rr III TO 25.0 FT.(MIN.) 13.5' MIN.) m UI HEIGHT HEIGIT 00 12~fl II - 7 5"(MIN) 4 AC OVER CONCRETE 6" CLASS ]I A.B. - 6" I4" iL L 3.0' ' L__ --- 24"x8" DRAIN TO BMP FOUNDATION - (TYP-) - r - SECTION A-A Ln 45" L--J 24' 1 6 L TYP . . (TYP.) (T.) SECTION B-B SHEET 0F2 REV. APPROVED DATE I . CITY OF CARLSBAD ... -'-''---' 6-04 CITY ENGINEER DATE REFUSE BIN ENCLOSURE SUPPLEMENTAL STANDARD GS-16 FOR 3 CUBIC YARDS LI%J 1.111 NO. - NOTES LOCATION OF REFUSE BIN ENCLOSURES SHALL BE APPROVED BY THE PLANNING DIRECTOR AND THE CITY ENGINEER. ENCLOSURE SHALL BE OF SIMILAR COLORS AND/OR MATERIALS AS THE PROJECT TO THE SATISFACTION OF THE PLANNING DIRECTOR. THE ENCLOSURE SLAB AND LOADING AREA SHALL BE LEVEL IN ORDER TO FACILITATE THE ROLLING OF BINS FOR LOADING POSITIONING. GATES SHALL BE MOUNTED SO THAT THEY SWING FULLY OPEN WITH NO PROTRUSION INTO THE PATH OF THE BIN THE GATES SHALL HAVE CHAINS, HOOKS OR PIN STOPS AT THEIR FULL OPEN POSITION TO HOLD THEM OPEN. ALL GATE CONNEC11ON LATCHES, SECURING BOLTS, FRAMING, AND HINGES SHALL BE HEAVY DUTY TYPE AND PAINTED OR TREATED AGAINST CORROSION. GATE MATERIALS TO BE APPROVED BY PLANNING DIRECTOR. POSITIVE DRAINAGE AWAY FROM THE ENCLOSURE AND LOADING AREAS SHALL BE PROVIDED AND MAINTAINED. ALTERNATIVE CONFIGURATION AND LOCATION OF THE ACCESS WAY MAY BE ACCEPTABLE ON A CASE BY CASE BASIS PROVIDED NO PORTION OF THE TRASH BINS ARE DIRECTLY VISIBLE TO THE PUBLIC. LOADING AND ENCLOSURE AREA DRAINAGE SHALL BE INDEPENDENT AND DRAINED TOWARDS AN APPROVED SITE BMP. DEVELOPMENT PROJECTS SHALL INCORPORATE THE REQUIREMENTS OF THE "MODEL ORDINANCE OF THE CALIFORNIA INTEGRATED WASTE MANAGEMENT BOARD RELATING. TO AREAS FOR COLLECTING AND LOADING RECYCLABLE MATERIALS". AREAS FOR RECYCLING SHALL BE ADEQUATE IN CAPACITY, NUMBER AND DISTRIBUTION TO SERVE THE DEVELOPMENT WHERE THE PROJECT OCCURS. RECYCLING AREAS SHALL BE SECURED TO PREVENT THE THEFT OF RECYCLABLE MATERIALS BY UNAUTHORIZED PERSONS WHILE ALLOWING AUTHORIZED PERSONS ACCESS FOR DISPOSAL OF MATERIALS. RECYCLING AREAS OR THE BINS AND CONTAINERS PLACED THEREIN MUST PROVIDE PROTECTION AGAINST SEVERE ENVIRONMENTAL CONDI11ONS WHICH MIGHT RENDER THE COLLECTED MATERIALS UNMARKETABLE. A SIGN CLEARLY IDENTIFYING ALL RECYCLING AND SOLID WASTE COLLECTION AND LOADING AREAS AND THE MATERIALS ACCEPTED THEREIN SHALL BE POSTED ADJACENT TO ALL POINTS OF ACCESS TO THE RECYCLING AREAS. EACH RECYCLING AREA WITHIN A MULTI-FAMILY RESIDENTIAL DEVELOPMENT SHALL BE NO GREATER THAN 250 FEET FROM EACH LIVING UNIT DAT CITY OF CARLSBAD REFUSE BIN ENCLOSURE FOR 3 CUBIC YARDS BINS SHEET 2 OF 2 7 ____ 6-04 CITY ENGINEER DATE - SUPPLEMENTAL GS16 ___ Geechncat 9nd Envro,i:iicnrI Scienc€s Coricu?k,nls S ip GEOTECHNICAL EVALUATION CARLSBAD SEAWATER DESALINATION PLANT 4600 CARLSBAD BOULEVARD CARLSBAD, CALIFORNIA' PREPARED FOR: Malcolm Pirnie 1525 Faraday Ave, Suite 290 Carlsbad, California 92008 PREPARED BY: Ninyo & Moore Geotechnical and Environmental Sciences Consultants 5710 Ruffin Road San Diego, California. .92123 March 1, 2013 (Revised) Project No. 107383002 5' .. 5710 Ruffln Road • San Diego, California 92123 • Phone (858) 576-1000 Fax(858)576-9600 San Diego • Irvine Los Angeles Rancho Cucamonga Oakland • San Francisco San Jose Sacramento Las Vegas • Phoenix • Tucson • Prescott Valley Denver . El Paso Houston. Gekote . ~~T 0~_TW DRUNIA, Pet, ".0 March 1, 2013 (Revised) Project No. 107383002 Mr. Richard Kennedy Malcolm Pirnie 1525 Faraday Avenue, Suite 290 Carlsbad, California 92008 Subject: Geotecirnical Evaluation Carlsbad Seawater Desalination Plant 4600 Carlsbad Boulevard Carlsbad, California Dear Mr. Kennedy: In accordance with your request, we have performed a geotechnical evaluation for the Carlsbad Seawater Desalination Plant project located at the NRG Enema Power Plant in Carlsbad, Cali- fornia. This report provides our findings and conclusions regarding the site geotechnical conditions and provides foundation design criteria and geotechnical recommendations for con- struction of the proposed project. Ninyo & Moore appreciates the opportunity to be of service to you on this project. Respectfully submitted, NINYO & MOORE is 0. MWO No. 2817 1. WWI CERTIFIED .1 EXR I 2W a LU •• Francis 0. Moreland, PG, CEG ENGNEERINQ I GEOLOW Jeffrey T. Kent, PE, GE OF Senior Geologist Senior Engineer C Emil Rudolph, PE, GE Gregory T. Farrand, PG,. CEG Principal Engineer i Principal Geologist BTM/FOM/JTKIER/GTF/gg )O3 \ 1 Distribution (1) Addressee . I 5710 Ruffin Road • San Diego, California 92123 • Phone (858) 576-1000 • Fax(858) 576L9600 San Diego Irvine . Los Angeles Rancho Cucamonga • Oakland San Francisco • San Jose • Sacramento Las Vegas • Phoenix Tucson • Prescott Valley • Denver El Paso Houston Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 TABLE OF CONTENTS Page 1. INTRODUCTION 1 2. SCOPE OF SERVICES ............................................................................................................ 1 3. SITE AND PROJECT DESCRIPTION ...................................................................................2 4. BACKGROUND REVIEW ...................................................................................................... 3 5. SUBSURFACE EXPLORATION ............................................................................................. 3 6. LABORATORY TESTING ......................................................................................................3 7. GEOLOGY AND SUBSURFACE CONDITIONS ............................................ 4 7.1. Regional Geologic Setting ............................................................... .............................4 7.2. Site Geology ......................................................................................................................5 7.2.1. Fill ....................................................................................................................... 5 7.2.2. Alluvium ..............................................................................................................5 7.2.3. Old Paralic Deposits ................................... .............................................................5 7.2.4. Santiago Formation ...................................................................... .......................6 7.3. Groundwater ................................... ................................................................ ......... . ....... 6 7.4. Seismicity and Seismic Hazards ........................... . ............................................. . ......... 6 7.4.1. Surface Ground Rupture ......................................................................................7 7.4.2. Strong Ground Motion .................................................................... ...................... 7 7.4.3. Liquefaction and Seismically Induced Settlement ........... . .................................. 8 7.4.4. Lateral Spreading .......................... . .............................................................. .......... 9 7.4.5. Landslides ............................................................................................................10 7.4.6. Tsunamis ...........................................................................................................10 8. CONCLUSIONS .........................................................................................................................11 .. ................. 9. RECOMMENDATIONS ............................. .......................................................... 11 9.1. Earthwork ........................................................................................................................12 9.1.1. Pre-Construction Conference ....................................................................... .......12 9.1.2. Site Preparation ........................... . .................. .................................................... 12 9.1.3. Excavation Characteristics ......................................... . ................................. ....... 12 9.1.4. Excavation Bottom Stability ............................................................................. 13 9.1.5. Cut-Fill Transitions ......................................... . ............................................ . ...... 13 9.1.6. Fill Material .............................. . ................................ . ....................................... 14 9.1.7. Fill Placement and Compaction ............................ . .............. . .................... . ........ 14 9.1.8. Slopes ............................................................................................... .............. . ..... 15 9.1.9. Temporary Excavations, Braced Excavations and Shoring .............................. 16 9.1.10. Lateral Pressures for Thrust Blocks .................................................................. 17 9.1.11. Pipe Bedding and Modulus of Soil Reaction (E') ...................................................17 9.1.12. Utility Trench Backfill ................................................................. .... ................. 18 9.1.13. Construction Dewatering ..................................................................................19 9.2. Seismic Design Considerations ...................................................................................19 10738300 Rrcvdoc 1 /iI4IO . ffiQQr P. S Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 9.3. Foundations.............................................................................................................. 9.3.1. Spread Footings .................................................................................... . .................. 20 9.3.2. Mat Foundations ................................................................................................21 9.3.3. Lateral Resistance ..............................................................................................21 9.3.4. Static Settlement ...............................................................................................22 9.4. Below Grade Walls ................................................................................. .................... 22 9.5. Site Retaining Walls ....................................................................................................23 .9.6. Preliminary Pavement Design ...................................................................................... 24 9.7. Corrosivity . ............................................ ....................................................................... 25 9.8. Concrete Placement ..................................................................................................... 25 9.9. Drainage ............................................................................................. . ........................... 26 10. CONSTRUCTION OBSERVATION .................................... ................................................. 26 11. LIMITATIONS ......................................................................................... ............................... 27 12. REFERENCES ........................................................................................................................29 Tables Table 1 —Principal Active Faults ..................................................................................................... 7 Table 2 - CBC Seismic Design Parameters ................................................................................... 20 Table 3 - Recommended Pavement Section ................................................... ................................ 24 Fi2ures .. . . Figure I - Site Location Figures 2A and 2B - Boring Locations Figure 3 - Fault Locations Figure 4 - Geology Figure 5 - Tsunami Inundation Figure 6 - Lateral Earth Pressures for Temporary Cantilevered Shoring Below Groundwater Figure 7 - Lateral Earth Pressures for Braced Excavation Below Groundwater . . Figure 8 - Thrust Block Lateral Earth Pressures • . • . .. Figure 9 - Lateral Earth Pressures for Underground Structures . . Figure 10— Uplift Resistance Diagram for Underground Structures Figure ii - Lateral Earth Pressures for Yielding Retaining Walls Figure 12 - Retaining Wall Drainage Detail I • • Appendices Appendix A - Previous Site Boring Logs (GeoLogic Associates, 2004 and 2008) • Appendix B - Previous Site Laboratory. Testing (GeoLogic Associates, 2004 and 2008) Appendix C - Ninyo & Moore Boring Logs Appendix D Ninyo & Moore Laboratory Testing 107383002 R rcv.doc • . I//IO1/1 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California . Project No. 107383002 INTRODUCTION In accordance with your request, we have performed a geotechnical evaluation for the proposed Carlsbad Seawater Desalination Plant project located at the NRG Encina Power Plant in Carlsbad, California (Figure 1). The. purpose of this study was to conduct a geotechnical evaluation of the proposed site to evaluate the subsurface soil conditions and to provide geotechnical recommenda- tions pertaining to the design and construction of the project. This report presents our geotechnical findings, conclusions, and recommendations regarding this project. . = SCOPE OF SERVICES Our scope of services included the following: • Reviewing available background materials, including previous geotechnical reports for the project site (GeoLogic, 2004 & 2008), published geologic maps and literature, in-house in- formation, stereoscopic aerial photographs, topographic and fault maps. . • Reviewing engineering plans, geotechnical data, as-graded geotechnical reports, as-built grading plans and designs provided by the client. • Obtaining boring permits from the County of San Diego Department of Environmental Health prior to the performance of our subsurface exploration. . .. . • Performing a geologic reconnaissance of the site, including a meeting with the client and power plant owner for boring mark-out locations. Mark-out of existing underground utilities was conducted through Underground Service Alert. . . .. H • Performing subsurface exploration consisting of drilling, logging, and sampling seven ex- ploratory borings using a truck-mounted drill rig. Representative bulk and in-place soil samples were collected at selected intervals and transported to our laboratory for testing. • Converting two of the borings to groundwater monitoring wells. • Performing geotechnical laboratory testing of representative samples to evaluate soil charac- teristics and design parameters. . • Compiling and analyzing data obtained from our background review, subsurface explora- tion, and laboratory testing. • Preparing this report presenting our findings, conclusions, and recommendations for the de- sign of the project. 10738300 R rev.doc Carlsbad Seawater Desalination Plant March 1,: 2013 (Revised) Carlsbad, California Project No. 107383002 3. SITE AND PROJECT DESCRIPTION The proposed Carlsbad Seawater Desalination Plant project is located at the NRG Encina Power Plant in Carlsbad, California (Figure 1). The project area is bordered by the inlet for Agua Hedionda Lagoon to the north, the North County Transit District railroad alignment to the east, and Carlsbad Boulevard to the west. The site for the desalination plant is a rectangular shaped, previously graded area with de- commissioned oil storage tanks and other utilities on the eastern side of the site south of the existing West Tank Farm. Proposed seawater intake and brine discharge pipelines will connect the desalination facility to the power plant water discharge tunnel. The brine discharge pipeline parallels the intake pipe- line and empties into the power plant cooling water discharge tunnel downstream of the seawater intake. A proposed intake water pump station will be located on the northwest corner of the property. Topographically, the site is relatively flat on the east side of the project with an elevation of approxi- mately 40 feet above mean sea level (MSL). The topography slopes down to the west to a relatively flat pad area with an elevation of approximately 17 feet MSL. The site is generally developed with opera- 11 tional and decommissioned utilities, and interconnected with asphalt roadways and parking lots. I We understand that the project will include the construction of several new structures as part of the de- salination plant. The new structures include an intake pump station constructed near the plant entrance which will extend to depths of approximately 26 and 40 feet deep below existing grade. Seawater from the power plant cooling water discharge tunnel will be pumped to the higher elevation desalination plant. The desalination facility is proposed south of the West Tank Farm and will consist of a pre-treatment building, clearwell building with a wet well, reverse osmosis/administration building (RO) with a suck back tank, a product water tank, product pump station, a post-treatment structure, chemical storage building, a solids handling structure, and an electrical substation. These structures will extend to various depths below grade. The pre-treatment building will generally be at-grade with the backwash extending to depths of approximately 15 feet. The clearwell will include a dry well a few feet below grade with a wet well extending down approximately 10 feet. The RO building will be at grade with the suck back. tank approximately 16 feet deep. The product water tank will be approximately 30 feet deep. Retaining walls up to approximately 20 feet high are planned for portions of the western side of the desalination plant site. Further site improvements include infiltration basins for storm water. Grading is expected to consist of cuts and fills of up to approximately 13 and 8 feet, respectively, with backfills up to 20 feet. 107383002 R rcvdoc 2 F'1"go & Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) .1: Carlsbad, California Project No. 107383002 4. BACKGROUND REVIEW As part of this evaluation, we have reviewed previous geotechnical evaluation reports (GeoLogic, 2004 and 2008) that have been prepared for the site. These reports were provided by the client. The evalua- tions for these reports included the performance of 18 exploratory borings. Copies of the boring logs are presented in Appendix A. Of the 18 borings, GeoLogic Borings B-2 through B-7 and B- 10 through B-17 are considered relevant to this project. During these evaluations, the subsurface materials encoun- tered within the project area included fill, residual soil, terrace deposits (referred to as Old Paralic Deposits in this report), and materials of the Santiago Formation. As part of the referenced evaluations (GeoLogic, 2004 and 2008), geotechnical laboratory testing was performed to evaluate in-situ moisture content and dry density, gradation, Atterberg Limits, consolidation, shear strength, expansion index, soil corrosivity (includes pH, electrical resistivity, chloride content and sulfate content), and R-value. Cop- ies of these test results are presented in Appendix B. 5. SUBSURFACE EXPLORATION Ninyo & Moore's subsurface exploration was conducted from January23 through 31, 2013, and con- sisted of the drilling, logging, and sampling of seven small-diameter borings to depths of up to approximately 90 feet. The borings were drilled using a truck-mounted drill rig equipped with 8- and 10-inch-diameter hollow-stem augers. Additionally, Borings B-6 and B-7 were converted to ground- water monitoring wells. Details of well construction are presented on Figures C-21 and C-22. The boring locations were selected based on the results of our background review and field reconnais- sance, along with coordination with the client The approximate locations of the Nmyo & Moore exploratory borings, as well as the locations of the borings from previous evaluations (GeoLogic 2004 & 2008), are presented on Figures 2A and 2B. The logs for the Ninyo & Moore borings and the well construction diagrams are presented in Appendix C 6 LABORATORY TESTING Laboratory testing was performed on representative soil samples collected as part of this evaluation included tests to evaluate in-situ moisture content and dry density, gradation, shear strength, expansion index, soil corrosivity (includes pH, electrical resistivity, chloride content and sulfate content), and 0738300' R rev.doc 3 ,P4Iiiyo Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 R-value. The results of moisture and density testing are presented on the Ninyo & Moore boring logs in Appendix C. Results of the other Ninyo & Moore laboratory tests are presented in Appendix D. 7. GEOLOGY AND SUBSURFACE CONDITIONS Our findings regarding regional and site geology along with groundwater conditions at the site are provided in the following sections. ~ 0 7.1. Regional Geologic Setting The project area is situated in the coastal section of the Peninsular Ranges Geomorphic Prov- ince. This geomorphic province encompasses an area that extends approximately 900 miles from the Transverse Ranges and the Los Angeles Basin south to the southern tip of Baja California (Norris and Webb, 1990; Harden, 1998). The province varies in width from approximately 30 to 100 miles. In general, the province consists of rugged mountains underlain by Jurassic metavol- canic and metasedimentary rocks, and Cretaceous igneous rocks of the southern California batholith. In the portion of the province in San Diego County that includes the project area, basement rocks are overlain by Quaternary and Tertiary age Sedimentary rock. The Peninsular Ranges Province is traversed by a group of sub-parallel faults and fault zones trending roughly northwest. Several of these faults,: which are shown on Figure 3, are considered active faults The Elsinore, San Jacinto, and San Andreas faults are active fault systems located northeast of the project area and the Rose Canyon, Coronado Bank,, San Diego Trough, and San Clemente faults are active faults located west of the project area. The Rose Canyon Fault Zone, the nearest active fault system, has been mapped approximately 4 miles west of the project site (Figure 3). Major tectonic activity associated with these and other faults within this regional tectonic framewOrk consists primarily of right-lateral,: strike- slip movement. Further discussion of faulting relative to the site is provided in the Seismic- ity and Seismic Hazards section of this report. 107383002 R rcv.doc 4 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 ~ 0 7.2. Site Geology Geologic units encountered during our reconnaissance and subsurface exploration included fill, alluvial deposits (alluvium), old paralic deposits, and materials of the Santiago Formation (Fig- ure 4). Generalized descriptions of the geologic units encountered during our subsurface exploration are provided in the subsequent sections. Additional descriptions are provided on the boring logs in Appendix D. Boring logs prepared by others are presented in Appendix A. 7.2.1. Fill Fill was encountered in our borings either from the ground surface or underlying the exist- ing pavement sections. The fill extended to depths of approximately 3 feet in Borings B-i and B-2 and to depths between approximately 16 to 20 feet in Borings B-3 through B-7. As encountered, the fill materials generally consisted of damp to saturated, loose to medium dense, clayey to silty sand and poorly graded sand with silt. Portions of the encountered fill materials contained fine to coarse gravel, scarce cobbles, and concrete debris. 7.2.2. Alluvium Alluvium was encountered in three of our borings underlying the fill and extending to the total depth explored of approximately 20 feet in Boring B75, to a depth of approxi- mately 46 feet in Boring B-6, and to a depth of approximately 33 feet in Boring B-7. As encountered, the alluvium generally consisted of moist to saturated, loose to dense, silty sand and poorly graded sand with silt. 7.2.3. Old Paralic Deposits Old Paralic Deposits were encountered underlying the fill materials in Borings B-i through B-3. As observed during our drilling operations, these deposits extended to a depth of approximately 12 feet in Borings B-i and B72 and extended to the total depth explored of 20 feet in Boring B-3, As encountered, the old paralic deposits generally consisted of damp to moist, medium dense to dense, silty sand: 107383002 Rrcv.doc 5 S Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 7.2.4. Santiago Formation The Santiago Formation was encountered in our borings below fill, alluvium, and Old Paralic Deposits to the depths explored in Borings B- i, B-2, B-6, and B-7. As encountered, the Santiago Formation consisted of finely bedded light gray to reddish brown, moist to satu- rated, weakly cemented, silty fine-grained sandstone, fine sandy siltstone, and interbedded, moderately indurated, silty claystone. 7.3. Groundwater Groundwater within the easterly portion of the site was encountered during our subsurface ex- ploration in exploratory boring B-2 at a depth of approximately 31 Y2 feet and at various depths during the previous evaluations (GeoLogic, 2004 and 2008). Based on these variations, con- sideration should be given to installing piezometers within the easterly portion of the site to monitor the groundwater elevations. Fluctuations in the groundwater level may occur due to variations in tidal fluctuations, ground surface topography, subsurface geologic conditions and structure, rainfall, irrigation, and other factors. Additionally, due to the potential presence of relatively impermeable layers within the Santiago Formation, perched water conditions may be encountered at shallower depths. Furthermore, existing utility trenches act as conduits for subsurface water, and perched water conditions may be present within these areas. Groundwater within the westerly portion of the site was encountered during our subsurface exploration in exploratory boring B-6 at a depth of approximately 17 feet and in boring B-7 at a depth of approximately 16 feet. For design purposes, a groundwater elevation of 2 feet above MSL may be used for the intake pump station. Fluctuations in the groundwater level may occur due to variations in tidal fluctuations, ground surface topography, subsurface geo- logic conditions and structure, rainfall, irrigation, and other factors. 7.4. Seismicity and Seismic Hazards The subject site is not located within a State of California Earthquake Fault Zone (formerly known as an Alquist-Priolo Special Studies Zone) (Hart and Bryant, 1997). However, the site is located in a seismically active area, as is the majority of southern California, and the potential 107383002 R rcv.doc 6 F.j/ngo&Fnuve Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 for strong ground motion in the project area is considered significant during the design life of the proposed structure. Figure 3 shows the approximate site location relative to the major faults in the region. The active Rose Canyon fault is located approximately 4 miles west of the site. Table 1 lists selected principal known active faults that may affect the subject site and the maximum moment magnitude Max) as published by the Cao, et al (2003) for the California Geological Survey (CGS). The approximate fault-to-site distances were calculated using the computer program FRISKSP (Blake, 2001). Table 1 - Principal Active Faults Fault i = Approximate Fault-to-Site Distance 1,2 miles (kilometers) Maximum Moment Magnitude 2 (Mma2) Rose Canyon 4 (7) 7.2 Newport-Inglewood (Offshore) 5 (9) 7.1 Coronado Bank 21(33) 7.6 Elsinore (Temecula Segment) 25 (40) 6.8 Elsinore (Julian Segment) 25 (40) 7.1 Elsinore (Glen Ivy Segment) 34 (55) 6.8 Note: 'Blake, 2001; 2 Cao, et al., 2003 The principal seismic hazards at the subject site are surface fault rupture, strong ground motion, liquefaction and dynamic settlement, lateral spread, landslides, and tsunamis. A description of these hazards and the potential for their occurrence on site are discussed below. 7.4.1. Surface Ground Rupture Based on our review of the referenced literature and our site reconnaissance, no active faults are known to cross the project site Therefore, the probability of damage from sur- face fault rupture is considered to be low. However, lurching or cracking of the ground surface as a result of nearby seismic events is possible 7.4.2. Strong Ground Motion The 2010 California Building Code (CBC) recommends that the design of structures be based on the peak horizontal ground acceleration (PGA) having a 2 percent probability of I0738300 R rev d oc 7 /If/74!O Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 [I exceedance in 50 years which is defined as the Maximum Considered Earthquake (MCE). The statistical return period for PGAMCE is approximately 2,475 years. In evaluating the seismic hazards associated with the project site, we have used a Site Class D. The site modi- fied PGAMCE is an estimated 0.53g using the United States Geological Survey (USGS) (USGS, 2011) ground motion calculator (web-based). The design PGA was 0.35g using the USGS ground motion calculator. These estimates of ground motion do not include near- source factors that may be applicable to the design of structures on site. 7.4.3. Liquefaction and Seismically Induced Settlement Liquefaction is the phenomenon in which loosely deposited granular soils with silt and clay contents of less.than approximately 35 percent and non-plastic silts located below the water table undergo rapid loss of shear strength when subjected to strong earth- quake-induced ground shaking. Ground shaking of sufficient duration results in the loss of grain-to-grain contact due to a rapid rise in pore water pressure, and causes the soil to behave as a fluid for a short period of time. Liquefaction is known generally to occur in saturated or near-saturated cohesionless soils at depths shallower than 50 feet below the ground surface. Factors known to influence liquefaction potential include composition and thickness of soil layers, grain size, relative density, groundwater level, degree of saturation, and both intensity and duration of ground shaking. Accordingly, liquefaction potential of subsurface soils was evaluated using the data collected as part of our subsurface exploration. The liquefaction analysis was based on the NCEER procedure (Youd et al., 2001) developed from the methods originally recommended by Seed and Idriss (1982) using the computer program LIQUEFY2 (Blake, 2001). A groundwater ta- ble located at an elevation of 2 feet above MSL was used in our evaluation. Based on the relatively dense nature of the Old Paralic Deposits and the materials of the Santiago Formation, liquefaction and the resulting dynamic settlement is not a design consideration of the structures planned for the eastern portion of the site. These struc- 07383002 R rev.doc 8 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 tures include the RO building, the pretreatment building, the product water tank,: the clearwell, and other structures in this area. However, based on the presence of relatively loose, granular alluvium encountered beneath the groundwater at Borings B-6 and B-7, the soils to a depth of approximately 33 feet near the intake pump station are considered susceptible to liquefaction. As a result of liquefaction, the proposed pump station may be subject to several' hazards incliiding dynamic set- tlement In order to estimate the amount of post-earthquake settlement, the method proposed by Tokimatsu and Seed (1987) was used in which the seismically induced cyclic stress ratios and corrected N-values are related to the, volumetric strain of the soil. The amount of soil settlement during a strong seismic event depends on the thickness of the liquefiable layers and the density and/or consistency of the soils. Based on our understanding of the project, the intake pump station will extend to a depth of 26 feet or more below the ground surface. Based on the structures depth and the depth to liquefiable soils, our analysis indicates that the intake pump station may be subjected to approximately 1 inch of dynamic settlement due to liquefaction. However, our analysis indicates that the adjacent ground surface where piping may be present may be subject to approximately 4 to 5 inches of dynamic settlement resulting from liquefaction. 7.4.4. Lateral Spreading Lateral spreading of the ground surface during an earthquake usually takes place along weak shear zones that have formed within a liquefiable soil layer. Lateral spread has generally been observed to take place in the direction of a free-face (i.e., retaining wall, slope, channel, . etc) but has also been observed to a lesser extent on ground surfaces : = with very gentle slopes. An empirical model developed by Youd et al. (2002) is typi- cally used to predict the amount of horizontal ground displacement within a site. For sites located in proximity to a free-face, the amount of lateral ground displacement is correlated with the distance of the site from the free-face. Other factors such as earth- . . . quake magnitude, distance from the causative fault, thickness of the liquefiable layers, I0738300 Rue doc 9 , Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383:002 .. and the fines content and particle sizes of the liquefiable layers also influence the amount of lateral ground displacement. : Based on the relatively dense nature of the Old Paralic .Deposits and the materials Of the Santiago Formation, lateral spreading resulting from liquefaction is not a design consid- eration of the structures planned for the eastern portion of the site. These structures include the RO building, the pretreatment building, the product water tank, the clear- well, and other structures in this area. . The proposed location of the intake pump station is approximately 100 feet south of a de- scending slope leading to the edge of Agua Hedionda Lagoon. Our liquefaction evaluation indicates .that relatively thin layers of alluvium within borings 13-6 and B-7 possessed cor- rected standard penetration test (SPT) sampler blow counts of less than 15 (i.e., generally• susceptible to seismically induced lateral spread) are occasionally present: below the site. . . Based on these considerations, it is our opinion that there is a potential for the occurrrice of• lateral spread at the intake pump station. Our analysis indicates on the order of. approxi- mately 8 inches of lateral spread may occur in the event of the design earthquake. :. 7.4.5. Landslides : •• . .. . .. ...........Landslides may, be induced by song vibratory motion produced by earthquakes. Research and historical data indicate that seismically induced landslides tend to occur in weak soil and rock on sloping terrain. The process for zoning earthquake-induced landslides incorpo-. rates expected future earthquake shaking, existing landslide features, slope gradient and strength of earth materials on the slope. Based on our review of published geologic: litera- ture and our geotechnical evaluation, no landslides or related features underlie the site (Tan & Gitten, 1995) and the potential for seismically induced landslides is low. 7.4.6. . Tsunamis . . . . . . . . Tsunamis are long wavelength seismic sea waves (long compared to ocean depth) generated . . by the sudden movements of the ocean floor during submarine earthquakes, landslides, or volcanic activity. Based on our review of the tsunami hazards map prepared by the CGS 0738300' R iev.doc 10 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 S (2009) the site is located adjacent to, but not within an area subject to tsunami inundation (Figure 5). Therefore, tsunamis are not a design consideration. 8. CONCLUSIONS Based on our geotechnical evaluation, it is our opinion that the proposed project is feasible from a geotechnical standpoint, provided the following recommendations are incorporated into the de- sign and construction of the project. In general, the following conclusions were made: Materials derived from on-site excavations are generally considered suitable for reuse as fill materials. Based on the findings from our subsurface exploration and our understanding of the project, several of the proposed buildings will straddle a cut-fill transition. Recommendations for remedial grading to address this condition are presented in the following sections. Due to the presence of loose fill and alluvium, the contractor should anticipate caving condi- tions and/or yielding excavation bottoms when excavating in these materials. Groundwater was encountered during our subsurface exploration at depths as shallow as 16 feet in boring B-7. Based on the depth of proposed structures, the contractor should anticipate en- countering groundwater and should be prepared to perform dewatering measures. Excavations close to or below groundwater will encounter wet and loose or soft ground conditions. The subject site is not located within a State of California Earthquake Fault Zone. The prob ability of surface fault rupture at the site is considered to be low. The results of the laboratory testing from this evaluation and previous ones performed at the site (GeoLogic, 2004 and 2008) indicate the site is corrosive to ferrous metals. Based on information from Ninyo & Moore borings B-6 and B-7, our analysis indicates :that the area surrounding the proposed location for the intake pump station will be subjected to = liquefaction, dynamic settlement, and lateral spreading. Further discussions regarding these issues are presented in following sections. 9. RECOMMENDATIONS • = The following sections include our geotechnical recommendations for construction of the pro- ject. These recommendations are based on our evaluation of the site geotechnical conditions and 07383002 R rcvdoc 11 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 S our understanding of the planned construction, including anticipated foundation loads. The pro- posed site improvements should be constructed in accordance with the requirements of applicable governing agencies. 9.1. Earthwork Earthwork operations should be performed in accordance' with the requirements of applica- ble governing, agencies and the recommendations presented in the following sections of this report. Ninyo & Moore should be contacted for questions regarding the recommendations or guidelines, presented herein. 9.1.1. Pre-Construction Conference We recommend that a pre-construction conference be held. The owner and/or their rep- resentative, the governing agencies" representatives, the civil engineer, Ninyo & Moore, . ' and the contractor should be in attendance to discuss the work plan and project schedule and earthwork requirements. ' 9.1.2. Site Preparation Prior to performing excavations or other earthwork, the site should be cleared of any debris, vegetation, and loose or otherwise unsuitable soils. Obstructions that extend be- low the finished grade should be removed and the resulting holes filled with compacted ' fill. Materials generated from the clearing operations should be removed from the pro- ject site and disposed of at a legal dump site. 9.1.3. Excavation Characteristics Our evaluation of the excavation characteristics of the on-site materials is based on the re- sults of our exploratory borings and our experience with similar materials. In our opinion, the on-site soils are generally expected to be excavatable with heavy-duty earthmoving equipment in good working condition. However, loose fill and alluvial soils along with a shallow groundwater table were encountered during our subsurface exploration. The con- 107383002 R rev.doc - 12 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 tractor should anticipate encountering caving soils. Furthermore, excavations close to or below groundwater will encounter wet and loose or soft ground conditions 9.1.4. Excavation Bottom Stability In general, we anticipate that the bottoms of the trenches at the site are close to or extend below the groundwater will encounter wet soils that are unstable. In general, unstable bot- tom conditions may be mitigated by overexcavating the excavation bottom to suitable depths and replacing with a suitable reinforcing textile and gravel. Recommendations for stabilizing excavation bottoms should be based on evaluation in the field by the geotechni- cal consultant at the time of construction. However, as a general guideline, overexcavation of approximately 2 feet may be appropriate to develop a stable excavation bottom. 9.1.5. Cut-Fill Transitions Based on the planned locations and varying depths of the foundations for several of the proposed buildings, we anticipate these structures to be underlain by cut-fill transitions. A building pad area is defined as the building footprint and 5 feet horizontally outside of the building footprint plus the depth of the overexcavation. From our review of project grad- ing plans, we understand the some portions of the planned structures may be underlain by up to approximately 7 to 8 feet of fill. To mitigate the potential for differential settlement resulting from the cut-fill transitions, we recommend that the compacted fill placed within the fill portions of the planned building pad be granular material compacted to a relative compaction of 95 percent in accordance with ASTM International (ASTM) D1557. As an alternative to placing the compacted fill at 95 percent relative compaction, the cut portion of the building pad may be overexcavated to a depth of 3 feet below the bottom of foundations. The resulting overexcavation may then be backfilled with compacted fill soil placed at a relative compaction of 90 percent as evaluated by ASTM Dl 557. The overexca- vation should extend horizontally to the lateral limits of the building pad as defined earlier. Ninyo & Moore should observe the bottom of the excavated areas at the time of grading to assess the quality of the exposed material, and to evaluate if additional removals are needed. I07383002Riev.doc 13 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 9.1.6. Fill Material In general, fill material should be free of trash, debris, roots, vegetation, or other deleterious materials. Fill should generally be free of rocks or lumps of material in excess of 4 inches in diameter. Rocks or hard lumps larger than approximately 4 inches in diameter should be broken into smaller pieces or should be removed from the site. On-site soils used for fill will involve moisture conditioning to achieve appropriate moisture content for compaction. Although not anticipated for this project, import fill should consist of clean, granular soils with an El of 50 or less. Soil should also be tested for corrosive properties prior to import- ing. We recommend that imported materials satisfy the Caltrans (2003) criteria for non- corrosive soils (i.e., soils having a chloride concentration of 500 parts per million [ppm] or less and a pH value of 5.5 or higher, and a soluble sulfate content of approximately 0. 10 percent [1,000 ppm] or less). Materials for use as fill should be evaluated by Ninyo & Moore prior to importing. The contractor should be responsible for the uniformity of import material brought to the site. 9.1.7. Fill Placement and Compaction Prior to placement of compacted fill, the contractor should request an evaluation of the exposed ground surface by Ninyo & Moore. Unless otherwise recommended, the ex- posed ground surface should then be scarified to a depth of approximately 8 inches and moisture conditioned to generally above the optimum moisture content The scarified materials should then be compacted to 90 percent relative compaction as evaluated by ASTM D1557. It is the contractor's responsibility to notify this office and the appropri- ate governing agency when project areas are ready for observation, and to provide reasonable time for that review. Fill materials should be moisture conditioned to generally above the laboratory optimum moisture content prior to placement. The optimum moisture content will vary with material type and other factors. Moisture conditioning of fill soils should be generally consistent within the soil mass. 107383002 R rev.doc 14 • Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 S Prior to placement of additional compacted fill material following a delay in the grading operations, the exposed surface of previously compacted fill should be prepared to receive fill. Preparation may include scarification, moisture conditioning, and recompaction. Compacted fill should be placed in horizontal lifts of approximately 8 inches in loose thick- ness. Prior to compaction, each lift should be moisture conditioned to generally above the laboratory optimum, mixed, and then compacted by mechanical methods to 90 percent rela- tive compaction as evaluated by ASTM D1557. Compacted fill placed within the horizontal limits of a structure should be compacted by mechanical methods to 95 percent of its modi- fied Proctor density as evaluated by ASTM D1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved. 9.1.8. Slopes Unless otherwise recommended by Ninyo & Moore and approved by the regulating 5 agencies, fill and cut slopes should not be steeper than 2:1 (horizontal: vertical). Interior slopes for detention basins should not be steeper than 3:1. Compaction of the face of fill slopes should be performed by over filling and cutting back, or backrolling at intervals of 4 feet or less in vertical slope height or as dictated by the capa- bility of the available equipment, whichever is less. Fill slopes should be backrol!ed utilizing a sheepsfoot-type roller. Care should be taken in maintaining the desired moisture conditions and/or reestablishing them, as needed, prior to backrolhng The placement, mois- ture conditioning, and compaction Of fill slope materials should be done in accordance with the recommendations presented in the Compacted Fill 'section of this report.. The stability of cut slopes is generally affected by local geologic conditions, the gradi- ent of the overall slope, groundwater seepage conditions and also by the excavation technique used in creating the slope. Excavation of cut slopes should include removal of near-surface residual soils and/or weathered materials. It is recommended that cut slopes be observed by Ninyo & Moore during grading to further evaluate their stability and to provide appropriate mitigation recommendations as needed. . 107383002 Rev.doc 15 FfIn1qo1.9ftnu'e Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 Site runoff should not be permitted to flow over the tops of slopes. Positive drainage should be established away from the slopes. This may be accomplished by incorporating brow ditches placed at the top of the slopes to convey surface runoff away from the slope face where drainage devices are not otherwise available. - The on-site soils are likely to be susceptible to erosion; therefore, the project plans and speci- fications should contain design features and construction requirements to mitigate erosion of on-site soils during and after construction. Slopes and other exposed ground surfaces should be appropriately planted with a protective ground cover. To enhance surficial stability, fill slopes should be planted as soon as feasible subsequent to grading. Erosion control and chain- age devices should be installed in compliance with the requirements of the local governing agencies as soon as feasible subsequent to grading. Imported fill materials, if used, should be evaluated for suitability by Ninyo & Moore prior to their use in constructing fill slopes. 9.1.9. Temporary Excavations, Braced Excavations and Shoring For temporary excavations, we recommend that the following Occupational Safety and Health Administration (OSHA) soil classifications be used: Fill and Alluvium Type C Old Paralic Deposits and Santiago Formation Type B Upon making the excavations, the soil classifications and excavation performance should be evaluated in the field by a competent person in accordance with the OSHA regulations. Temporary excavations should be constructed in accordance with OSHA recommenda- tions. For trench or other excavations, OSHA requirements regarding personnel safety should be met using appropriate shoring (including trench boxes) or by laying back the slopes to no steeper than 1.5:1 in fill and alluvium and 1 1 in Old Paralic Deposits or, ma- terials of the Santiago Formation. Temporary excavations that encounter seepage may be• shored or stabilized by placing sandbags or gravel along the base of the seepage zone. Excavations encountering seepage should be evaluated on a case-by-case basis. On-site safety of personnel is the responsibility of the contractor. 10738300' R rev.doc 16 /lflLfO Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 As an alternative to laying back the sidewalls of temporary excavations, the excavations may be shored or braced. Temporary earth retaining systems will be subjected to lateral loads re- sulting from earth pressures. Shoring systems for excavations may be designed using the lateral earth pressure parameters presented on Figures 6 and 7. These lateral earth pressures should be evaluated by a structural engineer for the design of the shoring systems. These de- sign earth pressures assume that spoils from the excavations, or other surcharge loads, will not be placed above the excavations within a 1:1 plane extending up and back from the base of the excavation. For bracing subjected to surcharge loads, such as soil stockpiles or construc- tion materials/equipment, an additional horizontal uniform pressure of 0.50q may be applied to the full height of the excavation, where "q" is the surcharge pressure. 9.1.10. Lateral Pressures for Thrust Blocks Thrust restraint for buried pipelines may be achieved by transferring the thrust force to the soil outside the pipe through a thrust block. Thrust blocks cast adjacent to competent soil material may be designed using the' lateral passive earth pressures presented on Figure 8. Thrust blocks should be backfilled with granular backfill material, and com- pacted in accordance with recommendations presented in this report. 9.1.11. Pipe Bedding and Modulus of Soil Reaction (E') We recommend that the new pipelines (pipes), where constructed in open excavations, be supported on 6 or more inches of granular bedding material. Granular pipe bedding should be provided to. distribute vertical loads around the pipe. Bedding material and compaction . . should be in accordance with this report. Pipe bedding typically consists of graded aggre- gate with a coefficient of uniformity of three or greater If gravel is utilized as pipe zone backfill, this material should be separated from the adjacent trench sidewalls and overlying trench backfill with a geosynthetic filter fabric. . . . Pipe bedding and pipe zone backfill should have a Sand Equivalent (SE) of 30 or greater, and be placed around the sides and top of the pipe. In addition, the pipe zone backfill should extend 1 foot or more above the top of the pipe. . . . . 107383002 R rev.doc 17 .. f/fl//U. Carlsbad Seawater Desalination Plant Carlsbad, California . March 1, 2013 (Revised) Project No. 107383002 The modulus of soil reaction (E) is used to characterize the stiffness of soil backfill placed at the sides of buried flexible pipes for the purpose of evaluating deflection caused by the weight of the backfill over the pipe (Hartley and Duncan, 1987). A soil reaction modulus of 1,200 pounds per square inch (psi) may be used for an excavation depth of up to about 5 feet when backfilled with granular soil compacted to a relative compaction of 90 percent as evaluated by the American Society for Testing and Materials (ASTM) D 1557. A soil re- action modulus of 1,800 psi may be used for trenches deeper than 5 feet. Special care should be taken not to allow voids beneath and around the pipe. Compaction of the bedding material and backfill should proceed up both sides of the pipe. Trench backfill, including bedding material, should be placed in accordance with the recommendations pre- sented in the Utility Trench Backfill section of this report. 9.1.12. Utility Trench Backfill In general, on-site soils with an organic content of less than approximately 3 percent by - volume (or 1 percent by weight) are suitable for use as utility trench zone backfill. For the purpose of this report, the trench zone is considered to extend from 1 foot above the top of the pipe to the top of the trench. The backfill material should not generally contain rocks or lumps. greater than approximately 3 inches, and particles not more than approximately.• 30 percent larger than 3/4 inch. Larger chunks, if generated during excavation, may be bro- ken into acceptably sized pieces or disposed of offsite. Imported fill material, if needed for the project, should generally be granular soils with a very low to low expansion potential. Import materials should also be non-corrosive in accordance with the Caltrans (2003) cor- rosion guidelines. Materials for use as backfill should be evaluated by Ninyo & Moore's representative prior to filling or importing. Trench backfill should be compacted to 90 percent relative compaction as evaluated by ASTM D 1557 except for the upper 12 inches of the backfill in pavement areas that should be com- pacted to 95 percent. Lift thickness for backfill will depend on the type of compaction S equipment utilized, but fill should generally be placed in lifts not exceeding 8 inches in loose 0738300' R c doc 18 IfIIJIjfO Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 thickness. Backfill should be moisture-conditioned to generally above the laboratory optimum. Special care should be exercised to avoid damaging the pipe during compaction of the backfill. 9.1.13. Construction Dewatering Due to fluctuations in the groundwater table and the depth of the structures to be con- structed, dewatering is anticipated to be performed during construction of the project. The dewatering scheme may consist of pumping groundwater from inside or outside of the shored sidewalls of an excavation. The dewatering system design should be per- formed by a specialty dewatering contractor. The subsurface conditions at the site are comprised of fill, alluvium, Old Paralic Deposits, and materials of the Santiago Formation. Depending on the permeability of soil between the bot- tom of the excavation and the tip of the shoring, as well as the effectiveness of the water seal between the shored panels, drawing down of the water level within the shored excavation will affect the water level outside of the excavation. Lowering the water table will result in an in- crease in effective stress and may induce settlements of the soils underlying the adjacent structures or improvements. We recommend that the groundwater level be lowered by no more than 3 feet below the excavation bottom during dewatering. Monitoring wells should be in- stalled outside the excavation to monitor groundwater levels. We recommend that pump testing be performed by the contractor to allow for the design of an appropriate dewatering sys- tem. The contractor may consider additional measures including grouting, slurry walls, and groundwater recharge wells to reduce groundwater inflow and/or resulting settlement. Disposal of groundwater should be performed in accordance with guidelines of the Regional Water Quality Control Board (RWQCB) Design of the groundwater control system is the responsi- bility of the contractor. In addition to the design and implementation of dewatering systems, the testing should include environmental laboratory analyses required by the RWQCB. 9.2. Seismic Design Considerations Design of the proposed improvements should be in accordance with the requirements of governing jurisdictions and applicable building codes. Table 2 presents the seismic design 107383002 Revdoc 19 II$'i17,110IltUOT Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 ~ 0 parameters for the site in accordance with CBC (2010) guidelines and mapped spectral ac- celeration parameters (USGS, 2011) Table 2 - CBC Seismic Design Parameters Parameter Value Site Class Definition D Site Coefficient, Fa 1.0 Site Coefficient, F 1.504 Mapped Short Period Spectral Acceleration, Ss 1.317 Mapped One-Second Period Spectral Acceleration, S1 0.496 Short Period Spectral Acceleration Adjusted for Site Class, 5MS 1.317 One-Second Period Spectral Acceleration Adjusted for Site Class, SMI 0.796 Design Short Period Spectral Acceleration, SDS 0.878 Design One-Second Period Spectral Acceleration, 5D1 0.497 9.3. Foundations Based on our understanding of the project and discussions with the project structural engineer, we anticipate that the buildings for the proposed desalination plant facility and intake pump sta- tion will generally be supported on mat foundations and that site retaining walls will be supported on spread footings. The structure footings may be founded in competent formation or compacted fill. Foundations should be designed in accordance with structural considerations and the following recommendations Requirements of the appropriate governing jurisdictions and applicable building codes should be considered in the design of the structures 9.3.1. Spread Footings Shallow spread or continuous footings, founded in compacted fill may be designed using an allowable bearing capacity of 3,000 pounds per square foot (psf). Shallow footings founded in competent Old Paralic Deposits or materials of the Santiago Formation may be designed using an allowable bearing capacity of 4,000 psf The allowable beanng capacity for Old Paralic Deposits and formational materials may be increased by 250 psf per additional foot of embedment beyond an 18-inch embedment, up to a maximum of 6,000 psf. The allow- able bearing capacities may be increased by one-third when considering loads of short duration such as wind or seismic forces. Spread footings should be founded 18 inches be- I0738300Rte doc 20 FjInqoi4ç'tririr Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 low the adjacent grade and should be 24 inches or more in width. The footings should be re- inforced in accordance with the recommendations of the project structural engineer. 9.3.2. Mat Foundations The appropriate allowable contact pressure(s) beneath the bases of mat foundations will vary with their size, shape, and other factors. A net allowable bearing pressure of 2,500 psf may be assumed for the mat foundations bearing in compacted fill or alluvium. A net allowable bear- ing pressure of 4,000 psf may be assumed for the mat foundations bearing in competent Old Paralic Deposits or materials of the Santiago Formation. These values are based on an em- bedment of 18 inches. The bearing capacity for Old Paralic Deposits and formational materials may be increased by 250 psf per additional foot of embedment beyond an 18 inch embedment, up to a maximum of 6,000 psf. The allowable bearing capacities may be in- creased by one-third when considering loads of short duration such as wind or seismic forces. Mat foundations typically experience some deflection due to loads placed on the mat and the reaction of the soils underlying the mat. A. design coefficient of subgrade reaction, K, of 150 pounds per cubic inch may be used for, the foundation soils at the site upon perform- ance of ground improvement with stone columns. This value is based on a unit square foot area and should be adjusted for the planned mat size. The coefficient of subgrade reaction Kb for a mat of a specific width, may be evaluated using the following equation: Kb = K[(b+1)/2b]2 Where, b is the width of the mat foundation. 9.3.3. Lateral Resistance . For resistance of footings to lateral loads, we recommend an allowable passive pressure of 350 psf per foot of depth in compacted fill up to a value of 3,500 psf. In bedrock, footings may be designed using an allowable passive pressure Of 400 psf per foot Of depth up to a . value of 4,000 psf These values assume that the ground is horizontal for a distance of 10 feet, or three times the, height generating the passive pressure; whichever is larger. We recommend / 107383002 Rcv.doc 21 . FvIIngO&#ftn Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 that the upper 1 foot of soil not protected by pavement or a concrete slab be neglected when calculating passive resistance. For frictional resistance to lateral loads, we recommend that a coefficient of friction of 0.40 be used between soil or bedrock and concrete. The allowable lateral resistance can be taken as the sum of the frictional resistance and passive resistance provided the passive resistance does not exceed one-half of the total allowable resistance. The passive resistance values may be in- creased by one-third when considering loads of short duration such as wind or seismic forces. Trenches should not be excavated adjacent to spread footings. If trenches are to be exca- vated near a continuous footing, the bottom of the trench should be located above a 1:1 plane projected downward from the bottom. of the footing. Utility lines that cross be- neath footings should be encased in concrete below the footing 9.3.4. Static Settlement We estimate that the proposed facilities, designed and constructed as recommended herein, will undergo total settlement on the order of 1 inch. Differential settlement on the order of 1/2-inch over a horizontal span of 40 feet should be expected. 9.4. Below Grade Walls Below grade walls may be designed for lateral pressures represented by the pressure diagram on Figures 9 and 10. For pipe wall penetrations into the below grade structures, standard "wa- ter-tight" penetration design should be utilized. To minimize relative pipe to wall differential settlement, which could cause pipe shearing, we recommend that a pipe joint be located close to the exterior of the wall The type of joint should be such that minor relative movement can be accommodated without distress. At the intake 'pump station, the pipe connections should be sufficiently flexible to withstand the differential settlernent=that could occur due to liquefaction of the soils beneath and adjacent to the pump station Based on information provided to Ninyo & Moore by the client and the project structural engineer, we understand at-grade structures will be constructed near to the below grade 107383002 R IOV.dOC 22 t.sf/I13fO4f%uore Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 I structures. In the event that the below grade structure will be constructed within a 1:1 plane extending down and back from the base of the foundation of the adjacent at-grade structure, surcharge loading should be included in the design of the below grade wall. The surcharge load should be designed as an additional horizontal uniform pressure of 0.50q be applied to the height of the below grade wall within that zone of influence. Where "q" is the design founda- tion bearing pressure of the adjacent at-grade structure. As an alternative to designing for the surcharge loading of adjacent structures, lean concrete or slurry may be used to transfer the surcharge load from the adjacent structure foundations to be- low the zone of influence. The foundations may be extended down below the 1:1 plane onto horizontal benches that are 4 feet wide that are backlilled with the lean concrete or slurry. 9.5. Site Retaining Walls Based on our review of the referenced project plans, retaining walls are proposed at the project site. Based on the loose nature of existing fill materials which will support the walls and the potential for wetting of these fills from storm water devices, we recommend remedial grading be performed beneath walls 6 feet high or more. Remedial grading should consist of the re- moval of foundation soils to a depth of 2 feet beneath footings. The exposed bottom should be evaluated by Ninyo & Moore prior to replacing the soil as compacted fill. For the design of a yielding retaining wall that is not restrained against movement by rigid corners or structural connections, the pressures presented on Figure 11 should be used. These pressures assume low-expansive, granular backfill as defined in the Fill Materials section of this report Additionally, foundations for site retaining walls situated on or adjacent to de- scending slopes should be constructed with a foundation distance to "daylight" of 8 feet This distance is measured horizontally from the bottom face of the foundation to the slope face • Wall backfill should be moisture conditioned and compacted to a relative compaction of 90 percent at a moisture content near the optimum as evaluated by ASTM D 15 57 07383002 R rev.doc 23 Fjingo I3/totwe Carlsbad Seawater Desalination Plant . March 1, 2013 (Revised) Carlsbad, California . . . . Project No., 107383002 We understand.that some retaining, walls will have an unlined infiltration basin constructed behind the wall These walls should be designed with a hydrostatic surcharge from the po- tential buildup of water behind the retaining wall as shown on Figure 11. A drain should be provided behind the wall as shown on Figure 12. The drain should be. connected to an appropriate outlet. 9.6. Preliminary Pavement Design For design of asphalt concrete pavements in the planned drive and parking areas, we have used Traffic Indices (TI) of 5.0, 6.0, and 7.0 for site pavements. If traffic loads are different from those assumed, the pavement design should be re-evaluated. Actual pavement recom- mendations should be based on R-value tests performed on bulk samples of the soils, exposed at the finished subgrade elevations once grading operations have been performed. The resistance (R-value) characteristics of the subgrade soils were evaluated by conducting' laboratory testing on a representative soil sample obtained from our exploratory borings. The test result indicated an R-value of 15, which has been used in our analysis. The prelimi- nary recommended pavement sections are as follows: Table 3 - Recommended Pavement Section tr Traffic Index Asphalt Concrete Cal ans Class 2 Aggregate Base (inches) (TI) (inches) We recommend that the upper 12 inches of the subgrade be compacted to 95 percent of their modified Proctor density as evaluated by ASTM D 1557. The pavement sections should pro-" vide an approximate pavement life of 20 years. If traffic loads are different from those" assumed, the pavement design should be re-evaluated. We suggest that consideration be given to using Portland cement concrete pavements in areas where dumpsters will be stored and where heavy vehicles such as refuse .trucks or transport trucks 07383002 R rcv.doc , , - ' ' ' 24 ' #J17 are 5.0 3 8 6.0 7.0 4 13 ' ,, Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 S will stop and load. Experience indicates that heavy truck traffic can significantly shorten the useful life of asphalt concrete sections. We recommend that in these areas, 6 inches of 600 psi flexural strength Portland cement concrete reinforced with No. 3 bars, 18 inches on center, be placed over 6 inches of Class II aggregate base compacted to 95 percent of its modified Proctor density. 9.7. Corrosivity Laboratory testing was performed on representative samples of the near-surface soils to evaluate soil pH, electrical resistivity, water-soluble chloride content, and water-soluble sul- fate content. The soil pH and electrical resistivity tests were performed in general accordance with California Test (CT) Method 643. Chloride content tests were performed in general accordance with CT 422. Sulfate testing was performed in general accordance with CT 417. The laboratory test results are presented in Appendix D. The soil pH ranged from 7.1 to 9.2 and electrical resistivity ranged from 660 to 15,000 ohm- centimeters. The chloride content of the samples ranged from 10 to 320 ppm. The sulfate content of the tested samples ranged from approximately 0.003 to 0.0 16 percent by weight (i.e., 30 to 160 ppm). Based on the laboratory test results, Caltrans (2003) corrosion criteria, our experience, and the site proximity to a marine environments, the project site can be clas- sified as a corrosive site, which is defined as having earth materials with more than 500 ppm chlorides, more than 0.0 percent sulfates (i.e., 1,000 ppm), a pH of less than 5.5, or an elec- trical resistivity of less than 1,000 ohm-centimeters. 9.8. Concrete Placement Concrete in contact with soil or water that contains high concentrations of soluble sulfates can be subject to chemical and/or physical deterioration. According to American Concrete Insti- tute (ACI) 318, Section 4.3, (ACI, 2011), the potential for sulfate attack is considered negligible for water-soluble sulfate contents in soil of up to 0.10 percent by weight (up to 1,000 ppm). As indicated above, the soil samples tested for this evaluation indicate water-soluble sulfate con- tents of approximately 0.003 to 0.016 percent by weight (i.e., 30 to 160 ppm). Previous laboratory testing at the site (GeoLogic, 2004 & 2008) indicated water-soluble sulfate contents 107383002 Rrcvdoc 25 17J Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 of approximately 29 to 416 ppm. Accordingly, the on-site soils are considered to have a negligi- ble potential for sulfate attack. However, due to the potential variability in soil conditions at the site and the proximity of a marine environment, we recommend that Type lily cement be used for concrete in contact with soil for the project. In order to reduce the potential for shrinkage cracks in the concrete during curing, we rec- ommend that the concrete be placed following the recommendations of the structural engineer. The slump should be checked periodically at the site prior to concrete placement. We also recommend that crack control joints be provided in accordance with the recommen- dations of the project structural engineer to reduce the potential for distress due to minor soil movement and concrete shrinkage. The project structural engineer should be consulted for additional concrete specifications. 9.9. Drainage Proper surface drainage is imperative for satisfactory site performance. Positive drainage should be provided and maintained to convey surface water away from foundations and off- site. Positive drainage is defined as a slope of 2 percent or more over a distance of 5 feet away from the foundations and tops of slopes. Runoff should then be conveyed by the use of swales or pipes into a collective drainage system. Surface waters should not be allowed to pond adjacent to footings or pavements. . . 10. CONSTRUCTION OBSERVATION . . . .. . The recommendations provided in this report are based on our understanding of the proposed project and on our evaluation of the data collected based on subsurface conditions disclosed by widely spaced exploratory borings. It is imperative that the interpolated subsurface conditions be checked by a qualified person during construction. Observation and testing of compacted fill and backfill should be performed by a qualified person during construction. In addition, the project plans and specifications should be reviewed to check for conformance with the recommendations 107383002 R iev.doc 26 - .. At or S Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 of this report prior to construction It should be noted that, upon review of these documents, some recommendations presented in this report might be revised or modified. During construction we recommend that the duties of the geotechnical consultant include, but not be limited to Observing clearing, grubbing, and removals. Observing excavation bottoms and the placement and compaction of fill, including trench backfill Evaluating imported materials prior to their use as fill, if used. Performing field tests to evaluate fill compaction. Observing foundation excavations for bearing materials and cleaning prior to placement of reinforcing steel or concrete. = . 11. LIMITATIONS The field evaluation, laboratory testing, and geotechnical analyses presented in this geotechnical report have been conducted in general accordance with current practice and the standard of care exercised by geotechnical consultants performing similar tasks in the project area. No warranty, expressed or im- plied, is made regarding the conclusions, recommendations, and opinions presented in this report. There is no evaluation detailed enough to reveal every subsurface condition. Variations may exist and conditions not observed or described in this report may be encountered during construction Uncertain- ties relative to subsurface conditions can be reduced through additional subsurface exploration. Additional subsurface evaluation will be performed upon request. Please also note that our evaluation was limited to assessment of the geotechnical aspects of the project, and did not include evaluation of structural issues, environmental concerns, or the presence of hazardous materials. This document is intended to be used only in its entirety. No portion of the document, by itself, is designed to completely represent any aspect of the project described herein. Ninyo & Moore ' should be contacted if the reader requires additional information or has questions regarding the content, interpretations presented, or completeness of this document I073300Rjc 27 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 This report is intended for design purposes only. It does not provide sufficient data to prepare an. accurate bid by contractors. It is suggested that the bidders and their geotechnical consultant per- form an independent evaluation of the subsurface conditions in the project areas. The independent evaluations may include, but not be limited to, review of other geotechnical reports prepared for the adjacent areas, site reconnaissance, and additional exploration and laboratory testing. • Our conclusions, recommendations, and opinions are based on an analysis of the observed site conditions. If geotechnical conditions different from those described in this report are encountered, our office should be notified, and additional recommendations, if warranted, will be provided upon request. It should be understood that the conditions of a site could change with time as a result of natural processes or the activities of man at the subject site or nearby sites. In addition, changes to the applicable laws, regulations, codes, and standards of practice may occur due to government ac- tion or the broadening of knowledge. The findings of this report may, therefore, be invalidated over time, in part or in whole, by changes over which Ninyo & Moore has no control. This report is intended exclusively for use by the client. Any use or reuse of the findings, conlu- sions, and/or recommendations of this report by parties other than the client is undertaken at said parties' sole risk. I07383002Ricv.doc 28 • Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 12. REFERENCES American Concrete Institute (Ad), 2011, ACI 318 Building Code Requirements for Structural Concrete and Commentary: Blake, T.F., 2001, FRISKSP (ver 4.00) A Computer Program for the Probabilistic Estimation of Peak Acceleration and Uniform Hazard Spectra Using 3-D Faults as Earthquake Sources. Bowles, J.E., 1996, Foundation Analysis and Design, Fifth Edition, The McGraw-Hill Companies, Inc. Building News, 2012, "Greenbook" Standard Specifications for Public Works Construction: BNI Publications, 2009 Edition. California Building Standards Commission (CBSC), 2010, California Building Code (CBC), Ti- tle 24, Part 2, Volumes 1 and 2. California Department of Transportation (Caltrans), 2003, Corrosion Guidelines, Version 1.0: dated September. California Geological Survey (CGS), 2008, Guidelines for Evaluating and Mitigating Seismic Hazards in California, Special Publication 117A. California Geological Survey (CGS), 2009, Tsunami Inundation Map for Emergency Planning, Oceanside Quadrangle/San Luis Rey Quadrangle: dated June 1. Cao, T, Bryant, W A, Rowshandel, B, Branum, D, and Willis, C J, 2003, The Revised 2002 California Probabilistic Seismic Hazards Maps: California Geological Survey: dated June. CivilTech Software, 2007, Liquefy Pro (Version 5.5j), A Computer Program for Liquefaction and Settlement Analysis. County of San Diego, 1975, Orthotopographic Survey, Sheet 354-1665, Scale 1:2400. GeoLogic, 2004, Geotechnical!Environmental Investigation Report, Proposed Carlsbad Seawater Desalination Project, Encina Generating Station, Carlsbad, California: dated February 18. GeoLogic, 2008, Geotechnical/Environmental Report, Proposed Carlsbad Desalination Project, Reconfigured Site, Encina Generating Station, Carlsbad, California: dated September 22. Geotracker, 2013, http://www.geotracker.swrcb.ca.jzov/ Google, Inc., 2013, www.googleearth.com. Google, 2013, Website for Aerial Photographs, Website htlp://mgps.g6ogle.com/: site accessed January. Hart, E.W., and Bryant, W.A., 1997, Fault-Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zone Maps: California De- partment of Conservation, Division of Mines and Geology, Special Publication 42, with Supplements 1 and 2 added in 1999. 107383002 R rcv.doc 29 Ingo &. Carlsbad Seawater Desalination Plant . March 1, 2013 (Revised) Carlsbad, California . . •Project No. 107383.002 • Hartley, J.D., and Duncan, J.M., 1987, E' and Its Variation with Depth: American Society of Civil• Engineers (ASCE), Journal of Transportation Engineering, Vol. 113, No. 5: dated September. Ishihara, K., 1985, Stability of Natural Deposits during Earthquake, Proceedings of 1,1,th ICSMFE, San Francisco, California, USA. . . . . . Jennings, C.W. and Bryant,.W.A., 2010, Fault Activity Map of California and Adjacent Areas: California Division of Mines and Geology, California Geologic Data Map Series, Map No. 6, Scale 1:750,000. . . Kennedy, M.P., and Tan, S.S., 2005, Geologic Map of the Oceanside 30'x 60' Quadrangle, Califor- nia, Scale 1:100,000. Mitchell, J.K., Baxter, C.D.P., and Munson, T.C., 1995, Performance of Improved Ground Dur- ing Earthquakes, Soil Improvement for Liquefaction Hazard Mitigation, Geotechnical Special. Publication No. 49, American Society of Civil Engineers, 1-36. . Ninyo & Moore, 2009, Agua Hedionda Lift Station and Force Main, Carlsbad, California: dated August 3; . . . . .. . . Ninyo & Moore, 2011, Scope of Work for Geotechnical Evaluation, Carlsbad Energy Center Pro- ject, Carlsbad, California: dated May 27. Ninyo & Moore, 2011, Geotechnical Evaluation, Carlsbad Energy Center Project, Carlsbad, Cali- fornia: dated July 28. . . . .. Norris, R.M. and. Webb, R.W., 1990, Geology of California: John Wiley & Sons. . Peterson, M.D., Bryant, WA, Cramer, C H, Cao, T, Reichle, M.S., 1996, Probabilistic Seismic . Hazard Assessment for the State of California: California Department of Conservation Division of Mines and Geology Open File Report 96-08, and United States Department of the Interior United States Geological Survey Open File Report 96-706. . . . . ... Seed, H.B., and Idriss, I.M., 1982, Ground Motions and Soil Liquefaction During Earthquakes,.. Earthquake Engineering Research Institute Monograph, Oakland, California. . Tan, S.S., 1995, Landslide hazards in the northern part of San Diego metropolitan area, San Diego County, California: California Division .of Mines and Geology, Open File Report 95-04, Del Mar Quadrangle, scale 1:24,000. . . .. Tokimatsu, K., and Seed, H.B., 1987, Evaluation of Settlements in Sands Due to Earthquake Shaking, Journal of the Gebtechnical Engineering Division, :ASCE, Vol. 113, No. 8, pp. 861-878. . United States Federal Emergency Management Agency (FEMA), 1997, Flood. Insurance Rate Map (FIRM), Map Number, 06073C0764F: effective date June 19. .. United States Geological 'Survey, 1960 (photo-revised 1988), San Luis Rey Quadrangle,' Califor- nia, San Diego County, 7.5-Minute Series: Scale 1:24,000. 07333002 R rcv.doc 30 ftfln34roltcore Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 S United States Geological Survey, 2011, Java Ground Motion Parameter Calculator, version 5.1.0, World Wide Web, http://earthguake.usgs.gov/researchlhazmaps/design/. Youd, T.L., and Idriss, I.M. (Editors), 1997, Proceedings of the NCEER Workshop on Evaluation of Liquefaction Resistance of Soils, Salt Lake City, Utah, January 5 through 6, 1996, NCEER Technical Report NCEER-97-0022, Buffalo, New York. Youd, T.L., Idriss, I.M., Andrus, R.D., Arango, I., Castro, G, Christian, J.T., Dobry, R., Finn, W.D., Harder, L.F., Hynes, M.E., Ishihara, K., Koester, J.P., Liao, S.S.C., Marcuson, W.F., Martin, GR., Mitchell, J.K., Moriwaki, Y., Power, M.S., Robertson, P.K., Seed, R.B., and = Stokoe, K.H., II., 2001, Liquefaction Resistance of Soils: Summary Report from the 1996 NCEER and 1998 NCEER/NSF Workshops on Evaluation of Liquefaction Resistance of Soils, Journal of Geotechnical and Geoenvironmental Engineering: American Society of Civil Engineering 124(10), p. 817-833. Youd, T.L., Hansen, C.M., and Bartlett, S.F., 2002, Revised Multilinear Regression Equations for Prediction of Lateral Spread Displacement, Journal of Geotechnical and Geóenvironmen- •. tal Engineer, Vol. 128, No. 12, ASCE: dated December 1. AERIAL PHOTOGRAPHS Source Date Flight Numbers Scale USDA May 2,1953 AXN-14M I 18&19 I 1:20,000 kz- Av 4I ml A '4 '61 tjT kDt ft0 . I 14 Z C wLzt ' flit - ,j I L c\ wcg ± 4 c - v \/\ ( • : . H SIE TE • C1 V\/ PAW '• ç \ . LS BALL PA-1-71FIC • ---------------------.--.,--- . . . . . ••_:_/-._____. . . . . . . . F! C4 FMX Im . . U PLC 1RR 2OT99cj . • . . •: \Y'•.3 '•- 4 I / ____________________________ /. . / .• - 7 . . . . . SOURCE: 2008 THOMAS GUIDE FOR SAN DIEGO COUNTY, STREET GUIDE AND DIRECTORY; MAP RAND MCNALLY, R.L.07-S-129 San County Diego . •. SCALE IN FEET . - • 0 1,200 2,400 • • 4,800 • ..... • NOTE DIRECTIONS DIMENSIONS AND LOCATIONS ARE APPROXIMATE MAP EXTENT • • • • ,• . /9In1qo&,4forn SITE LOCATION • FIGURE PROJECT NO. DATE • CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA : • •• 107383002 3/13 Oll5llMG ....... AGCC'SS !""RU(;ll/M ~-j t--------~:....--=~-~=-----~---=~-~-. ==---:-B---2-:~.---_-.-, _ __.-~-~ ~~ J;.!::-"'T,J" ~ Q = -r;.r:: :-r._r: ::W -o,-TD=31 .4 . ---------- 1-&'· ~ ,----'I( •t A.~~! ' ec.·· 9'7tW•..:- B-1 I r , TD=19.5 I ~ O(J,l,c.t,.. S'tJl'A(:t/~TM£).'T 1-1 1. I '1'° NIil.i ,"'$)} ' "" L.:..__ I ,_ .. "" - t!f. •.:.'"~·!It .. :> ..,..UO"'ll,.["90 'tr= B-3 ,.,.m.,,I(,., ! ~-======= -.--~ --. '_ B-11 ... =-I I -L--T0=20 0 I I ~ . r' JI QC' .. ..., 'I ~ I ... B-13 TD=S0.5 TD=30 7 (All!:& "°°1 . -1 IIO"'"'' :LJ. . ; I I ~ (NlfUlO) U: l J G) ~ I "' -• 111 / .,. •• -• r ,.,.-.., w:~ auc, ..... 1 I ~,. _, I.:, (....cA 7Qo) ,n l-•JU<>., UJ.tl!!'CAo. '" II ~v-..:bJ(:1:'1111 ... ~ ,,._ ... jr ,.,..,. too: I; 1l -,, ,VW ":TJ.rOI f PAOOv(..,. II"' If" I ' """'''"') __ :,,.,,,,, II I -i I I B-9 (...U !00) ~ , : : ,,. iu . TD=S0.5 I I , _ _ _ .,.. """' '-1·1 j II 1 .L ~c ~I :::":..:: il'""i ::=T ": I E 11· lb ...:, ~ -$-r ~~ ~ »· "U --..,1:b = = =; = = = = TD~;~ .5 I : I r ' , . JI . ,.. -· ' I ll 72",o......, .,... 11 l.:::::J L Ir 1:AREA'1100) 1 s-:1g. . .,.IIV<D a·vw .w Tl ~ :Z:•• ~ . · 1:, ' --l=--1.. • t. _. _ iTD=51.0 __ ;_,,' r -I --1rt----. Po\Cllo. • ...C ~ . -3 a II' j i 1 , ... -.~·""'-$ .., "'-"'"'-..1'-. -i ~:.'."' .,, ,,,, I , . .,.... B-4 11 11·-tt-L ~= _....../8~12 / ''""" .... 'TD=SO. 7 I I B-5 L ---:::J,. / TD-20.0 I G) i !JD=30.9 I n-rrc .,..-' t ~.,. -I;\:~ lt("°'51. CISUC>SS./Nil'""SlJtA1lON -.cl)~ I (ARLA HOO' -,r 91...~ I '-'1'1 •"I'• ooo c-.,oo) · rUHCC _....-' CUN..... I l I /' --(MC• .20: tt• c.,-.c •""l . I -- · f I \ --,. ~ 72'" ... II ·' ---- l__ --I ,,. ....... ,I ', W<""ICN.IUl,00,, ru•a ~ __ _ _ •• • -=rl'"'-~----- :-:= = =·= == = = = ::-:::: = = =-:: = = ='==~~ = ~-~= =:: = i = =·£ =~~ _-_;:--=----~---I ,,. ~ --B-6- TD=35.5 . . . • '-rr,,, ltl I I I I " ,,., -I I __ -B-7.--- ---. ------------------• 1111'1 ----~-..., .,. I "'l' TD=35.3 .. w • '' , I '1 I """"....,.,use..:~, ® I '\ 1111'1 ® \UttC>Tt l •· I I L LEGE.ND .6'.. B-7 BORING {NINYO & MOORE, 2013) -qr TD=90.3 TD=TOTAL DEPTH IN FEET Lb.. B-18 EXPLORATORY/GEOTECHNICAL BORING, -.::P-TD=51 .5 (GEOLOGIC ASSOCIATES, 2008) TD=TOTAL DEPTH IN FEET r.:\ B-7 EXPLORATORY/GEOTECHNICAL BORING, \:I TD=35.3 (GEOLOGIC ASSOCIATES, 2004) TD=TOTAL DEPTH IN FEET MATCHLINE TO 2B NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE 0 SCALE IN FEET 40 80 160 SOURCES: MALCOLM PIRNIE I ARCADIS, DATED: 10/18/2012.: GOOGLE EARTH, 2013. l(in90& l(loo~e PROJECT NO. DATE 107383002 3/13 .... ,_so,_• :~~I B-4 (ASMNT ..:: !Irr TD=20.0 ,,:t 11,~ 1~1~ ~Id 1111 1.1. BORING LOCATIONS CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD. CALIFORNIA <'~ FIGURE 2A c.. -- MATCHUNE'\ LEGEND I II~ 8-5 lal td 10=20.0 lbt171 .ilh.. 8 -7 BORING {NINYO & MOORE, 2013) -qr TD=90.3 TD=TOTAL DEPTH IN FEET ..l'b.. 8-18 EXPLORATORY/GEOTECHNICAL BORING, W TD=51 .5 (GEOLOGIC ASSOCIATES, 2008) TD=TOTAL DEPTH IN FEET G) B-7 EXPLORATORY/GEOTECHNICAL BORING, TD=35.3 (GEOLOGIC ASSOCIATES, 2004) TD=TOTAL DEPTH IN FEET 1111 111,, 1111 1111 1111 1111 1111 1111 1~111. ,,..¥._ B-16 ii . I TD=20.0 / )"/ ,r 45• _,~ -=--=-~-=-~ -:.!-:.3¥(_~:/ \ \ SCALE IN FEET 0 40 80 /.iJ!t--_-..:_ -----~~ \ ,r-~ /1-"'/ ,/1-/ 4,~?/ / %/ / q,( / /,(~ q.,V ,r u · _,\ /1' / \ 8-6 //// / 10=90.'l 1-/ ~ \\:/// ff{[(/ ~ 1'i1r;1 Tr L°"' !WCI[ ~ . -.ll ~ -I '/ - \\ -:~ ,t .~ .. \\ 1TWIIOoO~~ -.-:-_J It~ ... ~ar , II --I 77°IO" .. • MAXl'./l)ISCHM(J£ . I B-1 SOI) I ~i CASD0' ""'-I I I ir. '-"'Ml ,_ TD=51.5 ~ 11 ,, ..... ..t'h. ---.,~ !..i l <-• 100)-.;p-'t Iii I I / · . ,. . . . . . n·oo·IOIO 111 . . r.. ------=--==---""""n::::sc-=--~~ ........ l'I { .,..L ---i.-&· . -::;-"""(".: ~ -------::--11 Iii ~B-7 . , ~,, I I :T0=90 3 1 I I ~ 'rr' ,y~ ·· (Oltllr€CJ 10u&JlfG~ r~ kJIO...l ,. 1 ~ P'\MT tnOfjq: ~ ~ 72" •>· ll(HO \ llt/S,...G POIIOO .,.,., tj ,, ' -··•1e• ' ' ..l'b.. . • -0[ -'""""' , ... , w :~• ' ,,, ~-17 CCMCCt'IIIU~ .. l'OOVI '-~ TD=51.5 ..r=; -•• ow.r Cll10<..:C 1""'<1:L '-·, '-,. . ; ,~ ..... -'*: ..... --~-.... ,,---~ NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE ... - l(ln9o&l(too~e BORING LOCATIONS 160 "-I SOURCES: MALCOLM PIRNIE I ARCADIS, DATED: 10/18/2012.: GOOGLE EARTH, 2013. PROJECT NO. 107383002 DATE 3/13 CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA <'~ FIGURE 28 CALIFORNIA D Tehachapi +. • .._ov LEGEND o"~,, " Mojave . ... CALIFORNIA FAULT ACTIVITY HISTORICALLY ACTIVE HOLOCENE ACTIVE LATE QUATERNARY (POTENTIALLY ACTIVE) " Victorville . ' QUATERNARY (POTENTIALLY ACTIVE) STATE/COUNTY BOUNDARY • , Baker ., ., ,. 4' ... ,' \ ~ . i • I \ -.JI ' , N A .. .. , \ t 't .dt SOURCE: JENNINGS, C.W , AND BRYANT, WA, 2010. FAULT ACTIVITY MAP OF CALIFORNIA, CALIFORNIA GEOLOGICAL SURVEY. SCALE IN MILES 0 30 60 MILES NOTES: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE PROJECT NO. DATE 107383002 3/13 FAULT LOCATIONS CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE 3 \ \ \ \ LEGEND ~ ALLUVIAL FLOOD PLAIN DEPOSITS I dmti"l YOUNG ALLUVIAL FLOODPLAIN DEPOSITS I Qops-, I OLD PARALIC DEPOSITS, UNITS 6-7 iao1>2 .. j OLD PARALIC DEPOSITS, UNITS 2-4 pvop10-11! VERY OLD PARALIC DEPOSITS, UNITS 10-11 javop,,1 VERY OLD PARALIC DEPOSITS, UNIT 11 ~ SANTIAGO FORMATION j•.,a1s,t I LANDSLIDE 65 ~ U FAULT -SOLID WHERE ACCURATELY D .... LOCATED, DASHED WHERE APPROXIMATE, DOTTED WHERE CONCEALED. ARROW AND NUMBER INDICATE DIRECTION AND ANGLE OF DIP OF FAULT PLANE _f_ STRIKE AND DIP OF BEDS, INCLINED NOTES: DIRECTIONS. DIMENSIONS AND LOCATIONS ARE APPROXIMATE PROJECT NO. DATE 107383002 3/13 SOURCE: KENNEDY. M.P .• AND TAN, S.S .. 2005, GEOLOGIC MAP OF THE OCEANSIDE 30' X 60" QUADRANGLE. CALIFORNIA N A SCALE IN FEET 0 1.000 2,000 GEOLOGY CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA 4,000 FIGURE 4 ... . N A < .\HL:-;H.\Jl r, LEGEND •f /. .... I '°J,'' TSUNAMI INUNDATION LINE TSUNAMI INUNDATION AREA NOTE: DIRECTIONS, DIMENSIONS AND LOCATIONS ARE APPROXIMATE. l(ln90& 1ftoore PROJECT NO. DATE 107383002 3/13 • ,• 't , . ~l • ~ ~ ·~~ 1-(r h " ~ • I ~ ~ \, ,\ ('1 A .. ,t • SOURCE: CALIFORNIA GEOLOGICAL SURVEY. 2009, TSUNAMI MAP FOR EMERGENCY PLANNING, OCEANSIDE · SANLUISREY QUADRANGLES. SCALE IN FEET 0 1,000 2,000 TSUNAMI INUNDATION CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA 4,000 FIGURE 5 rOlIhIfl C'HoCA,'r H Pp NOTES: ACTIVE LATERAL EARTH PRESSURE, P, Pal 40hpsf; Pa2= Pal +19(Hh)psf CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P Ps = 120 psf HYDROSTATIC PRESSURE, P Pw624 (H - h) psf PASSIVE LATERAL EARTH PRESSURE, P Pp = 350 D psf ABOVE GROUNDWATER; 250 D psf BELOW GROUNDWATER SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTION MATERIALS ARE NOT INCLUDED H, h AND D ARE IN FEET NOT TO SCALE -v- GROUNDWATER TABLE AIII,aio&AAoure LATERAL EARTH PRESSURES FOR TEMPORARY CANTILEVERED SHORING BELOW GROUNDWATER PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT 107383002 3/13 CARLSBAD, CALIFORNIA FIGURE 6 SHORING i .49 Pal No GROUND SURFACE h1 BRACES + + h2 12 INCHES OR MORE 12 INCHES OR MORE --F / —'H P H— H Pp H NOTES: APPARENT LATERAL EARTH PRESSURES, P l AND Pa2 Pal =26Hpsf Pa2 = 13 H psf CONSTRUCTION TRAFFIC INDUCED SURCHARGE PRESSURE, P2 Ps 120psf WATER PRESSURE, P P= 62.4 h2 psf PASSIVE PRESSURE, P AB P = 350 D psf O'E GROUNDWATER; 250 D psf BELOW GROUNDWATER SURCHARGES FROM EXCAVATED SOIL OR CONSTRUCTION MATERIALS ARE NOT INCLUDED e. H, hl. h2 AND D ARE INFEET 7. Y. GROUNDWATER TABLE NOT TO SCALE PROJECT NO. 107383002 FIGURE 7 UNDERGROUND STRUCTURE 4•. . 4 . 4 4 FINISHED GRADE H PE ______ H h1 4 I BACK— FILL Itt W111f1 UPLIFT PRESSURE Poi_uN\ \' O2 "I STATIC PRESSURE WATER PRESSURE 2/3H if v DYNAMIC PRESSURE NOT TO SCALE 4f/n,o&4iuur PROJECT NO. DATE 107383002 3/13 NOTES: APPARENT LATERAL EARTH PRESSURES, Pol AND P P0 =60h 1psf P02=60h1+29112 ps1 WATER PRESSURE, P Pw = 62.4 h2 psf DYNAMIC LATERAL EARTH PRESSURE IS BASED ON A PEAK GROUND ACCELERATION OF 0.35 g PE=14Hpsf UPLIFT PRESSURE, P 'u =62.4h2 psi SURCHARGE PRESSURES CAUSED BY VEHICLES OR NEARBY STRUCTURES ARE NOT INCLUDED H, h1 AND h2 ARE IN FEET 1. GROUNDWATER TABLE LATERAL EARTH PRESSURES FOR UNDERGROUND STRUCTURES CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE HH FINISHED GRADE-. PE /\ _ RETAINING—. r WALL // —j RESULTANT COAACKI FILL / NT / 1 + RESUL NT H13 \ D H/3 -- Pp H SETBACK D/3 a H H HP11 H PASSIVE ACTIVE DYNAMIC HYDROSTATIC PRESSURE PRESSURE PRESSURE PRESSURE (8) NOTES: RECOMMENDED GEOTECHNICAL DESIGN PARAMETERS ASSUMES NO HYDROSTATIC PRESSURE BUILD-UP BEHIND THE RETAINING WALL GRANULAR BACKFILL MATERIALS SHOULD BE USED FOR RETAINING WALL BACKFILL DRAINS AS RECOMMENDED IN THE RETAINING WALL DRAINAGE DETAIL SHOULD BE INSTALLED BEHIND THE RETAINING WALL DYNAMIC LATERAL EARTH PRESSURE IS BASED ON A PEAK GROUND ACCELERATION OF 0.359 SURCHARGE PRESSURES CAUSED BY VEHICLES OR NEARBY STRUCTURES ARE NOT INCLUDED H AND D ARE IN FEET SETBACK SHOULD BE IN ACCORDANCE WITH THE CBC (2010) IN THE INSTANCE AN UNLINED INFILTRATION BASIN IS SITUATED BEHIND THE RETAINING WALL, HYDROSTATIC PRESSURES SHOULD BE INCORPORATED INTO THE DESIGN; PHP = 62.4 I-I psf NOT TO SCALE LATERAL EARTH PRESSURES FOR YIELDING RETAINING WALLS PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT 107383002 3/13 CARLSBAD, CALIFORNIA FIGURE 11 Lateral Earth Equivalent Fluid Pressure (lb/ft2/ft)1" Pressure Level Backfill 2H:1V Sloping Backfill P. with Granular Soils 121 with Granular Soils 121 40H 65H PE 14H Level Ground 2H:1V Descending Ground PP 350D 175D *NOTE: AS AN ALTERNATIVE, AN APPROVED GEOCOMPOSITE DRAIN SYSTEM MAY BE USED. FINISHED GRAD WALL SOIL BACKFILL COMPACTED TO 90% RELATIVE COMPACTION * 12 INCHES RETAINING WALL -\ %f 3/4 INCH OPEN GRADED GRAVEL WRAPPED* IN AN APPROVED GEOFABRIC. JJNCHELIH GEOFABRIC 4-INCH-DIAMETER PERFORATED SCHEDULE 40 PVC PIPE OR EQUIVALENT INSTALLED WITH PERFORATIONS DOWN; 1% GRADIENT OR MORE TO A SUITABLE OUTLET *BASED ON ASTM D1557 NOT TO SCALE /#fIiio &44ourt PROJECT NO. DATE 107383002 3/13 RETAINING WALL DRAINAGE DETAIL CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE 12 Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 APPENDIX A PREVIOUS SITE BORING LOGS (GEOLOGIC ASSOCIATES, 2004 and 2008) I0733002 R icvdoc UNIFIED SOIL CLASSIFICATION !UPt "mumnvix MH OL CL ML Sc SM $P SW GC GM GP J GW 1ihI s Silts arid Clays 8andsi 9nes Ck4nds >I2fii.l fl65 < flL.... raves it Fine >1Z. tries Cle rj cjvels _5 ne ",T°qUd Sands - more than 50% of coarse Gravels . more than 50% of coarse mt >0% LIquid Umil <50% _ __________________ fraction is smaller than No. 4 sieve fraction Is larger then No.4 sieve (fiars tj1n50 4o 200 sleve (more than 200 eleve LABORATORY CLASSIFICATION CRITERIA OW end SW: Cu = D 10rn greater than 4 for OW, greater than 6 for SW CD 2IDxD1ç between 1 and OP end SP: Clean gravel or sand not meeting requirements for OW and SW GM and SM: A(terberg Limits 4*towW LINE and P1 less than 4 GC and SC Attarberg Limits above W LINE and P1 greater than 7 ltor L! I iedim eIciJ Cobble j Baulderl Seve2 .SZe 40 10 4 12 CfessIftcettor of earth niaterlals Is based on field lnsnectlon and should not be construed to imply latioratory analysis unless so stated 00 0 UQUID LIMIT MATERIAL SYMBOLS Asphalt r. 7-7731 Ca1orous Sands! Concrete Med Conglomerate _ Limestone El Sandstone Dolostone Silty Sandstone Sreccia Clayey Sandstone Volcanic Ashrtuff Siltstone EN MetamorphIc Rock Sandy Siltstone Quartzite 1111 _____ extrusive Igneous ct 'yetoneisiiaje +J Intrusive Igneous R TENCY CLASSIFICATIC . ,k2!.l' 1- Blows I FooV Granular Blows / root Cohesive 0-5 Very Loose 0-2 Very Soft 6-10 Loose 2-4 Soft 11-30 Medium Dens 4-8 Medium Stiff 31-60 Dense 8-15 Stiff 50 . Very Dens* 15-30 Very Stiff >30 Hard using 140-lb. hammer with 30" drop = 350 ft-IbibIow LEGEND OF BORING Bulk Sample Choug!t— -Unit Driven San,pl later Level - Bottom oitho!g 4N8R4 Indicates 110 SAMPLE RECOVERY Page A-I mom HgNmm GeoLogic Associates GORING NO.: 8-1 M__ Boring Log PAGE: 1 OF JOB NO.: 2003-090 DATE STARTED: 12/02/03 GW DEPTH: NOT ENCOUNTERED SITE LOCATION: ENCINA DESALINATION PROJECT DATE FINISHED: 12/02/03 CA\ING DEPTH: NONE OBSERVED DRILUNG METHOD: 2.5 0 HAND AUGER ELEVATION: 34 FEET (PBS&J, 2003) TOTAl. DEPTH: 4.0 FEET CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY: A. FY000ROVA LABORATORY Z CL TESTING (SXEY)L DESCRIPTION RV BULK I - SM FILL: - l ORANGE—BROWN, MOIST. FINE TO MEDIUM SILTY SAND. TRACE OF FINE GRAVEL. : NOTES: - TOTAL DEPTH 4.0 FEET. BORING BACKFILLED WITH CUTTINGS ON 12/02/2003. --.4 1. -.5 2 : ---1 2 - - .3 9 -10 3C - -Il -12 - -13 - - : LABORATORY TESTING KEY: 4 - - A = ATTERBERG LIMITS - C = CONSOLIDATION - : CH = CHLORIDE E = EXPANSION INDEX - C = GRADATION/SIEVE ANALYSIS 15 R ' MINIMUM RESISTIVITY AND p11 RYR—VftiLUE S = SOLUBLE SULFATE SE = SAND EQUIVALENT 16 SH= DIRECT SHEAR The data presented on this Ion is a simollfication of actual conditions encountered and coolies only at the location of this borino and at ci j.surfece copditions may ffer at other IOfrgWld may ch0n9e with the passage of time. - ogernora .tc.esources Lorporation. ecrvca.. GeoLogic Associates is BORING NO.: B-2 Boring Log PAGE: 1 OF JOB NO.: 2003-090 DATE STARTED: 12/02/03 GIN DEPTH: 23 FEET SITE LOCATION: ENCINA DESALINATION PROJECT, TANK ,3 DATE FINISHED: 12/02/03 CAViNG DEPTH: 23 FEET DRILLING METHOD: 8' 0 HOLLOW STEM AUGER ELEVATION: 35 FEET (PBS&J, 2003) TOTAL DEPTH: 31.4 FEET CONTRACTOR: J.E.T. DRILLING LOGGED BY; A. IY000ROVA LABORATORY . I/). Li in 1TESTING -. iE uiQ Q1a (SEE KEY) DESCRIPTION A. E, S. RV, U 51J1K 1 - ML ALL; - LIGHT GREENISH BROWN, RAMP SILT WITH SAND. --------------------------------- - SM LIGHT GREENISH BROWN, MOIST, FINE TO MEDIUM SILTY 0.4 C 21 1.4 2 - SANTIAGO FORMATION (Tso); . GREEN-BROWN, MOIST, FINE- TO MEDIUM-GRAINED SILTY SANDSTONE. WITH CALCITE IN FRACTURES. -- GRA .QJ!LO - - GREEN-BROWN, DAMP SILTSTONE TO SANDY SILTSTONE 0.5 A 88.4 30.0 38 2.5 3 I - • - (WITH FINE TO MEDIUM SAND), WITH IRON OXIDE STAINING. - : LIGHT GREENISH BROWN, MOIST, FINE- TO MEDIUM-GRAINED SILTY SANDSTONE. 0.5 30 1.4 4 1 - ...FINE-GRAINED, WITH SCATTERED SMALL BROWN CLAYEY .5 SILTSTONE LENSES, WITH MANGANESE OXIDE SPOTTING ON FRACTURE PLANES. 0.5 109.8 148 76/11 2.5 5 21 6 ...VERY LIGHT BROWN, FINE- TO MEDIUM-GRAINED. 2 = ..a_ 0.5 15.7 6/11 1.4 6 3C. - ...iJGHT GREENISH BROWN, FINE-GRAINED, SLIGHTLY MICACEOUS. 10 - - -' - NOTES: 1. TOTAL DEPTH 31.4 FEET. - 3 - 2. SAMPLER DRIVEN BY A 140-POUND AUTOMATIC HAMMER WITH A 30-INC4i DROP. - 3. BORING GROUTED WITH BENTONITE (VOICLAY) GROUT ON 12/02/2003. 4. BACKGROUND PID READING 0.4 PPM. 12 41 7_113 LABORATORY TESTING KEY: - = A= ATTERBERG LIMITS - 14 C = CONSOLIDATION CM = CHLORIDE - . E = EXPANSION INDEX - : C = GRADATION/SIEVE ANALYSIS - - -15 R = MINIMUM RESISTIVITY AND pH - . Rv=R—VALUE - - . S = SOLUBLE SULFATE SE = SAND EQUIVALENT 16 SHDIR€Ct SHEAR The doto presented on this tog is a simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Copyright © 2005 Poseidon Resources Corporation. All rights reserved. son Em GeoLogic Associates BORING NO.: —3 saft Boring Log I i OF JOB NO.: 2003-090 DATE STARTED: 12/02/03 OW DEPTH: NOT ENCOUNTERED SITE LOCATION: ENCINA DESALINATION PROJECT. TANK 3 DATE FINISHED: 12/02/03 CAVING DEPTH: NONE OBSERVED DRILLING METHOD 8" 0 HOLLOW STEM AUGER ELEVATION: 35 FEET (PBS&J, 2003) TOTAL DEPTH: 30.7 FEET CONTRACTOR: J.E.T. DRILliNG LOGGED BY: A. FY000ROVA Uj LABORATORY tz i- -j:- - . z - TESTING DESCRIPTION (SEE KEY) >.. w Ld to u Az SM FILL: BROWN, MOIST. FINE TO MEDIUM SILTY SAND. S.- k c UGHI BROW MOIST.RNESANDYSILT.0.4 EIN 57 2.5 1 SM DARK GREEN-8ROWN, MOIST, FINE TO MEDIUM SILTY SAND. ILAGO FORMATION (iso): 0.5 C 100.3 16.7 92/11w 2.5 2 GREEN-BROWN, MOIST, FINE- TO COARSE-GRAINED SILTY SANDSTONE. WITH IRON OXIDE STAIN AND CALCITE NODULES. 0.5 112.9 15.9 83 2.5 3 1 ... LIGHT GREENISH BROWN, FINE- TO MEDIUM-GRAINED, WITH YELLOW iRON OXIDE STAINED ZONES. GRA_ -- 0!LQJf1TD-------------------------- 05 50* VERY LIGHT BROWN, MOIST SANDY SILTSTONE TO SANDY/ 1.4 4 1 -i:-- SILTSTONE (FINE SAND). 5 -- DARK GRAY AND BROWN. MOIST, FINE- as 105.9 21.5 72/10 2.5 5 2 ff6 COARSE-GRAJNED SILTY SANDSTONE. ...VERY LIGHT BROWN, FINE- TO COARSE-GRAINED. 0.5 O/2.5 1.4 49 NOTES: 10 1. TOTAL DEPTH = .30.7 FEET. 2. SAMPLER DRIVEN BY A 140-POUND AUTOMATIC 3 HAMMER WITH A 30-INCH DROP, 11 3 BORING GROUTED WITH OENTONITE (vOLCIAY) GROUT ON .12/02/2003. 4. BACKGROUND PID READING = O.5• PPM. 12 LABORATORY TESTING KEY: A = ATTERBERG LIMITS C = CONSOLIDATION CH = CHLORIDE E = EXPANSION INDEX C = GRADATION/SIEVE ANALYSIS R = MINIMUM RESISTIVITY AND pH RV = R-VALUE S = SOLUBLE SULFATE SE = SAND EQUIVALENT 511 DIRECT SHEAR I I I I I II I I I 1_ d716I I ENV=ENVIHONMNTAL TESTING The data presented on this log Is a simplification of actual conditions encountered and applies only at the location of this boring cnd at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Copyngbt f 2095 Poseidon Resources Cornoration. All Tights reserved. 0 GeoLogic Associates I BORING NO.: 8-4 Boring Log PACE; I OF 2 JOB NO.: 2003-090 DATE STARTED: 12/01/03 OW DEPTH: 20.8 FEET SITE LOCATION: ENCINA DESALINATION PROJECT, TANK #3 DATE FINISHED: 12/01/03 CAVING DEPTH: 20.8 FEET DRILLING METHOD; B" 4 HOLLOW STEM AUGER ELEVATION: 35 FEET (PDS&J, 2003) TOTAL DEPTH: 50.7 FEET CONTRACTOR: J.E.T. DRILLING LOGGED Bf: A. FYODOROVA Lft8OPATO' in Z. D,- t U 0 010 TESTING (SEE KEY) >.tn = d DESCRIPTION = SM FILL: DAMP. 4P. FINE TO MEDIUM SILTY SAND. C. C. S. R BULK 1 -- ML LiGHT BROWN, DRY SILT. 0.6 C 101.4 23.6 90 2.5 2 5 - SANTIAGO FORMATION (Tso): GREENISH BROWN. DAMP. FINE-GRAINED SILTY TO CLAYEY 2 SANDSTONE, WITH CALCITE IN FRACTURES AND CLAYSTONE SEAMS. ...L1GHT BROWN, FINE- TO COARSE-GRAINED SILTY SANDSTONE. 0.6 10.0 50/4 1.4 3 10 -1--...WITH SCATTERED ROUNDED GRAVEL 4 0.5 113.1 16.3 92/10 2.5 4 15- ... INTERBEDDED WITH FINE SANDY SILTSTONE. WITH CALCITE S AND IRON OXIDE STAIN IN THIN (1/201 FRACTURES. 0.5 14.5 21 1.4 5 0 6 ...FINE-GRAINED, SOFT, WITH IRON OXIDE IN FRACTURES. 71 0.4 108.1 13.3 50/5" 2.5 6 2 ...HARD. MOIST TO VERY MOIST, WITH SCATTERED CALCITE NODULES UP 10 1/4" IN DIAMETER. 9 0.4 14.5 75 1.4 7 3MO ...W[T, FINE- TO MEDIUM-GRAJNEO. 10 3 11 12 0.4 22.4 35 1.4 8 4C ...FINE-ORNNEO. 13' 4 14 15 0.4 22.4 50/2" 1.4 9 5C 15 SEE SHEET 2 OF 2. The data presented on this log is simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Copyright © 2005 Poseidon Resources Corporation. All rights reserved. IJ GeoLogic Associates BORING NO.: B-4 Boring Log PAGE: 2 OF 2 JOB NO.: 2003-090 DATE STARTED: 12/01/03 GW DEPTH: 20.8 FEET SITE LOCATION: ENCINA DESALINATION PROJECT, TANK 13 DATE FINISHED: 12/01/03 -. CAVING DEPTH: 20B FEET ORIWNC METHOD: 8 0 HOLLOW STEM AUGER ELEVATION: 35 FEET (PBS&J, 2003) TOTAL DEPTH: 50.7 FEEL CONTRACTOR: J.E.T. DRILLING LOGGED BY: P. FYODDROVA IABORA1DRY uso z TESTING (SEE KM tj DESCRIPTION - : NOTES: -16 TOTAL DEPTH = 50.7 FEET. - SAMPLER DRIVEN BY A 140-POUND AUTOMATIC • HAMMER WITH A 30-INCH DROP. - - : • DIFFICULT DRILLING FROM 10 TO 13 FEET BGS, - MOVED THE HOLE APPROXIMATELY 2 FEET EAST. - BORING GROUTED WITH BENTONIFE (VOI.CIAY) GROUT ON 12/01/2D03. 18 S. BACKGROUND PlO READING = 0.2 PPM. 60 -19 65 20 • - -21 7C- ---22 23 -24 - - -25 85 -26 - 27 9 - 2B LABORATORY TESTING KEY: 9.r 29 A = AI1ERBERC LIMITS C = CONSOLIDATION CH = CHLORIDE E = EXPANSION INDEX 30 13 = GRADATION/SIEVE ANALYSIS - - R MINIMUM RESISTIVITY AND pH WI - RV R-VALUE - = S = SOLUBLE SULFATE - -31 SE SAND EQUIVALENT • SH= DIRECT SHEAR The data presented on this tog is o simplification of actual conditions encountered and applies only at the location of this boring and at the time at drilling. Subsurface conditions may differ at other locations and may change with the passage of time. .upyiigw 's uu roseiaon icesources corporation. All rights reserved. GeoLogic Associates BORING NO.: 13-5 Boring Log PAGE: 1 OF I JOB NO.: 2003-090 DATE STARTED 12/02/03 OW DEPTH NOT ENCOUNTERED SITE LOCATION: ENCINA DESAUNA11ON PROJECT, TANK 13 DATE FINISHED: 12/02/03 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: 8 • HOLLOW STEM AUGER ELEVATION: 35 FEET (PBS&J. 2003) TOTAL DEPTH: 30.9 FEET VILUi'iI'.11. lhL.I. UIULLIW LOGGED BY: A. FY000ROVA LABORATORY Ld in _Jl CL TESTING (SEE KEN) 9 z La mii DESCRIPTION 4 .- 4 I III I I ORANGE-BROWN, MOIST, FINE 10 MEDIUM SILTY SAND. ...TO BROWN. VERY MOIST. JO MEDIUM, Will-I MANGANESE OXIDE SPOTTING. SANTIAGO FORMATION (Tsa): GREENISH BROWN. MOIST, FINE- TO MEDIUM-GRAINED SILTY SANDSTONE, WITH CALCITE IN FRACTURES AND IRON OXIDE STAIN. ..VERY LIGHT GREENISH BROWN BELOW 6 FEET DEPTH. ...BROWN. FINE- TO COARSE-GRAINED, WITH CLAYEY SILT AND WITHIRON AND MANGANESE OXIDE IN UP TO 1/12-THICK FRACTURES. ..JJGI-IT GREENISH BROWN, INTERBEDDED WIll-I GREENISH BROWN CLAYEY SILISTONE, WITH MANGANESE AND IRON OXIDE STAINING. ...LIGHT BROWN. FINE-GRAINED. I 0.5 I ENV I 12 2.5 1 0.5 106.0 11.9 I82/8I 2.5 2 I 5LI1Et- (NV I I 1dtABsl3 JAR I 0.5 .1 SF1. C I 87.9 I 29.2 1 57 I 2.5 I 4 I I 4 NE fj 0.5 115.0 10.6 50/6 2.5 6 :i ...FINE- TO MEDIUM-GRAINED. ...FINE-GRIUNED. NOTES: E, II II.. -m U. 'U U U. U 1U I CU - U U. U. -U 'U .. -U U. -a -u 'U -U -a .- TOTAL DEPTH = 30.9 FEET. SAMPLER DRIVEN BY A 140-POUND -AUTOMA1IC HAMMER WITH A 30-INCH DROP, BORING GROUTED WITH BENTONITE (VOLCLAY) GROUT ON 12/02/2003. EACKGROUND PlO- READING 0.5 PPM. LABORATORY TESTING KEY: A = AITERBERG LIMITS C = CONSOLIDATION CH = CHLORIDE E = EXPANSION INDEX C = GRAbAIION/SIEVE ANALYSIS R = MINIMUM RESISTIVITY AND pH R/ = R-VALUE S = SOLUBLE SULFATE SE = SAND EQUIVALENT SH= DIRECT SHEAR 11:1-16 :NV = ENVIRONMENTAL TESTING The data presented on this log is o simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Copyright © 2005 Poseidon Resources Corporation. All rights reserved. S GeoLogic Associates Is BORING Na: B-6 Boring Log PACE: 1 01 ,JOB NO.: 2003-090 DATE STARTED: 12/02/03 OW DEPTH: 28.0 FEET SITE LOCATION: ENCINA DESALINATION PROJECT, TANK J3 DATE FINISHED: 12/02/03 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: 8" 0 HOLLOW STEM AUGER ELEVATION: 30 FEET (PUS&J. 2003) TOTAL DEPTH: 35.5 FEET CONTRACTOR: J.E.T. DRILliNG LOGGED BY: A. IYODOROVA z tz LABORATORY .ip inUi Njl,.. Lu . Z - Z rL 0-TESTING CL (SEE KEY) A Z w0 a DESCRIPTION C. E. S. R BULK I SM FILL: GREENISH BROWN, MOIST. FINE TO MEDIUM SILTY SAND. ...LIGHT BROWN. DECREASED SILT. ...CREENISH BROWN TO BROWN, INCREASED SILT, SCATTERED FINE GRAVEL UP TO 3/4" IN DIAMETER. 0.4 71 1.4 2 SANTIAGO FORMATION (Tso): LIGHT GRAYISH DROWN, MOIST, FINE-GRAINED SILTY SANDSTONE, WITH LIGHT GREENISH CRAY FINE SANDY 0.4 SH, C 99.0 23.2 51 2.5 3 1 SILTSTONE/SILIY SANDSTONE LENSES. WITH IRON OXIDE STAINING ON FRACTURE SURFACES. 4 0.5 40 1.4 4 1! ...FINE- TO MEDIUM-GRAINED, WITH THIN S1LTSTONE S LAMINATIONS. 0.5 97.8 18.3 70 2.5 5 6 .JINE-GRAJNED, SLIGHTLY MICACEOUS. 7 ...SEEPAGE AT 23 FEET DEPTH. 0.6 50/6" 1.4 6 2 ..JINE- TO COARSE-GRAINED. 8 9 10 0.5 50/6" 1.4 7 3 11 NOTES: 1. TOTAL DEPTH 353 FEET. 12 2. SAMPLER DRIVEN BY A 140-POUND AUTOMATIC 4 HAMMER WITH A 3D-INCH DROP. 3. BORiNG GROUTED WITH DENTONITE (vOLcLAY) GROUT ON 12/02/2003. 13 4. BACKGROUND PID READING 0.4 PPM, 4 LABORATORY TESTING KEY: 14 C = CONSOLIDATION CH = CHLORIDE E EXPANSION INDEX 15 G GRADATION/SIEVE ANALYSIS R = MINIMUM RESISTIVITY AND pH RV=R-VAJ..tJE S SOLUBLE SULFATE 16 SH= DIRECT SHEAR The data presented on this tog is a simplification at actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time, Copyright © 2005 Poseidon Resources Corporation. All rights reserved. S GeoLogic Associates BORING NO.: B-7 Boring Log - PAGE: I OF JOB NO.: 2003-090 DATE STARTED: 12/01/03 OW DEPTH: 28.9 FEET SITE LOCATION: ENCINA DESALINATION PROJECT, TANK #3 DATE FINISHED: 12/01/03 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: 8 • HOLLOW STEM AUGER ELEVATION: 30 FEET (PBS&.J, 2003) TOTAL DEPTH: 35.3 FEET CONTRACTOR: J.E.T. DRILLING LOGGED BY: A. FY000ROVA 7ESTING (SEE KEY) I- La DESCRIPTION -r SM FILL: BROWN, MOIST, FINE TO MEDIUM SILTY SAND. SC RESIDUAL SOIL: GREENISH CRAY, MOIST, LOOSE TO MEDIUM - DENSE, FINE 10 MEDIUM CLAYEY SAND. SCAITERED FINE 0.2 R S. 109.4 17.6 12 2.5 1 (UP 10 3/4'-DIAMETER) GRAVEL, ROUNDED, WITH ABUNDANT FINE (I/12'-OIAMETER) ROOTS, WITH VERY LIGHT '2 BROWN SILT IN FRACTURES. WITH IRON OXIDE STAIN AND MANGANESE OXIDE AROUND ROOTS. — SANTIAGO FORMATION (Tsa): 0.2 C 60 1.4 2 10 . ,. VERY LIGHT BROWN, MOIST, FINE- TO MEOIUM-GRAINED - SILTY SANDSTONE, TRACE OF COARSE SAND, MASSIVE. ...GRAY, FINE-GRAINED, WITH VERY LIGHT BROWN SILTSTONE :. LENSES AND FRACTURE FIWNGS, CALCITE CEMENTED ZONES. - . AND IRON OXIDE STAINED ZONES. 0.2 111.5 17.9 2.5 3 It- -- ..... jNOINT} 00 CRAY, DAMP SANDY SILTSTONE (FINE MICACEOUS SAND). - - FISSILE. WITH CALCITE IN FRACTURES AND IRON OXIDE - JIiQ _______ VERY LIGHT GRAY, FINE- TD MEDIUM-GRAINED SILTY SAND. 0.2 5O/6 1.4 4 2 6 .7 0.2 99.5 13.5 90/8 2.5 5 21 ...LIGIIT GRAYISH BROWN. :.. 31 .1o. 0.2 50/3 1.4 6 35 -o f - - -11 NOTES: TOTAL DEPTH 35.3 FT. - SAMPLER DRIVEN BY A 140-POU610 AUTOMATIC - 12 HAMMER WITH A 30-INCH DROP. BORING GROUTED WITH BENTONITE (voICLAY) GROUT ON 12/01/2003. '13 BACKGROUND PLO READING 0.2 PPM. 4 LABORATORY TESTING KEY: 14 C = CONSOLIDATION CH= CHLORIDE - E EXPANSION INDEX :15 c = GRADATION/SIEVE ANALYSIS R MINIMUM RESISTIVITY AND pH - , P- VALUE - - . S = SOLUBLE SULFATE -16 SH= DIRECT SHEAR The data presented on this log Ts a simplification of actual conditions encountered and applies only at the location of this boring and at the (line of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Copyright 0 2005 Poseidon Resources Corporation. All rights reserved. GeoLogic Associates w BORING NO.: B'-8 Boring Log PAGE: 1 OF 2 JOB NO.: 2003-090 DATE STARTED: 12/01/03 OW DEPTH; 12.4 FEET SITE LOCATION: ENCINA DESALINATION PROJECT DATE FINISHED: 12/01/03 CAVING DEPTH: 33 FEET DRILLING METHOD: 8" e HOLLOW STEM AUGER ELEVATION: 11001 (PBS&J. 2003) TOTAL DEPTH: 50.5 FEET CONTRACTOR: J.E.T. DRILLING LOGGED BY: A. F'YODOROVA LABORATORY z im °2 (S KEY) TESTING L W DESCRIPTION - 3" ASPHALT CONCRETE OVER 10" AGGREGATE BASE. S. R 10.9 BULK 1 - SM FILL: (1'-5') GREENISH BROWN. MOIST, FINE TO MEDIUM SILTY SAND. ...LIGHT GREENISH BROWN (AT 2') TO BROWN (AT 2.5') ...SCATTERED FINE GRAVEL UP TO 3/4" IN DIAMETER - SM 0.3 ENV, SH 103.2 15.6 42 2.5 2 5 ..GRPX-BROWN BELOW 4. 2 FILL/IA000NAL DEPOSITS: GRAY, MOIST, DENSE, FINE TO MEDIUM SILTY SAND. M1CACEOUS, NO ODOR. - : - - SANTIAGO FORMATION (iso): 0.3 11.9 23 1.4 3 10 - - 3 : LIGHT BROWN, MOIST. FINE- TO MEDIUM-GRAJNED SILTY - SANDSTONE. V ...WET. 0.4 (NV, SH 108.8 18.9 55 2.5 4 I: - EN'.' BULK 5 0.3 16.7 50/2" 1.4 6 2 - 6 ...FINE-GRAINED, WITH SCATTERED FINE (To 3/4" DIAMETER) GRAVEL. .7 0.3 20.9 0/5.5 1.4 7 25 ...FINE- TO COARSE-GRAJNED, SCATTERED SMALL SANDY '8 CLAYSTONE LENSES AND FINE GRAVEL. 0.4 19.9 50/5" 1.4 8 ...FINE- TO MEDIUM-GRAINED. - - •10 3 - - -ii '12 0.2 15.3 50/6" 1.4 g FINE- TO COARSE-GRAJNEO, WITH -O.4'-THICK LENSE OF FINE SANDY SILTSTONE/SILTY SANDSTONE, THINLY LAMINATED. 13 4r 14 0.2 19.9 50/6" 1.4 10 - -15 - ...FINE-GRAINED. WITH TE OF COARSE SAND. : SEE SHEET 2 OF 2. The data presented on this log is a simplificotian of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. topyngtit C) UU5 ?oseiclon Resources Corporation. All rights reserved. GeoLogic Associates ___ BORING NO.: 6-8 Boring Log PACE. 2 OF 2 JOB NO.: 2003-090 DATE STARTED. 12/01/03 OW DEPTH: 12.4 FEET SITE LOCATION: ENCIPIA DESAliNATION PROJECT DATE FINISHED: 12/01/03 CAVING DEPTH; 33 FEET DRILLING METHOD: HOLLOW STEM AUGER ELEVATION: 1 FOOT (PBS&J. 2003) TOTAL DEPTH: 50.5 FEET CONTRACTOR: J.E.T. DRILLING LOGGED BY: A. FV000ROVA LABORATORY Li! Uj 2 TESTING (SEE Km M Li? ir DESCRIPTION NOTES: -16 TOTAL DEPTH = 50.5 FEET. SAMPLER DRIVEN BY A 140—POUND AUTOMATIC - HAMMER WITH A 30—INCH DROP. - - -17 BORING GROUTED WITH BENTONITE (VOLCLAY) GROUT - ON 12/01/2003. BACKGROUND PID READING = 0.2 PPM. - - •18 - 19 61-----20 21 70 - 22 -23 - - -24 8 -- --25 -"S 26 27 - 91 LABORATORY TESTING KEY: A A1TERBERG LIMITS C = CONSOLIDATION 21- -29 CH = CHLORIDE - : E = EXPANSION INDEX - - 6 = GRADATION/SIEVE ANALYSIS - R = MINIMUM RESISTMTY AND pH - :30 RV=R—VALUE S SOLUBLE SULFATE 10 - - SE = SAND EQUIVALENT - - SH= DIRECT SHEAR - : NV=ENVIRONMENTAL TESTING The data presented on this log is a simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Copyright © 2005 Poseidon Resources Corporation. All rights reserved. S Geo-Loqic GeoLogic Associates BORING NO.: B-9 ASS OCIATJ Boring Log PAGE:. 1 or JOB NO,: 2008-0075 GAit STARTED: 7/15/08 OW DEPTH: 38 FEET SITE LOCATION: CARLSBAD DESALINATION PROJECT DATE FINISHED: 7/15/08 CAVING DEPTH: NONE OBSERVED 0R1WN13 METHOD: 8 0 HOLLOW STEM AUGER ELEVATION: 39 FEET (P8SI, 2004) TOTAl. DEPTH: 5015 FEET CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY: IMP COMMENTS '1SUAL HELD DESCRIPTION SM FILL: 111.7 I .' 1 8 2 5 1 . LIGHT BROWN (w 6/6) MOIST , DENSE, FiNE TO MEDIUM BIJLI( 2 : SILTY SAND WITH SCA'ITEREt) CLAYEY SILT FRAGMENTS, - SANTIAGO FORMATION: LIGHT BROWNISH GRAY (SYR 6/1), MOIST, HARD CLAYEY 78 1.4 3 SILTSTONE WITH SCATTERED THIN SILTY SANDSTONE '2 LENSES. 115.8 13.5 85 2.5 4 ' 85 I 4 5 ' MEDIUM GRAY (No) MOIST VERY DENSE, FINE SILTY .q SANDSTONE. 85 1.4 6 .: 2C.1 _ '-6 1t 7 90 1.4 7 2 - - 8 wo : . SAMPLE DRI'1NO 100+ lÀ 8 REFUSAL 10 ha" 11 a .,. 12. SAMPLE DRIVING 100+ 1.4 REFUSAL - -13 ---------------------------------- M 1LI NOTES: 1., TOTAL DEPTH = 50.5 FEET. SAMPLE DRI'ANG 100+ 1.4 10 - --• 2. GROUNDWATER ENCOUNTERED AT 38 FEET AT TIME OF REFUSAL DRILLING. . BORING UACKHLED ON 7/15/2008 AND CAPPED _______________ • : 18 WITH CONCRETE PLUG. The data presented on this log is o simplification of actual condittons encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. V, Geo_I_o ic GeoLogic Associates [BORING NO.: —1O AS.00IAT$ Boring Log PAGE 'I OF JOB NO.: 2008-0075 DATE STARTED: 7/15/08 GW DEPTH: 38 FEET SITE LOCATION: CARLSBAD DESALINATION PROJECT DATE FINISHED: 7/15/05 CAVING. DEPTH: NONE OBSERVED ORILUNO METHOD: B HOLLOW STEM AUGER ELEVATION: 38 FEET (POSJ, a004) TOTAL DEPTH: 51.0 FEET CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY IMP - £ COMMENTS VISUAL FIELD DESCRIPTION FILL 'ULK 1 ISM LIGHT DROWN (5'rR 6/8) MOIST, VERY DENSE, FINE SILTY 1104 70 63 25 2 - SAND : MI MEDIUM CLAYEY SILT. - sflo ornA11oN: - 119.2 134 75 2.5 3 : - LIGHT BROWN (5YR 6/6) MOIST, VERY DENSE, FINE SILTY - - - MEDIUM GRAY (NS) MOIST, VERY DENSE, FINE TO MEDIUM • - Sill? SANDSTONE, 60 14 4 I - • - -4 05 1,4 515 - : ..1.5.5 FEET: SCATTERED GRAY CLAYEY SILISTONE LENSES TO 1/2 INCH THICK. 87 1.4 6 2 '6 '7 21 '8 SAMPLE DRIVING 100+ 1,4 7 30 REFUSAL - to 12 90 14 8 - -13 • 4 - - -14 i - NOTES: - . IS 1. TOTAL DEPTH = 51.0 FEET. 90 1 4 9 - GROUNDWATER ENCOUNTERED AT 38 FEET AT TIME OF - - DRILLING. - .3. BORING BACKF1LLED ON 7/15/2008 AND CAPPED . '18 WITH CONCRETE PLUG. The data presented on this log Is a simplification of actual conditions encaunierod and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. Geo.Loji:c GeoLogic Associates BORING NO.: 13-11 ASQ 0 cJArrs• Boring Log PAGE I OF JOB NO.: 2008-0075 DATE STARTED 7/16/08 OW DEPTH: NONE OBSERVED SITE LOCATION: CARL$RtD DESALINATION PROJECT DATE FINISHED: 7/16/08 CAVING DEPTH: NONE OSERVt1) DRILLING METHOD: 8 0 HOLLOW SUM AUGER aEVAllON: 41 FEET (PBSJ, 2004) TOTAL DEPTH: 20.0 FECT CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY: TMP — COMMENTS 41 A, Ijiff VISUAL FIELD DESCRIPTION SM TERRACE DEPOSITS: BULK I : LICI-(I BROWN (5YR 6/6) MOIST, DENSE, FINE SILTY SAND. 122.6 82 59 2.5 2 24 1.4 3 SANTIAGO FORMATION: IC 3 DARK YELLOWISH ORANGE (10YR 6/6) MOIST, VERY 1086 L4 95 2.5 4 DENSE, FINE SILTY SANDSTONE, SAMPLE DRIVING • 1-00.- 1.4 5 19 4" 4r REFUSAL 5 5 1.4 6 21 NOTES: T. TOTAL DEPTH 204 FEET. 2. NO GROUNDWATER ENCOUNTERED AT THE TIME OF DRILLING. BORING BACKF1LLED ON 7/16/2008. - -a 30 -. - -10 3- - 'II 4 12 13 4 14 - I la The data presented on this tog Is a simplification of octuol conditions encountered and applies only at the location of this boring and at the time of drilling. Subeurfoce conditions may differ at other locations and may change with tho passage of time. n Geo-Logic GeoLogic Associates BORING NO.: 13-12 ASOCtATES Boring Log PAGE: t OF JOB NO,: 2008-0075 DATE STARTED: 8/21/08 OW DEPTH: NONE OBSERVED SITE LOCATION: CARLSBAD DESALINATION PROJECT DATE FINISHED: 8/21/08 CAVING DEPTH: NONE OBSERVED DRILLING METHOD; 8 4 HOLLOW STEM AUGER ELEVATION: 31 FEET (PBSJ, 2004) TOTAL DEPTH: 20.0 FEET CONIRACTQR: GEOLOGIC ASSOCIATES LOGGED 81: TMP COMMDITS -'Uj d 0. d VISUAL FIELD DESCRIPTION BULK = 1 SM - FILL: BRWNISH GRAY (SYR 4/1.) MOIST, MEIDUM DENSE, FINE 108.0 4.4 18 2.5 2 - - MICAEOUS SILTY SAND. - -I 3 1.4 3 6 1.4 4 - .. SM TERRACE DEPOSITS. MODERATE BROWN (5 YR 4/4) DRY, LOOSE, FINE SILTY SAND SANTIAGO FORMATION: MEDIUM GRAY (NB) MOIST, VERY 37 1.4 5 • DENSE CIJitY Sn.TSTONE 35 1.46 -- — 24 UG}{1 GRAY .(N2) MOIST, WRY DENSE, FINE SILTY SANDSTONE NOTES: 1, roti. DEPTH = 20.0 Fti, NO GROUNDWATER ENCOUNTERED AT THE TIME OF 21 -- - DRILLING, BORING 8ACIFILLED WITH SOIL AND 0E41ON11E ON 6/21/2008. :3 - - -10 .3 -- - -Il '12 4 13 4 14 51 - -15 - - -36 The data presented an this log is a simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. L 01 Geo-Lo9ic GeoLogic A ssociates BORING NO.: B- 13 As SVC Boring Log p i or 40.5 NO.: 2008-0075 DATE STARTED: 7/16/09 OW DEPTH: 25 FEET SITE LOCATiON: CARLSBAD DESALINATION PROJECT DATE FINISHED: 7/16/08 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: 8 0 HOLLOW STEM AUGER ELEVATION: 39 FEET (PBS.J, 2004) TOTAL DEPTH: 50.5 FEET CONTRACTOR: GEOLOGIC ASSOCIATES L000EO BY: Th4P COMMENTS VISUAL FIELD DESCRIPTION BULK I If liMITED S*PE.ICORY 100+ 25 2 - CRAY (NS) DRY, DENSE, FINE TO COARSE SANDY GRAVEL 'O L 14 3 - BULK 4 SANTIAGO T1ATW---------------------- FORO LIGHT BROWN (5R 6/6) MOIST, DENSE, FINE TO MEDIUM 113.3 43 85 2.5 5 4 SILTY SANDSTONE. -2 50 14 6 Il . 48 1.4 7 -5 95 1.4 8 21 • . 1.4 265 - V - _____________________________________ - MEDIUM GRAY ( _MOIST, DENSE, FINE CLAYEY 30 - .9 SANDSTONE. 43 1.4 10 MEDIUM CRAY (N8), MOIST, DENSE, FINE SILTY .4 SANDSTONE. 90 1,4 11 ....... 2 SAMPLE DRIVING 100+ 1.4 12 4C .: ..AT 40 FEET: TRACES OF GRAVEL. REFUSAL - - -13 SAMPLE DRIVING 100+ 1.4 13 - -14 REFUSAL - -; - NOTES: • '- TOTAL DEPTH = 50.5 FEET. - -1 5 GROUNDWATER ENCOUNTERED AT 28 FEET AT TIME OF SAMPLE DRIVING 100+ 1.4 14 - DRILLING, POSSIBLY PERCHED ON lop OF CLAYEY REFUSAL - SANDSTONE LAYER. - BORING BACKF1LIED ON 7/15/2008 AND CAPPED 16 WITH CONCRETE PLUG. The data presented on this log io simplification of actual condItions encountered and applies only at tho lecotion of this boring and at the time at drilling. Subsurface conditions may differ at other locations and may change with the passage of time. f Geo-Lo5Jic GeoLogic Associates BORING NO.: 8-14 ASSOCIATES Boring Log PAGE, 1 OF JOB NO.: 2008-0078 DATE STARTED: 7/16/08 OW DEPTH: NOT ENCOUNTERED SITE LOCATION: CAJLSD DESALINATION PROJECT DATE FINISHEO 7/16/08 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: 4 0 HAND AUGER ELATION: .38 FEET (PBS). 2004) TOTAl. DEPTH: 5.0 FEET CONTRACTOR: GEOLOGIC ASSOCIATES L000EO BY: NP COMMENTS Q All V1SUAL FIELD DESCRIPTION OW FILL: 119.4 10.1 g BULK 2.5 1 2 . 1 -. 1 ' s, SI( MEDIUM GRAY (N5) DRY, MEDIUM DENSE, FINE TO COARSE 2YL_______________________ LIGHT ØROWN (SYR 5/8) __ MOIST, FiNE TO MEDIUM SILTY S AND WITH SCATTERED ASPHALT FRAGMENTS. -',.. - -''2 NOTES: TOTAL DEPTH 5.0 FEET, NO GROUNDWATER ENCOUNTERED AT THE TIME OF WILLING. HAND AUGER FROM 2 TO 5 FEET. BORING BACKFILLFD ON 7/16/2008. .4 UP -, 10 3! '11 41 '12 - -13 • 4 --14 - - 50 - 'lS 16 The data presented on this faq Is a simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. o GeoLo9ic OeoLogic Associates BORING NO,: 8-15 A.SO CIA TE. Boring Log PAGE 1 OF JOB NO.: 2008-0075 DATE STARTED. 7/16/08 OW DEPTH: NOT ENCOUNTERED SITE LOCATION: GARLS8At) DESALINATION PROJECT DATE FINISHED: 7/18/08 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: 4 0 HAND AUGER ELEVATION: 3.4 FEET (PBSJ, 2004) TOTAL DEPTH: 5.0 FEET CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED F fliP C0MMN1S d k VISUAL FIELD DESCRIPTION BULK 1 - - '? : CV! FILL: - MEDIUM GRAY (N5) DRY, MEDIUM DENSE, FINE TO COARSE 1.4 2 JiYEL 36 - - • 1 - . I SM LIGHT BROWN (5YR 5/6) MOIST, FINE TO MEDIUM SILTY SAND WITH SCATTERED ASPHALT FRAGMENTS. _ ... ..................... _ NOTES: '2 TOTAL DEPTH 5.0 FEET. NO GROUNDWATER ENCOUNTERED At THE TIME OF DRiLLING, 1 3, HAND AUGER FROM 3 TO 5 FEET. 2' :3 4 4 51 .4 .5 6 .7 :i -12 13 14 15 18 _--to 4. BORING AACXFILLED ON 7/16/2008. The data presented on this log Is a simplification of actual conditions and at the time of drilling. Subsurface conditions may differ at other encountered and applies only of the location of this boring locations and may change with the passage of time. 0- 0 Geo-Logic GeoI..ogic Associates BORING NO.: I B-16 ASSOCIATES Boring Log j PAGE: 1 OF JOB NO.: 2008-0075 DATE STARTED: 7/15/08 DEPTH: 14 FEET SITE LOCATION: CARLSBAD DESALINATK)N PROJECT DATE FINISHED-,7/15/08 CAVING DEPTH: NONE OBSERVED DRILLING METHOD: V 0 HOLLOW STEM AUGER ELEVATION. 17 FEET (P85,1. 2004) TO1YU. DEPTH: 20.0 FEET CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED BY: TMP - t . - , COMMENTS d VISUAL FIELD DESCRIPTION ML FILL: BULK 1 3 INCHES OF ASPHALT CONCRETE OVER 3 INCHES OF I 14.• B 64. 26 25 2 AGGREGATE BASE MODERATE YELLOWISH BROWN (IOYR 5/4) MOIST, WRY 111,2 5,4 22 25 11i WITH FINE SAND, SM 26 1.4 4 LIGHT BROWN (SYR 5/6) MOIST, MEDIUM DENSE, FINE TO MEDIUM SILTY SAND. 1.4 5 10 45 14 6 15 ...15 FEET; COLOR CHANGE TO MEDIUM GRAY (0), -5 BECOMES DENSE, RE IUMC KY Efl "El T 22 1.4 7 - NOTES,- TOTAL DEPTH 20,0 FEET, GROUNDWATER AT APPROXIMATELY 14 FEET DURING • DRILLING. 2. - 3. BORING CKALLE0 ON 7/15/2008 AND WPED WiTH CONCRETE PLUG, - . -10 3 - 11 4 12 '3 - 14 - - -15 - - - -15 The data presented on this log Is a simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other locations and may change with the passage of time. GeoLoic GeoLogic Associates BORING NO. 8-17 ASSOC1mS Boring Log PACE: 1 OF JOB NO.: 2008-0076 DATE STARTED: 7/14/08 6W DEPTH: 15 FEET SITE LOCATION; CARLSBAD DESALINATION PROJECT DATE FINISHED: 7/14/08 CAVING DEPTH; 10 TO 15 FEET DRILLING METhOD: 8' g HOLLOW STEM AUGER ELEVATION: 17 FEET (PM, 2004) TOTAL DEPTH: 51.5 FEET CONTRACTOR: GEOLOGIC ASSOCIATES LOGGED OY: TMP COMMENTS I. '' VISUAL FIELD DESCRIPTION FiLL: BULK 1 . io .3 INCHES OF ASPHALT CONCREIE OVER 4 INCHES OF 1087 19.5 40 2,5 2 , AGGREGATE BASE ROCK L PALE YELLOWISH DROWN (IOYR 6/2) MOIST, HARD CLAYEY 38 1.4 3 • SILT, TERRACE DEPOSITS: PALE YELLOWISH BROWN (1OYR 6/2) MOIST, DENSE, FINE SM SILTY SAND WITH INTERBEDDED CLAYEY SILT LENSES, ML MIDDLE UGI-IT CRAY (N4) MOIST. VERY STIFF, CLAYEY SILT 90.1 33.2 57 2.5 4 1 , 3 WITH INTERI3EOOEO FINE CLAYEY SAND LENSES. .4 33 1.4 5 V : SM DARK YELLOWISH ORANGE (1O1 5/6) WET, DENSE, FINE 21 '6 To MEDIUM SILTY SAND WITh THIN SCATTERED CLAYEY 44 1.4 6 : SILT LENSES -.'7 45 1.4 7 21' -8 25 1,4 8 3 -10 46 1.4 9 35 -I2 81 1.4 TO SANTIAGO FORMA11ON: MEDIUM GRAY (N5) WET, VERY DENSE, FINE TO MEDIUM 4 SILTY SANDSTONE WiTH SCATTERED SILT LENSES. 45 55 1,4 11 NOTES: J163 TOTAL DEPTH = 51.8 FEET. GROUNDWATER ENCOUNTERED AT 15 FEET AT TIME OF 85 1.4 12 DRILLING. BORING I3ACKRLLED ON 7/14/2008 AND CAPPED WITH CONCRETE PUG. The data preeented on this log is a simplification of actual conditions encountered and applies only at the location of this boring and at the time of drilling. Subsurface conditions may differ at other IocotIons and may change with the passage of time. 11 Geo-Lo91c GeoLogic Associates BORING NO.: B-18 eSOCTE5 Soring Log PAGE: 1 OF JOB NO.; 2008-0075 DATE STARTED: 7/14/08 OW DEPTH: 14 FEET SITE LOCATION: CARLSWD DESALINATION PROJECT DATE FINISHED: 7/14/08 CAVING DEPTH: NONE ENCOUNTERED DRILLING METHOD 8 0 HOLLOW STEM AUGER ELEVATION: 17 FEET (BOrtE/PBSJ, 2004) TOTAL DEPTH: 51.5 FEET CONffiACT0R GEOLOGIC ASSOCIATES LOGGED BY: IMPLi 3 COMMENTS VISUAL FIELD DESCRIPTION = FILL: BULK 1 3 INCHES OF ASPHALT CONCRETE OVER 4 INCHES OF 109,3 2 2 - AGGREGATE SE ROCK -. '1 ML PALE YELLOWISH BROWN (1OYR 6/2) MOiST, HARD CLAYEY si WITH 5C.liERE0 FINE TO MEcIUM SILTY SAND LENSES. : - : 2 ML TERRACE DEPOSIT PALL YELLOWISH DROWN (10Th 6/2) MOIST, HARD, CLAYEY 109,5 16.7 2 & 3 SILT WITH SCATTERED FINE TO MEDIUM SILTY SAND LENSES. SM • SILTY SAND WITH INTERBEDDED FINE ClAYFf SAND LENSES. 33 1.4 4 i . SM .- PALE YELLOWISH BROWN (laTh 5/2) MOIST, DENSE, FINE TO MEDIUM SILTY SAND WITH INTERBEDDED CLAYEY SILT • , ,'" LENSES 24 1.4 5 18 , PALE YELLOWISH BROWN (10Th 6/2) WET, MEDIUM DENSE, FINE TO MEDIUM SILTY SAND. 34 1.4 2 6 DARK YELLOWISH' ORANGE (10Th 6/6) WET, MEDIUM TO . COARSE SILTY SAND. 55 1.4 7 24 - 25 FEET: TRACES OF GRAVEL, 54 1.4 , -10 85 1,4 9 35 : 12 65 1,4 10 4C SM SANTIAGO FORMA11DN: - GRAYISH ORANGE (10 7/4) WET, VERY DENSE, FINE TO 13 4. MEDIUM SILTY SANDSTONE WITH SCATTERED SILT LENSES. 4! 52 1.4 1'1 - 14 3C - NOTES: :•5 L TOTAL DEPTH =515FM. 2. GROUNDWATER ENCOUNTERED AT 14 FEET AT TIME OF 72 1.4 12 • - . DRILIJNG. - S. DORING BACKE1LLED ON 7/14/2008 AND CAPPED ________________ • '16 WITH CONCRETE PLUG. The data presented on this log is a &mplificotlon of actual conditions encountered and applies only at the location of 'this boring and at the time of drilling. 5ub8Ur100e conditions may differ at other locations and may change with the passage of tIme. Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 APPENDIX B PREVIOUS SITE LABORATORY TESTING (GEOLOGIC ASSOCIATES, 2004 and 2008) 107383002 R rcv.doc o APPENDIXB GEOTECHNICAL LABORATORY TESTING PROCEDURES AND TEST RESULTS Expansion Index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2 and ASTM D4829. Specimens are molded under a given compactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4-inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached. The results of these tests are presented in the table below: Brown, fine to medium clayey sand 21 B-6, 1.5'-5' Light brown, fine to coarse clayey san 35 Low *Based on the 1997 edition of the Uniform Building Code, prepared by the International Conference of Building Officials, (ICBO, 1997). Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643. The results are presented in the table below: i\t ii ,'ii'•ftfpTilj;', .. :t;;~.i'i:i~JJ ~·' C ,, ; ,:'••f·l 0 /)~l: ~' e ~t\A-~!J\-/i'-:-J Jn:1n.\11:,: ·~11 if,, ~!~:l,.J[tTuii 11 .W1 ... ~" ,,'-ef, 11·-":\fk,S;"'C"1l>'Ws'"'''!'@.ff:Cs,sel[W.'Y'f(]'lf """Yfi",C'["";"'!1;;c, ,;·;;~~'"["~'i\i'&"''ffl\ill'I 9 ~~~ :~tf:rtl-·; .. <;:.,.~:~~,: ··, 1-/· ·; ·tt~~:t\1!:8.~· }3r: ~ .. ~·];·~+· ::: .. 11·r~:\~ · :.-t: 1 . i -: ~· · · · . .i~.:·~L .:;;,.\d(1 \l~:i~~\J} '::~:t; it}::P~1i ~t\~?4rn _ lf;.:\f~~,,,~\i':s_. __ j;;._,:;-.:;_;_j;,~:._;:,Ja.:::1t.s:J.2,:.::;;b;{'.rY-~:,:,.~'(1·:J~_g_lJ,!}.: 1.;1~ll·.'.t··:·1,1.G-.'.!i'.i.R:,1:'}: !lY~= . .:.:·:-i'.l'.i~~-±~&; . B-2, 0-5' 9.0 830 Severe B-4, 1 '-7' 9.0 1225 ·Severe B-6, 1.5'-5' 9.8 1300 Severe B-7, 5'-6.5' '9.6 740 .Sev~re B-8, l'-5' 10.0 t,·,· ::'1350 'Severe •• per U. S. Navy, 1969. C:\Acllve\Projecu\l()Q).-0!>1 Posehlon Enclna\Dran RcporC\GwtechRepoct_l003_09J_i\lF revlsdAoc Copyright © 2005 Poseidon Resources Corporatfon. All rights reserved. GectechnicalfEnvironniental Report Carlsbad Seawater Desalination Plant APPENDIX B GEOTECHNICAL LABORATORY TESTING PROCEDURES AND TEST RESULTS Expansion index Tests: The expansion potential of selected materials was evaluated by the Expansion Index Test, U.B.C. Standard No. 18-2 and ASTM D4829. Specimens are molded under a given conipactive energy to approximately the optimum moisture content and approximately 50 percent saturation or approximately 90 percent relative compaction. The prepared 1-inch thick by 4- inch diameter specimens are loaded to an equivalent 144 psf surcharge and are inundated with tap water until volumetric equilibrium is reached, The results of these tests are presented in the table below: 'Sample Location Sample Description Expansion Index Expansion Potential* B-12, 0-2' Brown silty sand with mica 3 Very Low 1'-4' Orange brown silty sand with clay 0 Very Low l'-3' Fine sandy clay 66 Medium "Based on the 1997 editoa of the Uniforni Building Code, prepared by the International Conference of Building officials, (lCBO, 1997). Minimum Resistivity and pH Tests: Minimum resistivity and pH tests were performed in general accordance with California Test Method 643 to evaluate the corrosion potential for buried metallic conduits. The results are presented in the table below: Sample Location pH Minimum Resistivity (ohms-cm) Metallic Corrosion Potential* B-9, 24' 83 1050 Severe 13-11, 0-3' 8.4 5,300 Moderate 13-12, 0-2' 8.6 7,500 Low B-17, 1-3' 7.3 500 Severe 13-18, l'-3' 7,9 1400 -_- Severe ""pci U. S. Navy, 1969. Atterbere Limit Testing: Auerberg Limit Testing (plasticity index) was performed in accordance with ASTM D43 18. The results are presented in the following pages. Grain Size Analysis: Grain-site distributions were performed on selected samples in accordance with ASTM D422. The results are presented in the following pages. 40 B-1 . Pu,ddq., I),,t1ii,,ti RvpurtP,n$dur, DI J'luiif Rev 9-ZUD8.i1 C eo j IC . Soluble Sulfates: The soluble sulfate contents of selected samples were determined by California Test Method 417. The test results are presented in the table below: B-2, 0-5' 100 Negligible B-4, 1 '-7' 132 Negligible B-6, 1.5'-5' 370 Negligible B-7, 5'-6.5' 148 Negligible B-8, 1 '-5' 337 Negligible *** Based on the 1997 edition of the Uniform Building Code, Table No. 19-A-4, prepared by the International Conference of Building Officials, (ICBO, 1997). Consolidation Testing: Consolidation testing was perfonned in accordance with ASTM D 2435. The test results are presented on the following pages. Atterberg Limit Testing: Atterberg Limit Testing (plasticity index) was performed in accordance with ASTM D43 l 8. The results are presented in the following pages. Grain Size Analysis: Grain-size distributions were performed on selected samples in accordance with AS1M D422. The results are presented in the following pages. R-Value: Resistance "R" value was obtained for three samples. Testing was performed in accordance with California Test 301. The test results are presented below. B-1, 0-4' 68 B-2, 0-5' 38 Direct Shear Testing: Direct shear testing was performed in accordance with ASTM D3080. The results are presented on the follo-wµig pages. ,;,.. · C:\Actlvc\Projtds\2003--091 Pmcldon Bncuui\Draft Rcporl\GeotechRepott_2003_09 J_AIF rnl,ed.doc Copyright © 2005 Poseidon Resources Corporation. All rights reserved. Soluble Sulfates: The soluble sulfate contents of selected samples were determined by California Test Method 417 to evaluate the potential for sulfate attack (corrosion) to concrete, The test results are presented in the table below: Sample Location Soluble Sulfate Content (ppm) Sulfate Exposure to Concrete** B-9, 2-4' 49 Negligible - B-I 1, 3' 33 Negligible B42, 29 Negligible B-17, 1-3' 416 Negligible B18, 1'-3 40 Negligible "* Based on Section 1904.3 of the 2007 CBC. ConsolidationTesting: Consolidation testing was performed in accordance with ASTM D 2435. The test results are presented on the following pages. R-Value: Resistance "R" value was obtained for three samples. Testing was performed in accordance with California Test 301. The rest results are presented below. Sample Location R-Value - B-9,2-4' 38 L B-14, 1-3' 47 Direct Shear Testing: Direct shear testing was performed in accordance with ASTM D3080. The results are presented on the following pages. . fl-2 (Iiv4I'r,2O.75. I'I rD,fc L).sM PP,nl R9.2OUS.,Inc McJiC 71 L ~ '0 60 PLASTICITY INDEX - ASTM D4318 50 40 30 (n (1 20 10 0 10 20 30 40 50 60 70 80 90 100 / Liquid Limit Job Name: Carlsbad Desal Plant Date: 8/1/08 Job No.: 2008-075 V tA line CH XB47F1 0. OH and _• ___ / V i IH . r I CL.ML ML an OL __- Sample Depth IL P1. Pt LJSCS Material Description B-17/1 38 14 24 CL Low plasticity silty clay GeoLogic Associates GRAIN SIZE ANALYSIS - ASTM D 422 Pc'sefdon/ Desa!_ 2003-091 U.S. Standard Sieve Size 21n un fl2ln 44 #t6 #50 3n t5in 3f4n =Irk 98 #50 0100 100 90 80 ------- --- 70- 60 ---- ::---}---- - Is. I I I p I I I I I I I I 40 ------- --------- I o 20--- 10 --:-;—----: ::---;-----i--- __ __ __ __ HL I I 100 10 1 0.1 0.01 0.001 Grain Size (mm) Sample ax. Dry M Density (Pco Opt. Water Content pansiori cx Index TestW.C.. M inal W. C(%) Resistivity (ohm-cm)pH 804 (ppm) Chloride Content (ppm) Unified Soil Class. Description Sc CLAYEY SAND GeoLogic Associates S .5 Pose.on/Epc*ja GRAIN SIZE ANALYSIS - ASTM D 422. Job #2008-075 MAN 11111111 i1IIUlUIII1IHIIIIN1UII1I1IIJUIII_11111111 OIIIUlUI1UIIIIIiE!!iIHUhIUffUhIl 11111111 Em___MENIgHUauuuIII11111111 inuiuiuiiiiiniiiiiuiiiiuiuiiiiu 11111111 ___in lIIHftUI I mml 111111OTM MENhuIOINIIIIUiHUIIU 11111111 IIJIIIflu_IIIIIIIuuI.IIIIHhu.IuiIiiiu. 1111111U 100 10 1 0.1 0_01 0.001 Grain Size rrñin) Boring/Sample Initial DryInitial Moist. Test Moist. Percent Passing Densi (ON No. 200 Sieve ± PL J Unified Soil No. Density Description B-1211, 0-2' 165 : SM Silty Sand w Gravel GeoLogic Associates [L& Sndrd Sieve Size 3ãfl L5n 3(41n 3/8 . 9100 #2O 10o- 90 83' — 70 U) 60- U) 50- U- U) C' 40- 30 - 20- 10 - 0- .. . Poseidon Jncina GRAIN SIZE ANALYSIS - ASTM D 422 Job No. 2008-075 J I LI1 L f 100 10 1 0.1 0_01 0.001 I Grain Size (mm) I Boring / Sample Initial Dry Initial Moist. I Test Dry Test Moist. 1 Percent Passing LL Unified Soil 1 1 Density Density No. (%) - (%) No. 200 Sieve Class. I Description (pet) (pr:f) B-i 616, 15-t6 I 1 4.8 1 I I J Poorly graded sand with trace of silt I GeoLogic Associates U.S. S1andrd Sieve Size 3n tOrn 3'4n 3rnz1 #30 #100 #200 100 - 90 BO — 70 23 CL 60- -II I ... . ~ . . . - 0 PoseldonlEncina GRAIN SIZE ANALYSIS - ASTM 1)422 Job No. 2008-075 O iItIiiHUIIHHhIIiiiiiI1160i1IIUIIi___ MEMO 1111111 !II11IUlIIIIUII1flhIIIIIHIRI1IIII11UIII___ Imuiuiiuuuiuiiiiiiuiiiiiuiiiiu_1111111. IN 11IIlIU 11111111 Mill MVIIIIN MENIN 11111111 HIIUlIt1IIIIIIUffII1IIUOIIIIII I Rill IIIIIMIIt!IIII15_1111111U____ IIIIIIHhIIII1II1IINII1l1lNNIII1I_11111111 IIIIIIUIINIIIIIIURIIIIIIIIIIIIIIIIIU 11111115 A. 100 it) 1 0.1 001 Grain ze (fl,rn) Boring /Sample J Initial Moist. Test Dry Test Moist. PeZnt Passing 01) LLSieve PL P1 Unified Soil (ON Density NO No. B-I 61-7, 20-21' 28.3 SM Description Silty Sand 0.001 I GeoLogic Associates US. Standard Slave Size 3ir 1.5in al4in 35n 4100 100- . 90- - 70- C, 60- so- LL 40- 4 30- 20- 10 - Poseidon JEna (3JA1N SIZ ANALYSES - ASTM ) 422 Job No. 2008-075 100- IN I1II1IIlU1IllhIl11I1Ihi!iiillllllhllll MEN _UIIIl1I11I1Ih111I1I0hUh1I111II11 I I inaiiiiiiiiivaiiiiiiia__gguuii__ 11111111111 11lI1I1ISI1IIIiH11111II11I1I 11111111 IIIIIIHhIIlIIHh1IHIiN1IlIIIII INI Elm1Ii1lI1II.II1liul.i.i!IIuII I1lIUlUO01HI1I11I 111111* 11111111__11111111 111111111 WlI1ilII1fl 110111 11111111_11111111 100 10 I 0.1 0.01 Grain Size (mm) Boring /Sample Initial Dry. Initial Moist. Test Dry Test Mot, Percent Passing LL PL M Unified Soll No. Density N Density (0/0 No. 2-00 sieve Class. 5-1716, 20-21' 32.5 SM Description Silty sand 0.001 I GeoLogic Associates U.S. Standard Sieve Size 3111 1.51n 3/4111 3101n #3 40 tm Go 0200 90- 80 70 60- 3,' 4 50- LI. = o 40- 0 0. 30 - 20 - 10 - PosejdwlEncina GRAIN SIZE ANALYSIS - ASTM 0422 Job No. 2008-075 uiiiiuiiuniiiiiiiisuiiiiiiiiiiu_11111111 Walinuisaiuiiui__uuiui•__- ElIIII1INHhIIIINUIIlII_11111111 IUHUUUIIIHIIIRIIIHIIIIIIINIUII_IIIIIIIU. HINEM111111II1IIIHIII1IIhIIII_iiiiiii ___ IMEEM111111hIIIIIhIIII1INUlIIiIIIIIlU 11001IikIIEIIUIIU_iii___ 11MIHhI!iHlIIIIlI_lillillU___ IonIUIIffh1III1I1HhI1IUIIIHIIHIMM1111110M 100 10 1 0.1 0.01 0-001 Grain Size (mm) BoringiSanple Initial Dry Initial. Moist TestDry Test Moist. LL PL Unified Soil No. Density Density 'No. 200 Sieve Class. Description 6-1717, 25-26 10.2 - SW-SM Silty sand GeoLogic Associates tkSSndaT4 Sieve Time 3n ti 36n inn.— so - 80 70 - . Poseioj, / Entha GRAIN SIZE ANALYSIS - ASN 1)422 Job Na 2008,075 U.S. Standard Sieve Size fl 1-51r. 3f, 318in #30 0100 90- 80 - - 7- 60- >' = 50-LI- 40 30 20 - to - 1Ii1II1I IIIIIIiiiiiilHIIIIiII 111111111_11111111 IOIII1UiIIHIUihIUIIIUIIIIIIiI 11111111 OhI1U1UIII1lIHhIIIhNhI 1111111_1111111 ___ oiiuiuuiiniiioioii 11111111-_irnua - 'IIIIIIlURIINIIIIII1IIiiiIUIIIIII 11111111 loom A. 100 10 1 0.1 0.01 Gin Si- (mm) Initial Dry • est 5oringISample Dens tnitiaHcstity. Test Moist. Percent Passing PL P1 UnDensity LL if led Soil Description S. No. 200 Sieve (pcf) (pcf) B-17/8, 30-31 19.2 SM Silty sand 0.001 1 GeoLogic Associates S Poseidon /Encina S GRAIN SIZE ANALYSIS - ASTM I) 422 Job Nô 2008-075 U.S. Standard Sieve Size an 1.51r. 3/41n 3AIn 9100 100- go Be - 70 COD 60 >. 50- ' 40 20 1.0 100 10 1 0.1 0.01 0.001 Grain Size (rnn) Boring /Sample Initial Pry Initial Mo!sL Test Dry Test: Moist. Percent Passing LL PL Fl Unified SoilDensity Density Description B-1719, 35-36 8.9 SW-SM Silty sand GeoL.ogic Associates uiuiutiitiiiiu MEM i iiuoui.i_11111111 1011110ioiuiiiiiiiiiiiu___ Iuu•___ 11101I: [Him lIIHII1IIUIIiI1IIIIiUIIIIII 1111MM111hI1IIHII1IIUIII1I 11111111 11111M uiiiiiiiiiiiiuuuiuiiuiiiui_IUIIIIU___ INIMMINHullwlpMluplullguuu_11111111 NO1IUIIIII11II_11111111 IIIIIIHh1llhlIHhlIW01I1I1!UI1IIIlI1 11111111 0- - 111111MM111M 101 11MMI Rim1 EXPANSION INDEX - UBC 18-2 & ASTM 04829-88 PROJECT CDI A02-147 JOB NO. 2001-003 Sample B-211 By LD Sta. No. Soil Type Olive Brown Mottled, F. Sandy Silt w. Clay Sample 84/1 ByLD Ste. No. Soil Type Brown Mottled, F.M. Clayey Sand Date Time Dial Reading Wet+Tare 624 Date Time Dial Reading Wet+Tare 650.7 12/15/2003 10:15 0.3942 Tare 220 12/15/2003 10:15 0.4121 Tare 220.8 H20 Net Weight 404 H20 Net Weight 429.9 12/16/2003 1 17:00 0.3514 % Water 12 12/16/2003 17:00 0.3915 % Water 6.9 Dry Dens. 109.3 Dry Dens. 121.9 %Max %Max Wet+Tare 643 Wet+Tare 680 Tare 220 Tare 220.8 Net Weight 423 1 Net Weight 459.2 INDEX 43 4.3% % Water 17.3 INDEX 21 2.1% % Water 142 Sample B-6/1 By LD Ste. No. Soil Type L. Brown, F.C. Clayey Sand Sample By LD Ste. No. Soil Type Date Time Dial Reading Wet-'-Tare 630.1 Date Time Dial Reading Wet+Tare 12/1512003 10:15 0.3039 Tare 220.6 Tare H20 Net Weight 409.5 Net Weight 12/16/2003 17:00. 0.2687 % Water 8.9 % Water i Dry Dens 113.9 Dry Dens. U/oMax %Max Wet+Tare 677.7 220.6 __________ Net Weight 457.1 ________ LWet+Tare Tare 35 3.5% __________ INDEX % Water 21.6 INDEX GeoLogic Associates Copyright 0 2005 Poseidon Resources Corporation. All rights reserved. Poseidon I Desai SAMPLE NO.: DESCRIPTION 0 .g B. ~ I Initial Moisture Content © % N 0 0 VI cl' (ll CD .... a. § ~ I ~ 0 -8 0 ..., ll,) P', ~ > --..., i a, ~ (ll ~ B. Normal Stress Peak Shear Stress Ultimate Shear Stress Cohesion Initial Moisture Content % Final Moisture Content % Pressure {psf Soluble Sulfate (CTM 417) coom SOIL TEST RES UL TS Job No. 2003-091 B-2/1 B-4/1 B-6/1 8-7/1 B-8/1 Sandy Silt Clayey Sand Clayey Sand Sandy Clay Clayey Sand t~· 830 1225 1300 740 1350 9.0 9.0 9.8 9.6 10.0 100 132 370 148 337 Chloride Content (CTM 422) (ppm) r-~~~~~~---1~~~~~~~+-~~~~~~-+~~~~~~~~~~~~~__J ,.·,. -------·---··-----------,_ .~;~------·· ~''A::;!<F. ,ff~:,;( ::H·'',.:_.\'+:f:::G.~:L ~<,K2t~d k~~t:Lt2.~;:t:~L!)~~:~<:;.~_t~·~:;·~·~.!1_l,~~ ~}·~~15 !_-~~:~,~-~-~~ GeoLoglc Associates CONSOLIDATION TEST - ASTM D2435 Job No. 2003-Q1 Poseidon /Desat IBoringSample No. 2!1 Depth: Date 12-15-03 uauiui ____ ____WUUuII____ ____ •••iuui____ ____ UlIIH _____•Iu•____ R•UIII____ ••uiiuu ____—•••iiii ____ aiuuui•s•uuiu____ • ____ III u•uiui uiiiu____ ••uiiu ____ ____•iiui uiiin •••luI1 UIuI UIUilI • ____ ____ m1uuii RU.UII ---11111 Submerged NI.HI____ ••UII 1111 muuuui____ MOM __...I us.'j ANNE 1UII _____ _____ a•uuii _____ ____ u•iiui____ ____ ____ ____ u•siii____ ••iuiu • uuuuu____ ____ muuuui I fl..uui____ ____ •••IIH ____ ____ I. I •• ____ u•uuu___ Clayey silt ••uiuui ____mmommi ____________ Density. 88.4 pcf I - Water Content. 37.1 % @ 4000 PSF i••iiiii ____•iui Initial ____I____ I ____ SI1uuI ____Dry ____ ____ ____ =MEN I a•uui I _•liili 1R•H20 flhli II iiuui ____ ____—••uuiii __•.uuII uuiuui____ uiui____ UUUHI 1111 UIIHMOM..IuII____ ____u•uiii_—•uuuuui___•.IIuI iuiuii____ uiiuiu____ ____ ____ auuiii____ iuii ____uuiiu____ ____ uiuuu____ ••uiiiu uuuiui • ____ uHiI____ ____ ____ RUUII N•IIII ____MMENNINI iuui ____ ____ ____ ____ uiiuiu____ u•iuuu ____u•uiii____ miiuui iuuuuu uuii ____ u•uni ____ ____ ____ ____•uiiiii mmm iuuui____ =MEN uiu____ iunu • ____•iuiii __..I.II __uuuI uuaiii I ____ ____•uiiuui ____ __...luI ____ IN moll uuu umuuii ____ ME II II, II•I ItII - •- I Geologic Associates Copyright .@ 2005 Poseidon Resources Corporation. All rights reserved. CONSOLIDATION TEST - ASTM D2435 Job No. 2003-O91 Poseidon /esaI BO TingSample . B-3/2 Date 12-15~03 .auuuu____ iuii ____ aaiuuu____ ____ aauuu____ aiuu____ auuiu____ ____ iuuui •uuuui ..uuui uuuiu .uuui uiui_•uiuiii • • - ____ ____.amui____ __________ NaturaiUI... o UUIU 1 "' --11u11 u•iuii ____ _____ .U.•I_____ 11111 UUIIIiMOM-. 10 1UIIImmmossil =uii ____ mmossili ....ui____ .u..u,____ mmmonsil • ____ .IIuII _._uil. ..•iiu. auuiiu____ uiuuii____ ____ mmommil •• .,,•, Density: 100.3 Water Content: 16.7 % FinalMWater Content: 23.3 % H20 4000 PSF .._ ____ II UUIIii ____Dry ____Uii•Initial 4fl_•miiiui uI_iuii ____ II_•.iuui ____ ____R•IIUii uuuuiu____ ...uu.I uiiiuu ____ uuu____ UUIIII____ aiiiiMOM.IIIu1 • ____ u..uu.____ uuii • ____uiaui____ auau.____ ____ 4 ____•UII1____ UIUU____ UIIII aaiui____ aauaiis____ auuin __..III. _..UuIII____ ••uuiui____ ____ ____ • ____ ____ iunu aiiuui __..IuII mui.iui____ ••Uluii • ____ ____ ____ ____ uui11a_•auiiui____ .uuuui • ____ HIII____ ui•iii____ uiiii a•uui____ a.aI.u,____ ____ ___ ____•aiiuu,____ .U____ IIII uiii_ mmmon 11 ____•iuuii_uiiuii____ .ui.i umuuii____ uuuii - • ____ ____ ____ ..u..____ uuuuu NUIIui iiiii .uUuuii II III ISIS SillS GeoLogic Associates Copyright 0 2005 Poseidon Resources Corporation. All rights reserved. CONSOLIDATION TEST - ASTM D2435 Job No. 2003-091P08,ewon/Desar suuuu uiii.____ I ____ iuiii RUUIII____ UlUli ____ iiiii____ uiiui ____ III.' —71111111 NonuI auirSubmerged' NONNI au.uu____ 11111 NEON! __•umuI____ LIII, i. A11111____ ••wiuuu____ .Iu.0 mmmoni uiiii ____ ____ RUIIII____ .iiuii____ muui1 MENSINI UUIII *4 ., iniii 11 —.11 11 nit I NIIUI Clayey Sand Dry Density: 101.4 pcf ____________ Water Water _ *NIIIàfI LlUI__sI ==mom MEMO on II RIUl __1111111=111_ Moog ___ ____•moil NEOI~MNM II. uiuuui II L1111 IN EMNIII IN 11immmom ______iiui ____ auaauu____ auauu____ a.auu .u..uu.____ moommill • ____ ____ auiuu____ .uuulu . ____ au•i..____ ____ ••auui____ 4 . auu1i____ uuuii____ ____ u..Iu. .•.•I.____ • ____ ____mum oil auauiu____ • ____•Iufl____ .auuii____ amiuii____ uuuuii____ RLU1wommol • ____ ____ ____ .IuIu____ NONNI • wommoll ____ u ulum____ .muuuur ___ mommoilli auiuu_- MMUM1111 uuuui.____ ____ iuui uuuni____ • ____ .ullli____ ULIHI____ m1111 oIM1M11111Ifl____ aauu____ iiii __..uIII __.IIuIl U•IIH IiIIL II III ISIS 11115 - - - I GeoLogic Associates Copyright (©) 2005 Poseidon Resources Corporation. All rights reserved. 1] CONSOLIDATION TEST - ASTM D2435 Job No. 2003-091_ Posekloo/Desai Boring Sample .. auiui____ ____ ____ • ____ ____ a•uii.____ 1111111 i.iii ____ uuuiui ___uull ____ ____ ____ auu..i____ uu111. .miiUI___.HIiI ___ NUUUH UUUUI .U.HU NUUIH wWbq, _.i.uII • • • ____ UUHI ____ 111111—H --- 7 F-1-1— o Submerged Noll moll iuu ____ ____ Uluul ____ ____•iuuui____Ion ____ auuui____ uiiuui____ • ____ ____ ____miuuuu____ auiuui saauui.____ .•u..____ ____ • uiuui ..uuuir ____ ____ ____ moll uu ___ . •, • • 11 clayey * @ 40001r _____________iI .l.uIJM ter —iru.uuiu auiuui ____...u._1Lpcf +p.aI____ ____ ENO ____aaasu ii oil ____ uu ii uuii __sIuuII uiuii____ uiifli •. uuiu ••uuu____ ____ auiuuu moommili • ____ ____ ____ • ____ .uiuu. uiuiu____ uuuii____ uiiuui____ 0 uiu11 oil RU1111 auiu - ir u•uu. • ____ NlUIll ..Uilii____ uiu1ii RIUIII ____ UIIIII RIUI • ____ ____ ____ • uuiuu_ .iu.saIuu u.uuu ...uuuu____i ____ moommill =won uiu___ iuuuu • R•IHI___.IlIul____ UIRIII • ____ ____ .u.uiu aani____onsill NO R11111____ uuu.ui_UHIlI I • ____ ____ uuiuuu asni_uiNoll uuuui_ uuauu.~~mmo ____ mill mommulli mmu mail • ••uuiuu____ siiuui____ mill • ____ .a.uuu____ u•uiui____ uuuui - .uiuui a•uuuu _..IuuI I, II, III. I GeoLogic Associates Copyright 0 2005 Poseidon Resources Corporation. All rights reserved. CONSOLIDATION TEST - ASTM 02435 Job No. 2003.091_ Poseidon lDseI Boring Sample No. B-6/3 Depth: 1 01-11.51 ______uIuu1___•I.uII_•uiui ____••uuuuu_...iiii___—u•uiii ____..iuiii____ ______•IuIII uiuiii_•••uuuI____ UIIHI ____ auuui ••uuiii ____ _____uuIuI __.IIuu1 uiuii uuuii____ ____ ____ • ____.•uuimuuni anuuii • • • ____uu•umi __________ ISubmerged NOON lull ____..iuui ____ uuuuii NaturalU.... _____•..lu.____ ____ ____—a•uiii_••..ini____ uuuuiu ______M•ulli __..uiii _.Ruulli ol • ______•.uui __.luulI iiuui ______••.iil 11111=00111 onsiol I.. au ________ Silt Initial Water Content: Final Water Content: it - .ii 0011 ___•_____ul II .uIll s.luli=WOMEN __•lulul II ..IuIl mut __•UuuIl , ____ _•.u.uII___uU.uII___•.uuuI u•uuui____ auuui____ ____ aauiiu____ MENKE mml mill~~MMEMENII uauu____ ..u..moll muuiui uiuiui ____ uiuuii ____ nuuu~~mms ____ III ____•uuuui____ ____MMEN __.uuull 11101 MEMO I au•n. ..auui____ ••uii ____ MMENNINI~m MEMNON ____ uivau ••uuui • ____ ____ _ ..u..i___ msuuu________ •••uiuu____ • iuiui- ••uui • mmommoli~mmoom li~~ MENSINI RUUUIII ••uI.i aiuuu ____ mommill a•uiu uuni ____ uuuiii____ _..•uu.____ • ____ ____ ..i..i.____ u.iu.____ mon • usuiit____ u.iiur nuuuui -UIIlll _..uili iuuii II Is 5 II S-S I I III p.; • I. GeoLogIc Associates served. CONSOLIDATION TEST - ASTM D2435 Job No. 2003-O9I Poseidon /Oesa Boring / Sample No. :7/ LDepth: II[!' 1: Date 12-15-03 ____.iuuii auuiui____ iuuu ____ uuuui uuiui ____ iuuui iuuuu • ____ u•uiii____ t Submerged moll UIii RU11 URUiINatural o _uiun Ulill ____ ____ ..uiu____ iiuu uui____ • ____ ____ u.unu____ .u.uuuu____ u.un. ____muini ••u••i____ iiuu mi1111____ ••iIiI____ _U..uii ____ ..ini____ ..uuu____ .un.. • ____ ____ ••uuui a..uu. ua1ui1 • I • Sandstone Dry Density: 1111.5 pd LuI4H____ UUUiEIJIiI____ ui u•uuui____ iuuii MEN 11 ME ____ ____ ii uiuui ____ uu1ui____ .uiuii ..uui ____ U.uIii____ uuuui____ U•iIiI____ ..uiu____ iuii ____ • ____ ____uuuuiu____ uuiiu _...uuII___..I oil _nuuiii SRIiuiI____ UIiIii____ ONE aaaiui 11 • ____ uiuii____ .•.u____ OMEN Iii • ____ a.in.____ uuui.____ u.mni ____•iiiii • ____ ____..iiii____ ____ uu1u1____ ____u•uii____ 11 • ____ uuii____ ..iui____ ____ MEN uuuu • ____ usui____ s.uiul____ iusu ,. • u__•uuiii u•iuu____ •••iiuu Noll uiuiii____ m•iuii____ ____ • ______..i.ui____ u1ui____ ____..auii____ R•iIIi_ n.IIH uaiiui anuui II III 1411 *1111 GeoLogic Associates Copyright 0 2005 Poseidon Resources Corporation. All rights reserved. CONSOLIDATION TEST - ASTM 02435 Job No. 20O3.091 Poseidon IDesa lei lei Boring / SampleIf11[I. :j_ 0 oil I ____ .IIII ____MMESSION ____mommomil au1111 uuiui s•iiuu muuuii____ ••uuii. Watural 8 =MEMO 11 0u1I' uiiiii .ml.p mini mliii umuuuu sommommi ____ u•.ui____ .uuui____ un. ••uui____ .•muu. ____ am.ui moist umuiuME uaiiiimmos ____MINUM III • SillySand lim~~MMINE oil Dry Density: 108.8 pcf initial Water Content: 18.9 % Final Water Content: 19.2 % H20@ 400 PSF ii __•uuiII ____ ii____ ii ____••uiiii a•iui. ____ ____ ii iii -, ==wool __• ____ uuiiu____ uuuiui • N11111____ U.luuI____ auuuii ____ amiuu1____ aiuiii ____mmmusill ____MME umui____ mmms oil • ____ a•uuii____ oil MENNEN Kill • ______U.liui ___lii, __..liii • UIiiiI____ u.iiii ________mmo amuuu ____ amiiu____ asiiu • ____ _..iu•i ...iiu____ • ____ saiiu- ____ • ____ uusiii____ m.mu.____ • ____ URIIII____ au11ii____ ULlIii ____ui•iii____ ami1u1____ oil ammoll uuuin____ ...uI.____ • ____ ______...iii __...uii .uuiii RRiII uIllII II I•I III, liii, GeoLogic Associates Copyright 2005 Poseidon Resources Corporation. All rights reserved. Poseidon /C bd Dose! Pieni CONSOLIDATION TEST - ASTM D2435 Job No. 2008-075 Boring Sample No. B-11/2 Date 07-31-08 • •• I I I 11111 hII!I ____UIUIII___ UflI I iT• ____ HI ,,__iiuII,. .' u•iuiui ____ u•iur___ uuuuuii _u••Ilu .1.1111 asuluu 1.1I0 mulilu._,... -mu.... • lIT ___ UUI t,. uuuuli___ II uu IT uulll . ii ____•UU I U1111_* III ____ uui I _- .uini___a uui I • • ____ ________ NIh i_I__NIhlHI,_... Ullilil UlUu Silly Sand w, trace i Final Wetter- Content: I *11i11i__:11111111 uiii --- ____ NIUIIII____ .111111 Nihull I UUUUIIL___ UIUuI I .•.. uuuuii DI___ UUIIi I____ U111111 ___........- 11111 IIII I1liII1I'II__i 'Iiii_111±_illlilli_Ii 11111 U II I 11111 milli 44 •I 1111 III, GeoLogic Associates Poseidon/Cadsbad Desal Plant CONSOLIDATION TEST ASTM D2435 dobNo.408.075 'Boring Sample No. B-14/2 Depth:t1' ••• I I mill __u•iulll MEN ____SiHuI Rh ill ____•uiui1Ii 11111 • MEN 111111 SIll . 5111111 111111 Rl!lIlI Rh1I 1I 111111 ____• Ill I - :'ui u.uiiI • _____mhiulII mlii ii .,• .111111 ., uuuui muui ii mliii ____R•i1iII _mhul U___ Sill • ____auuiuii 5•li ii muuu ____ 5111111 N_i II_- Nil -. .111111 muiulr_- hull ____ Shuuuul luhII_ lull • _____NuuuuuI Shill.,.,. 111111 _____ 511111 ME .hIifl _____ 111111 muiilll__.., ____ iIuuuur.__.•u ifl .- ey Sand Initia 1!"li!IIIIIihiI!IIII • ,,,.. N.i.h :I11 IP:I:TIiIIIiII JIiIi .: :1k 1 .I!II JIlL' II Is, I,,, 51'1I5 S GeoLogic Associates S S S Poseidon/ Car!sliadDe&alplarn CONSOLIDATION TEST - ASTM D2435 Job No. 2008075 77 Boring I Sample No. B-16/2 pn 3' Date 07-31-08 p ___ I • • li IIUI li I!iIN1I11jI lflhl I •• moll M rn!!II ____ ____ !!'LiIlII. HIUl auiiili_ail _.. .•uiiui iii I. ___.UIil I___ 111111 m•u ME NUuU ••.._..uuu I_.IIIIuU_..; 0 ON aiii i_a.uiauu___ ___ .RuIHII.. NUI ____ uu1i1i... au•. ____ [11111 uuuu____ ____ s.uuuu____ aulul ___ uiiiii_.. N*IIUI___ R1U11 • ... ON millivaiuu:: INuu•ii P"I: PSF 4,Ir I _muau • ___- 1I111_...,..,,.. a liii ill iIiIIL II1IL!IF iidI * I, *11 pIp, Iii,, GeoLogic Associates S 'R' VALUE CA 301 Project Poseidon I Desat Job No. 2003-091 Sample !-111 By: LD Soil Type Brown, F.M. Silty Sand w. trace Clay Date12/11/2003 TEST SPECIMEN A B C Grain Size Distribution Compactor Air Pressure psi 350 100 200 Sieve As Recvd. (%Pass.) As Tested (%Pass.) Initial Moisture Content % 4•3 43 43 3" Water Added ml 70 85 77 21/2" Moisture at Compaction 10.4 11.7 11.0 2" Sample & Mold Weight gms 3150 3184 3176 11/2" Mold Weight gms 2106 2106 2106 1" Net Sample Weight gms 1044 1078 1070 3/4" Sample Height in. 2.431 2.539 2.51 1/2' Dry Density pcf 117.9 115.2 116.4 3/8" Pressure lbs 9440 3190 4990 #4 Exudation Pressure psi 752 254 397 #8 Expansion Dial x 0.0001 0 0 0 #16 Expansion Pressure psf 0 . 0 0 #30 Ph at 10001bs . psi 12 21 16 450 Ph at 20001bs psi 21 39 28 #100 Displacement turns 3.94 4.38 4.11 #200 R' Value 81 64 74 Sand Equivalent (CTM 217) Corrected 'R' Value . 80 64 74 FINAL 'R' VALUE By Exudation Pressure (@ 300 psI): 88 By Epanslon Pressure Ti = GeoLogic Associates Copyright (D 2005 Poseidon Resources Corporation. All rights reserved. 'R' VALUE CA 301 Project Poseidon / Desal Job No. 2003-091 Sample B-2/1 By: LD Soil Type Olive Brown, Clayey Silt Date 12111/2003 TEST SPECIMEN A B C Grain Size Distribution Compactor Air Pressure psi 70 50 120 Sieve As Rec'vd. (%Pa As Tested (%Pass.) Initial Moisture Content 9.1 9.1 9.1 31- Water Added ml 60 70 50 21f2 Moisture at Compaction 14.6 15.5 13.6 2" Sample & Mold Weight gms 3172 3119 3156 11/2" Mold Weight gms 2108 2091 2106 1" Net Sample Weight gms 1064 1028 1050 3/4" Sample Height in. 2.55 2.48 2.48 1/2" Dry Density pcf 110.4 108.8 112.9 3/8" Pressure lbs 4225 3200 6580 #4 Exudation Pressure psi 336 255 524 #8 Expansion Dial xo.0001 12 8 20 #16 Expansion Pressure psf 52 35 87 #30 Ph at 1000lbs psi 28 32 25 #50 Phat2000lbs psi 76 80 66 #100 Displacement turns 4.1 4.46 3.81 #200 IT Value 40 36 48 Sand Equivalent (CTM 217) Corrected 'R' Value 40 36 48 FINAL 'R' VALUE By Exudation Pressure (© 300 psi): 38 By Epansion Pressure -fl GeoLogic Associates Copyright 0 2005 Poseidon Resources Corporation. All rights reserved. Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 APPENDIX C NINYO & MOORE BORING LOGS Field Procedure for the Collection of Disturbed Samples Disturbed soil samples were obtained in the field using the following methods. Bulk Samples Bulk samples of representative earth materials were obtained from the exploratory borings. The samples were bagged and transported to the laboratory for testing. The Standard Penetration Test (SPT) Sampler Disturbed drive samples of earth materials were obtained by means of a Standard Penetra- tion Test sampler. The sampler is composed of a split barrel with an external diameter of 2 inches and an unlined internal diameter of 1-3/8 inches. The sampler was driven into the ground 12 to 18 inches with a 140-pound hammer free-falling from a height of 30 inches in general accordance with ASTM D 1586. The blow counts were recorded for every 6 inches of penetration; the blow counts reported on the logs are those for the last 12 inches of pene- tration. Soil samples were observed and removed from the sampler, bagged, sealed and transported to the laboratory for testing. Field Procedure for the Collection of Relatively Undisturbed Samples Relatively undisturbed soil samples were obtained in the field using the Modified Split Barrel Drive Sampler. The sampler, with an external diameter of 3.0 inches, was lined with 1-inch long, thin brass rings with inside diameters of approximately 2.4 inches. The sample barrel was driven into the ground with the weight of the hammer of the drill rig in general accordance with ASTM D 3550. The driving weight was permitted to fall freely. The approximate length of the fall, the weight of the hammer, and the number of blows per foot of driving are presented on the boring logs as an index to the relative resistance of the materials sampled. The samples were removed from the sample barrel in the brass rings, sealed, and transported to the laboratory for testing. 107383002 R rev.doc S a. CI) W 0 m WLL (I) 0 Cn w > ly 0 > C') Z Q <CI ® BORING LOG EXPLANATION SHEET Bulk sample I Modified split-barrel drive sampler. No recovery with modified split-barrel drive sampler. = I Sample retained by others. P Standard Penetration Test (SPT). 5 - - - / No recovery with a SPT. XXIXX Shelby tube sample. Distance pushed in inches/length of sample recovered in inches. No recovery with Shelby tube sampler. Continuous Push Sample. - - Seepage. Groundwater encountered during drilling. Groundwater measured after drilling. - - 11111 SM MAJOR MATERIAL TYPE (SOIL) - Solid line denotes unit change. - CL Dashed line denotes material change Attitudes: Strike/Dip . . - Bedding . . . Contact . - 15- j Joint f: Fracture F Fault . . . Cs: Clay Seam s: Shear . bss: Basal Slide Surface sf: Shear Fracture . sz Shear Zone . . sbs: Shear Bedding Surface . • . . The total depth line is a solid line that is drawn at the bottom of the boring.i . = ,BORING )VW7 0&*Gurp. LOG Explanation of Boring Log Symbols PROJECT NO. DATE FIGURE U.SC.S. METHOD OF SOIL CLASSIFICATION MAJOR DIVISIONS SYMBOL TYPICAL NAMES GW Well graded gravels or gravel-sand mixtures, little or no fines . • GP Poorly graded gravels or gravel-sand mixtures, little GRAVELS rj .. (More than 1/2 of coarse fraction > No. 4 sieve size • GM or no fines Silty gravels, gravel-sand-silt mixtures 4. CIO GC Clayey gravels, gravel-sand-clay mixtures SW Well graded sands or gravelly sands, little or no fines A SANDS SP Poorly graded sands or gravelly sands, little or no O 0 (More than 1/2 of coarse fines fraction < No. 4 sieve size SM Silty sands, sand-silt mixtures SC Clayey sands, sand-clay mixtures ML Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or clayey silts with slight plasticity SILTS & CLAYS CL Inorganic clays of low to medium plasticity, gravelly Liquid Limit <50 clays, sandy clays, silty clays, lean clays OL Organic silts and organic silty clays of low plasticity MH Inorganic silts, micaceous or diatomaceous fine sandy • or silty soils, elastic silts V SILTS & CLAYS Liquid Limit;-50 CH Inorganic clays of high plasticity, fat clays Organic clays of medium to high plasticity, organic OH silty clays, organic silts HIGHLY ORGANIC SOILS Pt Peat and .other highly organic soils GRAIN SIZE CHART RANGE OF GRAIN CLASSIFICATION U.S. Standard Grain Size in Sieve Size Millimeters BOULDERS Above 12" Above 305 COBBLES 12" to 3" 306 to 76.2 GRAVEL 3" to No. 4 76.2 to 4.76 Coarse 3" to 3/4" 76.2 to 19.1 Fine 3/4to No. 4 19.1 to 4.76 SAND No. 4 to No. 200 4.76 to 0.075 Coarse No. 4 to No. 10 4.76 to 2.00 Medium No. 10 to No. 40 2.00 to 0.420 Fine No. 40 to No. 200 0.420 to 0.075 SILT & CLAY Below No. 200 Below 0.075 PLASTICITY CHART uiuuru:u • I IU !Al UiUI urii•uum 4--, 20 30 40 50 60 70 60 90 120 LIQUID LIMIT (LL), % U.S.C.S. METHOD OF SOIL CLASSIFICATION Update = C') b 0 U- . w . (I) co 0 - >-0 I— . w >- C') Z <Cl) C') DATE DRILLED 1/23/13 BORING NO. B-i GROUND ELEVATION. 40'± (MSL) . SHEET 1. OF 2 METHOD OF DRILLING 8' Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 tbs. (Auto-Trip Hammer) DROP 30' SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF -- CO _______ DESCRIPTION/INTERPRETATION 0 - - ASPHALT CONCRETE: _____ \Approximately 3 inches thick. IF GM SM AGGREGATE BASE: - . - tBrown, moist, medium dense, silty GRAVEL with sand; approximately 4 inches thick SM FILL: - Light brown, moist, medium dense, silty SAND. OLD PARALIC DEPOSITS: - Brown to reddish brown, damp, medium dense, silty SAND. / 28 39 1146 54 9.6 118.3 - . Brown; moist; dense; scattered gravel. SANTIAGO FORMATION: Light gray, moist, weakly cemented, fine sandy SILTSTONE. 15- 50/6" 50/6" 21.0 102.3 Wet. 50/6" .. . .. Total Depth = 19.5 feet. . - /Ifl4O & BORING LOG cARLsBA SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. DATE . FIGURE 107383002 3/13 1 C-I U) Uj a. 5 0 U- _____ _____ w W 0 >- .1- _____ _____ Z 0 _______ DATE DRILLED 1/23/13 BORING NO. B-I GROUND ELEVATION 40'± (MSL) SHEET 2 OF 2 METHOD OF DRILLING 8 Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer)DROP 30' SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- - 'I - - Groundwater not encountered. Backfihled with approximately 7 cubic feet of bentonite grout and capped with black- dyed concrete shortly after drilling on 1/23/13. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in the report. - - - - 25 --- 35 - 35 --- - - 1J7 vO & - - - BORING LOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE 3/13 FIGURE C-2 U) IL 0 LL ca w U- 0 >-I- Z o DATE DRILLED 1/23/13 BORING NO. B-2 GROUND ELEVATION 38'±(MSL) SHEET 1 OF 2 METHOD OF DRILLING 8' Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF -- _____ _____ _______ DESCRIPTION/INTERPRETATION 0 - SM FILL: Brown to reddish brown, damp, medium dense, silty SAND; scattered gravel. - SM OLD PARALIC DEPOSITS: Brown to reddish brown, damp, medium dense, silty SAND. 17 5.2 109.9 to 31 8.4 109.5 SANTIAGO FORMATION: Gray to reddish brown, moist, weakly cemented, silty fine-grained SANDSTONE; scattered gravel. - - 15 - - - 27 13.7 114.0 No gravel. • /Ifl,U & BORING LOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA — — — PROJECT NO. DATE FIGURE 107383002 1 3/13 C-3 U) b 0 LL 00 - . w LL 0 - >- _j 0 <0) 0 DATE DRILLED 1/23/13 BORING NO. B-2 GROUND ELEVATION 38 ±(MSL) SHEET 2 OF 2 METHOD OF DRILLING 8" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- CO 20 25 48 42 39 10.8 107.2 SANTIAGO FORMATION: (Continued) Brown, moist, weakly cemented, silty fine-grained SANDSTONE. Gray. Hydrocarbon odor saturated - - 35 . Total Depth = 31.5 feet. Groundwater encountered at approximately 31.5 feet in the sample after drilling. Backfilled with approximately 10.5 cubic feet of bentonite grout and concrete shortly after drilling on 1/23/13. Note: Groundwater may rise to a level higher than that measured in the borehole due to seasonal variations in precipitation and several other factors as discussed in the report. - - - - - - - - jJ7 - - BORINGLOG CAR LSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE ' 3/13 FIGURE 1 C-4 (ID 0 U- 0 w>- U- 0 I— Ix 0 Z <(I) 0 DATE DRILLED 1/24/13 BORING NO. B-3 GROUND ELEVATION 33±(MSL) SHEET 1 OF 2 METHOD OF DRILLING 8° Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30° SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF -- _____ _____ _______ DESCRIPTION/INTERPRETATION 0 - - ASPHALT CONCRETE: \Approximately 6 inches thick. SM FILL: - Reddish brown to brown, damp, medium dense, silty SAND. 5 . 21 7.5 110.9 10 - 13 9.2 116.1 Loose. 15 - - 12 12 7.3 108.2 - - SM OLD PARALIC DEPOSITS: Reddish brown, moist, medium dense, silty SAND. 29 - 4/Ifl1O & I'IAUUT BORING LOG CARLS BAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA — — — PROJECT NO. DATE FIGURE 10733002 . 3/13 C-5 0) LU CL 0 U- _____ . w co - 0 - >- I- _____ (1) Z <0) _______ DATE DRILLED 1/24/13 BORING NO. B-3 GROUND ELEVATION 33 ±(MSL) SHEET 2 OF 2 METHOD OF DRILLING 8' Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30° SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- co - - 30 Total Depth = 20.0 feet. Groundwater not encountered. Backfilled with approximately 7 cubic feet of bentonite grout and capped with black- dyed concrete shortly after drilling on 1/24/13. Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in precipitation and several other factors as discussed in he report. - - - - - - BORING LOG. 25 --- - 35--- - -- iJt7 & - - CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 - DATE 3/13 FIGURE C-6 U) 0 IL 15 co - LU C/) 2 U- 0 > LU 0 Z 0 < 0 > U) DATE DRILLED 1/24/13 BORING NO. B-4 GROUND ELEVATION 28'±(MSL) SHEET 1 OF 2 METHOD OF DRILLING 8" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF C CO DESCRIPTION/INTERPRETATION 0 ASPHALT CONCRETE: \Approximately 6 inches thick. SM FILL: Reddish brown to brown, damp to moist, loose, silty SAND. 5 13 8.8 113.3 10 13 9.3 111.4 - 15- 25 6.4 109.6 Medium dense. 15 & BORING LOG CARLSBADcARLSBAD RS:1ON PLANT /17 0*1111re )V af PROJECT NO. DATE FIGURE 107383002 3/13 C-7 U) UJI CL b 0 U- _____ - . w • 0 - >- 0 _____ Z <(I) 0• _______ DATE DRILLED 1/24/13 BORING NO. B-4 GROUND ELEVATION 28 ±(MSL) SHEET 2 OF 2 METHOD OF DRILLING 8" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- 20 130 - - ______ - - - ______ - Total Depth = 20.0 feet. Groundwater not encountered. Backfihled with approximately 7 cubic feet of bentonite grout and capped with black- dyed concrete shortly after drilling on 1/24/13. Note: Groundwater, though not encountered at the time of drilling, may rise to a higher Level due to seasonal variations in precipitation and several other factors as discussed in the report. - - - . 25 --- 35---- -- iJ7 UO & — — BORINGLOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. L 107383002 DATE 3/13 FIGURE C-8 C)) Uj b 2 o . U- 0 - w Z 0 DATE DRILLED 1/24/13 BORING NO. B-5 GROUND ELEVATION 22'±(MSL) SHEET 1 OF 2 METHOD OF DRILLING 8' Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140lbs.(Auto-TripHammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION 0 ASPHALT CONCRETE: GM \Approximately 4 inches thick. AGGREGATE BASE: SM \Gray, moist, dense, silty GRAVEL with sand; approximately 10 inches thick. FILL: Reddish brown to brown, damp, medium dense, silty SAND interlayered with gray, moist, medium dense, silty SAND with clay. 5- 17 4.1 116.0 to 17 66 1105 Reddish brown 15- 9 10.5 115.3 Moist; loose. SM ALLUVIUM: Dark gray, moist to wet, medium dense, silty SAND; scattered rootlets. 33 INI1U & BORING LOG CARLSBA ION PLANT CARLSBAD, CALIFORNIA - - PROJECT NO. DATE FIGURE 107383002 3/13 C-9 (I) IL U) 0 . 0 U- _____ uj (I) - U- 0 -. >- F- W _____ Z <cu o _______ DATE DRILLED 1/24/13 BORING NO. B-5 GROUND ELEVATION 22'± (MSL) SHEET 2 OF 2 METHOD OF DRILLING 8' Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION 0 I -- a) . = - 130 35 -- ______ ______ - Total Depth = 20.0 feet. Groundwater not encountered. Backfilled with approximately 7 cubic feet of bentonite grout and capped with black- dyed concrete shortly after drilling on 1/23.113. Groundwater, though not encountered at the time of drilling, may rise to a higher level due to seasonal variations in. precipitation and several other factors as discussed in the report. - - - - - - 25 --- - - BORINGLOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. I 107383002 DATE 3/13 FIGURE C-b C,) b - . CO 0 <0) U- 0 - Z 0 DATE DRILLED 1/31/13 BORING NO. B-6 GROUND ELEVATION 18'±(MSL) SHEET 1 OF 5 METHOD OF DRILLING 10" Hollow-Stern Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140lbs.(Auto-Tripl-larnnier) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF -- _____ _______ DESCRIPTION/INTERPRETATION 0 - - ASPHALT CONCRETE: GM \Approximately 4 inches thick. - - SM IAGGREGATE BASE: \Gray, damp, dense, silty GRAVEL with sand; approximately 5 inches thick. FILL: - SC rownrnoistmediurndensesiySANDwithclascaueredravel- --- Grayish brown, damp, medium dense, clayey SMND. 5 . SM --------------- - Grayish brown, moist, medium dense, silty SAND. - 22 5.2 115.4 10- - 21 21 13.3 112.2 Moist. 15- - 10 10 17.5 107.8 Brownish gray; wet; loose. SM ALLUVIUM: Dark gray, wet, loose, silty SAND. Si Saturated. iR BORING LOG LI CARLSBAD SEAWATER DESALINATION PLANT &* tf rpon PROJECT NO. DATE FIGURE 107383002 3/13 C-I! Ci) Uj 0 uj of U- 0 - Of _____ 0 Z <Cl) 0 ________ DATE DRILLED 1/31/13 BORING NO. B-6 GROUND ELEVATION 18±(MSL) SHEET 2 OF 5 METHOD OF DRILLING 10 Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- 20 25- 130 35 - - - _____ 8 21 21 19 22 SP-SM / ALLUVIUM: (Continued) Dark gray, saturated, loose, poorly graded SAND with silt. Dense; micaceous. Medium dense. Dense. - - - - - - • /Inuo &re BORING LOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE 3/13 FIGURE C-12 C') b 0 4z - . w W I U- 0 - >- — _____ CO C') Z DATE DRILLED 1/31/13 BORING NO. B-6 GROUND ELEVATION 18±(MSL) SHEET 3 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer)DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- : = 45- - 23 44 44 SP-SM SM ALLUVIUM: (Continued) Dark gray, saturated, dense, poorly graded SAND with silt. 50 55 - - P 50/6 50/4' SANTIAGO FORMATION: Light gray, saturated, weakly cemented, silty fine-grained SANDSTONE. Gray. Grayish brown. - - - rp BORING LOG CARLSBAD SEAWATEREIIoN PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE T 3/13 FIGURE 1 C-13 U) Uj U) 0 . 0 U- ui co U- 0 - > —00 o Z 0• FL DATE DRILLED 1/31/13 BORING NO. B-6 GROUND ELEVATION 18 ±(MSL) SHEET 4 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- CO 65 - 70 75 - ! 50/2' I 50/2" 50/4" 50/6" . E SANTIAGO FORMATION: (Continued) Grayish brown, saturated, weakly cemented, silty fine-grained SANDSTONE. - - - - V07 & BORING LOG cARLsBA gR DESALINATION PLANT CARLSBA, CALIFORNIA PROJECT NO. 107383002 DATE 3/13 FIGURE C-14 U) b 0 U- c co - LU (1) 2 U- 0 - >0 E- LU 0 Z <U) DATE DRILLED . 1/31/13 BORING NO. B-6 GROUND ELEVATION 18_±(MSL) SHEET 5 OF 5 METHOD OF DRILLING 10' Hollow-Stem Auger (Baja Exploration) (CME75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM LOGGED BY BTM REVIEWED BY .._GTF DESCRIPTION/INTERPRETATION -- CO 80 90 - P 50/3" 50/5' I 50/3" = . SANTIAGO FORMATION- (Continued).. Brown, saturated, weakly cemented, silty fine-grained SANDSTONE. 85 --F - - Total Depth = 90.3 feet. Groundwater encountered at approximately 17 feet during drilling. Well set shortly after drilling on 1/31/13. NQii Groundwater may rise to a level higher than that measured in the borehole due to seasonal variations in precipitation and several other factors as discussed in the report. - 95 ---- - - ___ ___ - /Inuo & — — BORING LOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE 3/13 FIGURE 1 C-iS U) LU DATE DRILLED 1/29/13 BORING NO. B-7 0 Z b . - GROUND ELEVATION 17 ± (MSL) SHEET 1 OF 5 0 LL LU > <Cl) 0 -- METHOD OF DRILLING 10' Hollow-Stem Auger (Baja Exploration) (CME 75) (1) LU DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30' CO 0 SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF _____ _____ _______ DESCRIPTION/INTERPRETATION 0 - - ASPHALT CONCRETE: GM \Approximately 3.5 inches thick. - .. SC IAGGREGATE BASE: Luray, damp, dense, silty GRAVEL with sand; approximately 3 inches thick. FILL: - Brown, moist, medium dense, clayey SAND; scattered gravel. 24 6.7 116.3 10 - - - - - - - - - - - Lrif, dii ense, oI7 I5iiiil; teaL - - 15 15- - - - - - - - - - - - - s rdc6èi Fik; - 12 15.3 109.2 roots. - -. Saturated. 1J7 BORING LOG CARLSBAD SEAWATER DESALINATION PLANT iff&*1111re CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 107383002 3/13 C-16 - 11 a -- QD LU Q. b 0 - . w Cl) 0 - >- I— W 0 CO ci) Z <U, o DATE DRILLED 1/29/13 BORING NO. B-7 GROUND ELEVATION 17'±(MSL) SHEET 2 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM/Nlvflvl LOGGED BY BTM REVIEWED BY GTF _____ _____ _______ DESCRIPTION/INTERPRETATION - SP-SM ALLUVIUM: - 15 Brownish gray, saturated, medium dense, poorly graded SAND with silt; scattered gravel; shell fragments; micaceous. Cobbles. - - SM Brownish gray to reddish gray, saturated, medium dense, silty SAND; interlayered with gray clay. 25 - 19 - 20 No clay; scattered gravel. - - SANTIAGO FORMATION: Light gray, saturated, weakly cemented, silty fine-grained SANDSTONE interbedded with gray,. saturated, moderately indurated, silty CLAYSTONE. - - 35 - - 27 • BORING LOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. DATE FIGURE 107383002 3/13 C-17 C,) b 0 U- - w 0 LL 0 >- 00 <c/i 0• < 0 DATE DRILLED 1/29/13 BORING NO. B-7 GROUND ELEVATION 17'±(MSL) SHEET 3 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer)DROP 30" SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF. DESCRIPTION/INTERPRETATION -- 45 - 55 - - - 50/3" 52 50/6" 50/4" SANTIAGO FORMATION: (Continued) Brown, saturated, weakly cemented, silty fine-grained SANDSTONE. Gray. - Brownish gray. - - P - - -- & BORING LOG CARLSBA SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE 3/13 FIGURE C-18 P • C,) CL U) 0 . 0 U- w (I) 0 - > I— w > Z <cii 0 DATE DRILLED 1/29/13 BORING NO. B-7 GROUND ELEVATION I7'±(MSL) SHEET 4 OF 5 METHOD OF DRILLING 10" Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 lbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- 60 65- 75 - 50/6 - 50/4" 50/4" 50/2" - 50/6" E SANTIAGO FORMATION: (Continued) Brownish gray, saturated, weakly cemented, silty fine-grained SANDSTONE. Brown. - -- & BORING LOG CARLSBA SEAWATER DESALINATION PLANT PROJECT NO. 107383002 DATE 3/13 FIGURE C-19 I U) Uj IL b 0 . Ui () LL 0 - > — Ui 0 00 > Z <0) (O zi 0 DATE DRILLED 1/29/13 BORING NO. B-7 GROUND ELEVATION 17 ±(MSL) SHEET 5 OF 5 METHOD OF DRILLING 10' Hollow-Stem Auger (Baja Exploration) (CME 75) DRIVE WEIGHT 140 tbs. (Auto-Trip Hammer) DROP 30" SAMPLED BY BTM/NMM LOGGED BY BTM REVIEWED BY GTF DESCRIPTION/INTERPRETATION -- c 80 ! 50/3" 50/4' 50/3" SANTIAGO FORMATION: (Continued) Grayish brown, saturated, weakly cemented, silty fine-grained SANDSTONE. 85 90 --p! - 95 - i Total Depth = 90.3 feet. Groundwater encountered at approximately 16 feet during drilling. Well set shortly after drilling on 1/30/13. N Groundwater may rise to a level higher than that measured in the borehole due to seasonal variations in precipitation and several other factors as discussed in the report. - - - - - - - — - #/IflUO & — — BORING LOG CARLSBAD SEAWATER DESALINATION PLANT CARLSBAD, CALIFORNIA PROJECT NO. 107383002 DATE 3/13 FIGURE C-20 MONITORING ,WELL NO.: B-6 COMPLETION DATE: . 2/1/13 4 DIAMETER, WATER TIGHT LOCKING WELL CAP TRAFFIC-RATED WELL COVER -- 8 4 4 4 4 CONCRETE (4000 PSI) 2 BENTONITE GROUT 3' BTOC (BELOW TOP OF CASING) 4 DIAMETER, SCH. 40, BLANK PVC CASING 10' BTOC BENTONITE SEAL (BENTONITE CHIPS HYDRATED WITH 5 GALLONS OF WATER) 13' BTOC 15 BTOC 17 BTOC 4' DIAMETER, SCH 40, 0.020 SLOTTED PVC CASING #3 MONTEREY SAND THREADED ON END CAP 89.3 BlOC______________ 90.3 BlOC_______________ T.D. 90.3 FEET H-10"H Not to Scale c'J 0 0 )fnqo&44Iuur FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT 107383002 3/13 . CARLSBAD, CALIFORNIA 11121 MONITORING = WELL NO.: B-7 COMPLETION . . DATE: 1/30/13 4' DIAMETER, WATER TIGHT LOCKING WELL CAP TRAFFIC-RATED WELL COVER -- = 2 CONCRETE (4000 PSI) BENTONITE GROUT 3' BTOC (BELOW TOP OF CASING) 4 DIAMETER, SCH. 40, BLANK PVC CASING 10' BTOC BENTONITE SEAL (BENTONITE CHIPS HYDRATED WITH 5 GALLONS OF WATER) 13' BTOC .. BTOC BTOC 4' DIAMETER, SCH 40, 0.020 SLOTTED PVC CASING #3 MONTEREY SAND THREADED ON END CAP 630 STOC____________ 90.3' BTOC_______________ T.C. 90.3 FEET H-8"H c,J 0 Not to Scale a4II15U&44UUV .1111 FME1 [I [[D [I FM 11 [XIIII 1111111111 El 11 E11111 0 11 Im LIi •11 ThI1 FIGURE PROJECT NO. DATE CARLSBAD SEAWATER DESALINATION PLANT 107383002 3/13 CARLSBAD, CALIFORNIA Carlsbad Seawater Desalination Plant March 1, 2013 (Revised) Carlsbad, California Project No. 107383002 APPENDIX D NINYO & MOORE LABORATORY TESTING Classification Soils were visually and texturally classified in accordance with the Unified Soil Classification System (USCS) in general accordance with ASTM D 2488. Soil classifications are indicated on the logs of the exploratory borings in Appendix C. In-Place Moisture and Density Tests The moisture content and dry density of relatively undisturbed samples obtained from the ex- ploratory borings were evaluated in general accordance with ASTM D 2937. The test results are presented on the logs of the exploratory borings in Appendix C. Gradation Analysis Gradation analysis tests were performed on selected representative soil samples in general accor- dance with ASTM D 422. The grain-size distribution curves are shown on Figures D- 1 through D- 11. These test results were utilized in evaluating the soil classifications in accordance with USCS. Direct Shear Tests Direct shear tests were performed on relatively undisturbed samples in general accordance with ASTM D 3080 to evaluate the shear strength characteristics of selected materials. The samples were inundated during shearing to represent adverse field conditions. The results are shown on Figures D-12 through D-14.. Expansion Index Tests The expansion index of a selected material was evaluated in general accordance with ASTM D 4829. The specimen was molded under a specified compactive energy at approximately 50 percent saturation. The prepared 1-inch thick by 4-inch diameter specimen was loaded with a surcharge of 144 psf and was inundated with tap water. Readings of volumetric swell were made for a period of 24 hours. The results are presented on Figure D-15. Soil Corrosivity Tests Soil pH, and resistivity tests were performed on representative samples in general accordance with CT 643. The soluble sulfate and chloride content of selected samples were evaluated in general ac- cordance with CT 417 and CT 422, respectively. The test results are presented on Figure D16. R-Value The resistance value, or R-value, for site soils was evaluated in general accordance with CT 301. The sample was prepared and evaluated for exudation pressure and expansion pressure. The equilibrium R-value is reported as the lesser or more conservative of the two calculated results. The test results are shown on Figure D-17. 07383002 R rcvdoc 13300 2—SIEVE 0-10 10,0-1iExls GRAVEL SAND FINES Coarse Fine Coarsef Medium Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 3' 2 1W 1 W' ' " 4 8 18 30 60 100 200 1000 90.0 -i- ---4- - - - I --- - I II ---- 60.0 - 70.0 60.0 OC 60.0 -- -1 -- - - LL 300 ir 40.0 -- Uj ILI a. T 20.0 10.0 0.0 --- 100 10 1 0,1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAIWATER DESALINATION PLANT D-1 107383002 3/13 CARLSBAD, CALIFORNIA I* 10 [ii piasticityT I Passing I Symbol [ Sample Depth fLluicJ Plastic D10 D D C Co No. 200 USCS I -- Location (ft) Limit Limit Index B1 10.O11 5 23 SM -- -- -- -- -- GRAVEL I SAND I IFINES Coarse Fine Coarse Medium Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER ~ 0 100.0 90,0 80.0 70.0 LU 60.0 03 >., 60.0 z B- I— 40.0 z 30,0 LU 20.0 10.0 0.0 II PflU1iIOhIII1IO1UtIUIIRllUISllhIII1IU 1111111$ II IIII1I1IIIiiIUIU IIOIUI$ 011111$ IlIllIllUll IIIUI1UIIiII1IS HIIIIII 111 1111* 111111111 IRSI1I0h1I1iUhI II11$IIIlIIII III 1111$ i iiuuiiiouiiiirniuiiiauo iiuiaiouuiu Illilul. IiIIl1IlLIIUIU11I1IIUUIIIIIIUIUISIIIIIU1 0111111$ I1IHI1IIlIIII1I1I10h1U11I1IIU1I1I1U 1111111 111111$ ftIIIII1lIIlOhII1II1IlllIIIlLlIHIIUI$ 101111$ I 11111$ 100 10 1 0,1 0,01 0.001 0.0001 I GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 D 1 D90 C C0 Passing N 00 o, 2 USCS Location (ft) Limit Limit Index • B-B 25.0-26.5 -- -- -- 0,09 0.15 0.21 F2.4 _ 1.2 6 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 /.f1nq11&*1Q1I3r GRADATION TEST RESULTS FIGURE PROJECT NO, DATE CARLSBAD SEATWATER DESALINATION PLANT - 107383002 3/13 CARLSBAD, CALIFORNIA I07303002,..SIEVE B-8 @ 20.0.26.Solo GRAVEL I SAND I FINES Coarse Fine ICoarse Medium Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER I* 100.0 900 60,0 70.0 CD 80.0 Uw 60.0 z U- - 10,0 z Ui C.) M 30.0 LU Q. 20.0 10.0 0.0 I. uuIIIIIIiiiibhlilh1Iuuuuo IIUI*1IIIIUIM11IIIUIR Ii IllIllIlfi UIIIIII!IIIUIUII IIUI*INIIU1U1IIIIUIU Ii 111111111 HII1I1IIi!uIIUIIi1lII* 1111111*111111* IiIUUIIIi 1111111111 INUl 11111 IlUIBI 11111* I ll Milli 1*i 111111*. ii IlU11ltII11lI1IUII I1U1IIiliilII1* IIIIUIUII 1111* 11111111111 IllIlIlIlIlli IIlIIIR liii 011111*1111111* I 11111111 IiIHIIIUIIiIIUIII hull HIM Ill I IN 100 10 1 0.1 001 0.001 00001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity D10 D30 c. C. Passing No. 200 Equivalent Location (It) Limit Limit Index uscs (%) • B-6 40.01.5 -- -- -- 0.08 0,14 0.28 3.5 0,9 8 SP-SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 #1#7ff0-**1Q1I3rP- GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEATWATER DESALINATION PLANT .3 107383002 3/13 CARLSBAD, CALIFORNIA 107383002.,SIEVE 6.65 40.041.64 100.0 90.0 80.0 ~ 0 70.0 0 60.0 50.0 z 40,0 LU 30.0 Ui 0 20.0 10.0 0.0 GRAVEL I SAND I FINES Coarse Fine coarsel Medium FIne SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 1W V %' IA ' 4 8 16 30 50 100 200 100 10 I 0,1 0,01 0.001 02001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity 010 035 D60 C0 C0 Passing Equivalent Location (ft) Limit Limit index No. 200 uscs (%) • B-S 50.0-51.0 -- -- -- - -- -- -- - 26 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D422 ~ 0 /#flngo&,4ftuore PROJECT NO. DATE 107383002 3/13 107363002_6IEVE ao 0 60.0.51.0 GRADATION TEST RESULTS CARLSBAD SEATWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE D-4 GRAVEL SAND FINES Coarse Fine Coarse Medium Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER ~ 0 100,0 90.0 80.0 70.0 0 80.0 60.0 z IL I.— 40.0 z w C) 0.0 IL) U- 20,0 10.0 0.0 HIM 11 llimililillimil 11 IN 1 1111 RUN 111111111 iiiimii 11 INNR II IIIIIIIIiIIIIIIIII MIIIUIIIIIIUISIIIIIUI*IIIIIUIS 11ff 1111111111 IIII11 1IIII*IN UiUIIIIIl ilhill 1 1111111 IllilUll ONIUlhhhI1UIUlIIOiUIIUIOIIUIR1 111111 a II 100 10 I 0.1 0,01 0,001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Pla sticity D10 D30 D60 CU c, Passing No. 200 Equivalent Location (It) Limit Limit Index uses • B-6 75,0-75.5 -- -- -- -- -- -- -- -- 18 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 0 /#(!ii,qo&JtfttiIw , GRADATION TEST RESULTS PROJECT NO. DATE CARLSBAD SEA1VATER DESALINATION PLANT 107383002 3/13 CARLsBAD, CALIFORNIA 10783002,.$IEVE U-B 0 75.0-75.6,1s FIGURE D-5 100.0 90.0 80,0 70.0 ci 60.0 50.0 z U- F- 40.0 z LU 0 90.0 Ui 20.0 10.0 0.0 GRAVEL I SAND I FINES Coarse Fine I Coarsel Medium I Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER K1. 11. o' 4 8 16 30 50 100 200 "MM1111111119millllIIIUilhllIIUlNNUI l101UI 1111111111111Iiiiiii9IIIUl Ill I1 111111 11111111 OillU Iii IllIiIlOHIIlI1llI1I1I I Nil IIII 11111111111111M Ill liilmiiiiiiiI 11111 IIlOUhIlmiuuia 11111 IlIIiUihlIIhM1ll 111111111 iIUIUIIIiIU I IlillU IIIl1IIllullI h111116kil1JIhIIIuIIIIhuII•1111111i liii IUIIIl 11111111 I mill illuim 111111 UUIiII IIIIIIllHlUIUfu l IUIIIIIU 111111 • I II IlIIIIlIlllIflhUIIIlllIIiNil IiIIUI IhiliUl 11111 • I IlHhliIRlIII1IIlIlOulUIIUllI1IhIliIl IIIIiSIUiIUIN 100 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth I Liquid I Plastic I Plasticity D10 D30 I . ICo Passing I No. 200 Uscs1 Location (It) Limit Limit I Index (%) • B-7 16.5 I ' -- -- I -- 2 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D422 10 fIn,o&/.f(üxw PROJECT NO, DATE 107383002 , 3/1.3 83025IEVE 8-7 0 GRADATION TEST RESULTS CARLSBAD SEATWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE D-6 U.S. STANDARD SIEVE NUMBERS HYDROMETER 3 2 1W 1 %" % 4 8 16 30 50 100 200 100.0 90.0 - - I II 80.0 -- - - — —-—- -—----- — I I I 70.0 — - — --—- I N e0.0 -'- I_ ---L-- -——- 60.0 -- - - - -- -1 I A I I 40.0 - - - -- — ——- —--- cr 30.0 ---- — --—---- tu - --- T 20.0 -- ___I_ 0.0 ILI_H i — 100 10 1 0.1 0.01 0.001 0,0001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 l75W&dV GRADATION TEST RESULTS FIGUR.E D-7 PROJECT NO. DATE CARLSBAD SEATWATER DESALINATION PLANT 107383002 3/13 CARLSBAD, CALIFORNIA 107383002_5JEVE 6.7 0 20.0-2I.5.ols GRAVEL SAND FINES Coarse Fine Coar88l Medium , Fine SILT CLAY Sample Depth Liquid Plastic Passing I Symbol I Location (It) Limit Limit Index D10 D30 D C8 C0 No. 200 USCS Plasticity i%) I L • B-7 20.0-21,5 -- ' -- -- 0.15 0.29 0.41 2.6 1,3 5 SP-SM GRAVEL I SAND I FINES Coarse A Fine coareel Medium Fifle SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER ~ 0 100.0 90.0 80.0 70.0 600 LW 50.0 z U- 40.0 Ui Of 0 30.0 'U a. 20.0 10.0 0.0 II 1111111111 IIIIIi'IIIIIIUU IlIIIIUIIIIIUISIIIIIIII IllIflhlIl II I iii RINIIhIiiIUII IUIOhhII1RIOhIIIU II IIIUI* 1111111 III liii I HIM 11 1 1 111111 1111111 IlliUlil 11111111 UIIIIIUI! IIUMIIIIIIUU 1111111 1111111111111111111 111111 IIUIRIIIIIIIIR 111111 IIiIHIluluiiinhuII_hlUuhlilUualllllulsjihiUa 100 10 1 011 0.01 0.001 0.0001 1 GRAIN SIZE IN MILLIMETERS Symbol Sample Depth Liquid Plastic Plasticity 10 1330 D Cv D63 Passing No. 200 USCS Location (It) Limit Limit Index _j (%) • B-7 30.0-31.5 -- .- -- -- -- -- 23 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 IfIno&4(triw GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEAIWATER DESALINATION PLANT - 107383002 3/13 CARLSBAD, CALIFORNIA 107383002_81 EVE 8-7 @ 30iJ-l.S,IE 0UU2_SEV0 0•7 45.0-16,0.xI$ U.S. STANDARD SIEVE NUMBERS HYDROMETER 3 2 1W 10 W , % 4 B 16 30 50 100 200 100.0 I I -,"r------r-. II II I -n1rT1 1 -——--H—-----I I I ---- I I I I I I 80.0 I 70.0 I I II I I Illilit I I. --H-H-F[1-- -1— 60,0 I II I I 1111111 50.0 LL I III 40,0 Lu r1i o 30.0 IHH I iTiI 20.0 10.0j 0.0 LLI j 100 10 1 011 0.01 0.001 0,0001 GRAIN SIZE IN MILLIMETERS PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 422 M-9-y'&Ifftnre GRADATION TEST RESULTS FIGURE PROJECT NO. DATE CARLSBAD SEATWATER DESALINATION PLANT D-9 107353002 _3/13 CARLSBAD, CALIFORNIA ~ 0 I. [J [ GRAVEL SAND FINES Coarse Fine coarse Medium Fine SILT CLAY l Sample Depth Liquid Plastic Plasticity Passing Equivalent Symbol Location (ft) Limit Limit Index D10 D30 D63 C C. No. 200 uscs B-7 45.0-46.5 - -- -. -- -- -- - - 35 SM 100.0 'I. 90,0 80.0 70.0 (2, 60.0 60.0 R; LL 40.0 iz 30.0 LU 0 20.0 10.0 0.0 GRAVEL SAND FINES Coarse Fine Coarse[ MedIum Fine SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER 2 1W V W 3' 4 8 18 30 50 100 200 II IIHhIIiIIIIIIIiNiii!iIUIUIIiUIlUUHIUIIIIIIIIIU 1111111111 IIIIlflhIIIIhIIIIIIilUIUIIIIIII 11111111 1111111111 IllHhIISIIIIIIUIUIIIIIIIIS IIl II lUIU Ililuhlli IIIilhIiliiilWhIilllI I 11 IN I Ii 1111111 HhIllIIi1IHiUIUIiUIRIIHiUUN liii lU I 1111111111 HE II. 1 1HhlIiNIiIlliliINIilUlIUIlll III I1IIUINI1 UU II IHhlilil 11111111 IIh1UUi1IIIIU I IIUUI I UIU IRlhllUlil 11111111 IIIIUUI 11111 11111 I IIiIU IIIIIHUIiIIIi1lIhIhl IllIllUlIllhlIl 11111111 1111111$ 100 10 1 0.1 0.01 0.001 0.0001 GRAIN SIZE IN MILLIMETERS Symbol Sample I Depth Liquid I Plastic Plasticity D10 D D60 Cu I c, passing No. 200 Equivalent I Location (ft) Limit Limit Index 1 IJSCS (%) I • B-7 70,0-70.6 --. - -- -- -- -- 22 SM PERFORMED IN GENERAL ACCORDANCE WITH AS'rM D 422 4l1n1q8&/ftrior GRADATION TEST RESULTS , FIGURE PROJECT NO. DATE CARLSBAD SEATWATER DESALINATION PLANT D-10 107383002 3113 . CARLSBAD, CALIFORNIA 973830W-SIEVE 6-7 Si 70.0-70.6.09 [IJ GRAVEL I SAND I FINES Coarse Fine I coarsel Medium I Fine [ SILT CLAY U.S. STANDARD SIEVE NUMBERS HYDROMETER ~ 0 100.0 90.0 80.0 70.0 60.0 50.0 z LL 40.0 Lu 0 30.0 20.0 10,0 0.0 II1IIIIIUhiH UhIIIi1iiUIUIllO 11011111111111111111 IlIliki 1101 1111111111 1IIIIIII110hIII 1k 001 I10I1IIIIiIIIIIflhII0OII IL III IlilillIll UhI1Il1I1IIIIl11IIk1IIIII IlU 1111111 IIIIUh1l1IIIIIIIIU9l1I I U 1111111 IIIIII1111lII1IlUU 1I I I1IIIII1IiIIIi1flh11I 11111 11 0IIHh1IiIIIflhII1II 11111 I1FIIIIl11I1RUIIIIIlIIlIIIIUIUJ J 0.0001 ISO 10 1 0.1 0.01 GRAIN SIZE IN MILLIMETERS 0,001 Symbol Sample Depth J Liquid Plastic I Plasticity I D10 I D 053 CLI I C0 I P&SP1iU I Equivalent 1 I Location (ft) I Limit Limit I Index No. 200 I USCS I (%) I I • B7 85,85,3 - -• - - 34 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM 0 422 I. F$thIIffO1ftOIWe GRADATION TEST RESULTS FIGURE PROJECT NO. DATE L CARLSBAD SEATWATER DESALINATION PLANT D-1 I 107383002 3/13 CARLSBAD, CALIFORNIA 7383002..SIEVE B-7@ 85.085iy1s 7000 5000 LL C0 j 4000 It 3000 I C/) 2000 Im 04 0 1000 2000 3000 4000 5000 6000 7000 NORMAL STRESS (PSF) Description Symbol Sample Location Depth (ft) Shear Strength Cohesion, C (psf) Friction Angle, (degrees) Soil Type Sandy SILTSTONE B-I 15.0-16.0 Peak 50 35 Formation Sandy SILTSTONE - - X - B-I 15.0-160 Ultimate 50 27 Formation PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3060 #1Affff1ffd1ffi11IQr11 I DIRECT SHEAR TEST RESULTS PROJECT NO. I DATE CARLSBAD SEAATER DESALINATION PLANT 107383002 3f13 I CARLSBAD, CALIFORNIA FIGURE D-12 107383002pIRECT SHEAR B 15.016.0.xI5 7000 -i-- 5000 LL U)3- c, 4000 (I) w C,) 3000 0) 2000 1000 0 0 1000 2000 3000 4000 5000 6000 7000 NORMAL STRESS (PSF) Description Symbol Sample Location Depth (ft) Shear Strength Cohesion, c (psf) Friction Angle, (degrees) Soil Type Silty SAND B-2 5.0-6.5 Peak 220 29 SM Silty SAND - - x - B-2 5.0-6.5 Ultimate 220 29 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 4.'1Iio&/oflnwe PROJECT NO. DATE 107383002 3/13 107353002_DIRECT SHEAR 5-2 t DIRECT SHEAR TEST RESULTS CARLSBAD SEATWATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE D-13 5000 4000 LL CO 3000 CO CO w CO 2000 = C/) 1000 IC 0 1000 2000 3000 4000 5000 NORMAL STRESS (PSF) Description Symbol Sample Location Depth (ft) Shear Strength Cohesion, c (psf) Friction Angle, (degrees) Soil Type Silty SAND B-4 5.0-6.5 Peak 200 36 SM Silty SAND - - X - B-4 5.0-6.5 Ultimate 200 29 SM PERFORMED IN GENERAL ACCORDANCE WITH ASTM D 3080 Fy'1ngo&If.owc PROJECT NO. DATE 107383002 3/13 DIRECT SHEAR TEST RESULTS CARLSBAD SEAT'NATER DESALINATION PLANT CARLSBAD, CALIFORNIA FIGURE 0-14 10733002_DIRECT SHEAR B-4 @ 5,0-6,5.xls 07383002EXPAN3ION Page 1.xls 107383DV2.CORROIVITY Page 1,xls 107383OB2fi-Value TABLE page 1.,cI Maintenance Plan va ARCADIS Table of Contents I Operation and Maintenance Agreement I 2 inspection and Maintenance 2 2.1 Inspection and Maintenance Log 2 2.2 Inspection and Maintenance Checklist 3 Appendices S A Maintenance Guidelines 0 Maintenance Plan L&IARCADIS I Operation and Maintenance Agreement The property lessee, Poseidon Resources (Channelside) LP , will inspect, maintain, and replace (as needed) stormwater BMPs described in this SWMP during and after construction in perpetuity to ensure compliance with the SUSMP until property lease is transferred to another entity. Date Vice President, Poseidon Resources (Channelside) LP (760) 655-3900 Title and Affiliation Telephone Number 0 2 Inspection and Maintenance 2.1 Inspection and Maintenance Log Date: Name of operator performing maintenance: General (Weekly) Vegetated Swales (Every 3 months) Filter Inserts (Every 3 months) Stenciling and Signage (Every 3 months) Landscaping and Irrigation (Every month) Pervious Pavement and Street Sweeping (Every month) Trash Storage (Weekly) Material Storage, Delivery and Loading, and Interior Floor Drains (Every 6 months) Underground Storage Tank/Pipe (Every 6 months) 0 Date: Name of operator performing maintenance: Maintenance Task Frequency Done? Notes (YIN) Inspection and Maintenance Log Update maintenance plan. If changes are made Keep inspection records and = maintenance logs at the Project Weekly Site. Vegetated Swales Inspect inlets, outlets, catch basins, and subdrain inspection ports. Every 3 Repair eroded areas and broken drainage devices months Remove trash and debris Filter Inserts Clean and remove debris from Every 3 catch basin and roof drain filters. months Replace catch basin filter inserts. Every 6 months Stenciling and Signage Inspect and maintain stenciling and signage. If needed, replace Every 3 stenciling or signage. months LW ARCADIS ~ I* 0 Date: Name of operator performing maintenance: Maintenance Task Frequency Done? Notes (YIN Landscaping and Irrigation Remove trash and debris. month Every Replace dead plants and faulty irrigation devices. Pervious Pavement and Street Sweeping Vacuum sweep streets and parking lots. Every Collect and remove trash and debris. month Replace damaged pervious pavement sections Trash Storage Empty trash bins. Weekly Ensure that trash bin lid is closed at all times. Pressure-wash the trash storage area. Every 3 Unclog drains within the trash storage areas. months Replace leaking or broken trash bins. LARCADIS Date: Name of operator performing maintenance: Maintenance Task Frequency Done? Notes (Y/N) Material Storage, Delivery and Loading, and Interior Floor Drains Inspect interior drains and drains in the secondary containment area Every 6 months Repair broken or clogged drains Underground Storage Tank/Pipe Inspect inlet and outlet locations for clogging. Every 6 months Remove debris. Grate Inlet Skimmer Box Specifications Track Record: The Grate Inlet Skimmer Box is manufactured by a company whom is regularly engaged in the engineering design and production of treatment systems for stormwater. Grate Inlet Skimmer Box has been installed and in use as designed in field locations for a duration of over 10 years. Coverage: The grate inlet skimmer box provides full coverage of inlets such that all catch basin influent, at rated flows, is conveyed to the filter. The filter will retain all windblown and swept debris entering the drain. Non-Corrosive Materials: All components of the filter system, including mounting hardware, fasteners, support brackets, filtration material, and support frame are constructed of non-corrosive materials (316 stainless steel, and UV/marine grade fiberglass). Fasteners are stainless steel. Primary filter mesh is 316 stainless steel welded screens. Filtration basket screens for coarse, medium and fine filtration is %" x 1 3/4"expanded, 10 x 10 mesh, and 35 x 35 mesh, respectively. No polypropylene, monofilament netting or fabrics shall be used in the product. Durability: The Grate Inlet Skimmer Box is constructed of an all fiberglass frame and stainless steel screens backed by 1/2 x Y2-diamond plate stainless steel. Filter (excluding oil absorbent media) and support structures are of proven durability, with an expected service life of 10 to 15 years. The filter and mounting structures are of sufficient strength to support water, sediment, and debris loads when the filter is full, with no slippage, breaking, or tearing. All filters are warranted for a minimum of five (5) years. Oil Absorbent Media: The filter is fitted with an absorbent media for removal of petroleum hydrocarbons from influent, and so placed in the filter assembly to treat influent at rated flow. Absorbent media is easily replaceable in the filter, without the necessity of removing fixed mounting brackets or mounting hardware. Hydrocarbon media is placed in a separate trough located at the top of the filter unit. The hydrocarbon media encompasses the total perimeter of the unit and lie horizontal for maximum absorption. SOverflow Protection: The drain filter is designed so that it does not inhibit storm flows entering the grate inlet, or obstruct flow through the catch basin during peak storm flows. Filter Bypass: Water will not bypass the filter at low flows, nor bypass through attachment and inlet contact surfaces at low flows. Pollutant Removal Efficiency: The Grate Inlet Skimmer Box is designed to capture high levels of trash and litter, grass and foliage, sediments, hydrocarbons, grease and oil. The filter has a multistage filtration system, which incorporates three mesh sizes and an overflow opening. POLLUTANT Grate Inlet Skimmer Box Trash & Litter 90 to 95% Oil & Grease 54% to 95% Sediments/TSS 73% to 84.41% Organics 79.3% Total Nitrogen 65 to 79% Total Phosphorus 71 to 98% Non-Scouring: During heavy storm flows or other flows that bypass the filter, the filter water turbulence. deflection shield prevents washout of debris and floatables in the filter basket. Filter Removal: The filter basket is readily removable from the mounting/support frame for maintenance or replacement. Removal and replacement of filter screens is accomplished without the necessity of removing mounting bolts, support frames, etc., but by lift out through the grate inlet. The filter also incorporates a removable water turbulence deflector shield and an overflow shield. - Installation Installation: The filter will be securely installed in the grated type catch basin, so that no filter bypass can occur at low flow. If any anchoring devices and fasteners are installed within the interior of the drain inlet they should be non corrosive metals. The filter basket is located in the catch basin directly beneath a grate opening for direct service/access from the manhole. Installation Notes: Bio Clean Environmental Services, Inc. notes that the filter shall be installed pursuant to the manufacturer's recommendations and the details on this sheet. The filter insert shall provide coverage of entire inlet opening, to direct all flow to insert. To install the filter insert, lift the grate. Place filter insert into catch basin, the flange of the insert should sit on same lip that grate sits on. The perimeter area of catch basin can be calked to prevent water from entering catch basin under flange. Grate can be replaced into catch basin, resting on the flange of the insert basket. In instances where filter insert cannot sit on catch basin lip an alternative installation as follows: Grate is removed and aluminum "L" channel can be placed on 2 or 4 sides on catch basin walls approximately 2 inches below lip where grate sits. The "L" channel to be attached to side of catch basin with 1/4" drive pins. Basket can be then set on the 'L" channel and caulked. Grate can then be placed back into catch basin, resting on catch basin lip. Diagrams of both of these types of installation can be seen on Cut Sheets. III. Maintenance Maintenance: The filter is designed to allow for the use of vacuum removal of captured materials in the filter basket, serviceable by centrifugal compressor vacuum units without causing damage to the filter or any part of the mounting and attachment hardware during normal cleaning and maintenance. Filters can be cleaned without entering the catch basin. Maintenance Notes: 1. Bio Clean Environmental Services Inc. recommends cleaning and maintenance of the Grate Inlet Skimmer Box a minimum of four times per year or following a significant rain event that would potentially accumulate a large amount of debris to the system. The hydrocarbon boom should be replaced a minimum of twice per year or at each service as needed. Any person performing maintenance activities that require entering the catch basin or handle a toxic substance have completed the proper training as required by OSHA. Remove grate to gain access to inlet filter insert. Remove the Deflector Shield with the hydrocarbon boom attached. Under normal conditions, cleaning and maintenance will be performed from the above ground surface. Special Note: entry into a underground manhole, catch basin or stormwater vault requires training in an approved OSHA Confined Space Entry Program. Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and debris can be done manually or with the use of a vactor truck. The hose of the vactor truck will not damage the screen of the filter. Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Remove boom by cutting plastic ties and remove boom. Attach new boom to basket with plastic ties through pre-drilled holes in basket. Place the Deflector Shield back into the filter. Replace grate. Transport all debris, trash, organics and sediments to approved facility for disposal in accordance with local and state requirements. The hydrocarbon boom with adsorbed hydrocarbons is considered hazardous waste and needs to be handled and disposed of as hazardous material. Please refer to state and local regulations for the proper disposal of used motor oil/filters. Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of filter. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. Any toxic substance or item found in the filter is considered as hazardous material and can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). RIO CLEAN Oceanside, ENVIRONMENTAL SERVICES, INC. ' www.biocleanenvironmental.net Curb Inlet Basket S I. Specifications Coverage: The curb inlet basket provides full coverage of inlets such that all catch basin influent, at rated flows, is conveyed to the filter. The filter will retain all windblown and swept debris entering the drain. Shelf System: The filter basket is located in the catch basin directly beneath a manhole opening for direct service/access from the manhole. The filter provides a shelf system made of UV protected marine grade fiberglass to direct water flow from the curb inlet to the filter, which is located directly under the manhole. Non-Corrosive Materials: All components of the filter system, including mounting hardware, fasteners, support brackets, filtration material, and support frame are constructed of non-corrosive materials (316 stainless steel, and UV/marine grade fiberglass). Fasteners are stainless steel. Primary filter mesh is 316 stainless steel welded screens. Filtration basket screens for coarse, medium and fine filtration is 3/4' x 1 %'expanded, 10 x 10 mesh, and 35 x 35 mesh with optional 50 x 50 mesh and 200 x 200 mesh, respectively. No polypropylene, monofilament netting or fabrics shall be used in the products. Durability: Filter (excluding oil absorbent media) and support structures are of proven durability, with an expected service life of 10 to 15 years. The filter and mounting structures are of sufficient strength to support water, sediment, and debris loads when the filter is full, with no slippage, breaking, or tearing. All filters are warranted for a minimum of five (5) years. Oil Absorbent Media: The Filter is fitted with an absorbent media for removal of petroleum hydrocarbons from influent, and so placed in the filter assembly to treat influent at rated flow. Absorbent media is easily replaceable in the filter, without the necessity of removing fixed mounting brackets or mounting hardware. • Overflow Protection: The drain filter is designed so that it does not inhibit storm flows entering the curb inlet, or obstruct flow through the catch basin during peak storm flows. Filter Bypass: Water will not bypass the filter at low flows, nor bypass through attachment and inlet contact surfaces at low flows. Pollutant Removal Efficiency: The filter is designed to capture high levels of trash and litter, grass and foliage, sediments, hydrocarbons, grease and oil. POLLUTANT Curb Inlet Basket Trash & Litter 90 to 95% Oil & Grease 54 to 96% Sediments/TSS 93.54% Organics 79.3% Total Nitrogen 65 to 96% Total Phosphorus 71 to 96% Non-Scouring: During heavy storm flows or other flows that bypass the filter, the filter screen design prevents washout of debris and floatables in the filter basket. Filter Removal: The filter basket is feadily removable from the mounting/support frame for maintenance or replacement. Removal and replacement of filter screens is accomplished without the necessity of removing mounting bolts, support frames, etc., but by lift out through the manhole. II. Installation Installation: The filter will be securely installed in the catch basin or curb inlet opening, with contact surfaces sufficiently joined together so that no filter bypass can occur at low flow. All anchoring devices and fasteners are installed within the interior of the drain inlet. The filter basket is located in the catch basin directly beneath a manhole opening for direct service/access from the manhole. The filter system provides a shelf system to direct water flow from the inlet to the filter, which is located under the manhole. Installation Notes: Bio Clean Environmental Services, Inc notes the Curb Inlet Basket shall be installed pursuant to the manufacturer's recommendations and the details on this sheet. The patented shelf system shall provide coverage of entire inlet opening, including inlet wing(s) where applicable, to direct all flow to basket(s). Attachments to inlet walls shall be made of non-corrosive hardware. Shelf system shall be installed so that filtration basket is located under manhole access. For the Continuous Curb Inlet Basket(No Shelf System), install bracket under curb opening and hang basket on bracket III. Maintenance Maintenance: The filter is designed to allow for the use of vacuum removal of captured materials in the filter basket, serviceable by centrifugal compressor vacuum units without causing damage to the filter or any part of the mounting and attachment hardware during normal cleaning and maintenance. Filters can be cleaned and vacuumed from the manhole-opening. Entering the catch basin to clean the filters is not necessary. Maintenance Notes: Bio Clean Environmental Services, Inc. recommends cleaning and maintenance of the Curb Inlet Basket a minimum of four times per year or following a significant rain event that would potentially accumulate a large amount of debris to the system. The hydrocarbon boom should be replaced a minimum of twice per year or at each service as needed. Any person performing maintenance activities that require entering the catch basin or handle a toxic substance • have completed the proper training as required by OSHA. Remove manhole lid to gain access to inlet filter insert. The filter basket should be located directly under the manhole lid. Under normal conditions, cleaning and maintenance of the Curb Inlet Basket will be performed from above ground surface. Special Note: entry into an underground manhole, catch basin and stormwater vault requires training in an approved Confined Space Entry Program. Remove all trash, debris, organics, and sediments collected by the inlet filter insert. Removal of the trash and debris can be done manually or with the use of a vactor truck. Manual removal of debris may be done by lifting the basket from the shelf and pulling the basket from the catch basin and dumping out the collected debris. Any debris located on the shelf system can be either removed from the shelf or can be pushed into the basket and retrieved from basket. H Evaluation of the hydrocarbon boom shall be performed at each cleaning. If the boom is filled with hydrocarbons and oils it should be replaced. Removed boom by cutting plastic ties and remove boom: Attach new boom to basket with plastic ties through pre-drilled holes in basket. Place manhole lid back on manhole opening. Transport all debris, trash, organics and sediments to approved facility fOr disposal in accordance with local and state requirements. The hydrocarbon boom with adsorbed hydrocarbons is considered hazardous waste and need to be handled and disposed of as hazardous material. Please refer to state and local regulations for the proper disposal of used motor oil/filters. Following maintenance and/or inspection, the maintenance operator shall prepare a maintenance/inspection record. The record shall include any maintenance activities performed, amount and description of debris collected, and condition of filter. The owner shall retain the maintenance/inspection record for a minimum of five years from the date of maintenance. These records shall be made available to the governing municipality for inspection upon request at any time. Any toxic substance or item found in the filter is considered as hazardous material can only be handled by a certified hazardous waste trained person (minimum 24-hour hazwoper). .• B10 CLEAN 3=9 ENVIRONMENTAL SERVICES, INC. www.biocleanenvironmental.net 4 A['IL4iiI1iI Design Objectives El Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey 0 ~O Description Pervious paving is used for light vehicle loading in parking areas. The term describes a system comprising a load-bearing, durable surface together with an underlying layered structure that temporarily stores water prior to infiltration or drainage to a controlled outlet. The surface can itself be porous such that water infiltrates across the entire surface of the material (e.g., grass and gravel surfaces, porous concrete and porous asphalt), or can be built up of impermeable blocks separated by spaces and joints, through which the water can drain. This latter system is termed 'permeable' paving. Advantages of pervious pavements is that they reduce runoff volume while providing treatment, and are unobtrusive resulting in a high level of acceptability. Approach Attenuation of flow is provided by the storage within the underlying structure or sub base, together with appropriate flow controls. An underlying geotextile may permit groundwater recharge, thus contributing to the restoration of the natural water cycle. Alternatively, where infiltration is inappropriate (e.g., if the groundwater vulnerability is high, or the soil type is unsuitable), the surface can be constructed above an impermeable membrane. The system offers a valuable solution for drainage of spatially constrained urban areas. Significant attenuation and improvement in water quality can be achieved by permeable pavements, whichever method is used. The surface and subsurface infrastructure can remove both the soluble and fine particulate pollutants that occur within urban runoff. Roof water can be piped into the storage area directly, adding areas from which the flow can be attenuated. Also, within lined systems, there is the opportunity for stored runoff to be piped out for reuse. Suitable Applications Residential, commercial and industrial applications are possible. The use of permeable pavement maybe restricted in cold regions, . and regions or regions with high wind erosion. There are some specific disadvantages associated with permeable pavement, which are as follows: January 2003 California Stormwater BMP Handbook 1 of 10 New Development and Redevelopment www.cabmphandhooks.com 1Pervi ous IIPavements 9 SD-20 Permeable pavement can become clogged if improperly installed or maintained. However, this is countered by the ease with which small areas of paving can be cleaned or replaced when blocked or damaged. Their application should be limited to highways with low traffic volumes, axle loads and speeds (less than 30 mph limit), car parking areas and other lightly trafficked or non- trafficked areas. Permeable surfaces are currently not considered suitable for adoptable roads due to the risks associated with failure on high speed roads, the safety implications of ponding, and disruption arising from reconstruction. When using un-lined, infiltration systems, there is some risk of contaminating groundwater, depending on soil conditions and aquifer susceptibility. However, this risk is likely to be small because the areas drained tend to have inherently low pollutant loadings. The use of permeable pavement is restricted to gentle slopes. . Porous block paving has a higher risk of abrasion and damage than solid blocks. Design Considerations• Designing New Installations If the grades, subsoils, drainage characteristics, and groundwater conditions are suitable, permeable paving maybe substituted for conventional pavenielit on parking areas, cul de sacs and other areas with light traffic. Slopes should be flat or very gentle. Scottish experience has shown that permeable paving systems can be installed in a wide range of ground conditions, and the flow attenuation performance is excellent even when the systems are lined. The suitability of a pervious system at a particular pavement site will, however, depend on the loading criteria required of the pavement. Where the system is to be used for infiltrating drainage waters into the ground, the vulnerability of local groundwater sources to pollution from the site should be low, and the seasonal high water table should be at least 4 feet below the surface. Ideally, the pervious surface should be horizontal in order to intercept local rainfall at source. On sloping sites, pervious surfaces may be terraced to accommodate differences in levels. Design Guidelines The design of each layer of the pavement must be determined by the likely traffic loadings and their required operational life. To provide satisfactory performance, the following criteria should be considered: The subgrade should be able to sustain traffic loading without excessive deformation. The granular capping and sub-base layers should give sufficient load-bearing to provide an adequate construction platform and base for the overlying pavement layers. The pavement materials should not crack of suffer excessive rutting under the influence of traffic. This is controlled by the horizontal tensile stress at the base of these layers. 2 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com IPervious Pavementsl There is no current structural design method specifically for pervious pavements. Allowances should be considered the following factors in the design and specification of materials: Pervious pavements use materials with high permeability and void space. All the current UK pavement design methods are based on the use of conventional materials that are dense and relatively impermeable. The stiffness of the materials must therefore be assessed. Water is present within the construction and can soften and weaken materials, and this must be allowed for. Existing design methods assume full friction between layers. Any geotextiles or geomembranes must be carefully specified to minimize loss of friction between layers. Porous asphalt loses adhesion and becomes brittle as air passes through the voids. Its durability is therefore lower than conventional materials. The single sized grading of materials used means that care should be taken to ensure that loss of finer particles between unbound layers does not occur. Positioning a geotexifie near the surface of the pervious construction should enable pollutants to be trapped and retained close to the surface of the construction. This has both advantages and disadvantages. The main disadvantage is that the filtering of sediments and their associated pollutants at this level may hamper percolation of waters and can eventually lead to surface ponding. One advantage is that even if eventual maintenance is required to reinstate infiltration, only a limited amount of the construction needs to be disturbed, since the sub-base below the geotextile is protected In addition, the pollutant concentration at a high level in the structure allows for its release over time. It is slowly transported in the stormwater to lower levels where chemical and biological processes may be operating to retain or degrade pollutants. The design should ensure that sufficient void space exists for the storage of sediments to limit the period between remedial works. Pervious pavements require a single size grading to give open voids. The choice of materials is therefore a compromise between stiffness, permeability and storage capacity. Because the sub-base and capping will be in contact with water for a large part of the time, the strength and durability of the aggregate particles when saturated and subjected to wetting and drying should be assessed. A uniformly graded single size material cannot be compacted and is liable to move when construction traffic passes over it. This effect can be reduced by the use of angular crushed rock material with a high surface friction. In pollution control terms, these layers represent the site of long term chemical and biological pollutant retention and degradation processes. The construction materials should be selected, in addition to their structural strength properties, for their ability to sustain such processes. In general, this means that materials should create neutral or slightly alkaline conditions and they should provide favorable sites for colonization by microbial populations. 0 January 2003 California Stormwater BMP Handbook 3 of 10 New Development and Redevelopment www.cabmphandbooks.com SD20 Pervious Pavements Construction/Inspection Considerations w Permeable surfaces can be laid without cross-falls or longitudinal gradients. The blocks should be lain level They should not be used for storage of site materials, unless the surface is well protected from deposition of silt and other spillages. s The pavement should be constructed in a single operation, as one of the last items to be built, on a development site. Landscape development should be completed before pavement construction to avoid contamination by silt or soil from this source. s Surfaces draining to the pavement should be stabilized before construction of the pavement. a Inappropriate construction equipment should be kept away from the pavement to prevent damage to the surface, sub-base or sub-grade. Maintenance Requirements The maintenance requirements of a pervious surface should be reviewed at the time of design and should be clearly specified. Maintenance is required to prevent clogging of the pervious surface. The factors to be considered when defining maintenance requirements must include: Type of use Ownership a Level of trafficking a The local environment and any contributing catchments Studies in the UK have shown satisfactory operation of porous pavement systems without maintenance for over 10 years and recent work by Imbe et al. at 9th ICUD, Portland, 2002 describes systems operating for over 20 years without maintenance. However, performance under such regimes could not be guaranteed, Table 1 shows typical recommended maintenance regimes: 4 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Table 1 Typical Recommended Maintenance Regimes Activity Schedule Minimize use of salt or grit for de-icing i Keep landscaped areas well maintained Ongoing i Prevent soil being washed onto pavement i Vacuum clean surface using commercially available sweeping machines at the following times: - End of winter (April) 2/3 x per year - Mid-summer (July / August) - After Autumn leaf-fall (November) t Inspect outlets . Annual If routine cleaning does not restore infiltration rates, then reconstruction of part of the whole of a pervious surface may be required. The surface area affected by hydraulic failure should be lifted for inspection of the internal materials to identify the location and As needed (infrequent) extent of the blockage. MthnUm 15-20 years Surface materials should be lifted and replaced after brush cleaning. Geotextiles may need complete replacement. Sub-surface layers may need cleaning and replacing. 3 Removed silts may need to be disposed of as controlled waste. 11 Pervious Pavements SD-20 Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement construction), when all construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.)(Niemczynowicz, et al., 1987) Table 1 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define "redevelopment" in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of" redevelopment" must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under "designing new installations" above should be followed. January 2003 California Stormwater BMP Handbook 5 of 10 New Development and Redevelopment www.cabmphandhooks.com 0 S Additional Information Cost Considerations Permeable pavements are up to 25 % cheaper (or at least no more expensive than the traditional forms of pavement construction), when all construction and drainage costs are taken into account. (Accepting that the porous asphalt itself is a more expensive surfacing, the extra cost of which is offset by the savings in underground pipework etc.) (Niernczynowicz, et al., 1987) Table 2 gives US cost estimates for capital and maintenance costs of porous pavements (Landphair et al., 2000) fl" 6 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com t 4 %: 0 Perv ious Pavements 1 Table 2 Engineer's Estimate for Porous Pavement Porous Pavement_____ Item Unfit Price Cycles/ Year Qnant.l AcnWS Total QuanLi AereWS Total Acre WS Quant Total Total AereWS AcreWS Total Grading SY $2.00 604 81,208 1209 $2,418 1812 $3,624 2419 $4,838 3020 $6,040 Paving SY 819.00 212 $4,028 424 $8,056 036 $12084 848 $16,112 1080 $20,140 ExCava0w CV $3.60 201 $724 403 $1,451 604 $2,174 808 $2,902 1008 $3,629 Filter Fabric SY $1.15 700 $805 1400 $1,610 2000 $2,300 2800 1 $3,220 3600 $4,140 Stone Fill CV $16.00 201 $3,216 403 $6,448 604 $9,884 806 $12,898 1008 $16,128 Sand CV $7.00 100 $700 200 $1,400 300 82,100 400 $2,800 500 $3,500 Sight Wail EA $300.00 2 $800 3 $900 4 81,200 7 $2,100 7 $2,100 Seeding IF $0_05 644 $32 1288 $64 1932 897 2576 8129 3220 8161 Check Darn CV $35.00 0 $0 0 $0 3 $0 0 80 0 $0 Total Construction Costs $101105 $19,928 $29619 $40158 $49,798 Cons a COStS Arnortkwd 20, Years ,481 $1ftr $505 We $2,008 L:~i $2,490 Annual Maintenance _____ Expense Hem Unfit Price Year Acre WS Total Quvmt ArroWS Total AcnS Total Quxnt ArroWS TotaL Quald Acre WS Taint Sweeping AC $25000 6 1 $1,500 2 $3,000 3 $4,500 4 $6,000 S $7,500 Washing AC $250.00 8 1 $1,500 2 83,000 3 $4,500 4 $8,000 5 $7,500 Inspection MI-I $20.00 5 5 $100 5 8100 5 $100 5 $100 5 $103 OeepClean AC $450.00 0.5 1 $225 2 $450 3 $675 3.9 $878 5 $1,125 Total Annual Maintenance Expense $3,960 $7,792 1 $11,651 1 j$00141-3 I$19,310 January 2003 California Stormwater BM P Handbook 7 of 10 New Development and Redevelopment www. cabmp handbooks, com SD-20 Pervi ousTIPavements Other Resources Abbott C.L. and omino-Mateos L. 2001. In situ performance monitoring of an infiltration drainage system and field testing of current design procedures. Journal CIWEM, 15(3), pp.195- 202. Construction Industry Research and Information Association (CIRIA). 2002. Source Control using Constructed Pervious Surfaces C582, London, SWiP 3AU. Construction Industry Research and Information Association (CIRIA). 2000. Sustainable urban drainage systems - design manual for Scotland and Northern Ireland Report C521, London, SWiP 3AU. Construction Industry Research and Information Association (CIRIA). 2000 C522 Sustainable urban drainage systems - design manual for England and Wales, London, SWiP 3AU. Construction Industry Research and Information Association (CIRIA). RP448 Manual of good practice for the design, construction and maintenance of infiltration drainage systems for stormwater runoff control and disposal, London, SWiP 3AU. Dierkes C., Kuhlmann L., Kandasamy J. & Angelis G. Pollution Retention Capability and Maintenance of Permeable Pavements. Proc 91h International conference on Urban Drainage, Portland Oregon, September 2002. S Hart P (2002) Permeable Paving as a Stormwater Source Control System. Paper presented at Scottish Hydraulics Study Group 14th Annual seminar, SUDS. 22 March 2002, Glasgow. Kobayashi M., 1999. Stormwater runoff control in Nagoya City. Proc. 8 th mt. Coni. on Urban Storm Drainage, Sydney, Australia, pp.825-833. Landphair, H., McFalls, J., Thompson, D., 2000, Design Methods, Selection, and Cost Effectiveness of Stormwater Quality Structures, Texas Transportation Institute Research Report 1837-1, College Station, Texas. Legret M, Colandini V, Effects of a porous pavement with reservior strucutre on runoff water:water quality and the fate of heavy metals. Laboratoire Central Des Ponts et Chaussesss Macdonald K. & Jefferies C. Performance Comparison of Porous Paved and Traditional Car Parks. Proc. First National conference on Sustainable Drainage Systems, Coventry June 2001. Niemczynowicz J, Hogland W, 1987: Test of porous pavements performed in Lund, Sweden, in Topics in Drainage Hydraulics and Hydrology. BC. Yen (Ed.), pub. mt. Assoc. For Hydraulic Research, pp 19-80. Pratt C.J. SUSTAINABLE URBAN DRAINAGE - A Review of published material on the performance of various SUDS devices prepared for the UK Environment Agency. Coventry University, UK December 2001. Pratt C-J., 1995. Infiltration drainage - case studies of UK practice. Project Report 801 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com O Pervious Pavements SD20 22,Construction Industry Research and Information Association, London, SWiP 3AU; also known as National Rivers Authority R & D Note 485 Pratt. C. J., 1990. Permeable Pavements for Stormwater Quality Enhancement. In: Urban Stormwater Quality Enhancement - Source Control, retrofitting and combined sewer technology, Ed. H.C. Torno, ASCE, ISBN 087262 7594, pp. 131-155 Raimbaulit G., 1997 French Developments in Reservoir Structures Sustainable water resources I the 21 century. Malmo Sweden Schliiter W. & Jefferies C. Monitoring the outflow from a Porous Car Park Proc. First National Conference on Sustainable Drainage Systems, Coventry June 2001. Wild, T.C., Jefferies, C., and D'Arcy, B.J. SUDS in Scotland - the Scottish SUDS database Report No SR(02)09 Scotland and Northern Ireland Forum for Environmental Research, Edinburgh. In preparation August 2002. 0' January 2003 California Stormwater BMP Handbook 9 of 10 New Development and Redevelopment www.cabmphandbooks.com Pervious Pavemeil Geote Peeabte Sub-bse :'.• :--..Tofurther treatment Impenteable disposal Mernbwo or reuse (a) Pervious pavement used for attenuation overflow LI Pemteable Geotex1ite q •Ir Subbase Inliltratian (b) Pervious pavement used for infiltration Schematics of a Pervious Pavement Syitem S 10 of 10 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cahmphandbooks.com Targeted Constituents 0 Sediment A Nutrients 11 Trash S Metals A IZ Bacteria S [1 Oil and Grease A Organics A Legend (Removal Effectiveness) S Low U High A Medium Vegetated Swale TC-30 -- _•4_ - J1 - -: 1- t., - - -p - - - '• '-"- . - -: r. c •-i-; -- - .- - -- '.-• - ••- '- ., •:?---- ' p - 4 • '.- 4. p S Description Vegetated swales are open, shallow channels with vegetation covering the side slopes and bottom that collect and slowly convey runoff flow to downstream discharge points. They are designed to treat runoff through filtering by the vegetation in tie channel, filtering through a subsoil matrix, and/or infiltration into the underlying soils. Swales can be natural or manmade. They trap particulate pollutants (suspended solids and trace metals), promote infiltration; and reduce the flow velocity of stormwater runoff. Vegetated swales can serve as part of a stormwater drainage system and can replace curbs, gutters and storm sewer systems. California Experience Caltrans constructed and monitored six vegetated swales in southern California. These swales were generally effective in reducing the volume and mass of pollutants in runoff. Even in. the areas where the annual rainfall was only about 10 inches/y--, the vegetation did not require additional irrigation. One factor that strongly affected performance was the presence of large numbers of gophers at most of the sites. The gophers created earthen mounds, destroyed vegetation, and generally reduced fle effectiveness of the controls for TSS reduction. Advantages a If properly designed, vegetated, and operated, swales can serve as an aesthetic, potentially inexpensive urban development or roadway drainage conveyance measure with significant collateral water quality benefits. 0 Design Considerations a Tributary Area a Area Required a Slope a Water Availability CALMORNIA5T03WWATER. January 2003 California Stormwater BMP Handbook 1 of 73 New Development and Redevelopme-t www.cabmphandbooks.com grs LI'T't(I Swale Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. Limitations . Can be difficult to avoid channelization. a May not be appropriate for industrial sites or locations where spills may occur a Grassed swales cannot treat a very large drainage area. Large areas may be divided and treated using multiple swales. a A thick vegetative cover is needed for these practices to function properly. They are impractical in areas with steep topography. a They are not effective and may even erode when flow velocities are high, if the grass cover is not properly maintained. - a In some places, their use is restricted by law: many local municipalities require curb and gutter systems in residential areas. a Swales are mores susceptible to failure if not properly maintained than other treatment BMPs. Design and Sizing Guidelines a Flow rate based design determined by local requirements or sized so that 85% of the annual runoff volume is discharged at less than the design rainfall intensity. a Swale should be designed so that the water level does not exceed 2/3rds the height of the grass or 4 inches, which ever is less, at the design treatment rate. Longitudinal slopes should not exceed 2.5% Trapezoidal channels are normally recommended but other configurations, such as parabolic, can also provide substantial water quality improvement and may be easier to mow than designs with sharp breaks in slope. a Swales constructed in cut are preferred, or in fill areas that are far enough from an adjacent slope to minimize the potential for gopher damage. Do not use side slopes constructed of fill, which are prone to structural damage by gophers and other burrowing animals. A diverse selection of low growing, plants that thrive under the specific site, climatic, and watering conditions should be specified. Vegetation whose growing season corresponds to the wet season are preferred. Drought tolerant vegetation should be considered especially for swales that are not part of a regularly irrigated landscaped area. a The width of the swale should be determined using Manning's Equation using a value of 0.25 for Manning's ii. . . 2 of 13 California StormwaterBMP Handbook January 2003 New Development and Redevelopment www.cahmphandbooks.com Vegetated Swale TC-30 Construction/Inspection Considerations Include directions in the specifications for use of appropriate fertilizer and soil amendments based on soil properties determined through testing and compared to the needs of the vegetation requirements. a Install swales at the time of the year when there is a reasonable chance of successful establishment without irrigation; however, it is recognized that rainfall in a given year may not be sufficient and temporary irrigation may be used. a If sod tiles must be used, they should be placed so that there are no gaps between the tiles; stagger the ends of the tiles to prevent the formation of channels along the swale or strip. a Use a roller on the sod to ensure that no air pockets form between the sod and the soil. a Where seeds are used, erosion controls will be necessary to protect seeds for at least 75 days after the first rainfall of the season. Performance The literature suggests that vegetated swales represent a practical and potentially effective technique for controlling urban runoff quality. While limited quantitative performance data exists for vegetated swales, it is known that check dams, slight slopes, permeable soils, dense grass cover, increased contact time, and small storm events all contribute to successful pollutant removal by the swale system. Factors decreasing the effectiveness of swales include compacted soils, short runoff contact time, large storm events, frozen ground, short grass heights, steep slopes, and high runoff velocities and discharge rates. Conventional vegetated swale designs have achieved mixed results in removing particulate pollutants. A study performed by the Nationwide Urban Runoff Program (NURP) monitored three grass swales in the Washington, D.C., area and found no significant improvement in urban runoff quality for the pollutants analyzed. However, the weak performance of these swales was attributed to the high flow velocities in the swales, soil compaction, steep slopes, and short grass height. Another project in Durham, NC, monitored the performance of a carefully designed artificial swale that received runoff from a commercial parking lot. The project tracked ii storms and concluded that particulate concentrations of heavy metals (Cu, Pb, Zn, and Cd) were reduced by approximately 50 percent. However, the swale proved largely ineffective for removing soluble nutrients. The effectiveness of vegetated swales can be enhanced by adding check dams at approximately 17 meter (50 foot) increments along their length (See Figure i). These dams maximize the retention time within the swale, decrease flow velocities, and promote particulate settling. Finally, the incorporation of vegetated filter strips parallel to the top of the channel banks can help to treat sheet flows entering the swale. Only 9 studies have been conducted on all grassed channels designed for water quality (Table i). The data suggest relatively high removal rates for some pollutants, but negative removals for some bacteria, and fair performance for phosphorus. 0 January 2003 California Stormwater BMP Handbook 3 of 13 New Development and Redevelopment www.cabmphandbooks.com 1III V egeta ted Swale 'Table 1 Grassed swale pollutant removal efficiency data Removal Efficiencies (% Removal) Study TSS TP TN NO3 Metals Bacteria Type Caltrans 2002 77 8 67 66 83-90 -33 dry swales Goldberg 1993 67.8 4.5 - 31.4 42-62 -100 grassed channel Seattle Metro and Washington Department of Ecology 1992 6o 45 - -25 216 -25 grassed channel Seattle Metro and Washington Department of Ecology, 1992 83 29 - -25 46-73 -25 grassed channel Wang et al., 1981 80 - - - 70-80 - dry swale Dorman et al., 1989 98 18 - 45 37-81 - dry swale Harper, 1988 87 83 j 84 80 88-90 - dry swale Kercher et al., 1983 99 99 99 99 99 - dry swale Harper, 1988. 81 17 40 52 37-69 - wet swale Koon, 1995 67 39 - 9 -35 to 6 - wet swale While it is difficult to distinguish between different designs based on the small amount of available data, grassed channels generally have poorer removal rates than wet and dry swales, although some swales appear to export soluble phosphorus (Harper, 1988; Koon, 1995). It is not clear why swales export bacteria. One explanation is that bacteria thrive in the warm swale soils. Siting Criteria The suitability of a swale at a site will depend on land use, size of the area serviced, soil type, slope, imperviousness of the contributing watershed, and dimensions and slope of the swale system (Schueler et aL, 1992). In general, swales can be used to serve areas of less than 10 acres, with slopes no greater than 5 %. Use of natural topographic lows is encouraged and natural drainage courses should be regarded as significant local resources to be kept in use (Young et al., 1996). Selection Criteria (NCTCOG, 1993) 0 Comparable performance to wet basins Limited to treating a few acres Availability of water during dry periods to maintain vegetation Sufficient available land area Research in the Austin area indicates that vegetated controls are effective at removing pollutants even when dormant. Therefore, irrigation is not required to maintain growth during dry periods, but may be necessary Only to prevent the vegetation from dying. 4 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com S Vegetated Swale TC30 The topography of the site should permit the design of a channel with appropriate slope and cross-sectional area. Site topography may also dictate a need for additional structural controls. Recommendations for longitudinal slopes range between 2 and 6 percent. Flatter slopes can be used, if sufficient to provide adequate conveyance. Steep slopes increase flow velocity, decrease detention time, and may require energy dissipating and grade check. Steep slopes also can be managed using a series of check dams to terrace the swale and reduce the slope to within acceptable limits. The use of check dams with swales also promotes infiltration. Additional Design Guidelines Most of the design guidelines adopted for swale design specify a minimum hydraulic residence time of 9 minutes. This criterion is based on the results of a single study conducted in Seattle, Washington (Seattle Metro and Washington Department of Ecology, 1992), and is not well supported. Analysis of the data collected in that study indicates that pollutant removal at a residence time of 5 minutes was not significantly different, although there is more variability in that data. Therefore, additional research in the design criteria for swales is needed. Substantial pollutant removal has also been observed for vegetated controls designed solely for conveyance (Barrett et al, 1998); consequently, some flexibility in the design is warranted. Many design guidelines recommend that grass be frequently mowed to maintain dense coverage near the ground surface. Recent research (Colwell et al., 2000) has shown mowing frequency or grass height has little or no effect on pollutant removal. Summary ofDesign Recommendations . 1) The swale should have a length that provides a minimum hydraulic residence time of at least 10 minutes. The maximum bottom width should not exceed 10 feet unless a dividing berm is provided. The depth of flow should not exceed 2/3rds the height of the grass at the peak of the water quality design storm intensity. The channel slope should not exceed 2.5%. A design grass height of 6 inches is recommended. Regardless of the recommended detention time, the swale should be not less than 100 feet in length. The width of the swale should be determined using Manning's Equation, at the peak of the design storm, using a Manning's n of 0.25. The swale can be sized as both a treatment facility for the design storm and as a conveyance system to pass the peak hydraulic flows of the 100-year storm if it is located "on-line." The side slopes should be no steeper than 3:1 (H :V). Roadside ditches should be regarded as significant potential swale/buffer strip sites and should be utilized for this purpose whenever possible. If flow is to be introduced through curb cuts, place pavement slightly above the elevation of the vegetated areas. Curb cuts should be at least 12 inches wide to prevent clogging. Swales must be vegetated in order to provide adequate treatment of runoff. It is important to maximize water contact with vegetation and the soil surface. For . general purposes, select fine, close-growing, water-resistant grasses. If possible, divert runoff (other than necessary irrigation) during the period of vegetation January 2003 California Stormwater BMP Handbook 5 o 13 New Development and Redevelopment www.cabmphandbooks.com TC-30 Vegetated Swale 0 NEEMONNOWN establishment. Where runoff diversion is not possible, cover graded and seeded areas with suitable erosion control materials. Maintenance The useful life of a vegetated swale system is directly proportional to its maintenance frequency If properly designed and regularly maintained, vegetated swales can last indefinitely. The maintenance objectives for vegetated swale systems include keeping up the hydraulic and removal efficiency of the channel and maintaining a dense, healthy grass cover. Maintenance activities should include periodic mowing (with grass never cut shorter than the design flow depth), weed control, watering during drought conditions, reseeding of bare areas, and clearing of debris and blockages. Cuttings should be removed from the channel and disposed in a local composting facility. Accumulated sediment should also be removed manually to avoid concentrated flows in the swale. The application of fertilizers and pesticides should be minimal. Another aspect of a good maintenance plan is repairing damaged areas within a channel. For example, if the channel develops ruts or holes, it should be repaired utilizing a suitable soil that is properly tamped and seeded. The grass cover should be thick; if it is not, reseed as necessary. Any standing water removed during the maintenance operation must be disposed to a sanitary sewer at an approved discharge location. Residuals (e.g., silt, grass cuttings) must be disposed in accordance with local or State requirements. Maintenance of grassed swales mostly involves maintenance of the grass or wetland plant cover. Typical maintenance activities are summarized below: R Inspect swales at least twice annually for erosion, damage to vegetation, and sediment and debris accumulation preferably at the end of the wet season to schedule summer maintenance and before major fall runoff to be sure the swale is ready for winter. However, additional inspection after periods of heavy runoff is desirable. The swale should be checked for debris and litter, and areas of sediment accumulation. Grass height and mowing frequency may not have a large impact on pollutant removal. Consequently, mowing may only be necessary once or twice a year for safety or aesthetics or to suppress weeds and woody vegetation. Trash tends to accumulate in swale areas, particularly along highways. The need for litter removal is determined through periodic inspection, but litter should always be removed prior to mowing. Sediment accumulating near culverts and in channels should be removed when it builds up to 75 mm (3 in.) at any spot, or covers vegetation. Regularly inspect swales for pools of standing water. Swalés can become a nuisance due to mosquito breeding in standing water if obstructions develop (e.g. debris accumulation, invasive vegetation) and/or if proper drainage slopes are not implemented and maintained. 6 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment - www.cabmphandbooks.com Vegetated Swale TC-30 Cost Construction Cost Little data is available to estimate the difference in cost between various swale designs. One study (SWRPC, 1991) estimated the construction cost of grassed channels at approximately $0.25 per ft2• This price does not include design costs or contingencies. Brown and Schueler (1997) estimate these costs at approximately 32 percent of construction costs for most stormwater management practices. For swales, however, these costs would probably be significantly higher since the construction costs are so low compared with other practices. A more realistic estimate would be a total cost of approximately $0.50 per 1t2, which compares favorably with other stormwater management practices. I P January 2003 California Stormwater BMP Handbook 7 of 13 New Development and Redevelopment www.cabmphandbooks.com Ti-30 Vegetated Swale Table 2 Swale Cost Estimate (SEWRPC, 1991) Unit Cost Total Cost Low Moderate High Low Moderate High Component Unit Extent Mobilization / Swale 1 $107 74 $441 $107 $274 $441 Demobilization-LJght Site Preparation Clearingb Acre 0.5 $2,200 $3800 $5,400 $1100 $1,900 $2,700 Grubbin General Acre 0.25 $3,800 $5,200 $6,600 $950 $1,300 $1,650 Eatiort Yd3 372 $2.10 $3.70 $5.30 $781 $1,376 $1,972 1,210 $0.20 $0.35 $0.50 $242 $424 $605 Sites Development Salvaged Topsoil Seed, and Mulcht Yd' 1,210 W.40 $1.00 $1.60 $464 $1,210 $1,936 Sodg YdI 1,210 $1.20 $2.40 $3.60 $1,452 $2,904 $4,356 Subtotal -- - -- - -- $5,116 $9,386 $13,660 Contingencies Swale 1 25% 25% 25% $2347 $3,415 Total -- - -- - -- $1,279±$11 ,735 $6,395 $17,075 Source: twi*, iw Note: Mobilization/demobilization refers to the organizatim and planning involved in establishing a vegetative swale. 'Swale has a bottom width of 1.0 foot, atop width of l0 feet with 1:3 side slopes, and a 1,000-foot length. "Area cleared = (top width + 10 feet) x swale length. C Area grubbed = (top width x swale length). dVolume excavated = (0.67 x top width x swale depth) x swale length (parabolic cross-section). Area tilled = (top width + 8(swale depth2) x swale length (parabolic cross-section). 3(top width) 'Area seeded = area cleared x 0.5. Area sodded = area cleared x 0.5. 8 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmpfrbooks.com 0 0 Vegetated Swal e ,. ..', tis! Table 3 Estimated Maintenance Costs (SEWRPC, 1991) Swale Size (Depth and Top Width) Component Unit Cost 1.5 Foot Depth, One. 3-Foot Depth, 3-Foot Comment Foot Bottom Width, Bottom Width. 21-Foot 10-Foot Top Width Top Width Lawn Mowing $085 11,000 ft/ rnowng $0.14 /linaarfoot $0.21 /linear foot Lawn maintenance area=(top Width + lO feet) x length. Mow eight times per year General Lawn Care $9.00 /1,000 ft2/ year - $0.18 / linearfoot $0.28 /linear foot Lawn maintenance area = top widlh+ l0 feet) xlength Swale Dab nsand Utter $0.10 / linear foot/year $0.10/linearfoot $0.10/linear foot - Removal Grass Reseeding with $0.30/yd' $0.01 /linearfoot $0.01 Ili near foot Area revegetated equals 1% Mulch and Fertilizer of lawn maintenance area per year Program Administration and $0.151 linear foot / year, $0.15 Ilinearfoot $0.15 Ilinear foot Inspect four times per year Swale Inspection plus $25 / inspection Total . -- $05 / linear fool $ 0,75 / linear foot January 2003 California Stormwater BMP Handbook 9 of 113 New Development and Redevelopment www.cabmphandbooks.com TC-30 0 Vegetated Swale Maintenance Cost Caltrans (2002) estimated the expected annual maintenance cost for a swale with a tributary area of approximately 2 ha at approximately $2,700. Since almost all maintenance consists of mowing, the cost is fundamentally a function of the mowing frequency. Unit costs developed by SEWRPC are shown in Table 3. In many cases vegetated channels would be used to convey runoff and would require periodic mowing as well, so there may be little additional cost for the water quality component. Since essentially all the activities are related to vegetation management, no special training is required for maintenance personnel. References and Sources of Additional Information Barrett, Michael E., Walsh, Patrick M., Malina, Joseph F., Jr., Charbeneau, Randall J, 1998, "Performance of vegetative controls for treating highway runoff," ASCE Journal of Environmental Engineering, Vol. 124, No. ii, pp. 1121-1128. Brown, W., and T. Schueler. 1997. The Economics of Stormwater BMPs in the Mid-Atlantic Region. Prepared for the Chesapeake Research Consortium, Edgewater, MD, by the Center for Watershed Protection, Ellicott City, MD. Center for Watershed Protection (cWP). 1996. Design of Stormwater Filtering Systems. Prepared for the Chesapeake Research Consortium, Sollomons, MD, and USEPA Region V, Chicago, IL, by the Center for Watershed Protection, Ellicott City, MD. Colwell, Shanti R., Homer, Richard R., and Booth, Derek B., 2000. Characterization of Peiformance Predictors and Evaluation of Mowing Practices in Biofiltration Swales. Report to King County Land And Water Resources Division and others by Center for Urban Water Resources Management, Department of Civil and Environmental Engineering, University of Washington, Seattle, WA Dorman, M.E., J. Hartigan, R.F. Steg, and T. Quasebarth. 1989. Retention, Detention and Overland Flow for Pollutant Removal From Highway Storm water Runoff. Vol. 1. FHWA/RD 89/202. Federal Highway Administration, Washington, DC. Goldberg. 1993. Dayton Avenue Swale Biofiltration Study. Seattle Engineering Department, Seattle, WA. Harper, H. 1988. Effects of Stormwater Management Systems on Groundwater Quality. Prepared for Florida Department of Environmental Regulation, Tallahassee, FL, by Environmental Research and Design, Inc., Orlando, FL. Kercher, W.C.,J.C. Landon, and R. Massarelli. 1983. Grassy swales prove cost-effective for water pollution control. Public Works, 16: 53-55. Koon, J. 1995. Evaluation of Water Quality Ponds and Swales in the Issaquah/East Lake Saminainish Basins. King County Surface Water Management, Seattle, WA, and Washington Department of Ecology, Olympia, WA. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Storinwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39.Oakland, P.H. 1983. An evaluation of stormwater pollutant removal 10 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Vegetated Swale TC-30 . - through grassed swale treatment. In Proceedings of the International Symposium of Urban Hydrology, Hydraulics and Sediment Control, Lexington, KY pp. 173-182. Occoquan Watershed Monitoring Laboratory. 1983. Final Report: Metropolitan Washington Urban Runoff Project. Prepared for the Metropolitan Washington Council of Governments, Washington, DC, by the Occoquan Watershed Monitoring Laboratory, Manassas, VA. Pitt, R., and J. McLean. 1986. Toronto Area Watershed Management Strategy Study: Humber River Pilot Watershed Project. Ontario Ministry of Environment, Toronto, ON. Schueler, T. 1997. Comparative Pollutant Removal Capability of Urban BMPs: A reanalysis. Watershed Protection Techniques 2(2) :379-383. Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Performance: Recommendations and Design Considerations. Publication No. 657. Water Pollution Control Department, Seattle, WA. Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Technical report no. 31. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1999, Storm-water Fact Sheet: Vegetated Swales, Report # 832-F-99-006 http://www.ei)a.gov/owiii/`mtb/vegswale.i)!Lf, Office of Water, Washington DC. . Wang, T., D. Spyridakis, B. Mar, and R. Homer. 1981. Transport, Deposition and Control of Heavy Metals in Highway Runoff. FHWA-WA-RD-39-10. University of Washington, Department of Civil Engineering, Seattle, WA. Washington State Department of Transportation, 1995, Highway Runoff Manual, Washington State Department of Transportation, Olympia, Washington. Welborn, C., and J. Veenhuis. 1987. Effects of Runoff Controls on the Quantity and Quality of Urban Runoff in Two Locations in Austin, TX. USGS Water Resources Investigations Report No. 87-4004. U.S. Geological Survey, Reston, VA. Yousef, Y., M. Wanielista, H. Harper, D. Pearce, and R. Tolbert. 1985. Best Management Practices: Removal of Highway Contaminants By Roadside Swales. University of Central Florida and Florida Department of Transportation, Orlando, FL. Yu, S., S. Barnes, and V. Gerde. 1993. Testing of Best Management Practices for Controlling Highway Runoff. FHWA/VA-93-R16. Virginia Transportation Research Council, Charlottesville, VA. Information Resources Maryland Department of the Environment (MDE). 2000. Maryland Storm water Design Manual. www.mde.state.md.us/environment/wma/stormwatermnanual Accessed May 22, 2001. Reeves, E. 1994. Performance and Condition of Biofliters in the Pacific Northwest. Watershed Protection Techniques 1(3):117-119. January 2003 California Stormwater BMP Handbook 11 of 13 New Development and Redevelopment www.cabmphandhooks.com TC-30 Vegetated Swale Seattle Metro and Washington Department of Ecology. 1992. Biofiltration Swale Peiformance. Recommendations and Design Considerations. Publication No. 657. Seattle Metro and Washington Department of Ecology, Olympia, WA. USEPA 1993. Guidance Specifying Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840--B-92-002. U.S. Environmental Protection Agency, Office of Water. Washington, DC. Watershed Management Institute (WMI. 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency, Office of Water. Washington, DC, by the Watershed Management Institute, Ingleside, MD. S 12 of 13 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com VegetatedSwale TC-30 Provide for scour (a) Cross section orawale with chock darn. prooeIu. Notation: Length of swain impoundment area per chock darn (It) (I)) Dimensional %luw or swujc impoundment area. Dopth of chock damn (ft) S5 = Bottom stps of swain (tuft) W = Top width of chock darn (It) Bottom width of chock dam (II) Ratio of horizontal to vortical chango In swalo side slops (tuft) January 2003 California Storrnwater B Handbook 13 of 13 New Development and Redevelopment www.cabmpliandbooks.com 0 Drain Insert General Description Drain inserts are manufactured filters or fabric placed in a drop inlet to remove sediment and debris. There are a multitude of inserts of various shapes and configurations, typically falling into one of three different groups: socks, boxes, and trays. The sock consists of a fabric, usually constructed of polypropylene. The fabric may be attached to a frame or the grate of the inlet holds the sock. Socks are meant for vertical (drop) inlets. Boxes are constructed of plastic or wire mesh. Typically a polypropylene "bag" is placed in the wire mesh box. The bag takes the form of the box. Most box products are one box; that is, the setting area and filtration through media occur in the same box. Some products consist of one or more trays or mesh grates. The trays may hold different types of media. Filtration media vary by manufacturer. Types include polypropylene, porous polymer, treated cellulose, and activated carbon. Inspection/Maintenance Considerations Washout problems increase with rain intensity. Susceptibility of accumulated sediments to be re-suspended at low flow rates, can be corrected with an energy dissipater between gate and treatment areas. ~ I, ' I ' ' • ' ' ! 1 ' • • • , ' I I -.,'i ~ : •) I , ' ! l , ~,.: •• ,.-·~ .... -,_1, ,..,' •• ··"~--.:.:,7 • Inspect for sediment buildup and proper functioning. • Verify that stormwater enters the unit and does not leak around the perimeter. At the beginning of the wet season and after significant storms After construction. •' : ' ' ' -'. ', ', •, 11 • ',, • •, - , I I 1 ' .., , • • ~~ .. < '•, • Remove sediment as needed. January 2003 At the beginning of the wet season and as necessary California Stormwater BMP Handbook Industrial and Commercial www.cabmphandbooks.com MP-52 Maintenance Concerns, Objectives, and Goals • Sediment Removal Targeted Constituents ./ Sediment ./ Nutrients ./ Trash ./ Metals Bacteria ./ Oil and Grease ./ Organics Removal Effectiveness See New Development and Redevelopment Handbook-Section 5. Stormwater Qualfty Association 1 of 1 N on-Stormwate r Discha rges Protect the Btii Objectives Cover Contain Educate Reduce/Minimize Product Substitution Use the Household Waste Treatment Facility Description Non-stormwater discharges are those flows that do not consist entirely of stormwater. Some non-stormwater discharges do not include pollutants and may be discharged to the storm drain. These include uncontaminated groundwater and natural springs. There are also some non-stormwater discharges that typically do not contain pollutants and may be discharged to the storm drain with conditions. These include car washing, air conditioner condensate, etc. However there are certain non-stormwater discharges that pose environmental concern. These discharges may originate from illegal dumping or from internal floor drains, appliances, industrial processes, sinks, and toilets that are connected to the nearby storm drainage system. These discharges (which may include: process waste waters, cooling waters, wash waters, and sanitary wastewater) can carry substances such as paint, oil, fuel and other automotive fluids, chemicals and other pollutants into storm drains. They can generally be detected through a combination of detection and elimination. The ultimate goal is to effectively eliminate non- stormwater discharges to the stormwater drainage system through implementation of measures to detect, correct, and enforce against illicit connections and illegal discharges of pollutants on streets and into the storm drain system and creeks.. Approach Initially the industry must make an assessment of non- stormwater discharges to determine which types must be eliminated or addressed through BMPs. The focus of the following approach is in the elimination of non-stormwater discharges. Targeted Constituents Sediment Nutrients / Trash Metals Bacteria Oil and Grease 'If Organics California Stormwater \ Quality Association January 2003 California Stormwater BMP Handbook . 1 of 6 Industrial and Commercial www.cabmphapdbooks.com SC-10 Non-Stormwater Discharges Pollution Prevention Ensure that used oil, used antifreeze, and hazardous chemical recycling programs are being implemented. Encourage litter control. Suggested Protocols Recommended Complaint Investigation Equipment Field Screening Analysis - pH paper or meter - Commercial stormwater pollutant screening kit that can detect for reactive phosphorus, nitrate nitrogen, ammonium nitrogen, specific conductance, and turbidity - Sample jars - Sample collection pole - A tool to remove access hole covers Laboratory Analysis - Sample cooler - Ice - Sample jars and labels - Chain of custody forms Documentation - Camera - Notebook - Pens - Notice of Violation forms - Educational materials General Develop clear protocols and lines of communication for effectively prohibiting non- stormwater discharges, especially those that are not classified as hazardous. These are often not responded to as effectively as they need to be. • Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as "Dump No Waste Drains to Stream" stenciled or demarcated next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. 2 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Aon-Stor mwater Discha rges SC-16- n See SC44 Stormwater Drainage System Maintenance for additional information. Illicit Connections Locate discharges from the industrial storm drainage system to the municipal storm drain system through review of "as-built" piping schematics. Isolate problem areas and plug illicit discharge points. Locate and evaluate all discharges to the industrial storm drain system. Visual Inspection and Inventory Inventory and inspect each discharge point during dry weather. Keep in mind that drainage from a storm event can continue for a day or two following the end of a storm and groundwater may infiltrate the underground stormwater collection system. Also, non-stormwater discharges are often intermittent and may require periodic inspections. Review Infield Piping A review of the "as-built" piping schematic is a way to determine if there are any connections to the stormwater collection system. Inspect the path of floor drains in older buildings. Smoke Testing Smoke testing of wastewater and stormwater collection systems is used to detect connections between the two systems. During dry weather the stormwater collection system is filled with smoke and then traced to sources. The appearance of smoke at the base of a toilet indicates that there may be a connection between the sanitary and the stormwater system. Dye Testing A dye test can be performed by simply releasing a dye into either your sanitary or process wastewater system and examining the discharge points from the stormwater collection system for discoloration. TV Inspection of Drainage System TV Cameras can be employed to visually identify illicit connections to the industrial storm drainage system. Illegal Dumping Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. January 2003 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial www.cabmphandbooks.com SC-10 Non-Stormwater Discharges Never hose down or bury dry material spills. Sweep up the material and dispose of properly. Use adsorbent materials on small spills rather than hosing down the spill. Remove, the adsorbent materials promptly and dispose of properly. For larger spills, a private spill cleanup company or Hazmat team maybe necessary. Once a site has been cleaned: Post "No Dumping" signs with a phone number for reporting dumping and disposal. Landscaping and beautification efforts of hot spots may also discourage future dumping, as well as provide open space and increase property values. a Lighting or barriers may also be needed to discourage future dumping. See fact sheet SCii Spill Prevention, Control, and Cleanup. Inspection a Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs. a Conduct field investigations of the industrial storm drain system for potential sources of non-stormwater discharges. Pro-actively conduct investigations of high priority areas. Based on historical data, prioritize specific geographic areas and/or incident type for pro-active investigations. Reporting A database is useful for defining and tracking the magnitude and location of the problem. a Report prohibited non-stormwater discharges observed during the course of normal daily activities so they can be investigated, contained, and cleaned up or eliminated. Document that non-stormwater discharges have been eliminated by recording tests performed, methods used, dates of testing, and any on-site drainage points observed. Document and report annually the results of the program. a Maintain documentation of illicit connection and illegal dumping incidents, including significant conditionally exempt discharges that are not properly managed. Training Training of technical staff in identifying and documenting illegal dumping incidents is required. Consider posting the quick reference table near storm drains to reinforce training. . a Train employees to identify non-stormwater discharges and report discharges to the appropriate departments. 4 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Non-Stormwater I]it1T* SC-1qj 0 N Educate employees about spill prevention and cleanup. Well-trained employees can reduce human errors that lead to accidental releases or spills. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. Employees should be familiar with the Spill Prevention Control and Countermeasure Plan. Determine and implement appropriate outreach efforts to reduce non-permissible non- stormwater discharges. Conduct spill response drills annually (if no events occurred to evaluate your plan) in cooperation with other industries. When a responsible party is identified, educate the party on the impacts of his or her actions. Spill Response and Prevention See SCii Spill Prevention Control and Cleanup. Other Considerations Many facilities do not have accurate, up-to-date schematic drawings. Requirements Costs (including capital and operation & maintenance) . • The primary cost is for staff time and depends on how aggressively a program is implemented. Cost for containment and disposal is borne by the discharger. Illicit connections can be difficult to locate especially if there is groundwater infiltration. Indoor floor drains may require re-plumbing if cross-connections to storm drains are detected. Maintenance (including administrative and staffing) Illegal dumping and illicit connection violations requires technical staff to detect and investigate them. Supplemental Information Further Detail of the BMP Illegal Dumping Substances illegally dumped on streets and into the storm drain systems and creeks include paints, used oil and other automotive fluids, construction debris, chemicals, fresh concrete, leaves, grass clippings, and pet wastes. All of these wastes cause stormwater and receiving water quality problems as well as clog the storm drain system itself. Establish a system for tracking incidents. The system should be designed to identify the following: - Illegal dumping hot spots January 2003 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial www.cabmphandbooks.com SC-10 Non-Stormwater Discharges - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) - Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties One of the keys to success of reducing or eliminating illegal dumping is increasing the number of people at the facility who are aware of the problem and who have the tools to at least identify the incident, if not correct it. Therefore, train field staff to recognize and report the incidents. What constitutes a "non-stormwater" discharge? Non-stormwater discharges to the stormwater collection system may include any water used directly in the manufacturing process (process wastewater), air conditioning condensate and coolant, non-contact cooling water, cooling equipment condenate, outdoor secondary containment water, vehicle and equipment wash water, sink and drinking fountain wastewater, sanitary wastes, or other wastewaters. Permit Requirements Facilities subject to stormwater permit requirements must include a certification that the stormwater collection system has been tested or evaluated for the presence of non- stormwater discharges. The State's General Industrial Stormwater Permit requires that non- stormwater discharges be eliminated prior to implementation of the facility's SWPPP. Performance Evaluation Review annually internal investigation results; assess whether goals were met and what changes or, improvements are necessary. Obtain feedback from personnel assigned to respond to, or inspect for, illicit connections and illegal dumping incidents. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual htt1://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http: /Zdnr.metroke.govZwlrldss/spem.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ 6 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Outdoor Loa ding/ U1 [.Jji Ii. fiI'i 117-- I] Cover u Contain Educate Reduce/Minimize Product Substitution Description The loading/unloading of materials usually takes place outside on docks or terminals; therefore, materials spilled, leaked, or lost during loading/unloading may collect in the soil or on other surfaces and have the potential to be carried away by stormwater runoff or when the area is cleaned. Additionally, rainfall may wash pollutants from machinery used to unload or move materials. Implementation of the following protocols will prevent or reduce the discharge of pollutants to stormwater from outdoor loading/unloading of materials. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention Keep accurate maintenance logs to evaluate materials. removed and improvements made. Park tank trucks or delivery vehicles in designated areas so that spills or leaks can be contained. Limit exposure of material to rainfall whenever possible. Prevent stormwater run-on. Check equipment regularly for leaks. Targeted Constituents Sediment / Nutrients . I' Trash Metals / Bacteria Oil and Grease / Organics A CaIifornIa Stormwater Quality Association January 2003 California Stormwater BMP Handbook . 1 o 4 Industrial and Commercial www.cabmphandbooks.com Outdoor Loading/ Un ['1Ji Suggested Protocols Loading and Unloading - General Guidelines a Develop an operations plan that describes procedures for loading and/or unloading. a Conduct loading and unloading in dry weather if possible. a Cover designated loading/unloading areas to reduce exposure of materials to rain. a Consider placing a seal or door skirt between delivery vehicles and building to prevent exposure to rain. Design loading/unloading area to prevent stormwater run-on, which would include grading or berming the area, and position roof downspouts so they direct stormwater away from the loading/unloading areas. Have employees load and unload all materials and equipment in covered areas such as building overhangs at loading docks if feasible. Load/unload only at designated loading areas. a Use drip pans underneath hose and pipe connections and other leak-prone spots during liquid transfer operations, and when making and breaking connections. Several drip pans should be stored in a covered location near the liquid transfer area so that they are always . available, yet protected from precipitation when not in use. Drip pans can be made specifically for railroad tracks. Drip pans must be cleaned periodically, and drip collected materials must be disposed of properly. a Pave loading areas with concrete instead of asphalt. a Avoid placing storm drains in the area. a Grade and/or berm the loading/unloading area to a drain that is connected to a deadend. Inspection Check loading and unloading equipment regularly for leaks, including valves, pumps, flanges and connections. Look for dust or fumes during loading or unloading operations. Training a Train employees (e.g., fork lift operators) and contractors on proper spill containment and cleanup. a Have employees trained in spill containment and cleanup present during loading/unloading. a Train employees in proper handling techniques during liquid transfers to avoid spills. a Make sure forklift operators are properly trained on loading and unloading procedures. 20f4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Outdoor Loading/ Unl oadi ng Spill Response and Prevention m Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. • Contain leaks during transfer. Store and maintain appropriate spill cleanup materials in a location that is readily accessible and known to all and ensure that employees are familiar with the site's spill control plan and proper spill cleanup procedures. Have an emergency spill cleanup plan readily available. Use drip pans or comparable devices when transferring oils, solvents, and paints. Other Considerations (Limitations and Regulations) Space and time limitations may preclude all transfers from being performed indoors or under cover. • It may not be possible to conduct transfers only during dry weather. Requirements Costs Costs should be low except when covering a large loading/unloading area. . Maintenance Conduct regular inspections and make repairs as necessary. The frequency of repairs will depend on the age of the facility. Check loading and unloading equipment regularly for leaks Conduct regular broom dry-sweeping of area Supplemental Information Further Detail of the BMP Special Circumstances for Indoor Loading/Unloading of Materials Loading or unloading of liquids should occur in the manufacturing building so that any spills that are not completely retained can be discharged to the sanitary sewer, treatment plant, or treated in a manner consistent with local sewer authorities and permit requirements. For loading and unloading tank trucks to above and below ground storage tanks, the following procedures should be used: - The area where the transfer takes place should be paved. If the liquid is reactive with the asphalt, Portland cement should be used to pave the area. - The transfer area should be designed to prevent run-on of stormwater from adjacent areas. Sloping the pad and using a curb, like a speed bump, around the uphill side of the transfer area should reduce run-on. January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com Outdoor .iis h Unloa dingl nih The transfer area should be designed to prevent runoff of spilled liquids from the area. Sloping the area to a drain should prevent runoff. The drain should be connected to a dead-end sump or to the sanitary sewer. A positive control valve should be installed on the drain. For transfer from rail cars to storage tanks that must occur outside, use the following procedures: Drip pans should be placed at locations where spillage may occur, such as hose connections, hose reels, and filler nozzles. Use drip pans when making and breaking connections. - Drip pan systems should be installed between the rails to collect spillage from tank cars. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http:/Zwww.co.clark.wa.usZpubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center httn://www.stormwatercenter.net/ 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com !T' t'if t.i lifli iiT&1 (.JJ[: I S Description Accidental releases of materials from above ground liquid storage tanks, drums, and dumpsters present the potential for contaminating stormwaters with many different pollutants. Tanks may store many potential stormwater runoff pollutants, such as gasoline, aviation gas, diesel fuel, kerosene, oils, greases, lubricants and other distilled, blended and refined products derived from crude petroleum. Materials spilled, leaked, or lost from storage tanks may accumulate in soils or on other surfaces and be carried away by rainfall runoff. These source controls apply to containers located outside of a building used to temporarily store liquid materials and include installing safeguards against accidental releases, installing secondary containment, conducting regular inspections, and training employees in standard operating procedures and spill cleanup techniques. Approach Pollution Prevention Educate employees about pollution prevention measures and goals. Keep an accurate, up-to-date inventory of the materials delivered and stored on-site. Try to keep chemicals in their original containers, and keep them well labeled. Suggested Protocols General Develop an operations plan that describes procedures for loading and/or unloading. Refer to SC-30 - Outdoor Objectives Cover Contain Educate Reduce/Minimize Targeted Constituents Sediment Nutrients / Trash Metals / Bacteria Oil and Grease / Organics / CaIifornIa . Stormwater Quality Association January 2003 California Stormwater BMP Handbock 1 of 8 Industrial and CommercaI www.cabmphandbooks.com Loading/ Unloading of Materials for more detailed BMP information pertaining to loading and unloading of liquids. Protect materials from rainfall, run-on, runoff, and wind dispersal:. - Cover the storage area with a roof. - Minimize stormwater run-on by enclosing the area or building a berm around it. - Use a "doghouse" structure for storage of liquid containers. - Use covered dumpsters for waste product containers. Employ safeguards against accidental releases: - Provide overflow protection devices to warn operator or automatic shut down transfer pumps. - Provide protection guards (bollards) around tanks and piping to prevent damage from a vehicle or forklift. - Provide clear tagging or labeling, and restrict access to valves to reduce human error. m Berm or surround tank or container with secondary containment system, including dikes, liners, vaults, or double walled tanks. Be aware and ready to address the fact that some municipalities require secondary containment areas to be connected to the sanitary sewer, prohibiting any hard connections to the storm drain. •Contact the appropriate regulatory agency regarding environmental compliance for facilities with "spill ponds" designed to intercept, treat, and/or divert spills. Have registered and specifically trained professional engineers identify and correct potential problems such as loose fittings, poor welding, and improper or poorly fitted gaskets for newly installed tank systems. Storage Areas Provide storage tank piping located below product level with a shut-off valve at the tank; ideally this valve should be an automatic shear valve with the shut-off located inside the tank. Provide barriers such as posts or guardrails, where tanks are exposed, to prevent collision damage with vehicles. Provide secure storage to prevent vandalism-caused contamination. Place tight-fitting lids on all containers. Enclose or cover the containers where they are stored. 2 of 8 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com !i. LIir.tiii1.fliiIi (•JI!T. Raise the containers dff the ground by use of pallet or similar method, with provisions for spill control. Contain the material in such a manner that if the container leaks or spills, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters or groundwater. Place drip pans or absorbent materials beneath all mounted container taps, and at all potential drip and spill locations during filling and unloading of containers. Any collected liquids or soiled absorbent materials must be reused/recycled or properly disposed. Ensure that any underground or aboveground storage tanks are designed and managed in accordance with applicable regulations, identified as a potential pollution source, and have secondary containment such as a berm or dike with an impervious surface. Inspection Provide regular inspections: - Inspect storage areas regularly for leaks or spills. - Conduct routine inspections and check for external corrosion of material containers. Also check for structural failure, spills and overfills due to operator error, failure of piping system. - Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage facility or vice versa. - Visually inspect new tank or container installations for loose fittings, poor welding, and improper or poorly fitted gaskets. - Inspect tank foundations, connections, coatings, and tank walls and piping system. Look for corrosion, leaks, cracks, scratches, and other physical damage that may weaken the tank or container system. - Replace containers that are leaking, corroded, or otherwise deteriorating with ones in good condition. If the liquid chemicals are corrosive, containers made of compatible materials must be used instead of metal drums. ( - New or secondary containers must be labeled with the product name and hazards. Training Train employee (e.g., fork lift operators) and contractors in proper spill containment and cleanup. The employee should have the tools and knowledge to immediately begin cleaning up a spill if one should occur. Train employees in proper storage measures. Use a training log or similar method to document training. S January 2003 California Stormwater BMP Handbook 3 of 8 Industrial and Commercial www.cabmphandbooks.com ~]Eremvq [.ie] ! [1111 tt.i.i ii ii.i &1 (i]itjj Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Have an emergency plan, equipment, and trained personnel ready at all times to deal immediately with major spills. Collect all spilled liquids and properly dispose of them. Have employees trained in emergency spill cleanup procedures present when dangerous waste, liquid chemicals, or other wastes are delivered. a Prevent operator errors by using engineering safeguards and thus reducing accidental releases of pollutants. Store and maintain appropriate spill cleanup materials in a location near the tank storage area and known to all. Other Considerations a Storage sheds often must meet building and fire code requirements. a The local fire district must be consulted for limitations on clearance of roof covers over containers used to store flammable materials. a All specific standards set by Federal and State laws concerning the storage of oil and hazardous materials must be met. a Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code and the National Electric Code. a Storage of oil and hazardous materials must meet specific Federal and State standards including: - Spill Prevention Control and Countermeasure Plan (SPCC) Plan - Secondary containment Integrity and leak detection monitoring - Emergency preparedness plans Requirements Costs Costs will vary depending on the size of the facility and the necessary controls, such as berms or safeguards against accidental controls. Maintenance a Conduct weekly inspection. a Sweep and clean the storage area regularly if it is paved, do not hose down the area to a storm drain. 4 of 8 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Outdoortiquidtk.iiifl SC-34 J Supplemental Information The most common causes of unintentional releases are: Installation problems Failure of piping systems (pipes, pumps, flanges, couplings, hoses, and valves) External corrosion and structural failure Spills and overfills due to operator error Leaks during pumping of liquids or gases from truck or rail car to a storage tank or vice versa Further Detail of the BMP Aboveground Tank Leak and Spill Control Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code and the National Electric Code. Practices listed below should be employed to enhance the code requirements: Tanks should be placed in a designated area. Tanks located in areas where firearms are discharged should be encapsulated in concrete or the equivalent. Designated areas should be paved with Portland cement concrete, free of cracks and gaps, and impervious in order to contain leaks and spills, Liquid materials should be stored in UL approved double walled tanks or surrounded by a curb or dike to provide the volume to contain io% of the volume of all of the containers or no% of the volume of the largest container, whichever is greater. The area inside the curb should slope to a drain. For used oil or dangerous waste, a dead-end sump should be installed in the drain. All other liquids should be drained to the sanitary sewer if available. The drain must have a positive control such as a lock, valve, or plug to prevent release of contaminated liquids. Accumulated stormwater in petroleum storage areas should be passed through an oil/water separator Maintenance is critical to preventing leaks and spill's. Conduct routine weekly inspections and: Check for external corrosion and structural failure. Check for spills and overfills due to operator error. Check for failure of piping system (pipes, pumps, flanger, coupling, hoses, and valves). u Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage facility or vice versa January 2003 California Stormwater BMP Handbook 5 of 8 Industrial and Commercial www.cabmphandbooks.com "IflL7 [sLit r. t'i.iiifl IiiIJJ Inspect new tank or container installation visually for loose fittings, poor welding, and improper or poorly fitted gaskets. Inspect tank foundations, connections, coatings, and tank walls and piping system. Look for corrosion, leaks, cracks, scratches, and other physical damage that may weaken the tank or container system. Frequently release accumulated stormwater during the wet season. Have periodic integrity testing conducted by a qualified professional. Container Management To limit the possibility of stormwater pollution, containers used to store dangerous waste or other liquids should be kept inside the building unless this is impractical due to site constraints. If the containers are placed outside, the following procedures should be employed: - Dumpsters used to store items awaiting transfer to a landfill should be placed in a lean- to structure or otherwise covered. Dumpsters shall be kept in good condition without corrosion or leaky seams. - Garbage dumpsters shall be replaced if they are deteriorating to the point where leakage is occurring. Dumpsters should be kept undercover to prevent the entry of stormwater. S Employees should be made aware of the importance of keeping the dumpsters covered and free from leaks. - Waste container drums should be kept in an area such as a service bay. If drums are kept outside, they must be stored in a lean-to type structure, shed or walk-in container to keep rainfall from reaching the drums. Dikes One of the best protective measures against contamination of stormwater is diking. Containment dikes are berms or retaining walls that are designed to hold spills. Diking is an effective pollution prevention measure for above ground storage tanks and railcar or tank truck loading and unloading areas. The dike surrounds the area of concern and holds the spill, keeping spill materials separated from the stormwater side of the dike area. Diking can be used in any industrial or municipal facility, but it is most commonly used for controlling large spills or releases from liquid storage areas and liquid transfer areas. For single-wall tanks, containment dikes should be large enough to hold the contents of the storage tank for the facility plus rain water. For trucks, diked areas should be capable of holding an amount equal to the volume of the tank truck compartment. Diked construction material should be strong enough to safely hold spilled materials. Dike materials can consist of earth, concrete, synthetic materials, metal, or other impervious S materials. Strong acids or bases may react with metal containers, concrete, and some plastics. 6 of 8 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com o1TI 'I'i !r. tui isi.i nfli iT& k.iti [ Where strong acids or bases or stored, alternative dike materials should be considered. More active organic chemicals may need certain special liners for dikes. Dikes may also be designed with impermeable materials to increase containment capabilities. Dikes should be inspected during or after significant storms or spills to check for washouts or overflows. Regular checks of containment dikes to insure the dikes are capable of holding spills should be conducted. Inability of a structure to retain stormwater, dike erosion, soggy areas, or changes in vegetation indicate problems with dike structures. Damaged areas should be patched and stabilized immediately. Earthen dikes may require special maintenance of vegetation such as mulching and irrigation. Curbing Curbing is a barrier that surrounds an area of concern. Curbing is similar to containment diking in the way that it prevents spills and leaks from being released into the environment. Curbing is usually small scaled and does not contain large spills like diking. Curbing is common at many, S facilities in small areas where handling and transfer of liquid materials occur. Curbing can redirect contaminated stormwater away from the storage area. It is useful in areas where liquid materials are transferred from one container to another. Asphalt is a common material used for curbing; however, curbing materials can include earth, concrete, synthetic materials, metal, or other impenetrable materials. Spilled materials should be removed immediately from curbed areas to allow space for future spills. Curbs should have manually-controlled pump systems rather than common drainage systems for collection of spilled materials. The curbed area should be inspected regularly to clear clogging debris. Maintenance should also be conducted frequently to prevent overflow of any spilled materials as curbed areas are designed only for smaller spills. Curbing has the following advantages: - Excellent run-on control - Inexpensive - Ease of installment - Provides option to recycle materials spilled in curb areas - Common industry practice January 2003 California Stormwater BMP Handbook 7 of 8 Industrial and Commercial www.cabmphandbooks.com 1fl[.I.] !;[i[ii r iii .I.] ii •I.F.1&1(.] t1±L Examples The "doghouse" design has been used to store small liquid containers. The roof and flooring design prevent contact with direct rain or runoff. The doghouse has two solid structural walls and two canvas covered walls. The flooring is wire mesh about secondary containment. The unit has been used successfully at Lockheed Missile and Space Company in Sunnyvale. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center hllp: //www.stormwatercenter.net/ 8 of 8 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com S Objectives Cover Contain Educate Reduce/Minimize Description Raw materials, by-products, finished products, containers, and material storage areas exposed to rain and/or runoff can pollute stormwater. Stormwater can become contaminated when materials wash off or dissolve into water or are added to runoff by spills and leaks. Improper storage of these materials can result in accidental spills and the release of materials. To prevent or reduce the discharge of pollutants to stormwater from material delivery and storage, pollution prevention and source control measures must be implemented, such as minimizing the storage of hazardous materials on-site, enclosing or covering materials, storing materials in a designated area, installing secondary containment, conducting regular inspections, preventing stormwater run-on and runoff, and training employees and subcontractors. Approach Reduce potential for pollutant discharge through source control pollution prevention and BMP implementation. Successful implementation depends on effective training of employees on applicable BMPs and general pollution prevention strategies and objectives. Pollution Prevention Emphasize employee education for successful BMP implementation. u Minimize inventory of raw materials. Keep an accurate, up-to-date inventory of the materials delivered and stored on-site. Targeted Constituents Sediment / Nutrients / Trash Metals / Bacteria Oil and Grease / Organics If California Stormwater Quality : Association January 2003 California Stormwater BMP Handbook 1 of 4 Industrial and CommeciaI www.cabmphandbooks.com 1!T ['I.] W11.1111, I $1AY1 F1(1i ri ri 0 w Try to keep chemicals in their original containers and keep them well labeled. Suggested Protocols General Store all materials inside. If this is not feasible, then all outside storage areas should be covered with a roof and bermed or enclosed to prevent stormwater contact. At the very minimum, a temporary waterproof covering made of polyethylene, polypropylene or hypalon should be used over all materials stored outside. w Cover and contain the stockpiles of raw materials to prevent stormwater from running into the covered piles. The covers must be in place at all times when work with the stockpiles is not occurring. (Applicable to small stockpiles only). Implement erosion control practices at the perimeter of your site and at any catch basins to prevent erosion of the stockpiled material off-site, if the stockpiles are so large that they cannot feasibly be covered and contained. u Keep liquids in a designated area on a paved impervious surface within a secondary containment. Keep outdoor storage containers in good condition Minimize stormwater run-on by enclosing the area or building a berm around it. Keep storage areas clean and dry. Slope paved areas should be sloped in a manner that minimize pooling of water on the site, particularly with materials that may leach pollutants into stormwater and/or groundwater, such as compost, logs, and wood chips. A minimum slope of 1.5% is recommended. Secure drums stored in an area where unauthorized persons may gain access to prevent accidental spillage, pilferage, or any unauthorized use. Cover wood products treated with chromated copper arsenate, ammonical copper zinc arsenate, creosote, or pentachlorophenol with tarps or store indoors. Raw Material Containment Curbing should be placed along the perimeter of the area to prevent the run-on of uncontaminated stormwater from adjacent areas as well as runoff of stormwater from the stockpile areas. Tanks should be bermed or surrounded by a secondary containment system. The area inside the curb should slope to a drain. Liquids should be drained to the sanitary sewer if available. The drain must have a positive control such as a lock, valve, or plug to prevent release of contaminated liquids. Accumulated stormwater in petroleum storage areas should be passed through an oil/water separator. 20f4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com iJM r[.I.] 1 iT!T.i.)i i1VA .Fk.i iflj_ Inspection Conduct regular inspections of storage areas so that leaks and spills are detected as soon as possible. Check berms, curbing, containment for repair and patching. Training Train employees well in proper material storage. Train employees and contractors in proper techniques for spill containment and cleanup. Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Place a stockpile of spill cleanup materials, such as brooms, dustpans, and vacuum sweepers (if desired) near the storage area where it will be readily accessible. Have employees trained in spill containment and cleanup present during the loading/unloading of dangerous wastes, liquid chemicals, or other materials. Other Considerations Storage sheds often must meet building and fire code requirements. Storage of reactive, ignitable, or flammable liquids must comply with the Uniform Fire Code and the National Electric Code. Space limitations may preclude storing some materials indoors. Some municipalities require that secondary containment areas (regardless of size) be connected to the sanitary sewer, prohibiting any hard connections to the storm drain. Storage sheds often must meet building and fire code requirements. The local fire district must be consulted for limitations on clearance of roof covers over containers used to store flammable materials. Requirements Costs Costs will vary depending on the size of the facility and the necessary controls. They should be low except where large areas may have to be covered. Maintenance Accurate and up-to-date inventories should be kept of all stored materials. • Berms and curbs may require periodic repair and patching. Parking lots or other surfaces near bulk materials storage areas should be swept periodically to remove debris blown or washed from storage areas. • Sweep paved storage areas regularly for collection and disposal of loose solid materials, do not hose down the area to a storm drain or conveyance ditch. January 2003 California Stormwater BMP Handbook 3 of 4 Industrial and Commercial www.cabmphandbooks.com SC-33 Outdoor Storage of Raw Materials Keep outdoor storage areas in good condition (e.g., repair roofs, floors, etc., to limit releases to runoff). Supplemental Information Further Detail of the BMP Raw Material Containment Paved areas should be sloped in a manner that minimizes pooling of water on the site, particularly with materials that may leach pollutants into stormwater and/or groundwater, such as compost, logs, and wood chips. A minimum slope of 1.5% is recommended. Curbing should be placed along the perimeter of the area to prevent the run-on of uncontaminated stormwater from adjacent areas as well as runoff of stormwater from stockpile areas. The storm drainage system should be designed to minimize use of catch basins in the interior of the area as they tend to rapidly fill with manufacturing material. The area should be sloped to drain stormwater to the perimeter where it can be collected or to internal drainage alleyways where material is not stockpiled. If the raw material, by-product, or product is a liquid, mpre information for outside storage of liquids can be found under SC31, Outdoor Liquid Container Storage. Supplemental Information Examples The "doghouse" design has been used to store small liquid containers. The roof and flooring design prevent contact with direct rain or runoff. The doghouse has two solid structural walls and two canvas covered walls. The flooring is wire mesh about secondary containment. The unit has been used successively at Lockheed Missile and Space Company in Sunnyvale. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmnman.pdf King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net/ 4 of 4 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbOoks.com Waste iHandling t! Disposal II Description Improper storage and handling of solid wastes can allow toxic compounds, oils and greases, heavy metals, nutrients, suspended solids, and other pollutants to enter stormwater runoff. The discharge of pollutants to stormwater from waste handling and disposal can be prevented and reduced by tracking waste generation, storage, and disposal; reducing waste generation and disposal through source reduction, reuse, and recycling; and preventing run-on and runoff. Approach Pollution Prevention Accomplish reduction in the amount of waste generated using the following source controls: - Production planning and sequencing - Process or equipment modification - Raw material substitution or elimination - Loss prevention and housekeeping - Waste segregation and separation - Close loop recycling Establish a material tracking system to increase awareness about material usage. This may reduce spills and minimize contamination, thus reducing the amount of waste produced. Recycle materials whenever possible. Objectives Cover Contain Educate Reduce/Minimize Product Substitution Targeted Constituents Sediment Nutrients Trash Metals / Bacteria / Oil and Grease / Organics / - )Cautorna Stormwater Quality Association January 2003 California Stormwater BMP Handbook i of S Industrial and Commercial www.cabmphandbooks.com SC-34 Waste Handling &) F1 hiM]! Suggested Protocols General Cover storage containers with leak proof lids or some other means. If waste is not in containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent stormwater run-on and runoff with a berm. The waste containers or piles must be covered except when in use. Use drip pans or absorbent materials whenever grease containers are emptied by vacuum trucks or other means. Grease cannot be left on the ground. Collected grease must be properly disposed of as garbage. Check storage containers weekly for leaks and to ensure that lids are on tightly. Replace any that are leaking, corroded, or otherwise deteriorating. Sweep and clean the storage area regularly. If it is paved, do not hose down the area to a storm drain. Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if allowed by the local sewer authority. Do not discharge wash water to the street or storm drain. Transfer waste from damaged containers into safe containers. . • Take special care when loading or unloading wastes to minimize losses. Loading systems can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum transfer systems can minimize waste loss. Controlling Litter Post "No Littering" signs and enforce anti-litter laws. Provide a sufficient number of litter receptacles for the facility. Clean out and cover litter receptacles frequently to prevent spillage. Waste Collection Keep waste collection areas clean. Inspect solid waste containers for structural damage regularly. Repair or replace damaged containers as necessary. Secure solid waste containers; containers must be closed tightly when not in use. - Do not fill waste containers with washout water or any other liquid. Ensure that only appropriate solid wastes are added to the solid waste container. Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc., may not be disposed of in solid waste containers (see chemical/ hazardous waste collection section below). 2of5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Waste itHandli ng Iii1P] rri.ita Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. Good Housekeeping Use all of the product before disposing of the container. Keep the waste management area clean at all times by sweeping and cleaning up spills immediately. Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer. Chemical/Hazardous Wastes Select designated hazardous waste collection areas on-site. - Store hazardous materials and wastes in covered containers and protect them from vandalism. Place hazardous waste containers in secondary containment. Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas. Stencil or demarcate storm drains on the facility's property with prohibitive message regarding waste disposal. Run-on/Runoff Prevention Prevent stormwater run-on from entering the waste management area by enclosing the area or building a berm around the area. Prevent waste materials from directly contacting rain. Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, poly5ropy1eneor hypalon. Cover the area with a permanent roof if feasible. Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of the dumpster. Move the activity indoor after ensuring all safety concerns such as fire hazard and ventilation are addressed. Inspection Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills. Check waste management areas for leaking containers or spills. January 2003 California Stormwater BMP Handbook 3 of 5 Industrial and Commercial www.cabmphandbooks.com Ti'i Handling Disposal Repair leaking equipment including valves, lines, seals, or pumps promptly. Training . Train staff in pollution prevention measures and proper disposal methods. Train employees and contractors in proper spill containment and cleanup. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. Train employees and subcontractors in proper hazardous waste management. Spill Response and Prevention Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. Have an emergency plan, equipment and trained personnel ready at all times to deal immediately with major spills Collect all spilled liquids and properly dispose of them. Store and maintain appropriate spill cleanup materials in a location known to all near the designated wash area. Ensure that vehicles transporting waste have spill prevention equipment that can prevent spills during transport. Spill prevention equipment includes: - Vehicles equipped with baffles for liquid waste - Trucks with sealed gates and spill guards for solid waste Other Considerations (Limitations and Regulations) Hazardous waste cannot be reused or recycled; it must be disposed of by a licensed hazardous waste hauler. Requirements Costs Capital and O&M costs for these programs will vary substantially depending on the size of the facility and the types of waste handled. Costs should be low if there is an inventory program in place. Maintenance None except for maintaining equipment for material tracking program. Supplemental Information Further Detail of the BMP Land Treatment System Minimize runoff of polluted stormwater from land application by: Choosing a site where slopes are under 6%, the soil is permeable, there is a low water table, it is located away from wetlands or marshes, and there is a closed drainage system 4 of 5 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Waste Handling & Disposal SC-34 Avoiding application of waste to the site when it is raining or when the ground is saturated with water Growing vegetation on land disposal areas to stabilize soils and reduce the volume of surface water runoff from the site Maintaining adequate barriers between the land application site and the receiving waters (planted strips are particularly good) Using erosion control techniques such as mulching and matting, filter fences, straw bales, diversion terracing, and sediment basins Performing routine maintenance to ensure the erosion control or site stabilization measures are working Examples The port of Long Beach has a state-of-the-art database for identifying potential pollutant sources, documenting facility management practices, and tracking pollutants. References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http:Zlwww.co.clark.wa.us/pubworksZbmpman.pd Solid Waste Container Best Management Practices - Fact Sheet On-Line Resources - Environmental Health and Safety. Harvard University. 2002. King County Storm Water Pollution Control Manual http:Z/dnr.metroke.gov/wIrZdss/spcm.htm Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA). http://www.basmaa.org Santa. Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center htti):/Zwww.stormwatercenter.net/ -- January 2003 California Stormwater BMP Handbook 5 of 5 Industrial and Commercial www.cabmphandbooks.com 0 !Ji1 I. k.tiiw•i.rir1 FUfl Description Stormwater runoff from building and grounds maintenance activities can be contaminated with toxic hydrocarbons in solvents, fertilizers and pesticides, suspended solids, heavy metals, and abnormal pH. Utilizing the following protocols will. prevent or reduce the discharge of pollutants to stormwater from building and grounds maintenance activities by washing and cleaning up with as little water as possible, following good landscape management practices, preventing and cleaning up spills immediately, keeping debris from entering the storm drains, and maintaining the stormwater collection system. Approach Pollution Prevention M Switch to non-toxic chemicals for maintenance when possible. . Choose cleaning agents that can be recycled. Encourage proper lawn management and landscaping, including use of native vegetation. Encourage use of Integrated Pest Management techniques for pest control. Objectives Cover Contain Educate Reduce/Minimize w Product Substitution Targeted Constituents Sediment Nutrients . Trash E?1 Metals Bacteria Oil and Grease Organics Oxygen Demanding 17J Encourage proper onsite recycling of yard trimmings. Recycle residual paints, solvents, lumber, and other material as much as possible. k CALArOMwvr1zR flY January 2003 California Stormwatr BMP Handbook 1 of S Municipal www.cabmphandbooks.com ;Iu1 I F hrc1q .r'r1 miir.r.i Suggested Protocols Pressure Washing ofBuildings, Rooftops, and Other Large Objects In situations where soaps or detergents are used and the surrounding area is paved, pressure washers must use a waste water collection device That enables collection of wash water and associated solids. A sump pump, wet vacuum or similarly effective device must be used to collect the runoff and loose materials. The collected runoff and solids must be disposed of properly. If soaps or detergents are not used, and the surrounding area is paved, wash water runoff does not have to be collected but must be screened. Pressure washers must use filter fabric or some other type of screen on the ground and/or in he catch basin to trap the particles in wash water runoff. If you are pressure washing on a grassed area (with or without soap), runoff must be dispersed as sheet flow as much as possible, rather than as a concentrated stream. The wash runoff must remain on the grass and not drain to pavement. Ensure that this practice does not kill grass. Landscaping Activities Do not apply any chemicals (insecticide, herbicide, or fertilizer) directly to surface waters, unless the application is approved and permitted by the state. 10 a Dispose of grass clippings, leaves, sticks, or other cllected vegetation as garbage, or by composting. Do not dispose of collected vegetation into waterways or storm drainage systems. a Use mulch or other erosion control measures on exposed soils. a Check irrigation schedules so pesticides will not be washed away and to minimize non- stormwater discharge. Building Repair, Remodeling, and Construction Do not dump any toxic substance or liquid waste on the pavement, the ground, or toward a storm drain. Use ground or drop cloths underneath outdoor painting scraping and sandblasting work, and properly dispose of collected material daily. Use aground cloth or oversized tub for activities such as paint mixing and tool cleaning. a Clean paint brushes and tools covered with water-based paints in sinks connected to sanitary sewers or in portable containers that can be dumped into a sanitary sewer drain. Brushes and tools covered with non-water-based paints, finishes, or other materials must be cleaned in a manner that enables collection of used solvents (e.g., paint thinner, turpentine, etc.) for recycling or proper disposal. 0 - 20f 5 California StormwaIr BMP Handbook January 2003 Municipal www.cabi-nphandbooks.com Building & Grounds Maintenance SC-41 Use a storm drain cover, filter fabric, or similarly effective runoff control mechanism if dust, grit, wash water, or other pollutants may escape the work area and enter a catch basin. The containment device(s) must be in place at the beginning of the work day, and accumulated dirty runoff and solids must be collected and disposed of before removingthe containment device(s) at the end of the work day. If you need to dc-water an excavation site, you may need to filter the water before discharging to a catch basin or off-site. In which case you should direct the water through hay bales and filter fabric or use other sediment filters or traps. Store toxic material under cover with secondary containment during precipitation events and when not in use. A cover would include tarps or other temporary cover material. Mowing, Trimming, and Planting Dispose of leaves, sticks, or other collected vegetation as garbage, by composting or at a permitted landfill. Do not dispose of collected vegetation into waterways or storm drainage systems. Use mulch or other erosion control measures when soils are exposed. Place temporarily stockpiled material away from watercourses and drain inlets, and berm or cover stockpiles to prevent material releases to the storm drain system. .• Consider an alternative approach when bailing out muddy water; do not put it inthe storm drain, pour over landscaped areas. Use hand or mechanical weeding where practical. Fertilizer and Pesticide Management B Follow all federal, state, and local laws and regulations governing the use, storage, and disposal of fertilizers and pesticides and training of applicators and pest control advisors. Follow manufacturers' recommendations and label directions. Pesticides must never be applied if precipitation is occuring or predicted. Do not apply insecticides within 100 feet of surface waters such as lakes, ponds, wetlands,'and streams. B Use less toxic pesticides that will do the job, whenever possible. Avoid use of copper-based pesticides if possible. Do not use pesticides if rain is expected. Do not mix or prepare pesticides for application near storm drains. B Use the minimum amount needed for the job. Calibrate fertilizer distributors to avoid excessive application. . • Employ techniques to minimize off-target application (e.g. spray drift) of pesticides, including consideration of alternative application techniques. January 2003 California Stormwater BMP Handbook 301 5 Municipal www.cabmphandbooks.com 0 w Apply pesticides only when wind speeds are low. Work fertilizers into the soil rather than dumping or broadcasting them onto the surface. Irrigate slowly to prevent runoff and then only as much as is needed. Clean pavement and sidewalk if fertilizer is spilled on these surfaces before applying irrigation water. • Dispose of empty pesticide containers according to the instructions on the container label. Use up the pesticides. Rinse containers, and use rinse water as product. Dispose of unused pesticide as hazardous waste. Implement storage requirements for pesticide products with guidance from the local fire department and County Agricultural Commissioner. Provide secondary containment for pesticides. Inspection Inspect irrigation system periodically to ensure that the right amount of water is being applied and that excessive runoff is not occurring. Minimize excess watering, and repair leaks in the irrigation system as soon as they are observed: . Training Educate and train employees on use of pesticides and in pesticide application techniques to prevent pollution. Train employees and contractors in proper techniques for spill containment and cleanup. Be sure the frequency of training takes into account the complexity of the operations and the nature of the staff. Spill Response and Prevention Refer to SC-u, Spill Prevention, Control & Cleanup Keep your Spill Prevention Control and countermeasure (SPCC) plan up-to-date, and implement accordingly. Have spill cleanup materials readily available and in a known location. Cleanup spills immediately and use dry methods if possible. Properly dispose of spill cleanup material. Other Considerations Alternative pest/weed controls may not be available, suitable, or effective in many cases. 1I1 4o1 5 California Stormwalr BMP Handbook January 2003 Municipal www.cabrnphandbooks.com I F h IstCi1Iaiu i ii' fl rn (IThFIi: I! Requirements Costs m Overall costs should below in comparison to other BMPs. Maintenance Sweep paved areas regularly to collect loose particles, and wipe up spills with rags and other absorbent material immediately, do not hose down the area to a storm drain. Supplemental Information Further Detail of the BMP Fire Sprinkler Line Flushing Building fire sprinkler line flushing may be a source of non-stormwater runoff pollution. The water entering the system is usually potable water though in some areas it may be non-potable reclaimed wastewater. There are subsequent factors that may drastically reduce the quality of the water in such systems. Black iron pipe is usually used since it is cheaper than potable piping but it is subject to rusting and results in lower quality water. Initially the black iron pipe has an oil coating to protect it from rusting between manufacture and installation; this will contaminate the water from the first flush but not from subsequent flushes. Nitrates, poly- phosphates and other corrosion inhibitors, as well as fire suppressants and antifreeze may be added to the sprinkler water system. Water generally remains in the sprinkler system a long time, typically a year, between flushes and may accumulate iron, manganese, lead, copper, nickel and zinc. The water generally becomes anoxic and contains living and dead bacteria and breakdown products from chlorination. This may result in a significant BOD problem and the water often smells. Consequently dispose fire sprinkler line flush water into the sanitary sewer. Do not allow discharge to storm drain or infiltration due to potential high levels of pollutants in fire sprinkler line water. References and Resources California's Nonpoint Source Program Plan http://www.s\Tcb.ca.gov/nps/index.html King County - ftp: //dnr.metro kc.gov/wlr/dss/spcm/Chapter%203.pDF Orange County Stormwater Program http://www.ocwatersheds.com/StormWater/swp_introduction.asp Mobile Cleaners Pilot Program: Final Report. 1997. Bay Area Stormwater Management Agencies Association (BASSMA) http://www.basmaa.org/ Pollution from Surface Cleaning Folder. 1996. Bay Area Stormwater Management Agencies Association (BASMAA) http://www.basmaa.org/ San Diego Stormwater Co-permittees Jurisdictional Urban Runoff Management Program (URMP) - http: //www.projectcleanwater. org/pdf/Model%2oProgram%2oMunicjpal%2oFaciitjes pdf January 2003 California Slormwatr BMP Handbook 5 o 5 Municipal www.cabmphandbooks.com Drainage System- Maintenance I Description As a consequence of its function, the stormwater conveyance system collects and transports urban runoff and stormwater that may contain certain pollutants. The protocols in this fact shee: are intended to reduce pollutants reaching receiving waters through proper conveyance system operation and maintenance. Approach Pollution Prevention Maintain catch basins, stormwater inlets, and other stormwater conveyance structures on a regular basis to remove pollutants, reduce high pollutant concentrations during the first flush of storms, prevent clogging of the downstream conveyance system, restore catch basins' sediment trapping capacity, and ensure the system functions properly hydraulically to avoid flooding. Suggested Protocols Catch Basins/Inlet Structures Staff should regularly inspect facilities to ensure compliance with the following: - Immediate repair of any deterioration threatening structural integrity. - Cleaning before the sump is 40% full. Catch basins should be cleaned as frequently as needed to meet this standard. - Stenciling of catch basins and inlets (see SC34 Waste Handling and Disposal). Objectives Cover Contain Educate Reduce/Minimize Targeted Constituents Sediment I, Nutrients Trash / Metals Bacteria Oil and Grease Organics California Stormwater Oualfty Association January 2003 California Stormwater BMP Handbook 1 of 6 Industrial and Commercial wwwcabmphandbookscorn Drainag e System M aintenancel Clean catch basins, storm drain inlets, and other conveyance structures before the wet season to remove sediments and debris accumulated during the summer. Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Clean and repair as needed. Keep accurate logs of the number of catch basins cleaned. . Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain. Dewater the wastes if necessary with outflow into the sanitary sewer if permitted. Water should be treated with an appropriate filtering device prior to discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed. Do not dewater near a storm drain or stream. Storm Drain Conveyance System Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup. Collect and pump flushed effluent to the sanitary sewer for treatment whenever possible. Pump Stations - Clean all storm drain pump stations prior to the wet season to remove silt and trash. Do not allow discharge to reach the storm drain system when cleaning a storm drain pump station or other facility. Conduct routine maintenance at each pump station. Inspect, clean, and repair as necessary all outlet structures prior to the wet season. Open Channel Modify storm channel characteristics to improve channel hydraulics, increase pollutant removals, and enhance channel/creek aesthetic and habitat value. Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural (emphasis added) state of any river, stream, or lake in California, must enter into a Steam or Lake Alteration Agreement with the Department of Fish and Game. The developer-applicant should also contact local governments (city, county, special districts), other state agencies (SWRCB, RWQCB, Department of Forestry, Department of Water Resources), and Federal Corps of Engineers and USFWS. Illicit Connections and Discharges Look for evidence of illegal discharges or illicit connections during routine maintenance of conveyance system and drainage structures: - Is there evidence of spills such as paints, discoloring, etc? 2 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Drainage Syste . Maintenance - Are there any odors associated with the drainage system? - Record locations of apparent illegal discharges/illicit connections? Track flows back to potential dischargers and conduct aboveground inspections. Thi can be done through visual inspection of upgradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection. - Eliminate the discharge once the origin of flow is established. Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants. Storm drain inlets should have messages such as "Dump No Waste Drains to Stream" stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system. Refer to fact sheet SC-b Non-Stormwater Discharges. Illegal Dumping m Inspect and cleanup hot spots and other storm drainage areas regularly where illegal dumping and disposal occurs. Establish a system for tracking incidents. The system should be designed to identify the following: - Illegal dumping hot spots - Types and quantities (in some cases) of wastes - Patterns in time of occurrence (time of day/night, month, or year) - Mode of dumping (abandoned containers, "midnight dumping" from moving vehicles, direct dumping of materials, accidents/spills) - Responsible parties g Post "No Dumping" signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping. • Refer to fact sheet SC-io Non-Stormwater Discharges. Training Train crews in proper maintenance activities, including record keeping and disposal. Allow only properly trained individuals to handle hazardous materials/wastes. c Have staff involved in detection and removal of illicit connections trained in the following: - OSHA-required Health and Safety Training (29 CFR 1910.120) plus annual refresher training (as needed). January 2003 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial www.cabmphandbooks.com SC-44 Drainage System Maintenance - OSHA Confined Space Entry training (Cal-OSHA Confined Space, Title 8 and Federal OSHA 29 CFR 1910.146). - Procedural training (field screening, sampling, smoke/dye testing, TV inspection). Spill Response and Prevention Investigate all reports of spills, leaks, and/or illegal dumping promptly. Clean up all spills and leaks using "dry" methods (with absorbent materials and/or rags) or dig up, remove, and properly dispose of contaminated soil. Refer to fact sheet SC-ii Spill Prevention, Control, and Cleanup. Other Considerations (Limitations and Regulations) Clean-up activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Trade-offs may exist between channel hydraulics and water quality/ riparian habitat. If storm channels or basins are recognized as wetlands, many activities, including maintenance, may be subject to regulation and permitting. Storm drain flushing is most effective in small diameter pipes (36-inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source, finding a . downstream area to collect sediments, liquid/sediment disposal, and prohibition against disposal of flushed effluent to sanitary sewer in some areas. Regulations may include adoption of substantial penalties for illegal dumping and disposal. Local municipal codes may include sections prohibiting discharge of soil, debris, refuse, hazardous wastes, and other pollutants into the storm drain system. Requirements Costs An aggressive catch basin cleaning program could require a significant capital and O&M budget. The elimination of illegal dumping is dependent on the availability, convenience, and cost of alternative means of disposal. The primary cost is for staff time. Cost depends on how aggressively a program is implemented. Other cost considerations for an illegal dumping program include: - Purchase and installation of signs. - Rental of vehicle(s) to haul illegally-disposed items and material to landfills. - Rental Of heavy equipment to remove larger items (e.g., car bodies) from channels. - Purchase of landfill space to dispose of illegally-dumped items and material. 40f6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com Drainage System Maintenance SC-44 Methods used for illicit connection detection (smoke testing, dye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings, and type of land use will determine the level of investigation necessary. Maintenance Two-person teams may be required to clean catch basins with vactor trucks. Teams of at least two people plus administrative personnel are required to identify illicit discharges, depending on the complexity of the storm sewer system. Arrangements must be made for proper disposal of collected wastes. Technical staff are required to detect and investigate illegal dumping violations. Supplemental Information Further Detail of the BMP Storm Drain Flushing Flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in storm drainage systems. Flushing maybe designed to hydraulically convey accumulated material to strategic locations, such as an open channel, another poinf where flushing will be initiated, or the sanitary sewer and the treatment facilities, thus preventing resuspension and overflow of a portion of the solids during storm events. Flushing prevents "plug flow" discharges of concentrated pollutant loadings and sediments. Deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging. Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain segment. To further reduce impacts of stormwater pollution, a second inflatable device placed well downstream may be used to recollect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to recollect the flushed waters. It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65- 75% for organics and 55-65% for dry weather grit/inorganic material. The percent removal S efficiency drops rapidly beyond that. Water is commonly supplied by a water truck, but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used or that fire hydrant line flushing coincide with storm sewer flushing. January 2003 California Stormwater BMP Handbook 50f6 Industrial and Commercial www.cabmphandbooks.com SC-44 Drainage System Maintenance References and Resources California's Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual http://www.co.clark.wa.us/pubworks/bmpman.pdf Ferguson, B.K. 1991. Urban Stream Reclamation, P. 324-322, Journal of Soil and Water Conservation. King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998. Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurpnp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Storm Drain System Cleaning. On line: http: //www.epa.gov/npdes/menuofbmps/poll 16.htm 6 of 6 California Stormwater BMP Handbook January 2003 Industrial and Commercial www.cabmphandbooks.com • • Excerpt from San Diego Region Hydrologic Basin Plan Area Map 39 S Light OCEA ar South OcerisidN. Callsbad H T St ach an V I M N TOW . i , - A j - -"i • CMLADOIOLOGiCUNIT ,y San Marc Lmo fijj P-LA p0n to DOUBLE 904.20 Buena Viwa Creek KA 1. w3w 4.2 1 El Salm NSA 17.24 1 ate! kath Aqua Ila !;c 14 ,904,40 Encinas HA 7 -904.50 San Marcea HA *:kt Leqcodi 4.52 RichlandP-A c lflt*\ ci 43 twin, Oaks FSA EcoiithJ HA San Elio HSA 432 Escondido SA 4,63 LWoh rd. NSA Lee, Daniel From: William.Searles@kiewit.com .Sent: Monday, June 17, 2013 12:08 PM To: May, David; Prior, Jena; Zorn, Corey; Lee, Daniel; Wilson, Paul Cc: Colin.Taylor@kiewit.com; Anna.Walker@kiewit.com; SOC.KSD-MPl@kiewit.com; PMacLagganposeidon1 .com; JMckinley@poseidonl.com Subject: FW: Grandfather Status Attachments: Volume 4 Chapter 2 SUSMP - Rev 6-4-08.pdf; Order 2007-0001 .pdf; condition 32.pdf Follow Up Flag: Follow up Flag Status: Completed I)a'e I.II(i rUeahli Please see tue email below f:rom .Jenmv Ruklle. In addition to tliisei:na:il, .1. just spoke with .ieieiny over the telephone. The following :1.5 a siuiiinary of this email an(i the phone conversation: r11]1( City agrees with the llier.its of the i 111(1! Itl1( L rfli( gi iliLIf ithu wilt 0111) be approved oUkiall) 'ia the approval or our SW\i P. Our S W1\IP tutist pi.()Vide a narrative describing the grandfather* merits, regulations, implenrientahon, etc.. 0iir ',\VMI' must j)IO nit (lO(UIIIUItat1Ot1 III sflppott of the gi mdl ithei is an tpjx udi (KSI) will pl-mri.de itifo to A.IJS). Our ',W.IM.P must be based on The .June 4, 2008 SUSMP LI I) requirements per PC`Resolution 6635 (cond:itioi:i. 32) • 1. have not sunimanzed all points of Jeremy's email or the attached files. Therefore, pI.(.se read them in their entirety. I would .l:i ke to make thi.s the THai ii focus of tomorrows Civil Foctis .eetng. Please be prepared to discu:iss. Thanks, KSD WILLIAM SEARLESJR i .. . Kiewit Shea Desalination 5050 Avenida Encinas M TSHEAç Carlsbad, CA 92008 . DESALINATIONt p 760-827-6534 If .760-683-6628 I c 714-328-3283 From: Jeremy Riddle [mailto:Jeremy.Riddle@carlsbadca.gov] Sent: Monday, June 17, 2013 10:23 AM To: William.Searles Cc: Paul Wilson Subject: RE: Grandfather Status William- This is a complicated issue, so I'll try my best to explain it. Per the R9-2007-001 Permit, grandfathering of storm water standards applies when 'construction activities' occur onsite, not when discretionary approvals are granted. Per the permit, the City also determines the feasibility on how/whether new SUSMP regulations apply for grandfathered projects. I have attached the part of the permit for your reference (see footnote No. 1 at bottom). *When the RP & PDP for the Desalination Plant where approved, the SUSMP was being updated and also informed applicants of the upcoming SUSMP update (SUSMP update period). This lead to condition 32 of PC Resolution 6635 (attached) for the Desalination Plant changes. Per this condition, this project shall incorporate Low Impact Development 1 (LID) measures to mimic the natural hydrologic site runoff conditions. Although this was not as explicit in the 2008 SUSMP, it was included the January 2010 SUSMP update. As regulators of the permit, we'll review the revised SWMP to .ensure the project addresses all the measures from the SUSMP in effect at that time (6/2008), and address upcoming SUSMP changes (1/2010). Per the condition of approval, the SWMP and precise grading shall incorporate LID measures to address potential increases in urban runoff and to treat the runoff. Desalination Grandfathering Since demolition activities for the Desalination Plant initiated on November 2009, the SUSMP standards in effect at that time were dated June 4, 2008. I have attached this SUSMP for your use. Please note that in 2009, the Agua Hedionda Lagoon was still impaired for sediment and other nutrients, so if you are choosing to comply with old standards, you'll have to show how the project (with BMP selection, site design or other measures) dealt with those impairments back then too) However, per condition 32 of PC Resolution 6635, the project will still need to incorporate Low Impact Development (LID) measures to mimic the natural hydrologic site runoff conditions. I hope this sheds light on this issue. Let me know if you have further question on this matter. CITY OF CARLSBAD Community & Economic Development Jeremy Riddle, CPESC, QSD Associate Engineer Land Development Engineering City of Carlsbad ,www,carlsbalca,gov P: 760-602-2737 F: 760-602-1052 jeremy.riddlecarlsbadca.gov From William Searles©kiewit corn [rnailto William SearIeskiewit corn] Sent: Monday, June 17, 2013 7:54 AM To: Jeremy Riddle Subject Grandfather Status Hi Jeremy, I am back from vacation and wanted to get a status from you on the stormwater grandfather. First, I fear that I may have caused some confusion. So, please let me make a clarification. At some point, I heard January of 2011 floated as being the pivotal date for the grandfather. I wrongly assumed that this date marked the only change to the regulations and the City's SUSMIP since the approval of the PDP. I have since heard there were other reguiatioii changes between the PII)P approval date and January of 2011. Our intent is to provide the same level of storriiwater collectionitreatment/ete. as was approved in the PDP in September of 2009. I am now being told that the SUS'll current at the time of the PIJP was the March 2008 SUSMP. Therefore, if you .t Lii (oirfilln this was the SUSM-P uni it mit tt the time of the PI)P ppi o ttl, that is the SUS1\1 P that we are requesting ng to grandfather iii. 2 Please lot me know 0ui thoughts. Please also give 1110 it status of when you think WO Ctfl receive final coufiTmation of the grandfather. Thanks, . . KS 0 WILLIAM SEARLES JR. Kiewif Shea Desalination 5050 Avenida Encinas .. . . . mKIEWiTSHEAç Carlsbad, CA 92008 DESALINATION p 760-827-6534 f. 760-683-6628 I c 714-328-3283 o 3 Tong, Stephanie .From: Gorham, Cynthia @Waterboards <Cynth ia.Gorham@waterboards.ca.gov> Sent: Friday, September 28, 2012 3:31 PM To: Tong, Stephanie Cc: Lee, Daniel; Honma, Lisa@Waterboards Subject: RE: 303(d) status of the Agua Hedionda Lagoon Dear Ms. Tong, Yes, Agua Hedionda Lagoon was removed from the 303(d) List; however the creek remains listed. You can check the most current 303(d) List at http://www.waterboards.ca.gov/water issues/programs/tmdl/integrated20lo.shtml If you have any other questions regarding the 303(d) List, please contact Ms. Lisa Honma at Ihonma@waterboards.ca.gov. Sincerely, Cynthia Gorham *From: Tong, Stephanie [mailto: SteDhanie.Tongarcadis-us.com] Sent: Friday, September 28, 2012 3:21 PM To: Gorham, Cynthia@Waterboards Cc: Lee, Daniel Subject: 303(d) status of the Agua Hedionda Lagoon Hello, I found on the water boards website that the Agua Hedionda Lagoon is intended to be delisted from the 303(d) list I wanted to confirm if Lagoon is delisted or if it's being reviewed. Please reply to us via email or via phone at 213-327-1621. Thank you, Stephanie Tong, EIT I Environmental Engineer I stephanie.tongarcadis-us.com Malcolm Pirnie the Water Division of ARCADIS ARCADIS U.S., Inc. 1 888 W. 6th Street, Third Floor I Los Angeles, CA, 90017 1.213.327.1621 www.arcadis-us.com ARCADIS, Imagine the result Piease consider the environment before printing this email. NOTICE: This e-mail and any files transmitted with it are the property of ARCADIS U.S., Inc. and its affiliates. All rights, .includingwithout limitation copyright, are reserved. The proprietary information contained in this e-mail message, and any files transmitted with it, is intended for the use of the recipient(s) named above. If the reader of this e-mail is not the intended recipient, you are hereby notified that you have received this e-mail in error and that any review, distribution or copying of this e-mail or any files transmitted with it is strictly prohibited. If you have received this e-mail in error, please 1 notify the sender immediately and delete the original message and any files transmitted. The unauthorized use of this e- mail or any files transmitted with it is prohibited and disclaimed by ARCADIS U.S., Inc. and its affiliates. Nothing herein is intended to constitute the offering or performance of services where otherwise restricted by law. 2 10/2eM'2.waterboar v/water ssues/programs/tmdl/2OlOstate ir reports/category2 report.shtml - - - -# 0 Final 2010 Integrated Report (CWA SectionY(d) List / 305(b) Report) U'SEPA Final Approval: October 11, 2011 2010 CALIFORNIA WATERS SUPPORTING SOME CALIFORNIA BENEFICIAL USES Core Beneficial Uses 1 ______ -- - -- Applicable California Beneficial Uses - Aquatic Life Support Cold Freshwater Habitat, Estuanne Habitat, Fish Migration, Fish Spawning, Freshwater Replenishment, Inland Saline Water Habitat, Limited Warmwater, Marine Habitat, Preservation of Areas of Special Biological Significance, Preservation of Rare & Endangered Species, Warm Freshwater Habitat, Wetland Habitat, Wildlife Habitat Drinking Water Supply Municipal & Domestic Supply Fish Consumption Commercial or recreational collection of fish, shellfish, or organisms, Subsistance Fishing Secondary Contact. Non-Contact Recreation Shelifishing Shellfish Harvesting Swimming Water Contact Recreation Category 2 Criteria: 1) A water that supports some, but not all, of its California beneficial uses; and 2) has other uses that are not assessed or lack sufficient information to be assessed. * USGS HUC = US Geological Survey Hydrologic Unit Code. Calw ater = State Water Resources Control Board hydrological subunit area or even smaller planning watershed. WATERSHED* CORE BENEFICIAL USE ESTIMATED REGION WATER BODY NAME WATER TYPE CALWATER / California Beneficial Use . AREA USGS HUC Pollutant Assessed ASSESSED o Swimming I Big River Beach at Coastal & Bay 11330045 I 0.54 Miles Mendocino Bay Shoreline 18010108 WaterContactRecreation Indicator Bacteria o Swimming I Black Point Coastal & Bay 11385030 I 0.44 Miles Shoreline 18010109 . o Water Contact Recreation Indicator Bacteria • Drinking Water Supply 51 I Bodega HU, Salmon Creek River & Stream 11510012 I Miles HA 18010111 Municipal & Domestic Supply Nitrate • Aquatic Life Support .waterboards .ca.gov /water_issues/programs/tmdl/2OlOstate_ir_reports/category 2_report. shtm I . 1/67 10 /2M2Naterboarov/water_issues/Pro9rams/tmdI/20 1 Ostateir reports/category 2_report.shtml 0 Hexachiorocyclopentadie ne, Hexachioroethane, Methoxychlor, Naphthalene, Nitrobenzene, Pentachiorophenol (PCP), Phenol, Tetra chi oroethylene/PCE, Toxaphene River &Stream 80111000 I Secondary Contact 18070201 o Non-Contact Recreation Fecal Coliform Swimming Water Contact Recreation Fecal Coliform River &Stream 80152000 I Aquatic Life Support 18070203 o Warm Freshwater Habitat Alachior, Atrazine, Azinphos-methyl (Guthion), Carbaryl, Carbofuran, Chiorpyrifos, PP (Dichtorodiphenvldichloroethylene), Diazinon, Dieldrin, Disulfoton, Malathion, Methyl Parathion, Molinate, Simazine, Thiobencarb/Bolero 8 Santa Ana River, Reach 1 8 Santa Ana River Reach 5 10 Miles 52 Miles Swimming 8 Santiacio Creek, Reach l River &Stream 80111000/ 17Miles 18070203 Water Contact Recreation Escherichia coli (E. coli) Swimming 8 Sunset Beach Coastal & Bay 80111000 I 1.9 Miles Shoreline 18070201 Water Contact Recreation Enterococcus, Fecal Coliform, Total Coliform Swimming 9 Aqua Hedionda Lagoon Estuary 90431000 / 6.8 Acres 18070303 Water Contact Recreation Indicator Bacteria www.waterboards.ca.gov/water_issues/programs/tmdl/2OlOstate_ir_reports/category2_report.shtml 47/67 10/26/12 Aquatic Life Support Marine Habitat Sedimentation/Siltation Estuarine Habitat Invasive Species • Shelifishing Shellfish Harvesting Indicator Bacteria • Aquatic Life Support 9 Boulder Creek (San Diego River & Stream 90741000 I 21 Miles County) 18070304 Warm Freshwater Habitat Benthic Community Effects, Toxicity. • Aquatic Life Support 9 Cold Stream (San Diego River & Stream 90935000 I 2.9 Miles County) 18070304 Warm Freshwater Habitat Benthic Community Effects • SUPPORTED NON-CORE CA BENEFICIAL USES 9 Del Dios Creek River & Stream 90521000 I 1 Miles 18070304 Agricultural Supply Chloride, Nitrate as Nitrate (1403) • Aquatic Life Support 9 Doane Creek River &Stream 90322000 / 2.7 Miles 18070303 Warm Freshwater Habitat Benthic Community Effects • Drinking Water Supply 9 Kitchen Creek River & Stream 91160000 I 9.7 Miles 18070305 Municipal & Domestic Supply Oxygen. Dissolved, Total Dissolved Solids, • Drinking Water Supply 9 LaPostaCreek River &Stream 91170000/ 20 Miles 18100200 Municipal & Domestic Supply Ammonia as Nitrogen, Metals, Nickel, www.waterboards. ca.gov /water_issues/programs/tmdl/2olostate_ir_reports/category 2_report. shtm I 48/67